The URL can be used to link to this page

Home My WebLink AboutMS-17-08W. 3C it; AVE. Yc 35TH slim (Al! J +rY 2ND AVE e: ,EA , m A K 00 -- r I q W,. 2611 AVE. Gus 210 F ^ FIC Ir.A'>G. J f! s i iA ji i '•..1'+t � i 4e :.,1 r' I i "` �i � g : o"' F 4 i_ p'a? t ,t`°= r� 4 F f { ` ice_ E ;t_ y d ' {>Y'—� y--- .L._i t` S` r_4 F:_" Fm s"._„ F-'�, `I_ .f" 6A 'a f f ( 'r"° � P :,...'P £ e - _"` �^•.. :-:ms r-. % �y".: t ';. EF'S --$ {S 1' r F •. i 'em= £- F s i-x.� E e �.;1 '°++�- ff 9 .. k�:e,.. 3.>� i i `= e �e d "i '•"� 3 'w, 'E.f t+a.* i..E �` 'f , • W AR` -IA -EDA CO807002 -30.- _.- SURVEY. _" q 4,.v' i -av _.F -06 , { _ i . _ �; L.. 3? I �„_. _; e z r ` F i •. t� ' - ff�F3 E i try y�8 '4 t i. € s t !� 3 '. �...fr �R -�^ j^{e•1• 1 , it '+: ;=�, t j''^ F ➢ � �'em: �. _f yam' � e "i °. P Y 1 1 4-r 11--,-J f rP i 5 j 1.� t..c.. , i 9 i +ms' i 4,-' L,.,� 3 i La. t 4,. f 2 `>r.✓ : f i ......,. �F " *.. %3 .. /A -£..ef tCLERK' I t ,�-3.= _F-� E'�Evj..,i':! V J,_VJELCPL:'E. Mr- DIC` _ - � y is - -•t_., Y...-,._....... ..ItR EG TOR `OF PUBIC 1Y..14V_ _._ ._ _ ._ .. ....__-... PPRG`✓E.D I !S __ DAY �F v_1 _-- _., 2G _ y % _ BY I E G'TY OF N!IEAr RIDGE. 2I d - I— , 9 rr, 3 0 W,. 2611 AVE. Gus 210 F ^ FIC Ir.A'>G. J f! s i iA ji i '•..1'+t � i 4e :.,1 r' I i "` �i � g : o"' F 4 i_ p'a? t ,t`°= r� 4 F f { ` ice_ E ;t_ y d ' {>Y'—� y--- .L._i t` S` r_4 F:_" Fm s"._„ F-'�, `I_ .f" 6A 'a f f ( 'r"° � P :,...'P £ e - _"` �^•.. :-:ms r-. % �y".: t ';. EF'S --$ {S 1' r F •. i 'em= £- F s i-x.� E e �.;1 '°++�- ff 9 .. k�:e,.. 3.>� i i `= e �e d "i '•"� 3 'w, 'E.f t+a.* i..E �` 'f , • W AR` -IA -EDA CO807002 -30.- _.- SURVEY. _" q 4,.v' i -av _.F -06 , { _ i . _ �; L.. 3? I �„_. _; e z r ` F i •. t� ' - ff�F3 E i try y�8 '4 t i. € s t !� 3 '. �...fr �R -�^ j^{e•1• 1 , it '+: ;=�, t j''^ F ➢ � �'em: �. _f yam' � e "i °. P Y 1 1 4-r 11--,-J f rP i 5 j 1.� t..c.. , i 9 i +ms' i 4,-' L,.,� 3 i La. t 4,. f 2 `>r.✓ : f i ......,. �F " *.. %3 .. /A -£..ef tCLERK' I t ,�-3.= _F-� E'�Evj..,i':! V J,_VJELCPL:'E. Mr- DIC` _ - � y is - -•t_., Y...-,._....... ..ItR EG TOR `OF PUBIC 1Y..14V_ _._ ._ _ ._ .. ....__-... PPRG`✓E.D I !S __ DAY �F v_1 _-- _., 2G _ y % _ BY I E G'TY OF N!IEAr RIDGE. !`E, BB GROUP LLC, BEING -THE OWNER(S) OF REAL PROPERTY CONT uI :'s _ L iar;6ACRES DES o: tD AS FOLLOWS: g: . r -v t uTLw OD KNOLLS,S 2to-. FILING, COUNTY CF JEFFERSON, STA—I O OR A; iJ`, EXCEPT VGGPI jtE NORTH 200 FELT THEREOF, ANDINCLUDING f i 'Pr}LL ADjACEN, O LOT 6 A5 VACATED BY THE ORDINANCE RECORDED OCTOBER t 1993 :ANDER RECEPTION NC -1. 93155172 ,AND MORE PARTICULARLY DESCRIBED AS FOLLOWS:APARCEL OF LAND IN THE NORTH ONE-HALF r r a%IrJ 2?, TOWNSHIP u SOUTH, RANGE 59 W ST OF "LE 6 T�iR!F ciPA? MERIDIAN, DESCR`vylw' AS LYING S _ ,OF HE 51`AT -aL SOUTHEAST CORNER OF THE nr:Ji .-n •{rED PROPERTY ROPDRvy AND PHE dr . F 1180 FEET OF iii SOUTH 40 FLEI OF SAID NORTH2 ONE-HALF OF SECTION 28 BOUNDED ON THE 1'A`'T AND WEST. BY THE PROLONGATION TO THE SOUTHOF THE EAST AND WEST _NES OF THAT PROPERTY n , 3,G,_: BGD. IN THE INSTRUMENT RECORDED MARCH 25, 1979 UNDER KFi-�_'1,1 NO. 79026042 ti THE 01 -FICIAL RECORDS ^6 COUNTY Y OF JEFFERSON, STA'E OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL. LYING SOUTHEAST OF A UNE DEscRBEo AS STARTING AT A POINT wHEcr IS 10 .DET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF RH ,AST ONIE CF SAID PROP<FTY AND THE SOUTH LINE OF SAID PARCEL .AND RUNNING SOUTHWESTERLY TO A PONT WMICH IS: 1,0 FEET WEST OF SAID INTERSECTION, METES AND BOUND DESCRIPTION OF PROVIDED 0__CRIP71,0114, PARCEL OF LAND BEING A PORTON OF LOT I APPLEWOOD KNOLLS, 12TH A SUBDIVISION RFCOtLJ AT RECEPTION NO. 76787571 4i„? A VACATED PARCEL- PE LAND RECORDED AT REG_n- ✓N 931551 72 BFINf OC. ELIN NORTHWEST „ ES- ! vi SECTION 2tr .v1NSIP 3 SOUTH, :A„,r hE 1_CT. ,' F Gij�E: G�i, AL MERIDIAN, .•.I:. .vruC-„T RInnt. rJ- UaT1OF E utc-:ti_ STATE OF rO.VSt r MORE _ _ a, >DESCRIBED AS FOLLOWS BASIS OF B •a BEARINGS ARE BASED, ON THE SOUTH LINE O HE NOR:. -WEST 1/4 OF SECTION 28 ,-5M4f'Tv `1 89"19'5:” E AND MoNU"IAENi`EC' AS EJI LOWS _`=REST 114 CORNER :SECTION 2.8, BEEN'- A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962 PER MON R: +✓ DATED 5-5-06, „_.INTER 7r4 Cv„I„LR SECTION 28; EiEIP`IG „ FOUND 3 _PAS_ ✓AI' IN RANGE rCf, LS iii.-, PER Ut)N REC D?itL{ 5-5-06. AT c 22-1; THENCE R8919TY f ALONG THE SOUTH LINE O THE OR,HV S- 1/4 OF SAD SECTION 28 A DISTANCE ;F',A; g4 FSE:, 'HENCE N i'3O'5'W A DISTANCE OF 22.0ECECT TO THE SOUTHEAST PHEAS COR :UR OF L0 f i, APPA EOO G BAPTIST CHURCH SUBDIVISION, A: SUBDIVISION RECORDED AT RECEPTION !O 20061426 21 AND HE POINT OF rL:iINNE"iG THENCE P't OV30'57" E, ALONG THE.. it K_ LINE OF SAID LOT i, r}'L4.b},u BAPTIST CHURCH' SdB el..:eiiN; C DISTANCE OF 563: C6 _i-'O. THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW S1:JI4I.IU4, 4SJSi3f .:"J\RECORDED AT RFun'UN �D, 2014095809; HENCE N 89'23'01” 1. ALONG PHt SOUTHERLY _NF OF SID RAC _ A ;i` rCti OF 9I7.28 FEET TO POINT ON THE WESTERLY RIGHT-OF-WAY Y !NE OF DUAL S_rtri: THENCE S 001714 E ALONG SAID WESTERLY RIGHT-OF-WAY LINE A. DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND Y'ECDORD'D i ;AT RECEPTION NOt 93155171; ALONG firlt~p,{;r ALONG SA!il +t'A.C,>iTcle' PARCEL. Jr LAND RECORDED AT RE R"TiCi;N N;. 97155172 THE FO"_t,YAE`„T TWO (2.) COURSES; 1) S 44'26'05” ''N A DISTANCE OF 14.17 Fr_1 2) ;S 0919`53-V^ F' DISTANCE OF 16& 75 FEET TO THE. POINT ii. EIE.f`INNING C, N I„ iNING AN AREA. OF 9%605 &R OR ?-2808 ACRES MORE OR _ESS. HAVE LAO DU" SUEDIADEw AND PLATTED SAID LAND AS PER THE DRAN_ HEREON CONTAINED INTO LOTS AND TRACTS UNDER Ti_ NAME AND STYLE OF QUAL CREEK ESTATES, A SUBDIVICON OF A PAR; OF FIE CITY OF WHEATRIDGE COLORADOAND BY THESE PRESENTS uO DEDICATE TO F CITY Or WHEATRIDGE AND ;E PUBLIC THOSE PnRTiONS OF REAL PROPERTY SH - AS RIGHT-OF-WAY, AND DG' FURTHER DEDICATE TO THE CITY SOF WHEAT RIDGE AND, THOSE VILINICi' ILLY OWNED AND/OR MUNICIPALLY FRANCHISED IJT11'9ES AND SERVICES THOSE PORTION,r, OF REAL ?ROPF.RTJ SHOWN AS EASEMENTS FOR THE CONSTRUCTION, IF:STALLATiON, OPERATION. VA,._N4P.E„ REPAIR AND REPLACEMENT ,R ALL SERVICES. T. IS INCLUDES BUT IS NOT LIMITED TO TELEPHONE AND ELECTRIC _ ENDS, GAS LINES, WATER AND SANITARY SEWER LINES, HYDRANTS, Sit?P,MWATER S ;1EMS A14D PIPES, DETEN11ON PONDS, SKEET LICHTS AND ALL APPURTENANCES :H _RE T0. STATE: OF COLORADO SS COUNTY OF JEFFERSON THE FOREGOING INSTRUMENT WAS A`KN(;ILEDGED BEFORE ME THIS df -DAY OF ._'�'APPV_-, 201 BYA_SLL AII�&4_1€".�_� 411N,ESS MY HAIID AND OFFICIAL SEAL, NOTARY PUBLIC: �+ I }Y IvtO?y'itY!I ION i;Al.el RES T" p.RA `•� : �. tom. " "�'.faiJiJ P mousy to 2;.1.:,,..,:;48:, ro 1/ y}7i 7 1 Q. SUS..&OMNIFItea.; _n('11HRISTOPHER H. ivicELVAIN l•li HEREBY CERTIFY ,H1'I I+p __vR.Ei OF PIE BOUNDARY v t.?A.L CREEK ESTATES WAS MADE SYME OR DIRECT ry Vi O J."iv Lh -�1 :.F`_e_,.,L �r��vI�IVN - AI'tiD :l) S TETE �i_�1 ) ' r ;r I 1 � ;ry OF MY s'V r'i'.,�k�bRa0., !�. ''E'`.M,R-li.!!Ai h!}L '�f � r v_t.�LF' ti,2 ✓iORJAEt,.. �-H %h'�APPLICABLE ALL "._Jgr.,STATUTES, "4r:F� -LR it r ECli3OA AS AMENDED, a"� ACGuMPAN(NPLAT - - � huv„RA"EY RER".ENTS Sr!R) 'f .�taCh W AR` -IA -EDA CO807002 -30.- '14 SURVEY. CHRISTOPHER H. McELVAIN, PILS JaJJi, FOR AND ON E�-HALF OF SURVEY303, LLC I.^RT rl A')Oii _ AND ACCEPTANCE Lr r a3 a v IsRar-STS 'v REAL- ERTv mi THE ,`I OF WHEAT RIDGE, COLORADO, HEREBY ACCEPTS ME 011-11DICATION' AND CONVEYANCE TO TIE CITY Jr .':DiSIt ('Ir`A_ES. E„cEs{E,;Tc AND OT: INTERESTS IN nE.r,f_ PROPERTY iiF-NOON' fl INS L_ .p A., Ut11VG DEDICATED TO THE CITY FOR PUBuC , ,r,_,_: -LR it r . . 'f 5368 YIN'` W AR` -IA -EDA CO807002 -30.- '14 s 114Y /. 'j 1 M e f tCLERK' I t ,�-3.= _F-� E'�Evj..,i':! V J,_VJELCPL:'E. Mr- DIC` _ - � y is - -•t_., Y...-,._....... ..ItR EG TOR `OF PUBIC 1Y..14V_ _._ ._ _ ._ .. ....__-... PPRG`✓E.D I !S __ DAY �F v_1 _-- _., 2G _ y % _ BY I E G'TY OF N!IEAr RIDGE. RECOMMENDED F:'' �G_%: ci12,- 1 11>�i ': ,) `Aj_ THIS / _ DAY OF IC .A BY HE WHEAT ROSE PLANNING COMMISSION, L;<RK AL4D 'tECORDFR'`-€,Wrt HCATF: .ACCEPTED FOR 'RECORDING P THE OFFICE OF THECOUNTY CLERK AND RECORDER OF )IFFEREON COUNTY AT GOLDEN, C;OIT)RADO THIO _ ?AY OF 201.., NO it& CASE HISTORY CI 5 MS -17-08 } At CO RDING TO ;GLIGRH`C+O _W 'rilij A4l_i5T i.G'ti!v;E^ICE ANY LEGAL AGT>.{N EASE, 'tlPOP3 At .Y DEFFECT IN THIS si lk'>,r'_`:' WITHIN 7 .r , ... .'EARS AFTER YOU FIRST DISC 'VER SUCH DEFECT, IN NO EVENT MAY ANY ACTION AS 0PN' ANY ET BE MORE THAN !EN YEARS FROM 71 E DATE OF THE SL RVEYOR S CERTIFICATE- SHOWN HE`;LyJN 2) T Li PER COLORADO AiDLs F?CvPCtL S�.-A TL _'._S EG. 30-51-106 (Ij ALL LINEAL UNITS DEPICTED ON I}'sJ 'LAT :A:i". U.S. SURVEY FEIIT. ;)i`'F DIETER EQUALS 59.37 DIVIDED BY 12 U.S. SURVEY FEET ACCORDING TO THE NATIONAL. INSTITUTE OF STANDARDS AND TECHNOLOGY. 3; ANY PER ,SON WHO KNOWINGLY REMOVES, ALTERS .R DEFACES ANY R'LI LIC LAND SURVET i={;J(tC4EN}, ;_r'NL' _SURVEY _ - CLASS _W 'l'Ni:Ut-•vl ,'R ACCESSORY ",Rr �' i0 n' :h �:' t>°N^F ri1 Itr IIT> �r+4 Rc MONUMENT 1. ...�,.��„{,., COMMITS A ...l r,o: :iY�. (2j ;t.!._..:E e=IE.,i.. u., ... K;S:,,iA, I ., STATE STHT.: ;._ �-fi-�„"' ._ NASI OF BEARINGS: S a,tlNGS THE MA 4s SOUTH 1 , TH rL ^' i ECTO` ^t) BASIS Vf 3E,....:t. ve.. _Er'., av:S ARE BASED C)ii THE ASSUMPTION �H... .t.:.,. ,.i.0 t '�li{ti .,, THE Pv 1. is^'i;,,.0 ��+.. �i ts''. Ei� `,.k' SECTO. _.. ). 8 OrCAR'S R G!S3_ EIEF.AIEEN `'rx uEN!S AS JiCew iV;HE i}i'IS PLAT . _:.t.ta v_L OF y,.'T RIDGE POINTS ;.tO" AND 16209, 5) GUARDIAN TITLE AGENCY, !'_, FILE NO 5717--46692A f._4 f 'A, EFFECTIVE DATE BASIC RECORDED. BA A TOC (C. � TD S - J3_1 a, ENTIRELY RE! ✓ UPON vv IGIIT7"'OF_WAYp AND _fiLMBRMlh.r4 N THCPREPARATION OF 11IS SURVEY, 6) SLR_VEY»i C HAS MADE 0 4_0 ;NVE5r 1faT1ON OR INDEPENDENT SEARCH FOR 'c0Of: Df}N E qRDE_EASENIENTS, -NG.�DsRC ES RESTRICTIVE COVENANTS, .V.vry. O?ERSHi` TITLE EMI DLNC<OR ANY OTHER FACTS THAT AN ACCURATE CC i-T+\t CURRENT I'_ SEARCH Pit`.,"- DISCLOSE, r`t A. i.i v rttCORNER OR'?ER M( ;Ir”- UMENTS SLL. BE SET PER COLORADO 'STATE r ' TUTS 38 -5i -i05. 8) THE GEODETIC POINT COORDINATE DATA SHOWN HEREIN HAS BEEN DERIVED FROM L NAD 83 HAR\STATE PLANE COLORADOJV CENTRAL -IPS .0.0502 COORDINATE SYSTEM, AND HAS A HORIZONTAL ACCURACY CLAS»h.A'y� OF wO07 U.S. SURVEY w:E..E,_ 6 T <5o CONFIDENCE LEVEL,AS DEFINED IN j,i:_ vc'Jai�i_ POSITIONING ACCURACY STANDARDS OF r 5FEDERAL GEODETIC CONTROL SUBCOMMITTEE ('rt1Dv STD00 .2- I Nr98). ` ) MIS PLAT IS ON, THEE P t'i OF WHEAT RIDGE "CURRENT CITY DATUM", DEFILED AS F`j_ I OHS• THE CURRENT ... DAPWId COORDINATE sYSTEm USED IS 3 GROUND-BASED 1n7i' (U crR4v� T� � � kv8` ,. u:A.?L PLANE COORDINATE SYINEM, COLORADOCEN of ZONE 050 B. +rCn t,uAl OAT M, USED . THE NORTH AMERICAN vER?iG%L DATUM nR1c^,8 %! fD &5) C. GROUND TO GRID t3l.iMETIi`I:l.D SCALE FA.r1;IS U;x9?4:8la0_SCiL^Y FROM ix^E POINT PHA{Pr iA ,h R Lf: ?+4iACCURACY CONTROL POINT�;�HAVING THE FvL__ING ,aD83 t =2 "P_fE PLANE COORDINATES: uFA„ kfPTHUN. 1.701258FASTING .91821T58, ELEVATiION 547162 ' U) TRACTS A & 3 ARE HEREBY DEDICATED TO HEE AIL CREEK ESTATES HOMEOWAI_FS ASSOCIATION S R LANDSCAPING, ACC CESS AND DRAINAGE.J-.4I'rC !PPROVEMEN S WILL BE: _Ss{NSD BY THE DEVELOPER AND STAFF, A DRAINAGE V}NAC_ EASEMENT: _.ER Pa, _ ENTIRETY OF TRACTS A&B ARE `E;ieGRANTED BY TIAS PLAT TO "IL ,TTY OF WHEAT RIDGE, SE. NOTE 1.. THE 'DG r_4 DRAIN AGENA:` IS ENTIRELY ✓iDNTANED W111HIN iRACT A. 11 ) UTILITY EASEMENTS ARE GRANTED ON PRIVATE PROPERTY AS SON`11 HEREIN. THESE EASEMENTS SlMtihTS nRE DEIN=I D FOR THE INSTALLATION, S (9-` \_ V✓C:AND REPLACEMENT IG FvC"NT OF ELECTRIC, GA" TeCA^U� � ,U RDRAINAGE +lD t! rv_•J�vmuvd l �iT.- :Jv S FACILITIES. PERMANENT STRUCTURES AND upIEP METERS SHALL 1400 BE PERMITTED WITHIN SAID I) :,,,f EASEMENTS'. 12) PROPERTY IS ZONED RESIDENTIAL --ONE (R-'1) 1.3) -s rS RFWATrR QUALITY AREAS HEREIN SHOWN AS. li?CTS A �c SHALL BE CO.'.vL- , =D AND MAINTAINED 6v THE ftiN-u AND SUBSEQUENT 007,1NER RS i CC SSO , A% ASSIGNS, _VENT T CH CONSTRUCTION TION A :D M 11e 'FEN CR NOT t C d?..,, ::J •E AND ArJ'J �. N TRIC fL`^ 3D .. teDNJinU?,. V✓ s4 i`I@ ,. NOT !-LR-vPM.,D BY >>Y:;) OWNER, THE CITY„ OF WHEAT RIDGE S'r!?,LL h,A.rx THE RIGHT .t rIN'L.K SUCH AREAS AND PtRE'JRfT NECESSARY WORK, THE COST OF WHICH JAIL OWNER, HEIRS,SUCCESSORS, AND ASSIGNS AGREES TO Rri NO BDiL✓.� ;�hr ; ,v L 4I"_ RF CONSTRUCTED IN TRACTS T.:S A �B AND N CHANGES OR ALTERATIONS AFFECTING FEC ING r HYDRAULIC GIIARACTER.I ... ICT .-MnMWh!:w rY2iLIES _vdG 4.9in TRACTS j & B WILL BE M4rtr 51mi)[I THE APPROVAL OF THE z.Tsr'u_OF PUBLIC WORKS. 041 4,L'o-Sct FITS a D"HEREBY A TC T f R 4: 1 P EXTINGUISHED f .; , _r, _,A EASEMENTS irOIE,> HEREIN ,a5 VACATED ?'i ,S '-''L.4i�' ARE C 3F RELEASED, �=Rt..l`.A't�E.,, -.. _. UPON THE RECORDATION u= `PIIS PLAT. 15j, A CONSOLIDATION PLAT Ss USI BE APPLIED FOR LOTS ? AND 2 F THE EXISTING IMUSE IS NOT DEMOUSHED WITAIN 2 YEARS OF RECORDATON OF ITS PLAT. f Ct^^ X: _. -).- X SHEET ' OF SHEET 2 OF 2 COVER SHEE, PLAN VIEW I __ mi R £ , I i ( I 5368 YIN'` W AR` -IA -EDA CO807002 -30.- '14 s 114Y /. 'j 1 I t 2I d - I— t 9 rr, 3 0 f Ct^^ X: _. -).- X SHEET ' OF SHEET 2 OF 2 COVER SHEE, PLAN VIEW I __ R £ , I i 5368 YIN'` W AR` -IA -EDA CO807002 -30.- 514 366SURV EY( ;3@Atyi ,Ctit>d : 'j ss. may- z-/ t"moo ( ? '✓''' / (,r ;� a I '� 1' (, _ r a '1 /'�`e. € .i I i c v7 e" DR ARtiADA _ �, r� 0('';_ is b r ` � 1 j Sr t ✓ � i�l�l z � �Z P �t � i � i E ! I ! AND A i^a, F E {�. � t i t D I � � i � i } e •'j 6._ 3 _ F � i r> �r ire ? Fws � � s.=n. i �` 3 T� a _ +� � � �"' ae", 5 t R t �l �o-rk � aer= � a5 3 -- f '^.�% ` iv � ix»; +F` ®� @...s, i��; � '� • � ms ? t e i+.e'! i � i,�- �..�° i — `.. �0 Ed ° T..J x 5}�'. a CE t LC,.CNG EYIJIIMG PARCEL LINE PARCEL �ti OEN TER U INE LOr UNE BaNDARY LINE - EASEMENT UNE - - - DRAINIAGEW' LHINHE- - - _ `F�^�UN ;E T ; RNER AS rDESCR0E0 5 F i i Ur U.L M , F'S N RED ?I AS ;i; CAP PL,,. 365567 _tali `a w :r ,`Ci1: :.C'. 2F (, F r a A _ .. /'�`e. € I i c v7 e" DR ARtiADA _ �, r� 0('';_ is gv . ,,.'2',tEv ^,c, 3;ln. OhA 4 i �m � :'®' ' � 5� a A � z � �Z P �t � i � i E ! I ! AND A i^a, F E {�. � t i t D I � � i � i } e •'j 6._ 3 _ F � i r> �r ire ? Fws � � s.=n. i �` 3 T� a _ +� � � �"' ae", 5 t R t �l �o-rk � aer= � a5 3 -- f '^.�% ` iv � ix»; +F` ®� @...s, i��; � '� • � ms ? t e i+.e'! i � i,�- �..�° i � � - i ,..✓ \.,s e� �0 Ed ° T..J x 5}�'. a i � £ 6 T?� G'N r— ? ?�'`{��` %-s ,ms`s.4 "T"\.;. [`pry°r ' `"`"' C. �1 I � � _ E"_ F'1 S -.� i i 3,{ � r^-, �`. t i—,.. Y i', "'. , is `� 41 3 ? 1` 7._._. 3 ; I f� j S H � f ss € :.C'. 2F j i 3I I g v SS1 �F, RY DI _ (, F SURVEYING , /'�`e. € I j i 3I I g v SS1 �F, RY DI _ V 1 33 (, "VIF1'4E SURVEYING J. , /'�`e. € V 1 33 N _ a;c ?N 0061+[00,-. ffi (, "VIF1'4E SURVEYING , /'�`e. € iiLAND i c v7 e" DR ARtiADA _ �, r� 0('';_ is gv . ,,.'2',tEv ^,c, 3;ln. OhA 4 i y � 0 f �n _ _.� � hrx97t i W i S in 1 t i I 3 1 5 N _ a;c ?N 0061+[00,-. ffi (, "VIF1'4E SURVEYING 'z /'�`e. € iiLAND v7 e" DR ARtiADA _ �, r� 0('';_ is gv . ,,.'2',tEv ^,c, 3;ln. OhA City of WheatRi�dge (,ommuNd'rY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 June 8, 2018 OFFICIAL ADDRESS NO ATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: CURRENT ADDRESS: 3275 Quail Street NEW ADDRESS: 3211, 3239, 32673291 Quail Street SUBDIVISION: _ _(.)uail Creek Estates LOT(s): 1-4 SECTION: 28 NOTES: This is a courtesy notification. AUTHORIZED BY: DATE: (d DISTRIBUTION: 1. Property Owner 2. Jefferson County Assessor, ATTN: Data Control, Lacey Baker email to lbaker@,jeffco.us 3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois St., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT (Mapping) Services at smitchel[tijeffco.u- and edelynko(crAjeffco.us 5. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 6. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 7. Email to erlinda..martinez a),usps.gov and krissy.i.summerfield(a)usps.gov and arlene.a.vicIgey@usps.gov and bill .e.co hill0usps.gov 8. Xcel Energy, sandra.cardenasAxcelengm.com 9. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 10. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 11. Consolidated Mutual Water District 12. Northwest Lakewood Sanitation District 13. West Metro Fire District 14. Wheat Ridge Planning Division 15. Wheat Ridge Building Division 16. GIS Specialist 17. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY:. DATE: www.ci.wheatridge.coms Vicinity Map -owl 33rd Avenue Vf0t; wwN. i .; 32nd Avenue Subdivision Improvement Agreement (SIA) 03ly SUBDIVISION IMPROVEMENT AGREEMENT AA THIS AGREEMENT made this 18th day of May, (the "Effective Date") by / and between the CITY OF WHEAT RIDGE, COLORADO, a home rule municipal corporation (the "City"), and The BKB Group LLC, (the "Developer"), together referred to v as the "Parties." RECITALS: A. The Developer is the owner of certain real property located in the City of Wheat Ridge, which is more particularly described in Exhibit A and made a part hereof (the "Property"). The project entails development of four single-family homes, commonly known as Quail Creek Estates (the "Project"). B. On May 17, 2018 the Planning Commission of the City of Wheat Ridge, after holding all required public hearings, approved the final plat for the Property titled Quail Creek Estates (the "Final Plat"). A copy of the Final Plat is attached hereto. as Exhibit B and incorporated herein. C. The approvals cited above are contingent upon the express condition that all duties created by this Agreement be faithfully performed by the Developer. AGREEMENT NOW, therefore, for and in consideration of the mutual promises and covenants contained herein, the sufficiency of which are mutually acknowledged, the Parties hereto agree as follows: 1. Purpose. The purpose of this Agreement is to set forth the terms, conditions, and fees to be paid by the Developer upon subdivision of the Property. All conditions contained herein are in addition to any and all requirements of the City of Wheat Ridge Subdivision Ordinance and Zoning Ordinance, the City of Wheat Ridge Charter, any and all state statutes, and any other sections of the City of Wheat Ridge Municipal Code and are not intended to supersede any requirements contained therein. ,2. Related Cit A reements and. Approval s. The Property will be subject to future review and approval of civil construction documents, right-of-way permit application(s), and building permit application(s). Through such approvals, the City will review and approve the final design any development and Public Improvements related thereto. This Agreement is based on information available at the time of approval of the Final Plat and shall not constitute approval of the Public Improvement designs. 3. Fees.. The Developer hereby agrees to pay City Development Review fees to the City for engineering, hydrological, surveying, legal, and other services rendered in connection with the review of the subdivision of the Property. IIIVII��IIIMIINIBNW4A�1 o'w�°°2018049965 06/04/2018 12:05:30 PM 20 Page(s) JEFFERSON COUNTY, Colorado Quail Creek Estates — Subdivision Improvement Agreement 4. Parkland dedication fee -in lieu. Fees in lieu of land dedication shall be calculated pursuant to the formula in Section 26-413. For this Project, the total fee -in - lieu of parkland dedication is $7,491.87 and shall be paid at the time of plat recordation. 5. Title Policy. Prior to recording of the Final Plat, a title commitment for all those portions of the Property, as well as any other interests in real property (easements, etc.) to be reserved for public purposes or dedicated to the City shall be provided to the City. The title commitment shall show that all such property is or shall be, subsequent to the execution and recording of this Agreement, free and clear of all liens and encumbrances (other than real estate taxes which are not yet due and payable) which would make the dedication or reservation unacceptable as the City determines in its reasonable discretion. The City, in its sole discretion, may accept any dedication regardless of encumbrances. The title policy evidenced by the title commitment shall be provided within thirty (30) days after the recording of this Agreement, in an amount equal to the fair market value of the property so dedicated or reserved. 6. Breach by the Developer: the City's Remedies. In the event of a breach of any of the terms and conditions of this Agreement by the Developer, the City Council shall be notified immediately and the City may take such action as permitted and/or authorized by law, this Agreement, or the ordinances and Charter of the City as the City deems necessary to protect the public health, safety and welfare; to protect lot buyers and builders; and to protect the citizens of the City from hardship and undue risk. These remedies include, but are not limited to: (a) The refusal to issue any building permit or certificate of occupancy; (b) The revocation of any building permit previously issued under which construction directly related to such building permit has not commenced, except a building permit previously issued to a third party, (c) A demand that the security given.for the completion of the Public Improvements be paid or honored, or (d) Any other remedy available at law or in equity. Unless necessary to protect the immediate health, safety and welfare of the City or to protect the City's interest with regard to security given for the completion of the Public Improvements, the City shall provide the Developer thirty (30) days written notice of its intent to take any action under this paragraph during which thirty day period the Developer may cure the breach described in the notice. 7. Installation of Public Improvements. All storm sewer lines, drainage structures, paved streets, curb, gutter, sidewalk, amenity zones, street and pedestrian lighting, shared access drives, the undergrounding of all overhead utilities, and necessary appurtenances as shown on the subdivision plat and the associated construction documents (the "Public Improvements" or "Improvements") as approved by the City's Director of Public Works or designee ("Director"), shall be installed and completed at the expense of the Developer within the timeframes set forth in Section 10 of this Agreement. 2 Quail Creek Estates — Subdivision Improvement Agreement The itemized costs of the Public Improvements required by this Agreement and shown on the construction documents approved by the Director are set forth on Exhibit C. All Public Improvements covered by this Agreement shall be made in accordance with the construction documents drawn according to regulations and construction standards for such improvement and approved by the Director. It is understood by the Parties that the description of the Public Improvements may be general in nature, and that reasonable modifications of the scope, nature, costs, and similar aspects of the Public Improvements may be necessary to secure final approval of the Public Improvements. The quantities and locations for the Public Improvements are based on information that was available at the time of approval of the Final Plat. Additional Public Improvements may be required, and Developer shall be responsible for submitting construction documents for review of all Public Improvements and/or revisions to the Final Plat approved by the City. The Public Improvements shall be substantially complete, with only such exceptions as shall be approved in advance by the Director in the exercise of his or her sole discretion, prior to the issuance of the first Building Permit. 8. Warranty of Public Improvements. The Developer shall warrant any and all Public Improvements which are conveyed to the City pursuant to this Agreement for a period of two (2) years from the date the Director certifies that the same conforms to the specifications approved by the City (the "Warranty Period"). Specifically, but not by way of limitation, the Developer shall warrant the following: (a) That the title conveyed shall be marketable and its transfer rightful; (b) Any and all Public Improvements conveyed shall be free from any security interest or other lien or encumbrance; and (c) Any and all Public Improvements so conveyed shall be free of defects in materials or workmanship for a period of two (2) years as stated above; and (d) To the degree the Developer is required to install and maintain landscaping on public or private property, it is the obligation of Developer and its successors and assigns, to maintain the required landscaping in perpetuity. The City will finally accept for maintenance all Public Improvements, exclusive of landscaping materials, after the two-year Warranty Period has expired provided all warranty work has been completed. The City shall accept for snow removal purposes only, all dedicated public streets after the City issues the first certificate of occupancy. 9. Observation, Inspection and Testing. The City shall have the right to require reasonable engineering observations and testing at the Developer's expense. Observation and testing, acquiescence in, or approval by any engineering inspector of 3 Quail Creek Estates — Subdivision Improvement Agreement the construction of physical facilities at any particular time shall not constitute the approval by the City of any portion of the construction of such Public Improvements. Such approval shall be made by the City, only after completion of construction and in the manner hereinafter set forth. The Director is designated by the City to exercise authority on its behalf under this Agreement and to see that this Agreement is performed according to its terms. Work under this Agreement may, without cost or claim against the City, be suspended by the Director for substantial cause. The Director shall, within a reasonable time after presentation, make decisions in writing on all claims of Developer and on all other matters relating to the execution and progress of the work or the interpretation of this Agreement, the master plan and specifications. All such decisions of the Director shall be final. The Director shall make all determinations of amounts and quantities of work performed hereunder. To assist him in this work Developer shall make available for inspection any records kept by Developer. The Director shall make all determinations of amounts and quantities of work performed hereunder. To assist him in this work Developer shall make available for inspection any records kept by Developer. The Director and his authorized representatives shall have free access to the work at all times, and Developer shall furnish them with facilities for ascertaining whether the work being performed, or the work which has been completed, is in accordance with the requirements of the Agreement. The Director will make periodic observations of construction (sometimes commonly referred to as "supervision"). The purpose of these observations and construction checking is to determine the progress of the work and to see if the work is being performed in accordance with the plans and specifications. He will in no way be responsible for how the work is performed, safety in, on, or about the job site, methods of performance, or timeliness in the performance of the work. Inspectors may be appointed to inspect materials used and work done. Inspections may extend to all or any part of the work and to the preparation or manufacture of the materials to be used. The inspectors will not be authorized to alter the provisions of this Agreement or any specifications or to act as foreman for Developer. The Inspector will have authority to reject defective materials and to suspend any work that is being done improperly, subject to the final decision of the Director. 10. Completion of Public Improvements. The obligations of the Developer provided for in Section 7 of this Agreement, including the ,inspections hereof, shall be performed within two (2) years of the Effective Date of this Agreement, and proper application for acceptance of the Public Improvements shall be made on or before such 2 Quail Creek Estates — Subdivision Improvement Agreement date. Upon completion of construction by the Developer of such Improvements, the Director, shall inspect the Improvements and certify with specificity its conformity or lack thereof to the City's specifications. The Developer shall make all corrections necessary to bring the Improvements into conformity with the City's specifications. Once approved by the Director, the City shall accept said Improvements upon conveyance; provided, however, the City shall not be obligated to accept the Public Improvements until the actual costs described in this Agreement are paid in full by the Developer. 11. Deferred Installation of Landscaping and Financial Guarantee. If a Certificate of Occupancy is requested prior to completion of landscaping and irrigation, an irrevocable letter of credit or escrow account shall be accepted for the completion of necessary landscaping and irrigation. Said financial guarantee shall be in the amount of one hundred. and twenty five percent (125%) of the cost of installation. Letters of credit or escrows shall not be released until all planting and finish materials shown on the approved landscape plan are installed and accepted and the irrigation is installed and functional. The amount of the escrow or letter of credit shall be based on the itemized cost estimate'for required landscaping and irrigation set forth in Exhibit D. Should the required landscaping not be properly installed upon the expiration of the letter of credit or escrow account, the City reserves the right to use such funds to have the required landscaping placed upon the subject premises. Any costs reasonably incurred by the City in excess of the funds provided by the letter of credit or escrow shall be recovered by the City through normal lien proceedings. 12. Protection. Developer, at its expense, shall continuously maintain adequate protection of all Improvements from damage prior to acceptance by the City and shall protect the City's property from injury and loss arising in connection with this Agreement. Developer shall make good any such damage, injury or loss except such as may be caused directly by authorized agents or employees of the City. Developer shall adequately protect adjacent property and shall provide and maintain all passageways, guard fences, lights and other facilities for protection required by public authority or local conditions. Developer shall be responsible for damage to any public and private property on and adjacent to the site of Developer's Improvements caused by negligent or willful acts of Developer, its agents or subcontractors. Developer shall take all reasonable effort necessary to prevent damage to pipes, conduits, and other underground structures and to overhead wires, and to water quality. Developer shall protect carefully from disturbance or damage all land monuments and property marks until an authorized agent of the City has witnessed or otherwise referenced their location, and shall not remove them until directed. When any direct or indirect damage or injury is done to public or private property by or on account of any act, omission, neglect or misconduct in the construction of Improvements, or in consequence of the nonexecution thereof on his part, such damaged property shall be restored by Developer at its own expense to a condition similar or equal to that existing before such damage or injury. 5 Quail Creek Estates — Subdivision Improvement Agreement Developer shall at all times, whether or not so specifically directed by the Director, take necessary precautions to insure the protection of the public. Developer shall furnish, erect and maintain, at its own expense, all necessary barricades, suitable and sufficient red lights, construction signs, provide a sufficient number of watchmen, and take all necessary precautions for the protection of the work and safety of the public through or around the Property's construction operations as Developer and the Director shall deem reasonably necessary. 13. Related Costs - Public Improvements. The Developer shall provide all necessary engineering designs, surveys, field surveys, testing and incidental services related to the construction of the Public Improvements at its sole cost and expense, including final drainage study letter certified accurate by a professional engineer registered in the State of Colorado. 14. Improvements to be the Property of the City. All Public Improvements for roads, concrete curb and gutters, public storm sewers and public drainage improvements accepted by the City shall be dedicated to the City and warranted for a period of twenty-four (24) months following acceptance by the City, as provided above. 15. Performance Guarantee for Public Improvements. In order to secure the construction and installation of the Public Improvements the Developer shall, within ninety (90) days after the execution of this Agreement, furnish the City, at the Developer's expense, with the Performance Guarantee described herein. The Performance Guarantee provided by the Developer shall be in the form of an irrevocable letter of credit in which the City is designated as beneficiary, for one hundred twenty-five percent (125%) of the estimated costs of the Public Improvements to be constructed and installed as set forth in Exhibit C, if applicable to secure the performance and completion of the Public Improvements as required by Section 26-418 Security for Required Improvements, of the Wheat Ridge Subdivision Regulations. The Developer agrees that approval of this Agreement by the City is contingent upon the Developer's provision of an irrevocable letter of credit to the City within ninety (90) days of the execution of this Agreement in the amount and form provided herein. Failure of the Developer to provide an irrevocable letter of credit to the City in the manner provided herein shall negate the City's approval of this Agreement. Letters of credit shall be substantially in the form and content set forth in Exhibit D, if applicable, and shall be subject to the review and approval of the City Attorney. The Developer shall not start any construction of any public or private improvement on the Property including, but not limited to, staking, earthwork, overlot grading or the erection of any structure, temporary or otherwise, until the City has received and approved the irrevocable letter of credit. Notwithstanding the foregoing, the Developer may obtain the appropriate permits and commence demolition and/or remediation of the Property prior to the City's receipt and approval of the irrevocable letter of credit. The estimated costs of the Public Improvements shall be a figure mutually agreed upon by the Developer and the Director, as set forth in Exhibit C if applicable. N Quail Creek Estates — Subdivision Improvement Agreement If, however, they are unable to agree, the Director's estimate shall govern after giving consideration to information provided by the Developer including, but not limited to, construction contracts and engineering estimates. The purpose of the cost estimate is solely to determine the amount of security. No representations are made as to the accuracy of these estimates, and the Developer agrees to pay the actual costs of all such Public Improvements. The estimated costs of the Public Improvements may increase in the future. Accordingly, the City reserves the right to review and adjust the cost estimate on an annual basis. If the City adjusts the cost estimate for the Public Improvements, the City shall give written notice to the Developer. The Developer shall, within thirty (30) days after receipt of said written notice, provide the City with a new or amended letter of credit in the amount of the adjusted cost estimates. If the Developer refuses or fails to so provide the City with a new or amended letter of credit, the City may exercise the remedies provided for in this Agreement; provided, however, that prior to increasing the amount of additional security required, the City shall give credit to the Developer for all required Public Improvements which have actually been completed so that the amount of security required at all times shall relate to the costof required Public Improvements not yet constructed. In the event the Public Improvements are not constructed or completed within the period of time specified by Section 10 of this Agreement or a written extension of time mutually agreed upon by the Parties to this Agreement, the City may draw on the letter of credit to complete the Public Improvements called for in this Agreement. In the event the letter of credit is to expire within fourteen (14) calendar days and the Developer has not yet provided a satisfactory replacement, the City may draw on the letter of credit and either hold such funds as security for performance of this Agreement or spend such funds to finish Public Improvements or correct problems with the Public Improvements as the City deems appropriate. Upon completion of performance of such improvements, conditions and requirements within the required time, the Developer shall issue an irrevocable letter of credit to the City in the amount of twenty-five percent (25%) of the total cost of construction and installation of the Public Improvements (including the cost of landscaping), to be held by the City during the Warranty Period. If the Public Improvements are not completed within the required time, the monies may be used to complete the improvements. If the Public Improvements require repair or replacement during the Warranty Period and the Developer fails to complete said repairs or replacement prior to the end of the Warranty Period, the City may draw on the letter of credit to make required repairs or replacements to the Improvements. 16. Indemnification. The Developer shall indemnify and hold harmless the City and its officers, employees, agents or servants from any and all suits, actions, and claims of every nature and description caused by, arising from or on account of this Agreement any act or omission of the Developer, or of any other person or entity for whose act or omission the Developer is liable, with respect to the Public Improvements; and the Developer shall pay any and all judgments rendered against the City as a result 7 Quail Creek Estates — Subdivision Improvement Agreement of any suit, action, or claim, together with all reasonable expenses and attorney's fees and costs incurred by the City in defending any such suit, action or claim. The Developer shall pay all property taxes due on any portion of the Property dedicated to the City and shall indemnify and hold harmless the City for any property tax liability in connection therewith. 17. Waiver of Defects. In executing this Agreement, the Developer waives all objections it may have concerning defects, if any, in the formalities whereby it is executed, or concerning the power of the City to impose conditions on the Developer as set forth herein, and concerning the procedure, substance, and form of the ordinances or resolutions adopting this Agreement. 18. Third Party Beneficiaries. There are and shall be no third party beneficiaries to this Agreement. 19. Modifications. This instrument embodies the whole agreement of the Parties. There are no promises, terms, conditions, or obligations other than those contained herein; and this Agreement shall supersede all previous communications, representations, or agreements, either verbal or written, between the Parties. There shall be no modification of this Agreement except in writing, executed with the same formalities as this instrument. Subject to the conditions precedent herein, this Agreement may be enforced in any court of competent jurisdiction. 20. Release of Liability. It is expressly understood that the City cannot be legally bound by the representations of any of its agents or their designees except in accordance with the City of Wheat Ridge Code of Ordinances and the laws of the State of Colorado. 21. Captions. The captions to this Agreement are inserted only for the purpose of convenient reference and in no way define, limit, or prescribe the scope or intent of this Agreement or any part thereof. 22. Binding Effect. This Agreement shall be binding upon and inure to the benefit of the Parties hereto and their respective heirs, successors, and assigns as the case may be. 23. No Waiver. No waiver of any of the provisions of this Agreement shall be deemed or constitute a waiver of any other provisions herein, nor shall such waiver constitute a continuing waiver unless otherwise expressly provided, nor shall the waiver of any default hereunder be deemed a waiver of any subsequent default hereunder. 24. Invalid Provision. If any provision of this Agreement shall be determined to be void by any court of competent jurisdiction, then such determination shall not affect any other provision hereof, all of the other provisions shall remain in full force and effect. It is the intention of the Parties that if any provision of this Agreement is capable of two constructions, one of which would render the provision void, and the other which Quail Creek Estates — Subdivision Improvement Agreement would render the provision valid, then the provision shall have the meaning which renders it valid. 25. Governing Law. The laws of the State of Colorado shall govern the validity, performance and enforcement of this Agreement. Should either party institute legal suit or action for enforcement of any obligation contained herein, venue of such suit or action shall be in Jefferson County, Colorado. 25. Attorneys Fees. Should this Agreement become the subject of litigation to resolve a claim of default of performance or payment by the Developer and a court of competent jurisdiction finds in favor of the City, the Developer shall pay the City's attorney's fees and court costs. 27. Notice. All notices required under this Agreement shall be in writing and shall be hand delivered or sent by registered or certified mail, return receipt requested, postage prepaid, to the addresses of the Parties herein set forth. All notices so given shall be considered effective seventy-two (72) hours after deposit in the United States mail with the proper address as set forth below. Either Party by notice so given may change the address to which future notices shall be sent. Notice to Developer: Workshop Denver Brad Weiman 4373 Jason Street Denver, CO 80211 Notice to City: Director of Public Works 7500 West 29th Avenue Wheat Ridge, CO 80033 City Attorney 7500 West 29th Avenue Wheat Ridge, CO 80033 28. Force Majeure. Whenever the Developer is required to complete the construction, repair, or replacement of Public Improvements by an agreed deadline, the Developer shall be entitled to an extension of time equal to a delay in completing the foregoing due to unforeseeable causes beyond the control and without the fault or negligence of the Developer including, but not restricted to, acts of God, weather, fires and strikes. 29. Assignment or Assi nments. There shall be no transfer or assignment of any of the rights or obligations of the Developer under this Agreement without the prior written approval of the City. 30. Recording of Agreement. This Agreement shall be recorded in the real estate records of Jefferson County and shall be a covenant running with the Property in D Quail Creek Estates — Subdivision Improvement Agreement order to put prospective purchases or other interested parties on notice as to the terms and provisions hereof. 31. Title and Authority. The Developer expressly warrants and represents to the City that it is the record owner of the property constituting the Property and further represents and warrants, together with the undersigned individual(s) that the undersigned individual(s) has or have full power and authority to enter into this Subdivision Improvement Agreement. The Developer and the undersigned individual(s) understand that the City is relying on such representations and warranties in entering into this Agreement. WHEREFORE, the Parties hereto have executed this Agreement on the day and year first above written. . [Remainder of Page Intentionally Left Blank] 10 Quail Creek Estates — Subdivision Improvement Agreement CITY OF WHEAT RIDGE, COLORADO By: Bud Starker, Wayor ATTEST: 11 Quail Creek Estates - Subdivision Improvement Agreement DEVELOPER By: STATE OF COLORADO ) COUNTY OF J eSSersU., j SS. The foregoing instrument was acknowledged before me this a, .54 day of 20jL, by _ ira.� Qe'ry,,. , as of��+r _ L LC.. Witness my hand and official seal. My commission expires: n dXa NOISSIWW00 VW b9101 aIA�IVION 0'IOO d0 a.LV.LS Uad A�IVION ao a VVWI Notary Public (SEAL) TAMARA D ODEAN NOTARY PUBLIC STATE OF COIDRADO NO'T'ARY ID 20164015481 MY COMMISSION EXPIRES APRIL 22, 2020 12 Quail Creek Estates — Subdivision Improvement Agreement EXHIBIT A Legal Description of Developer Property LOT 1, LOT 2, LOT 3, LOT 4, TRACT A, AND TRACT B, QUAIL CREEK ESTATES, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO 13 Quail Creek Estates — Subdivision Improvement Agreement EXHIBIT B Final Plat (see attached) 14 QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 2 1'=1000' ONINEWS CERTIFICATE WE, SKS GROUP U.C. BEING THE OWNER(S) OF REAL PROPERTY CONTAIMNG 22666 ACMES DESCRIBED AS FOLLOWS LOT 8. APPIEW00D KNOLLS. 121H FILING, COUNTY OF JEFFERSON. STATE OF OOLORADO, EXCEPT THE NORTH 200 FEET THEREOF. AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1. 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCIRBED AS FOLLOW: A PARCEL OF LAND N THE NORTH ONE-HALF OF SECTION 28, TOWEISRP 3 SWIN. RANGE 69 NEST OF THE 67H PRNCPAL VEBDIAN. DESCRIBED AS LYING SMI7H OF THE ARC AT THE SOUTHEAST CORNER OF THE BE.OW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE-HALF OF SECTION 28 BO NDEO ON THE FAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LIVES OF THAT PROPERTY DESOM IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION N0. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST O' AWE DESCRIBED AS STARTING AT A PONT WHICH IS 10 FEET NORTH OF THE INTEiCTION OF THE SAID PRGLORCATON OF THE EAST INE OF SAID PROPERTY AND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A PONT WHICH IS 10 FEET WEST OF SAID INTEi07 M METES AND BOUNDS DESCRIPTION OF PROVIDED DESORPTION: A PARCEL OF LAND BEING A PORTION OF LOT 6, APP EWOOD KNOLLS, 12TH RUNG A SUBDIVISION RECORDED AT RECEPTION NO. 76797571 AND A VACATED PARCEL OF LAPID RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 2& TOWNSHIP 3 SOUTH, RANGE 69 BEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE. COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOW BASIS OF BEA I NGS BEARINGS ARE BASED ON THE SOUTH UNE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 8919'W E AND MONUMENTED AS FOLLOWS: -WEST 1/4 CORNER SECTION 211, BEING A FOND 3-1/4' BRASS CAP IN RANGE BOX LS 24962, PER NON REC DATED 5-5-06. -CENTER 1/4 CORNER SECTION 28. DIEING A FOUND 3-1/4' BMW CAP IN RANGE BOX LS 2496$ PER NON REC LUTED 5-5-06. COMMENCING AT WEST 1/4 GONER OF SECTION 28; THUM N 8919'53' E ALONG THE SOUTH WE OF THE NORTIWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET; THENCE N OO'30'S7' W A DISTANCE OF 2200 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPIEN'OOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION! RECORDED AT RECEPTION K0. 2006142621 AND THE POINT OF BEGINNING THENCE N 007557 W ALONG THE EASTERLY UNE OF SAD LOT 1. APPLEW00D BAPTIST CHURCH SUBDIVISION. A DISTANCE OF 56306 FEET TO THE SOUTHWEST CORNER OF TRACT L WAIL HOLLOW SUBDIVISION, A SUEDIWISON RECORDED AT RECEPTION N0. 201409SOM 1E04CE N 8973'01' E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A PONT ON THE NESIELLY RICHT-OF-WAY WE OF QUAIL STREET., THENCE S 004Y43' E ALONG SAID WESTERLY RIGHT--OF-WAY WE A DISTANCE OF 55290 FEET TO THE NORTHEAST CORKER OF SAID VACATED PARCH. OF LAD RECORDED AT RECEPTION NO. 93155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION N0. 93155172 THE FOLLOWING TWO (2) COURSES; 1 S 44WOr W A DISTANCE OF 14.17 FEET; 2 5 8919'SY W A INSTANCE OF I6&75 FEET TO, THE POINT E BEGINNING CONTAIRNG AN AREA OF 99,605 S.F. OR 221566 ACRES MDR OR LESS. HAVE WD OUT. SUBDIVIDED AND PLATTED SAID LAND AS PER THE DRAWING HEREON CONTAINED INTO LOTS AND TRACTS UNDER THE NAME AND STYLE OF QUAY GREEK ESTATES, A SIBDIWSION OF A PART OF THE OTT OF WHEAT FUDGE, COLORADO AND BY THESE PRESENTS DO DEDICATE TO THE CITY OF WHEAT FUDGE AND THE PUBLIC THOSE PORTIONS OF REAL PROPERTY SHOWN AS RIGHT-OF-WAY. AND 00 FURTHER DEDICATE TO THE Cr OF WHEAT R TGE AND THOSE MUNICIPALLY OWNED AND/OR MUNICIPALLY FRANCHISED UTILITIES AND SERVICES THOSE PORTIONS OF REAL PROPERTY SHOWN AS EASEMENTS FOR THE CONSTRUCTION, INSTALLATION, OPERATION, MAINTENANCE, REPAIR AND R04ACEMENT FOR ALL SERVICES TNS INCLUDES BUT IS NOT UMITED TO TELEPHONE AND ELECTRIC VIES. GAS VIES. WATER AND SANITARY SEWER LINES, HYDRANTS, STORMWAIR SYSTEMS AND PIPES, DETENTION PONDS. STREET LIGHTS AND ALL APPURTENANCES THERETO, BKB GROUP LLC, BRAD WEIMAN STATE OF COLORADO ) 55 COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT MENT WAS ACKNOWLEDGED BEFORE ME THIS _-DAY OF 20_ BY WITNESS MY HAND AND OFFICIAL SEAL NOTARY PUBLIC MY COMMISSION EXPIRES --- I. C9R51'OPER H MEELVAN DO HEREBY CERTIFY THAT THE SURVEY OF THE BOUNDARY OF QUAL DIED( ESTATES WAS MADE BY ME OR UNDER MY DIRECT SUPERVISION AND TO THE BEST 13F NY KNOWLEDGE, INFORMATION AND BELIEF, IN ACCORDANCE WITH ALL APPLICABLE COLORADO STAIIl1ES, CURRENT REVISED EDITION AS AMENDED, THE ACCOMPANYING PLAT ACCURATELY REPRESENTS SAID SURVEY. CHRISTOPHER H. MCELVAN, PLS 36561, FOR AND ON BEHALF OF SURVEY303, LLC -- nr fdtTW1CA71ON AID A(XEPTANCE t>F OFDIG7ED NTBEESIB IN REAL PROPERTY TIRE CITY OF WHEAT RIDGE, COLORADO, HEREBY ACCEPTS THE DEDICATION AND CONVEYANCE TO THE CITY OF THOSE LOTS, TRACTS. EASEMENTS. AND OTHER INTERESTS N REAL PROPERTY DENOTED ON TLS PLAT AS BEING DEDICATED TO THE CITY FOR PUBLIC PURPOSES. CITY CLERK COMMUNITY DEVELOPMENT DIRECTOR APPROVED THS _ DAY OF FLAMM COMMISSION CERTIFICATION RECOMMENDED FOR APPROVAL THIS - DAY OF SEAL: DIRECTOR OF PUBLIC WORKS 20_ BY THE CITY OF WHEAT RDCF- 20- BY THE WHEAT ROM PLANNING COMMISSION. CERN( AND RECOROFRS CERTFICAlE ACCEPTED FOR RECORDING IN THE OFFICE OF THE COUNTY DER( AND RECORDER OF JETTBW COUNTY AT GOLDEN, COLOIADO THIS DAY O' 20 - JEFFERSON! COUNTY CER( AND RECORDER BY: DEPUTY CLERK CASE HISTORY WS -75-05 MS -80-D1 MS -17-08 1) ACCORDING TO COLORADO UW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT N NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT BE COMMENCED MORE THAN LIEN YEARS FROM THE DATE OF THE SURVEYOR'S CERTIFICATE MOWN HEREON. 2) PER COLORADO REVISED STATUTES SEC. 38-51-106 (L) ALL LINEAL UNITS DEPICTED ON T65 PIAT ARE U.S. SURVEY FEET. ONE METER EQUALS 5.37 DIVIDED BY 12 U.S. SURVEY FEET ACCORDING TD THE NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY. 3) ANY PERSON WHO KNOWINGLY REMOVES ALTERS OR DEFACES ANY PUBLIC LAND SURVEY MONUMENT, LAND SURVEY BOUNDARY MONUMENT OR ACCESSORY COMLO75 A CLASS TWO (2) MISDEMEANOR PURSUANT TO STATE STATUTE 18-4-508, C.R.S. 4) BASIS OF BEATINGS: BEARINGS ARE BASED ON THE ASSUMP71ON THAT THE SOUTH UNE OF THE NORTHWEST QUARTER OF SECTION 28 BEARS N 8979'53' E BETWEEN MONUMENTS AS SHOWN WITHN THIS PUT BETWEEN Or OF WHEAT RIDGE CONTROL PUNTS 16309 AND 16209. 5) GUARDIAN TITLE AGENCY, LLC RILL NO. 5717 -MM , EFFECTIVE DATE BASIC AT 7.00 Ax (COVER DATED B-23-17)WAS ENTIRELY RELIED UPON FOR RECORDED RIGHTS-OF-WAY, EASEMENTS AND ENUMMANCES IN THE PREPARATION OF THIS SURVEY. 6) SURVEY303 LLC HAS MADE NO NYESTIGATION OR INDEPENDENT SEARCH FOR RECORDED/UNRECOROED EASEMENTS. ENCUMBRANCES RESTRICTIVE COVENANTS. OWNERSHIP TITLE EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TIRE SEARCH MAY DISCLOSE. 7) ALL LOT OMER MONUMENTS SHALL E ELT PER COLORADO STATE STATUTE 38-31-105. 8) THE GEODETIC PONT COORDINATE DATA SHOWN HELEN HAS BEEN DOM FROM THE NAD 83 HARK STATE PLANE COLORADO CENTRAL FIPS 0502 COORDINATE SYSTEM ARID HAS A HORIZONTAL ACCURACY QAS9FlCATION OF 0.07 U.S. SURVEY FEET AT 95X CONFIDENCE LEVEL AS DEFINED IN THE GEOSPATIAL POSITIONING ACCURACY STANDARDS OF THE FEDERAL GEODETIC CONTROL SUBCOMMITTEE ")C -STD -097 2-1119181 9) TOS PLAT IS ON THE Ory OF WHEAT RODE 'CURRENT CITY DATUM', DEFINED AS FOLLOWS A. THE CURRENT Or DATUM COORDINATE SYSTEM USED IS A GROUND-BASED MODIFIED FORM OF THE NAD83 / 92 STATE PLANE COORDINATE SYSBM, OILORADO CENTRAL ME 0562. B. VERTICAL DATUM USED IS THE NORTH AMERICAN V011CAL DATUM OF 1988 (NAVD 88) C. GROUND TO ORD OOIBFIED SCALE FACTOR IS 0.999747805Q SCALED FROM BASE POINT PHAC 1 (PEAMAKEKT HIGH ACCURACY CONTROL POINT 01) HAVING THE FOLLOWING NAD83 / 92 STATE PLANE COORONAES PHAC NORTHING 1701258.75, EASTING 3118217.58, ELEVATION 5471.62. 10) TUGS A St B ARE HEREBY DEDICATED TO EHE QUAL LEER ESTATES HOLE *GM ASSOCIATION FOR LANDSCAPING, ACCESS AND DRAINAGE. SPECIFIC IMPROVEMENTS W81 BE DETERMINED BY THE DEVELOPER ARID STAFF. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACTS A & 8 ARE HEREBY GRANTED BY THIS PIAT TO THE COY OF WHEAT RIDGE. SEE NOTE 13. THE 100 YEAR ORANA,EYAY IS ENTIRELY CONTAINED WITHIN TRACT A. 11) UTILITY EASEMENTS ARE GRANTED ON PRIVATE PROPERTY AS SHOWN HEREIN. THESE EASEMENTS ARE DEDICATED FOR THE INSTALLATION, MANT?NANCE, AND REPLACEMENT OF ELECTRIC, GAS, TELEVISION CABLE. DRAINAGE AND TELECOMMUNICATIONS FACAJTIES PERMANENT STRUCTURES AND WATER METERS SHALL NOT BE PERMITTED WITHIN SAID UTILITY EASEMENTS. 12) PROPERTY IS ZONED RESIDENTIAL -ONE (R-1) 13) THE STORIIWATER QUALITY AREAS HEREIN SHOWN AS 'TRACTS A A B' SHALL E CONSTRICTED AND MAINTAINED BY THE OWNER AND SUBSEQUENT OWNERS, HEIRS, SUCCESSORS AND ASSIGNS IN THE EVENT THAT SUCH CONSTRUCTION AND MAINTENANCE O NOT PERFORMED BY SAID OWNER, THE Or OF WHEAT RIDGE SHALL HAVE THE ROUT TO ENTER SUCH AREAS AND PERFORM NECESSARY WORK, THE COST OF WHICH SAID OWNER HEIRS. SUCCESSORS. ARID ASSORS AGREES TO PAY. NO BUILDING OR STRUCTURE WILL E CONSTRUCTED N TRACTS A & B AND NOCHANGESOR ALTERATIONS AFFECTING THE HYDRAWC CHARACTERISTICS OF THE STINWWATER FACILITIES LYING WITHIN TRACTS A & 9 WILL E MADE WITHOUT THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS 14) ALL EASEMENTS NOTED HEREIN AS HEREBY VACATED BY THIS PUY ARE TO E RELEASED, TERMINATED, AND EXIINGUISED UPON THE RECORDATION E THIS PUT. 15) A CONSOLIDATION PUT MUST E APPUED FOR LOTS 1 AND 2 F THE EXISTING HOUSE IS NOT DEMOLISHED WIT IN 2 YEARS OF RECORDATION OF THIS PIAT. [ANADATA PARCEL NAME WVARE PEST ACRES LDS 1 33.172 0.7638 LOT 2 18,431 0.4231 LOT 3 19.297 0.4430 LOT 4 17.F166 0.4106 TRA, -T A 4.0% 0.0931 TRACK a 41183 0.1121 RIGHT-OF-WAT 1.760 0.0409 TOTAL StYE 39,605 2.2866 CITY OF WHEAT RIDGE Kg3UC WORKS, ENWNEERM APPROVED FOR: O DRAINAGE C BLOBaAM K COUR86GU TE1t 138TR€LT pM*CVAAMEOU3 JOPiAT 00MWAENT COVER SHEET SHEET 1 OF 2 CITY OF WHEAT RKM PUBLIC Y11DRK8 DATE 05/09/2018 RAIZ IED 05/0912018 0th Sub. tsl SHEET 1 OF 2 COVER SHEET SHEET 2 OF 2 PLAN VIEW NORTH 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP L5 13212 IN RANCE BOX PER MON REG DATED 9-14-11 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 15309 NORTH=705737.48 LAT. 39'45'09.3304" N EAST=107869.65 LONG. 105'07'08.5892" W ELEV.=5402.08 EXISTING PARCEL LINE - CENTERLINE CORPORATE BOUNDARY-- SECTION LINE — LOT LME BOUNDARY LINE EASEMENT UNE — — — ORAINAGEWAYUNE ---- FOUND SECTION CORNER AS DESCRIBED SET 18' NOL 4 REBAR WITH RED PLASTIC CAP • PLS 3556561 FOUND MONUMENT O AS DESCRIBED QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 E:106579.083 �NpB'35'46W 51.11 5' UTILITY AND DRAINAGE EXISTING EASEMENT (TYP) HEREBY I I I 10'ECAS ESMT I I I 227fi N: 703092.380 w I 11RN GAS 76787571 GRANTED BY THIS PLAT I ( I I RN 76787577 I I C` E:106573.613 I a LJ 10' DRNG. ESMT. Q I I I CO. YR. DRAINAGEWAY (POORBE RN 76787571 HEREBY VACATED I w DOC.) RN 80023784 HEREBY m oMo m I o BY THIS PLAT LOT I IL I IQ VACATED BY h115 PLAT y� =17=LOT 2 I LOT 3 I� Ia LOT 4 sl g w w�i 33,272 S.F. I^_ o �15' ACCESS, UTILITY AND 18,431 S.F. 19.297 S.F. �� 17,886 S.F. 0.7638 ACRES > a DRAINAGE EASEMENT HEREBY Ili 0.4231 ACRES I 0.4430 ACRES I4 0.4106 ACRES MJ GRANTED BY THIS PLAT F ' -- s )------ --- I I ------- ----- I I - ,. LOT UNE HEREBY CREATED `$ NOO'27'44"W 85.99' BY THIS PLAT (TYP) 100 YR. DRAINAGEWAY (POOR DOC.) i ^ 10 I RN 80023784 HEREBY TRA p p VACATED BY THIS PLAT I 30 UTILITY AND DRAINAGE E BEMENT (TYP) 83.24' — � I V'1 TRACT A L� U1TUtt ANp DRAINAGE EASEMENT (TYP) � � — _ — — — — J L — — — � — — � � — 4,056 S.F. ;+ - _ no 4883 .F a 0.0931 ACRES _ - w__—__—__—__— _—__ __—__—__—_ — — — — -rt 0.1121 R _ — _ _ — — — — — — — — — — — — — — — — — — m - — — — — — — — — — 5 — — — — — 85.86' — — — — 126.70' 1D5.00' 110.00' 89.26' � i 40.74' FOUND 1-112' EXISTING 70' UTILITY- N00"30"57"W 563.06' E: 06408.333 YELLOW CAP ESMT RN 76787571 PLS 34580 LOT 1 N:703647.966 LOT LINE HEREBY CREATED APPLEWOOD BAPTIST CHURCH SUBDIVISION POINT OF BEGINNING _. E:10640 3.31J BY THIS PLAT (TYP) RN 2006142621 FOUND 1-1/2' YELLOW R-1 ZONING CAP, PLS .34580 a �o alz v� w 22"S j 40' WI� 6 T yrT VACATION RN 93155172 --550 RIGHT-OF-WAY HEREBY DEDICATED BY THIS PLAT. 1,780 S.F. 0.0408 ACRES I _ N00'30'57'W 22.00' (TIE) LOT 13 BLOCK 24 APPLEWOOD KNOLLS SECOND FILING LOT LINE ADJUSTMENT NO. 1 PLAT RN 2012095409 a1 al mi wl i ml z' POINT OF COMMENCEMENT WEST 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MCN REG DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16209 NORTH=703049.56 LAT. 39'45'42.8801" N EAST=105260.72 LONG. 10507'42.1328" W ELEV.=5454.70 PLAN VIEW SHEET 2 OF 2 QUAIL STREET - - - 0 15 30 FEET - - - - - - - - - _ 50' 'ROW —� 1.50' RIGHT-OF-WAY CENTER 1/4 CORNER SECTION 28 FOUND G — - 3-1/4" BRASS CAP LS 24962 IN RANGE 4 OF SECTION 28 EAST LINE OF THE NW 1/4 BOX PER MON REG DATED 5-5-06 _ HEREBY DEDICATED PLAT. 1,780 SF.F. NOO'IB'4TW 2657.35'- - — — — — — — — — — — — — — — — CITY OF WHEAT RIDGE DATUM _HEREBY 1 �. THIS PLAT. 1,780 S.F. S0027"43'E 55290 CONTROL POINT NO. 16309 i NORTH=703080.17 LAT. 3945'42.8801" N EAST=107884.18 LONG. 105'07'42.1328" W 7.x•408 ACRES ELEV. 5461.94 RESUBDIVISION OF TRACT 20 BROONSIDE B 23P41 I 22' LOT 28 LOT 29 LOT 30 LOT 31 RIA ZONING LOT 32 LOT 33 LOT 1 > - _sc_.'2rn=E _ _ _ _ _ �I ---- -14181'— — pg— ... . - 800'27 43 E 105.00 — L=-11' N141 --22. -� —83.247 / — — C8=S44'2544'26'05"W LOT 1 QUAIL STREET - - - w'� "' 60' ROW CD=14.12' 1 3B J APPLEWOOD KNOLLS Q EIGHTH FILING R-1000' 36" ( RN 68270803 E:106579.083 �NpB'35'46W 51.11 5' UTILITY AND DRAINAGE EXISTING EASEMENT (TYP) HEREBY I I I 10'ECAS ESMT I I I 227fi N: 703092.380 w I 11RN GAS 76787571 GRANTED BY THIS PLAT I ( I I RN 76787577 I I C` E:106573.613 I a LJ 10' DRNG. ESMT. Q I I I CO. YR. DRAINAGEWAY (POORBE RN 76787571 HEREBY VACATED I w DOC.) RN 80023784 HEREBY m oMo m I o BY THIS PLAT LOT I IL I IQ VACATED BY h115 PLAT y� =17=LOT 2 I LOT 3 I� Ia LOT 4 sl g w w�i 33,272 S.F. I^_ o �15' ACCESS, UTILITY AND 18,431 S.F. 19.297 S.F. �� 17,886 S.F. 0.7638 ACRES > a DRAINAGE EASEMENT HEREBY Ili 0.4231 ACRES I 0.4430 ACRES I4 0.4106 ACRES MJ GRANTED BY THIS PLAT F ' -- s )------ --- I I ------- ----- I I - ,. LOT UNE HEREBY CREATED `$ NOO'27'44"W 85.99' BY THIS PLAT (TYP) 100 YR. DRAINAGEWAY (POOR DOC.) i ^ 10 I RN 80023784 HEREBY TRA p p VACATED BY THIS PLAT I 30 UTILITY AND DRAINAGE E BEMENT (TYP) 83.24' — � I V'1 TRACT A L� U1TUtt ANp DRAINAGE EASEMENT (TYP) � � — _ — — — — J L — — — � — — � � — 4,056 S.F. ;+ - _ no 4883 .F a 0.0931 ACRES _ - w__—__—__—__— _—__ __—__—__—_ — — — — -rt 0.1121 R _ — _ _ — — — — — — — — — — — — — — — — — — m - — — — — — — — — — 5 — — — — — 85.86' — — — — 126.70' 1D5.00' 110.00' 89.26' � i 40.74' FOUND 1-112' EXISTING 70' UTILITY- N00"30"57"W 563.06' E: 06408.333 YELLOW CAP ESMT RN 76787571 PLS 34580 LOT 1 N:703647.966 LOT LINE HEREBY CREATED APPLEWOOD BAPTIST CHURCH SUBDIVISION POINT OF BEGINNING _. E:10640 3.31J BY THIS PLAT (TYP) RN 2006142621 FOUND 1-1/2' YELLOW R-1 ZONING CAP, PLS .34580 a �o alz v� w 22"S j 40' WI� 6 T yrT VACATION RN 93155172 --550 RIGHT-OF-WAY HEREBY DEDICATED BY THIS PLAT. 1,780 S.F. 0.0408 ACRES I _ N00'30'57'W 22.00' (TIE) LOT 13 BLOCK 24 APPLEWOOD KNOLLS SECOND FILING LOT LINE ADJUSTMENT NO. 1 PLAT RN 2012095409 a1 al mi wl i ml z' POINT OF COMMENCEMENT WEST 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MCN REG DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16209 NORTH=703049.56 LAT. 39'45'42.8801" N EAST=105260.72 LONG. 10507'42.1328" W ELEV.=5454.70 PLAN VIEW SHEET 2 OF 2 QUAIL STREET - - - - - - - - - - - - - _ 50' 'ROW —� 1.50' RIGHT-OF-WAY G — - — 1.50' RIGHT-OF-WAY DEDICATED BY _ HEREBY DEDICATED PLAT. 1,780 SF.F. N: 703102.460 E: 106583.496"�S•WI o _HEREBY 1 �. THIS PLAT. 1,780 S.F. S0027"43'E 55290 0.0408 ACRE5THIS 7.x•408 ACRES —_ _ N:703649.877 _sc_.'2rn=E _ _ _ _ _ �I ---- -14181'— — pg— ... _ r ------- — 800'27 43 E 105.00 — _ 5007 43_E 110. — — — --- — — — — N141 --22. -� —83.247 / — — QUAIL STREET - - - w'� "' 60' ROW E:106579.083 �NpB'35'46W 51.11 5' UTILITY AND DRAINAGE EXISTING EASEMENT (TYP) HEREBY I I I 10'ECAS ESMT I I I 227fi N: 703092.380 w I 11RN GAS 76787571 GRANTED BY THIS PLAT I ( I I RN 76787577 I I C` E:106573.613 I a LJ 10' DRNG. ESMT. Q I I I CO. YR. DRAINAGEWAY (POORBE RN 76787571 HEREBY VACATED I w DOC.) RN 80023784 HEREBY m oMo m I o BY THIS PLAT LOT I IL I IQ VACATED BY h115 PLAT y� =17=LOT 2 I LOT 3 I� Ia LOT 4 sl g w w�i 33,272 S.F. I^_ o �15' ACCESS, UTILITY AND 18,431 S.F. 19.297 S.F. �� 17,886 S.F. 0.7638 ACRES > a DRAINAGE EASEMENT HEREBY Ili 0.4231 ACRES I 0.4430 ACRES I4 0.4106 ACRES MJ GRANTED BY THIS PLAT F ' -- s )------ --- I I ------- ----- I I - ,. LOT UNE HEREBY CREATED `$ NOO'27'44"W 85.99' BY THIS PLAT (TYP) 100 YR. DRAINAGEWAY (POOR DOC.) i ^ 10 I RN 80023784 HEREBY TRA p p VACATED BY THIS PLAT I 30 UTILITY AND DRAINAGE E BEMENT (TYP) 83.24' — � I V'1 TRACT A L� U1TUtt ANp DRAINAGE EASEMENT (TYP) � � — _ — — — — J L — — — � — — � � — 4,056 S.F. ;+ - _ no 4883 .F a 0.0931 ACRES _ - w__—__—__—__— _—__ __—__—__—_ — — — — -rt 0.1121 R _ — _ _ — — — — — — — — — — — — — — — — — — m - — — — — — — — — — 5 — — — — — 85.86' — — — — 126.70' 1D5.00' 110.00' 89.26' � i 40.74' FOUND 1-112' EXISTING 70' UTILITY- N00"30"57"W 563.06' E: 06408.333 YELLOW CAP ESMT RN 76787571 PLS 34580 LOT 1 N:703647.966 LOT LINE HEREBY CREATED APPLEWOOD BAPTIST CHURCH SUBDIVISION POINT OF BEGINNING _. E:10640 3.31J BY THIS PLAT (TYP) RN 2006142621 FOUND 1-1/2' YELLOW R-1 ZONING CAP, PLS .34580 a �o alz v� w 22"S j 40' WI� 6 T yrT VACATION RN 93155172 --550 RIGHT-OF-WAY HEREBY DEDICATED BY THIS PLAT. 1,780 S.F. 0.0408 ACRES I _ N00'30'57'W 22.00' (TIE) LOT 13 BLOCK 24 APPLEWOOD KNOLLS SECOND FILING LOT LINE ADJUSTMENT NO. 1 PLAT RN 2012095409 a1 al mi wl i ml z' POINT OF COMMENCEMENT WEST 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MCN REG DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16209 NORTH=703049.56 LAT. 39'45'42.8801" N EAST=105260.72 LONG. 10507'42.1328" W ELEV.=5454.70 PLAN VIEW SHEET 2 OF 2 Quail Creek Estates — Subdivision Improvement Agreement EXHIBIT C Cost Estimate for Public Improvements (see attached) 15 Engineer's Cost Estimate CITY OF WHEAT RIDGE PUBLIC WORKS 5!8/2018 Office: 41 &2035000 DATE nathanalaudicken!a.com 1 Civil Engineering Services RECEIVED 8/8/2018 9th Submittal FAX: _ PHONE: JOB NAME: Quail Creek Estates DATE: 5/2/2018 JOB LOCATION: Wheat Ridge, Colorado Quail Creek Estates - Public Improvements STORM QUANTITIES UNIT QUANTITY UNIT COST COST 1 12" HDPE LF 347 $ 47.00 $ 16,309.00 2 30" HDPE LF 169 $ 65.00 $ 10,985.00 3 36" HDPE LF 7 $ 85.00 $ 595.00 4 60" HDPE LF 690 $ 165.00 $ 113,850.00 5 36" FES EA 1 $ 2.280.00 $ 2,280.00 6 Custom Box Base Manhole EA 1 $ 5,600.00 $ 5,600.00 7 5' DIA Manhole EA 3 $ 7,500.00 $ 22,500.00 8 6' DIA Manhole EA 2 $ 9,800.00 $ 19,600.00 91 Double Tyne D Inlet EA 1 $ 5,400.00 $ 5,400.00 101 Modified Type'C' Outlet Structure EA 1 $ 4,500.00 $ 4,500.00 OTAL s 201, 19.00 ROAD QUANTITIES 1 Drive Aprons SQ. FT 1992 $ 2.76 $ 5,500.00 2 as halt SQ YD 70.89 $ 94.87 $ 6.725.00 3 6"vertical curb 8 guffer w 5' walk LF 550 $ 45.32 $ 24,925.00 4 Handicap Ramp EA 1 $ 3,475.00 S 3,T7-500 40,625.00' Mobilization ILS I 1 $ - $ Contgency $ 60,BU1. 0 Grand Total $ 302,805.00 CITY OF WHEAT RACE PUBLIC WORKS, ENGINEERING APPROVED FOR: :0 DRAINAGE - H SIDEWALK 181 CURB & GUTTER IK STREET_ ® MISCELLANEOUS 13 PLAT COMMENT SUBJECT TO FIELD INsOeCTION9 Quail Creek Estates — Subdivision Improvement Agreement EXHIBIT D Letter of Credit (see attached) 16 Declaration of Covenants DECLARATION OF QUAIL CREEK ESTATES, A COLORADO PLANNED COMMUNITY THIS DECLARATION of Quail Creek Estates, a Colorado Planned Community ("Declaration") is made as of ("Declarant"), 2018, by THE BKB GROUP, LLC M.1h Day a/k/a BKB GROUP, A COLORADO LIMITED LIABILITY COMPANY. RECITALS A. Declarant, THE BKB GROUP, LLC, is owner of that certain real property located in the City of Wheat Ridge, County of Jefferson, State of Colorado, more particularly described below as the "Property." Address of record with Colorado Secretary of State for THE BKB GROUP, LLC, is 4373 Jason Street, Denver, CO 80211. B. Declarant desires to create a small planned community, pursuant to C.R.S. 38-33.3-116 (2), said small exception being contained within the "Colorado Common Interest Ownership Act" or "CCIOA." C. The property shall be known as Quail Creek Estates, a Colorado Planned Community. D. The property is a small, planned community with a maximum of four (4) lots and two (2) Common Elements now known as Tract A and Tract B, each of which is wholly situated within the County of Jefferson, City of Wheat Ridge, and State of Colorado. E. LAND SURVEY: A land survey of the subject property was done by Christopher H. McElvain, tic. PLS 36561; dated September 22, 2017; Project #286 -32nd Quail. The land survey plat and map are recorded herewith, pertaining to a subdivision described in part as follows: A PORTION OF THE NW 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO F. PHYSICAL BOUNDARIES ALL WITHIN CITY OF WHEAT RIDGE, CO DIRECT STREET BOUNDARIES on EAST and SOUTH QUA CREE MAMP Dc ffiim of, Cobh Plam C—mm PzV1 Two streets lie directly adjacent to the subject property. The 3200 block of Quail Street lies on the Eastern boundary, white the 11200 Block West on West 32nd Avenue lies on the Southern boundary. OTHER PROPERTY BOUNDARIES on NORTH and WEST The subject property's North boundary abuts that portion of Quail Hollow Subdivision known as Tract E, which tract lies to the South side of West 331d Street Avenue. RN 2014095809 The West boundary of subject property abuts Lot 1 of Applewood Baptist Church Subdivision. RN 2006142621 G. PHYSICAL DESCRIPTION OF SUBJECT PROPERTY As shown on the above referenced Plat, Quail Creek Estates, the subject property, frontfaces the 3200 block of Quail Street, Wheat Ridge, Colorado. Said estates are comprised of 2.2866 acres, more or less, or 99,605 square feet, subdivided into four contiguous units or parcels of land, zoned R-1 for development into single-family homes, with two (2) Common Elements now known as "Tract A" and "Tract B". Lot 1, northernmost and largest lot, consists of 29,460 square feet, M/L; Lot 2, adjacent to Lot 1, consists of 15,806 square feet, M/L; Lot 3, adjacent to Lot 2, consists of 16,547 square feet, MIL; and Lot 4, the southernmost lot, lies adjacent to Lot 3, and consists of 15,786 square feet, M/L. Tract A consists of 20,226 square feet, M/L, lying along entire western and southern boundaries and exists for the primary purpose of drainage. Easements are all those shown on the above referenced land survey. H. LEGAL DESCRIPTION OF PROPERTY: LOT 6, APPLEWOOD KNOLLS, 12th FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE-HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6T" PRICIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE-HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, QUA CREEK ESTATES: tkcv ioo of, Cobs PI—nod CommwiryPap2 EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A LINE DESCRIBED AS STARTING ATA POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION, also known by street and number as 3275 Quail Street, Wheat Ridge, CO 80033; J. FUTURE LEGAL DESCRIPTIONS: Any instrument affecting a Lot may describe it by its Lot number, Quail Creek Estates, according to the Plat thereof bearing Reception No. and the Declaration pertaining thereto recorded in Book at Page of Jefferson County, Colorado K. LEGAL DESCRIPTION OF THE COMMON ELEMENT The two (2) Common Elements now known as Tract A and Tract B are shown on above referenced land survey and is incorporated herein by reference. No other Common Element nor any non-contiguous parcel of Common Element exists. L. The property contains four (4) residential lots which are subject to improvement within twenty (20) years. There is no guaranteed order of improvement, and neither is any assurance made with regard to improvement(s) or no improvements whatsoever. ARTICLE 1 DECLARATION AND SUBMISSION Declarant hereby declares that the Property shall be held, sold and conveyed subject to the following covenants, restrictions and easements which shall run with the land and be binding on all parties and heirs, successors and assigns of parties having any right, title or interest in all or any part of the Property. Additionally, Declarant hereby submits the Property to the "small exception" provision of the Act, cited as C.R.S. 38-33.3-116 (2). Said exception is based upon the three following facts: a) this small planned community is established after the statutory date of July 1, 1998; b) the community contains twenty units or less; and c) the community is not subject to any development rights. ARTICLE 2 DEFINITIONS; ALLOCATIONS Definitions are those contained within the CCIOA, the above referenced Act. See C.R.S. 38-33.3-103 Specifically, an Allocated Interest means the undivided interest in the Common Elements, the Common Expense Liability, and votes in the Association allocated to each Lot as set forth QIIALLCR VSTAUS, U 1.im of. C.10 1IuxNCommuniryPege3 below. Identifying numbers are those symbols on the plat which identify each specific unit or designated lot. Lot 1 1 Vote Twenty-five percent (25 %) Lot 2 1 Vote Twenty-five percent (25 %) Lot 3 1 Vote Twenty-five percent (25 %) Lot 4 1 Vote Twenty-five percent (25 %) Allocated interest is an undivided twenty-five percent (25%) or one-fourth PER LOT. Likewise, the Common Expense Liability is also an undivided twenty-five percent (25%) or one-fourth expense PER EACH lot. Liability shall be allocated among all owners, being divided equally among owners of the enumerated four (4) tots, listed above. Each share shall be an undivided twenty-five percent (25%) of allocated interest in Tract A ft B, together with twenty-five percent (25%) of allocated expense. Multiple owners of one lot shall share ONE (1) undivided vote and shall share an equal but undivided interest, with joint and several liability vested in co-owners for full responsibility of expenses. ARTICLE III OWNERSHIP; PURPOSE Tract A ft B, the Common Element Property, shall be owned and maintained in perpetuity by the Quail Creek Estates Neighborhood Association, LLC, which is owned and managed by Owners of four (4) Lots. The limited liability company, together with its by-laws and articles, shall be established forthwith and registered with the State of Colorado and Colorado Division of Real Estate. These documents shall be recorded with Clerk and Recorder of Jefferson County, prior to conveyance of a deed to the first purchaser of a Lot. The primary purpose of the Quail Creek Estates Neighborhood Association, LLC is to own and manage Tract A in perpetuity. Whilst not located within a flood plane, per se, the drain is engineered for a so-called one hundred (100) year flood. The Association will insure, maintain, and make necessary repairs, specifically for: 1. Water quality facility located in Tract A 2. Drainage way through Tract B 3. Underground drainage pipes located in Tracts A ft B or in drainage easements. 4. Any other drainage deemed necessary Additional purposes of the Association are to manage encroachments across the Common Element. By a majority vote, the Association may determine whether the Common Element may contain trees, paving or landscaping, walking path, fence, playground equipment, etc. The Association will be responsible for damage to any underground storm pipe located in a Common Element or drainage easement as a result of homeowner landscaping or homeowner construction activities. The Association will be responsible for treatment of mosquitoes or any vermin. The Association shalt pay for same, establishing Assessments from the Owners for reimbursement. Expenses shall include maintenance, repair, insurance, taxation, and/or any other necessary expense pertaining to the Common Elements. QUAIL CREEK ESTATES: IX]=n ofa Colomtl PbmW Comm VPagc4 A third purpose of the Association is to establish Rules and Regulations for Quail Creek Estates which will maintain the property with aesthetic and practical standards. A fourth purpose of the Association is to impose mandatory Association membership as of the date of purchase of a Lot, establish and collect mandatory annual fees, if so imposed, and to collect assessments from all four (4) lot owners to pay for the abovementioned expenses. ARTICLE IV DEVELOPMENT RIGHTS WAIVED; DECLARANT RIGHTS RESERVED DEVELOPMENT RIGHTS WAIVED BY DECLARANT Declarant reserves no rights to add real estate to this Property, nor to add any lots beyond the four (4) lots represented within the current land survey and plat. Further, declarant reserves no right to subdivide any Lots, withdraw any land from the Common Elements, nor withdraw any Lot from the Planned Community. Declarant waives said rights. SPECIAL RIGHTS RESERVED BY DECLARANT Declarant reserves "Special Declarant Rights" to perform the following acts for a period of twenty (20) years: complete improvements on plats; maintain sales offices, management office, signs advertising the Planned Community and models; to use easements through Common Elements for making improvements; to make this Planned Community subject to a Master Association, if desired; to merge with another similar community; to appoint or remove officers of Association or any Executive Board member during any period of Declarant Control. ARTICLE V PRIORITY OF DOCUMENT CONSTRUCTION; EMINENT DOMAIN; TERM OF DECLARATION; EXTENSION; MODIFICATION Unless contrary to law, in the event of any conflicting clauses or definitions with another document, this Declaration shall be construed as primary and controlling. Further, in the event a governmental action of eminent domain transpires, the provisions of C.R.S. 38-33.3-107 shall apply. This Declaration shall continue for a term of twenty (20) years and may be extended by a resolution of the association's Executive Board. Such resolution shall be executed, acknowledged, and recorded in Jefferson County, pursuant to guidelines promulgated in C.R.S. 38-33.3-120.5. The Association shall maintain the Common Elements in perpetuity. Modification of this Declaration (prior to election of an Executive Board) may be made by the Declarant, if such amendment is necessary to correct clerical or technical errors or to comply with housing and mortgage requirements or guidelines. After said Board is elected, the Board may modify this Declaration, for similar reasons, following required, proper procedures in the By Laws. ARTICLE VI RECORDATION AND REGISTRATION; NOTICE TO PURCHASER QUA& CUM ESTATES: D -W fi oofa Culm Pl v Commu jVpP e5 This Document shall be recorded in the County Clerk and Recording Office of Jefferson County. It will be indexed in grantee's index, name of association, and in grantor's index, together with the land survey plat. "Quail Creek Estates Neighborhood Association, LLC" documents, including Bylaws and Articles of Organization for the limited liability company, will be properly registered with the Secretary of the State of Colorado and with the Colorado Real Estate Division. Thirty (30) days prior to a transfer of deed, a Lot Purchaser will be notified of all details pertaining to membership rights and responsibilities in said Association, as enumerated in C.R.S. 38-33.3-209.4. Said notice shall be via first-class mail, email, or any other statutory method. Further, together with the foregoing documents, Lot Purchasers shall receive a set of "Rules and Regulations" as promulgated by the Executive Board of the Association and properly recorded. ARTICLE VI UNCONSCIONABILITY; BINDING MEDIATION If the court determines any clause within this document or a contract relating to this small planned community to be unconscionable at the time the document or contract was executed, the court may sever or amend said clause to comport with legal standards; however, the remainder of the declaration or contract shall remain in full force and effect. Article VI shall not be the basis for dispute of any contracted property price. The "Uniform Arbitration Act", part 2 of article 22 of title 13, C.R.S. applies. In the event of a dispute between a property owner and the association, binding mediation shall be implemented to resolve said dispute, prior to commencement of any legal proceeding. If a mediation agreement is reached, it may be presented to the court as a stipulation. Either party may terminate the mediation process without prejudice. In event of a violation of the stipulation, the aggrieved party � "may apply for court relief. SIGNED and dated this 'I,SL day of I 2018, for THE BKB GROUP, LLC, OW Mo N a/k/a BKB GROUP, A COLORADO LIMITED LIABILITY COMPANY, by DECLARANT Bradley Weiman, LLC Managing Member 4373 Jason Street Denver, CO 80211 PH: 720-746-9240 AFFILIATE OF DECLARANT Katie Weiman, LLC Member 4373 Jason Street Denver, CO 8021 PH: 720-746-92 I IYA AMIOTTE NOTARY PUBLIC CNNOWLEOOEMENT -'- -- ---^^-- I Nu ARY ID 20104028198 ss. MY COMMISSION EXPIRESN0JFAIBERI COUNTY OF JEFFERSON ) oing instrument was acknowledged before me this )a S b day of he foreg 2018, by BRADLEY WEIMAN, Declarant, and KATIE WEIMAN, Affiliate of Decl rant, as LLC Managing Member and LLC Member, respectively, on behalf of THE BKB GROUP, LLC, a Colorado limited liability company. QURILCREEKESTATES: f Wmfim ofa COIu Mhm Commw WNV6 WITNESS MY HAND AND OFFICIAL SEAL. 441, Notary Poblk QUAIL CAEEK ESTATES: pxl iw ole Cu]Om Pl Cmnmu gNgc7 Planning Commission Public Hearing Info May 17, 2018 1. 2. 3. 4. 5. 11 ♦,�4' City of ]qrWh6atNi�ge PLANNING COMMISSION Minutes of Meeting May 17, 2018 CALL THE MEETING TO ORDER The meeting was called to order by Chair OHM at 7:03 p.m. in the City Council Chambers of the Municipal Building, 7500 West 29a` Avenue, Wheat Ridge, Colorado. ROLL CALL OF MEMBERS Commission Members Present Commission Members Absent: Staff Members Present: PLEDGE OF ALLEGIANCE Alan Bucknam — arrived at 7:09 Emery Dorsey Daniel Larson Janet Leo Scott Ohm Richard Peterson Vivian Vos Amanda Weaver Meredith Reckert, Senior Planner Zack Wallace Mendez, Planner II Jordan Jefferies, Civil Engineer II Tammy Odean, Recording Secretary APPROVE ORDER OF THE AGENDA It was moved by Commissioner DORSEY and seconded by Commissioner LEO to approve the order of the agenda. Motion carried 7-0. APPROVAL OF MINUTES — May 3, 2018 It was moved by Commissioner DORSEY and seconded by Commissioner PETERSON to approve the minutes of May 3 2018, as amended. Motion carried 7-0. PUBLIC FORUM (This is the time for any person to speak on any subject not appearing on the agenda.) Planning Commission Minutes May 17, 2018 - 1 — No one wished to speak at this time. 7. PUBLIC HEARING A. Case No. WS -17-07: An application filed by Evergreen Devco for approval of a major subdivision located west of Interstate 70, south of Highway 58 and north of approximately 33rd Avenue (Clear Creek Crossing). The applicant requested a continuance to June 7, 2018 It was moved by Commissioner LARSON and seconded by Commissioner LEO to postpone the public hearing for Case Number WS -17-07 a request for approval of a subdivision containing 13 lots, 3 tracts, and right-of-way dedication located west of Interstate 70, south of Highway 58 and north of approximately 33,d Avenue (commonly known as Clear Creek Crossing) until June 7, 2018. Motion carried 6-0 B. Case No. MS -17-08: An application filed by Brad Weiman, for approval of a minor subdivision for 4 single-family homes for property zoned Residential -One located at 3275 Quail Street. This case was previously heard and approved by Planning Commission on February 15, 2018. After approval, external factors impacted the construction of the proposed drainage, prompting the applicant to redesign the drainage facility. This will change the approved plat, and is required to be reheard pursuant to Section 26-408. Mr. Wallace Mendez gave a short presentation regarding the subdivision and the changes made between the Planning Commission's February 15, 2018 approval and the proposal being presented, and that the previously approved plat had not been recorded yet, which is why it is being heard under the original case number. He entered into the record the contents of the case file, packet materials, the zoning ordinance, and the contents of the digital presentation. He stated the public notice and posting requirements have been met, therefore the Planning Commission has jurisdiction to hear this case. Commissioner VOS asked for clarification about the landscaping that was approved at the February 15 meeting. Mr. Wallace Mendez explained that the land which was previously in a tract, and landscaped by the developer and maintained by the HOA had been absorbed into the lots after the drainage system was redesigned. As such, landscaping is the responsibility of the individual property owners. The Code required that 100% of the front yards be landscaped, minus sidewalks and driveways, and no less than Planning Commission Minutes -2— May 2— May 17, 2018 25% of the entire lot must be landscaped. Tract A and Tract B still conform to the landscaping requirements in the City Code for the drainage areas. Commissioner OHM asked about the first condition in the proposed motion and whether it needs to be a condition if the home has already been demolished. Mr. Wallace Mendez said while he believes demolition work had begun on the house, he would like to see the condition stay just in case the house has not been completely demolished. It move by Commissioner LEO and seconded by Commissioner DORSEY to recommend APPROVAL of Case No. MS -17-08, a request for approval of a 4 - lot subdivision on property zoned Residential -One (R-1) and located at 3275 Quail Street, for the following reasons: 1. All agencies can provide services to the property with improvements installed at the developer's expense. 2. The requirements of Article IV of the zoning and development code have been met. With the following conditions: 1. No building permit shall be issued for Lots 1 or 2 until a demolition permit is issued for the existing home. 2. The developer shall enter into a subdivision improvement agreement whereby all required infrastructure improvements are in place prior to issuance of building permits for individual lots. 3. The Homeowners' Association covenants be reviewed and approved by Staff prior to issuance of building permits. Motion carried 7-0. C. Case Nos. WZ-17-08 & WZ-17-09: Applications filed by EFG-Yarrow, LLC for approval of a zone change from Residential -Two (R-2) to Planned Residential Development (PRD) with an Outline Development Plan (ODP) and for approval of a Specific Development Plan (SDP). Ms. Reckert gave a short presentation regarding the zone change, Outline Development Plan, Specific Development Plan and the application. She entered into the record the contents of the case file, packet materials, the zoning ordinance, and the contents of the digital presentation. She stated the public notice and posting requirements have been met, therefore the Planning Commission has jurisdiction to hear this case. Commissioner PETERSON wanted to know why the properties were not combined as one before the zone change. Planning Commission Minutes -3— May 3— May 17, 2018 MS -17-08 /Quail Creek Request for approval of a 4 -lot minor subdivision for property zoned Residential -One (R-1) Planning Commission Zoning Map cc Q. a- AV Islid— ir d, Aerial From W. 32nd Avenue looking west From Quail Street looking north From Quail Street looking northwest, Quail Hollow in background From Quail Street looking northwest at existing home Subdivision 101 Reconfiguration of lots, tracts, or parcels for sale or development Does: • Removes, creates, or defines property lines • Allows city to evaluate ROW • Allows city to evaluate civil docs (traffic, drainage) Does not: • No change to the zoning • No change to permitted uses • Does not look at site design or building placement ,g• ane From Quail Street looking northwest, Quail Hollow in background From Quail Street looking northwest at existing home Subdivision 101 Reconfiguration of lots, tracts, or parcels for sale or development Does: • Removes, creates, or defines property lines • Allows city to evaluate ROW • Allows city to evaluate civil docs (traffic, drainage) Does not: • No change to the zoning • No change to permitted uses • Does not look at site design or building placement QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, STH P. M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 2 SITE tl U. Al -I 'RIINTAII'M FSU-RVEY303 LLC COVER SHEET I eD-I,URVEYING QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, STH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 ul LOT 1 LOT 3 RA SURVEY303 LLC RVEYING PLAN VIEW v BI A ZONING LOT 28 I.T 2B ACT 11 LOT �2 LOT I ST Pow I.5V AIW�OF-WAY HEREBY DENCATED By N; 713�—Eg HEREBY DERICART BY THIS PLAT. E780 S7. F CRES !um51 1E.EXISTING EASEMENT (TYP) HEREBY 10' GAS ESMT OAS ESMT GR—D BY THIS PILAT RN 76707571 RN 76 737671 RN E787571 HEREBY VACATED BY 1HIS PLAT LOT 1 33,272 SE. LOT 2 LOT 3 L t5ESS. VTILITI AND C19.329 S.F. DRAINAGE EASEMENT HEREBY C .7638 ACRES —2�1 ACRES& .44 0 ACRES 05/24/2018 BI A ZONING LOT 28 I.T 2B ACT 11 LOT �2 LOT I ST Pow I.5V AIW�OF-WAY HEREBY DENCATED By N; 713�—Eg HEREBY DERICART BY THIS PLAT. E780 S7. F CRES !um51 1E.EXISTING EASEMENT (TYP) HEREBY 10' GAS ESMT OAS ESMT GR—D BY THIS PILAT RN 76707571 RN 76 737671 RN E787571 HEREBY VACATED BY 1HIS PLAT LOT 1 33,272 SE. LOT 2 LOT 3 L t5ESS. VTILITI AND C19.329 S.F. DRAINAGE EASEMENT HEREBY C .7638 ACRES —2�1 ACRES& .44 0 ACRES 05/24/2018 "SUBDIMS OF TRACT 20 BROOKSIDE 25 EDT 1. BE LET 20 NC LOT 02 QUAIL STREET FIERY DEDICARED By HEREBY DERCATED, BY 51 b, UVLT BRIll 1111F GRANTED BY PUT 76 7571 10' ONG ESM RN 7678151 E. 106573 613 21.1T f!". I RN 5787571 ERI VACA BY THIM HIT 33,272 SE. LOT 2 LOT 3 YR DRAINAGEWAY (POOR 11,1�BA1.11.11,111 HEREBY NIS PLAT I LOT 4 DRAINAGE EASEMENT HEREBY I V m .�231 RES .44 0 ACRES 4106 ACRES GRANTED BY THIS LAT �2 BE .4430 ACRES 4B. ACRES LINE HEREBY CREATED OYT NOO'2744'W 85.99, THIS PLAT (Tll)� IM YR. D AINACEWAl (POOP DOC.) .=78P, HEREBY CAVED BY THI UTILITY AND DRAI"A TRA - a L31f 11 21 F WSUI OF TRACT 20 BROOKSIDE LOT 28 LOT 1. -DT LOT 20 A ZONI4' 12 BE LOT 1 1,W RIGHT-OF-WAY 417 Mm EASEMENT MI) HEREEY EG-' a FUR AS ESMT GRANTE BY THIS PUT RN "7�6�7.,�71 11131111 EN B787571 DOC) RN POP— HEREBY HERBY VACATED VACATED BY THIS PLAT BY THIS PUT 22 LOT 1 33,272 SE. LOT 2 LOT 3 LOT 4 .7638 ACRES 1" 0.17 DRAINAGE EASEMENT HEREBY —231 ACRES ..44107AC'RFES ACSREs GRANTED BY THIS PLAT LOT ENE HEREBY CREATET, VACATION, RN 9 10Z YR. DRAIWAGEWXY �POOR 5,50' RICH 23111 H r BY BEEF D 1. DRAINAGE —EMLNET "I IACIAT'D ITTILTY AND DP-'lNAlE_z-',SAIFN THIS FLAT OP409 AE, FOU�D 1-1/2- METRO 10, UTILITY YELLO. CA VERT RN 76787571 LOT UNE HEREBY CREATED APP— HAP ST FEUPCH SURBIMBON By THIS PLAT (TfP) RN 2001 FOUND 1-1/2' YE -FEW R -I ZONING CAPFES 34580 RESUBDNASDR OF TRACT 20 BROOKSIDE 8 23 P 41 BE GB LOT 2, LOT LOT GIA Zl"Ill 12 LOT BE LOT 1 QUAIL STREET R--10.1 BE HEREBY DEDICATEI) BY HEREBY DENCARGE By sm'35 5' UTILITY ANITDRAINAGE EKSTING EASEMENT (TYR) HEREBY Ia. GAS BEAT GRAMEED BY —1 PUT RN 76707571 RN 76737671 IM YR. DRAINAGEWAY (POW RN 75787571 DOC) RN RDI HERBY 1-2 HEREBY VACATED V�CAB) BY THIS PLAT BY THIS PUT .7638 ACRES S F 19.297 S.F. t5� ACCESS. UTILITY AND G33,272 SE. 1 E'34311 A 17,1313. S.F. DRAINAGE EASEMENT HEREBY —2 CRE& 0.4430 ACRES 0,4106 ACRES GRANTED BY THIS PLAT L LINE HEREBY T.T. OT PLA Al BY THIS PUT ("TYP) tO0 YR. DRAINACEWAl (POOR DOC.) RN BF -764 HEREBY 'T ACATED BY THIS PLAT W UTILITY AND DRAJNAGE BEMENT (PPR) 24 FOUND 1-1/2' ExsING ic, LE NDD'30'57"W 563,06' By THIS PLAT (TfP) RN 2D N-21 FOUND 1-1/2' YELLOW B -I ZONING CAP, PLS 345M RESUI OF TRACT 20 BROOKSIDE LOT 28 LOT N BE 30 LET M FIT 12 IDT LOT 1 150' RIGH—F-RAY HERBY DEDI"I HEREBY DEDICARB) BY ICI BY 5' UTILITY AND DF— EXISTING EASEMENT (TYP) HEREBY 11' GAS 1111F GRANTED .1 THIS —T RN 767875 1 nBG 10' US ESMT RN 76787571 I.T. NN 5787571 D AINAGEWAY (PC. Do�,k) N 'g EREBY VACATED LOT 1 TFD BY THIS PLAT LOT 4 INAGE EASEMENT HEREBY GRANTED BY THIS PLAT �2 BE .4430 ACRES 4B. ACRES I-JEA.D -T LOT LINE HEREBY C BATED NOO'27'44'A BOER, BY THIS PUT (TYR)" IDO YR. DRAINAGEVAI (POOR DOC.) Na ANA I 'J' (�4, a 11 21 F 05/24/2018 E! FORMER Sheet Two Referral Public Works Plat has been approved West Metro Can serve —fire hydrant required Xcel Can serve Century Link No concerns Forestry Commented on plant selection w/in drainage Sanitation Can serve — coordination will be ongoing RTD Bus stop on 32nd substandard — no modifications at this time No comments: Water, Lakewood, Comcast, Police, Parks, Building PROPOSED Sheet Two Staff Recommendation Staff concludes: — All agencies can serve the property — All requirements of sub regs have been met Staff recommends APPROVAL with conditions: — No building permits until demo of existing house —SIA required — HOA required ♦�4le 1w Ir Wh6atRiLd e g CITY OF WHEAT RIDGE PLANNING DIVISION STAFF REPORT TO: Planning Commission MEETING DATE: May 17, 2018 CASE MANAGER: Zack Wallace Mendez CASE NO. & NAME: MS -17-08 / Quail Creek Subdivision ACTION REQUESTED: Request for approval of a 4 -lot subdivision for single-family homes (rehearing) LOCATION OF REQUEST: 3275 Quail Street APPLICANT (S): Brad Weiman OWNER (S): BKB Group, LLC APPROXIMATE AREA: 99,605 square feet (2.28 acres) PRESENT ZONING: Residential -One (R-1) PRESENT LAND USE: Single-family home ENTER INTO RECORD: (X) CASE FILE & PACKET MATERIALS (X) SUBDIVISION REGULATIONS (X) ZONING ORDINANCE (X) DIGITAL PRESENTATION Loca Planning Commission 1 Case No. MS-17-08/Quail Creek Subdivision Site JURISDICTION: All notification and posting requirements have been met; therefore, there is jurisdiction to hear this case. I. REQUEST The applicant is requesting approval of a 4 -lot subdivision on property zoned Residential -One (R-1) located at 3275 Quail Street. The property currently consists of one oversized parcel with one single- family home. The purpose of the request is to allow for the demolition of the existing home and the construction of four new single-family homes. This request is considered a `minor' subdivision, which requires a public hearing before Planning Commission. For this case, Planning Commission is the final authority for approval. The purpose of a subdivision plat review is to confirm appropriate lot configuration, access, rights-of- way, easements and utility service to enable future development. The Planning Commission previously heard and approved this case on February 15, 2018 with 6 conditions of approval (Exhibit 6, Feb15 Meering Minutes7. After approval, while finalizing the drainage plans, the applicant ran into significant costs associated with the proposed design of the storm water channel along the west side of the property. The applicant has been working with Staff over the past several months to re -design the drainage way, which, in turn, has altered the plat. Because the plat was heard and approved by Planning Commission, and is being altered, it must be re -heard pursuant to Section 26-408 of the Code of Laws. The previously approved plat was not recorded, and the case had not yet been closed out, as such this updated plat bears the same name and same case number. II. EXISTING CONDITIONS The property is located at the northwest corner of 32nd Avenue and Quail Street. The property is zoned R-1, a zone district that provides for high quality, safe, quiet, and stable low density residential neighborhoods. The existing single-family home on the property was constructed in the early 1980s, and is surrounded by primarily single-family neighborhoods, with the exception of Applewood Baptist Church bordering the property to the west �. To the east of the subject property is a typical city block of single-family homes on lots averaging approximately 9,300 square feet. This block is zoned Residential -One A, which allows for slightly smaller lot sizes and setbacks than the R-1 zone district. To the northeast is Prospect Valley Elementary School, and to the northwest is the recently platted Quail Hollow subdivision, which is nearing completion, and zoned R-1. To the west is the Applewood Baptist Church. South of 32nd Avenue is the City of Lakewood, which is zoned for single-family homes 11116il 2, Zoning). This property was originally platted in 1975 as Lot 6 of the Applewood Knolls — 12d' Filing subdivision, which includes the property on the west side of Quail Street between 32nd Avenue and the platted, but unbuilt 35d' Avenue III. PROPOSED SUBDIVISION PLAT Planning Commission Case No. MS-17-08/Quail Creek Subdivision Plat Document The proposed plat document consists of two pages. The first page includes a legal description of the property; signature blocks for the owner, City, surveyor and County; and standard declarations and notes. The second page includes the proposed lot layout, including lot lines, tracts, and easements Lot Configuration The site is rectangular in shape, approximately 553 feet wide along Quail Street, and approximately 177 feet deep. The proposed subdivision plat creates 4 parcels oriented towards Quail Street. In the R-1 zone district, the newly platted lots are required to be at least 12,500 square feet in size and have 100 feet in width. All four of the proposed lots exceed these requirements, ranging in width from 105 feet to 141 feet in width and 17,886 to 33,272 square feet in size. The previous plat the Commissioners reviewed had a large tract at the rear of the lots, this has been eliminated and replaced with an easement, as such the lot sizes have increased compared to the previous plat. Public Improvements When new properties are created through the subdivision process, staff reviews adjacent street improvements to confirm that they meet current roadway standards. Quail Street is classified as a local street meaning it provides access to residential land uses, and serves low traffic volumes. The current minimum standard for a local street includes a 2 -foot gutter, a 6 -inch vertical curb, and a 5 -foot attached sidewalk. Quail Street is currently substandard and will require a 1 1/2 foot right-of-way dedication. The developer will be responsible for constructing the curb, gutter and sidewalk along Quail Street. West 32nd Avenue is classified as a minor arterial meaning it provides access to regional destinations, economic centers, and freeway interchanges, serving moderate traffic volumes. The current minimum standard for 32nd Avenue includes a 6 -foot detached sidewalk and 6 -foot wide amenity zone, which will require a right-of-way dedication of 5 1/2 feet since 32nd Avenue is currently substandard in width. Additionally, a 10' radius right-of-way dedication at the intersection of Quail Street and 32nd Avenue will be required to construct ramps that are ADA compliant. Because a detached sidewalk facility does not currently exist along W. 32nd Avenue and because this frontage is relatively short, Public Works has requested fees -in -lieu of construction along 32nd Avenue at this time. Fees are approximately $52.35 per linear foot of ROW frontage, but may be reduced since curb and gutter already exist. Drainage The property is currently bisected by a substantial drainage way, which flows from the southeast corner of the site, across the property, north through the Quail Hollow Subdivision, and eventually discharging into Lena Gulch. Currently this drainage flows through an open natural channel across the subject property, until reaching 33`d Avenue, where it then flows into a culvert and re-emerges in the Quail Hollow development. In the previous plat reviewed by the Commissioners the drainage way was rerouted through a pipe along 32nd Avenue, and then in open channel along the western property line. This update plat proposal eliminates the open channel along the western boundary, and pipes the drainage way along 32nd Avenue and the western property line. A channel will remain in a tract along 32nd Avenue. This channel will catch any overflow from the 32nd Avenue roadway, which occurs during large storm events, so the southernmost property is not flooded. A secondary piped drainage way enters the site Planning Commission Case No. MS-17-08/Quail Creek Subdivision from the east side of 32nd Avenue along northern property line, similar to the previous plat. Both of these piped drainage ways discharge into an existing culvert, built by the Quail Hollow subdivision to the northwest, which carries the water to Lena Gulch (Exhibit 4, Proposed Plat: Quail Creek Estates). Both drainage ways are fully encumbered by drainage easements to ensure long term the drainage improvements exist in perpetuity (note 13 on the cover sheet). The Public Works Department has carefully reviewed and worked with the developer's engineering team in order to ensure this drainage way adequately accommodates the drainage flowing through the site. Public Works has approved the Final Drainage Report for this subdivision. The Planning Division has also been working with the developer's landscape architect to ensure this feature is properly designed and landscaped as required by Section 26-507 of the Municipal Code. Easements It is standard practice to include utility easements along the perimeter of all lots created for single- family homes. This plat establishes easements of varying widths surrounding the lots. Staff is recommending a condition of approval that modifies the easement note on sheet one (Note #11) to better reflect the conditions shown in the graphic on sheet two. IV. AGENCY REFERRALS All affected service agencies were contacted for comment on the subdivision plat regarding the ability to serve the property. The developer will be responsible for any needed upgrades to accommodate the proposed development. Specific referral responses follow. Please note, since the drainage way modifications do not represent a fundamental change in the nature of the development or agencies' ability to serve the proposed lots, the updated plat was not sent out on an additional referral. The responses below constitute the responses from the original plat referral process for this case. Wheat Ridge Public Works: The plat has been reviewed and approved. West Metro Fire Protection District: Noted that a fire hydrant is required at the northwest corner of 32nd Avenue and Quail Street, and that homes over 8,500 gross square feet require residential fire sprinkler systems. Xcel Energy: Noted the overhead power lines along 32nd Avenue. Century Link: No objections. Wheat Ridge Forestry and Open Space: Provided some comments regarding species noted on the landscape plan within the Civil Construction drawings. Northwest Lakewood Sanitation District: No objections. Regional Transportation District (RTD): Requested the bus stop along 32nd Avenue to be modified and updated to current standards. Since the City is not requiring any improvements along 32nd Avenue, the bus stop will not be modified at this time. Staff has been in contact with RTD regarding this matter. No comments were received from Consolidated Mutual Water District, the City of Lakewood, Comcast Cable, Urban Drainage and Flood Control District, Wheat Ridge Police Department, Wheat Planning Commission Case No. MS-17-08/Quail Creek Subdivision Ridge Parks and Recreation Department, and the Wheat Ridge Building Division. Referral recipients are advised that no comment received indicates having no objections or concerns regarding the proposal. V. STAFF CONCLUSIONS AND RECOMMENDATIONS Staff concludes that the proposed subdivision plat results in a logical lot layout for the proposed future development. Staff further concludes that the subdivision plat complies with the standards in Article IV of the zoning and development code (subdivision regulations) and that all utility agencies can serve the property with improvements installed at the developer's expense. For these reasons, staff recommends approval of the subdivision plat with the conditions listed below. VI. SUGGESTED MOTIONS Option A: "I move to recommend APPROVAL of Case No. MS -17-08, a request for approval of a 4 - lot subdivision on property zoned Residential -One (R-1) and located at 3275 Quail Street, for the following reasons: 1. All agencies can provide services to the property with improvements installed at the developer's expense. 2. The requirements of Article IV of the zoning and development code have been met. With the following conditions: 1. No building permit shall be issued for Lots 1 or 2 until a demolition permit is issued for the existing home. 2. The developer shall enter into a subdivision improvement agreement whereby all required infrastructure improvements are in place prior to issuance of building permits for individual lots. 3. The Homeowners' Association covenants be reviewed and approved by Staff prior to issuance of building permits. Planning Commission Case No. MS-17-08/Quail Creek Subdivision EXHIBIT 1: AERIAL Planning Commission Case No. MS-17-08/Quail Creek Subdivision EXHIBIT 2: ZONING MAP Z�iz,ogc Geographic Information Systems Legend OSubject Property City of Lakewood Displayed Zone Districts Residential -One (R-1) .4 Residential -One A(R-1A) U Residential -Two (R-2) J - Planned Residential Development (PRD) MRD LM Sdte Plane Coordina[ Projection N cobrado Central Zone Datum: NAD83 Planning Commission 7 Case No. MS-17-08/Quail Creek Subdivision This page intentionally left blank. Planning Commission Case No. MS-17-08/Quail Creek Subdivision EXHIBIT 3: CURRENT PLAT APPLE WOOD KNOLLS -12TH FILING [see attached] Planning Commission Case No. MS-17-08/Quail Creek Subdivision This page intentionally left blank. Planning Commission 10 Case No. MS-17-08/Quail Creek Subdivision X \ V Wki tett: M'S APPLE WOOD KNOLLS -12TH FI LI -NG (WS 75-05) BEING A PORTION OF THE NWI/4 SECTION 28, T3S, R69W - 3 WHEAT RIDGE, COLORADO p Z i 4O W , i O I I I I W�O/ C '_. I \�Gl (J :•� .. ... .. •) I ...... ... ......... ...:{ ..... I .. .. ..... I � x\11 I .:•: ( I I �'3 '� I .... ' _• IO •. ,. 41 mX. QUA /L STREET 47e' Wo `I0 Q p v h h o 4" DJ J �---- 1/2 SC�uare ZN W N 0012'W 12G Z.52' N89°35.3'5 feel in m 72,79 44.7,3 . _ 44.7/ " .55.29 !00' /00' _ _100 _ /G 7' 10 80 j10' y P --- -- --- ---- — -----ti' I------"o No 1;>W Z-76. 95' ro �0Goea emen7' W58903 00 2--58-9°4B—`W-5` 0 ba5terly limit of <o�Q) z 3 5010' .08 /0.0289 .92' s�%T2t eeSqpu �anr e /00 year flood way M \ TRACT 2 WLQ cp LooF K) TRACT I � 00 d h CO Iq 1300 1, 10' 0ra/noge eosernerlt'9 �) h lOQ I -� O rj^ �/ //ortherly /imi t r Z i W o Lena Gulch 10o year m � Z � ,... a flood plane in accord -map h, (�1e9terly /irnit .of 50°15 2'E _. O r once with Mosier .Orofn- ` loo year flood way �-�1 I— ~ O age %clan, Volume two, Z pN y y E 133. Z4'--�— N m uneh1975 Mhltr� cLou 2I° G` �g.2S s IO.OB g' 9 /O Util/ easement - �� Io Utility ea9ement ---,--l42.5Z'---- - ---100 -- --- --%00' -7----100' - -----/00 -- ----315, 16' ------------ -------------- 80 -------- - 50 29,92. \� I • 50015.2,E 12 97. 78' `\d DEDICATED TO CITY OF WHEAT RIDGE v ;"-- BY THIS PLAT ro (t V1 q V ,C N lg C � 0 s, O U Z 00 APPI-EWOOD s 0 I I KNOLLS -12TH FILING 0 W w 0 0 N N F 0 O Q O ° Nva:° W mW a: m WW Z 4 0 Scale:1 =5 NOTES: 1. The total acreoge • under this 5ubdi vi5i0n i-5-5. 27 acres including all dedicated areas. I 2. All anglea ore octuol measured angles. 3. Thi -v 5ubd1*vivion does not lie withr'n fhe 100 year w,flood plain on Lena Gulch a.� defined by the Corp of Engineers Flood F/airs Information Volume _V., November 1970, Except os shown on /ot 1 • 4. Bearings were determined by observotion of the gun. 5TH 17 tl1i PUBLIC SERVICE COMPANY OF COLORADO CIT/Y OF WHEAT RIDGE -DIRECTOR i OF PUBLIC WORKS �_ — Md ATES ]EVEPHONE AND ELEGRAhH CITY OF WHEAI RIDG - H MAN OF PARKS AND RECREATION MISSION CITY OVWREAT RI -CITY ENGINEER AVE. 1P KNOLLS ST AVE. CLERK AND RECORDER'S CERTIFICATE w•j,yT AVE' EIGHTH FILING KNOL LCKN O PL ° STATE OF COLORADO I W FILING COUNTY OF JEFFERSON-NSS 0 o W H AVE, -1 hereby certify that thio plat was filed in my ofifice T.. �Z- _ ofly 'clock _, m. an -AVA-014 day of �Y - -, 1976, OAK . and is duly#recorded in Plan File 0 � '>,��; Fee_ paid_--��' � �; ;� �� -----• VICINITY MAP o Scale:l"=500' Gi mss` ,fir �•Y STATE OF COLOR<400 SS COUNTY OF JEFFERSON The foregoing instrument was acknowledged before me this_($T�_ do -'4 of- A. 0•,19,76 by P. H. Jacobson and Wilrna M.✓acob,ion. Witneso nay hand and official seal. My commi5sibn expires Res��+la� s9rt9't-7_ __. r NOTARY SURVEYOR'S CERTIFICATE I, Emmett L. Lane, do hereby certify that -,'he Survey of the boundary of APPLEWOOD KNOLLS -127-H F/LING wa.5 made under my supervivion and the accompany/ng plat accurately repre - vents 5aio;,,�urvey, 5igneci!,• th�bl_.��th_ day of�Lo��mlze�, 1975 EGISTERED D URVEYOR REGISTRATION NO. 438 ATTORNEY'S CERTIFICATE an attorney at law duly licenced to practice before Court's of record of Colorado, do hereby certify that I have examined title of all lands hereinabove dedlcatedand Shown upon the wRhlfn plot a5 a publ/c way, and the ti tle to .such lands iS in the dedicator free and clear of all liens and encr.mbronceo. 5/geed thi5___Z2 rc day of_�-, /976 ATTORNEY PLANNING COMMISSION CERTIFICATE Th/s:,is to certify the within plot ha8 been approved by the Planning Commission of the City of Wheat Ridge, Colorado. ") 4 mN 7 v :: ;re�ba.2�rm � DEDI CATION R.H.Jacobvon and Compony, os Trustee, being the owner of fhe real prop-, erty described as follow,. The Eiz of Tract 21, Brookside •subdivision, Jefferson County, Colorado, and a parcel of ground in the Resubdivision of Tract 20, Broolc9ide, Jefferson County, C-0/0 rado, which liee adjacent and east of /-be rvest line of the Resubdivision of Tract 20, Brookside, Said parcel being a strip Shown on the Piot as a /0 fool' drainage easement and whose width i_ 13.5 feet on the north and 12.6 feet on fhe South; hos /old out, Subdivided and platted void land ds per the drawing hereon contained under the name and style of APPLEWOOD KNOLLS - 12TH FILING a subdiv/Sion of o part of The City of Wheat Ridge, Colorado and by these presence do ded/cote to the City of Wheat Ridge and the public the 9treet5, roads, and ovenuee and ' drives as shown on the accompanying plot for fhe public use thereof forever and do further dedicate to -the use of the City of Wheat Ridge and all munici'vally owned and /or municipolly franch/ved utilities and Servicee and special serv/ce districts, those portions of void real property which are vo designated as eo5ement5 and right_ -of-way for the construct/on, in _tallation, operation, maintenonce, repair and replacement for a/1 services, includinq without limiting the generality of the foregoing telephone and electr/c lines, worke, poles and undergrour7d cables,, q0;`1pipelinee, wafer pipelines, Sanitary Sewer 5freet lights, culverts, hydrants, drainage ditches and drains and a// appur- tenancev thereto, it being expressly understood and agreed .by` fhe undersigned that all expenses and costs involved in construc- ting and instolliny Sanitary Sewer System works and /inev, gos service /fines, electrical servlcc worker and lines, Storm sewers and drains, 5ireet lighting, grad/nq and landscaping, curbs, qutterv, _freet pavement, sidewalks and other such utilities and Services vha/l be guaron feed and paid for by the Sub - divider or orrangmenti made by the Subdivider therefore which are opproved by the City of Wheat Ridge, and such 5urn5 shall not be pdid by the City of Wheat Ridge, Colorado, and that any item so constructed or installed when accepted by fhe City of Wheat Ridge, Colorado, shall become the Sole property of said City except iteme or facilities owned or maintaiioed by music/pally franchised utilities or special service districts' " and/or the Telephone and Telegraph Com- pany, 01'7d/or Coneol/dated Mutual Water Company, Which itemv, when constructed or /nstalled, _hal/ remain the property of the , owner and .shall not become the property ml fhe Cit y MAYOR' S TE This 19 to certify that fh. `("'Iry' -0 ,�` " t Rid e, Colorado, by motion of its City Cgon,& r22�, p ='fel e_ �Q N day Of R.H. JACOBSON AND COMPANY, TRUSTE,: '` g /976, adopt, O-v�i he w/thin plat and accept -the dedication5 .moi G `!�'IM�La✓' (..• : CaC�iG.�.�w�s ATTEST: �?a M r „�� """• ,:- DEPUTY RECORDER RESIDENT CITY CLERIC" MAYOR ". ._ ..�. -.. ............ , . ... .:. .. , ..r ... .. «...... .. ... X . .... � ...... .. _ _: .. ...... .�.... .• ... .. ... ... ..... - .. -. y.... r .... ... ... .. e .... uua.:Sn.zx ..w. ..v v^� ,. . w.'..P.n .. .. n , Y,i v.. m"z'.:.�. ur�«i•z kYPlf.£SY...-�1-b'3 au•-±�Y' 5� EXHIBIT 4: PROPOSED PLAT QUAIL CREEKESTATES [see attached] Planning Commission 11 Case No. MS-17-08/Quail Creek Subdivision This page intentionally left blank. Planning Commission 12 Case No. MS-17-08/Quail Creek Subdivision QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO VICINITY MAP 1 "=1000' WE, BKB GROUP LLC, BEING THE OWNER(S) OF REAL PROPERTY CONTAINING 2.2866 ACRES DESCRIBED AS FOLLOWS: LOT 6, APPLEWOOD KNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE—HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE—HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A UNE DESCRIBED AS STARTING AT A POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. METES AND BOUNDS DESCRIPTION OF PROVIDED DESCRIPTION: A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH UNE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89'19'53" E AND MONUMENTED AS FOLLOWS: —WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. —CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28; THENCE N 8999'53" E ALONG THE SOUTH LINE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET; THENCE N 00'30'57" W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00'30'57" W ALONG THE EASTERLY UNE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809; THENCE N 89'23'01" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT—OF—WAY LINE OF QUAIL STREET; THENCE S 00'27'43" E ALONG SAID WESTERLY RIGHT—OF—WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWING TWO (2) COURSES; 1) S 44'26'05" W A DISTANCE OF 14.17 FEET; 2) S 8919'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. HAVE LAID OUT, SUBDIVIDED AND PLATTED SAID LAND AS PER THE DRAWING HEREON CONTAINED INTO LOTS AND TRACTS UNDER THE NAME AND STYLE OF QUAIL CREEK ESTATES, A SUBDIVISION OF A PART OF THE CITY OF WHEAT RIDGE, COLORADO AND BY THESE PRESENTS DO DEDICATE TO THE CITY OF WHEAT RIDGE AND THE PUBLIC THOSE PORTIONS OF REAL PROPERTY SHOWN AS RIGHT—OF—WAY, AND DO FURTHER DEDICATE TO THE CITY OF WHEAT RIDGE AND THOSE MUNICIPALLY OWNED AND/OR MUNICIPALLY FRANCHISED UTILITIES AND SERVICES THOSE PORTIONS OF REAL PROPERTY SHOWN AS EASEMENTS FOR THE CONSTRUCTION, INSTALLATION, OPERATION, MAINTENANCE, REPAIR AND REPLACEMENT FOR ALL SERVICES. THIS INCLUDES BUT IS NOT LIMITED TO TELEPHONE AND ELECTRIC LINES, GAS LINES, WATER AND SANITARY SEWER LINES, HYDRANTS, STORMWATER SYSTEMS AND PIPES, DETENTION PONDS, STREET LIGHTS AND ALL APPURTENANCES THERETO. BKB GROUP LLC, BRAD WOMAN STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _-DAY OF - 20BY WITNESS MY HAND AND OFFICIAL SEAL. NOTARY PUBLIC MY COMMISSION EXPIRES SHEET 1 OF 2 I, CHRISTOPHER H. McELVAIN DO HEREBY CERTIFY THAT THE SURVEY OF THE BOUNDARY OF QUAIL CREEK ESTATES WAS MADE BY ME OR UNDER MY DIRECT SUPERVISION AND TO THE BEST OF MY KNOWLEDGE, INFORMATION AND BELIEF, IN ACCORDANCE WITH ALL APPLICABLE COLORADO STATUTES, CURRENT REVISED EDITION AS AMENDED, THE ACCOMPANYING PLAT ACCURATELY REPRESENTS SAID SURVEY. CHRISTOPHER H. McELVAIN, PLS 36561, FOR AND ON BEHALF OF SURVEY303, LLC THE CITY OF WHEAT RIDGE, COLORADO, HEREBY ACCEPTS THE DEDICATION AND CONVEYANCE TO THE CITY OF THOSE LOTS, TRACTS, EASEMENTS, AND OTHER INTERESTS IN REAL PROPERTY DENOTED ON THIS PLAT AS BEING DEDICATED TO THE CITY FOR PUBLIC PURPOSES. �[� CITY CLERK COMMUNITY DEVELOPMENT DIRECTOR SEAL:- DIRECTOR EAL: DIRECTOR OF PUBLIC WORKS APPROVED THIS _ DAY OF 20_ BY THE CITY OF WHEAT RIDGE. PLANNING COMMISSION CERTIFICATION RECOMMENDED FOR APPROVAL THIS DAY OF 20 - BY THE WHEAT RIDGE PLANNING COMMISSION. CHAIRPERSON ACCEPTED FOR RECORDING IN THE OFFICE OF THE COUNTY CLERK AND RECORDER OF JEFFERSON COUNTY AT GOLDEN, COLORADO THIS DAY OF. JEFFERSON COUNTY CLERK AND RECORDER BY: DEPUTY CLERK 20_ P.M. 1) ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE SURVEYOR'S CERTIFICATE SHOWN HEREON. 2) PER COLORADO REVISED STATUTES SEC. 38-51-106 (L) ALL LINEAL UNITS DEPICTED ON THIS PLAT ARE U.S. SURVEY FEET. ONE METER EQUALS 39.37 DIVIDED BY 12 U.S. SURVEY FEET ACCORDING TO THE NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY. 3) ANY PERSON WHO KNOWINGLY REMOVES, ALTERS OR DEFACES ANY PUBLIC LAND SURVEY MONUMENT, LAND SURVEY BOUNDARY MONUMENT OR ACCESSORY COMMITS A CLASS TWO (2) MISDEMEANOR PURSUANT TO STATE STATUTE 18-4-508, C.R.S. 4) BASIS OF BEARINGS: BEARINGS ARE BASED ON THE ASSUMPTION THAT THE SOUTH LINE OF THE NORTHWEST QUARTER OF SECTION 28 BEARS N 8919'53" E BETWEEN MONUMENTS AS SHOWN WITHIN THIS PLAT BETWEEN CITY OF WHEAT RIDGE CONTROL POINTS 16309 AND 16209. 5) GUARDIAN TITLE AGENCY, LLC FILE NO. 5717-46692A , EFFECTIVE DATE: BASIC AT 7:00 A.M. (COVER DATED 8-23-17)WAS ENTIRELY RELIED UPON FOR RECORDED RIGHTS—OF—WAY, EASEMENTS AND ENCUMBRANCES IN THE PREPARATION OF THIS SURVEY. 6) SURVEY303 LLC HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR RECORDED/UNRECORDED EASEMENTS, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. 7) ALL LOT CORNER MONUMENTS SHALL BE SET PER COLORADO STATE STATUTE 38-51-105. 8) THE GEODETIC POINT COORDINATE DATA SHOWN HEREIN HAS BEEN DERIVED FROM THE NAD 83 HARN STATE PLANE COLORADO CENTRAL FIPS 0502 COORDINATE SYSTEM, AND HAS A HORIZONTAL ACCURACY CLASSIFICATION OF 0.07 U.S. SURVEY FEET AT 95% CONFIDENCE LEVEL, AS DEFINED IN THE GEOSPATIAL POSITIONING ACCURACY STANDARDS OF THE FEDERAL GEODETIC CONTROL SUBCOMMITTEE (FGDC—STD-007.2-1998). 9) THIS PLAT IS ON THE CITY OF WHEAT RIDGE "CURRENT CITY DATUM", DEFINED AS FOLLOWS: A. THE CURRENT CITY DATUM COORDINATE SYSTEM USED IS A GROUND—BASED MODIFIED FORM OF THE NAD83 / 92 STATE PLANE COORDINATE SYSTEM, COLORADO CENTRAL ZONE 0502. B. VERTICAL DATUM USED IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) C. GROUND TO GRID COMBINED SCALE FACTOR IS 0.99974780300, SCALED FROM BASE POINT PHAC 1 (PERMANENT HIGH ACCURACY CONTROL POINT 11) HAVING THE FOLLOWING NAD83 / 92 STATE PLANE COORDINATES: PHAC NORTHING 1701258.75, EASTING 3118217.58, ELEVATION 5471.62. 10) TRACTS A & B ARE HEREBY DEDICATED TO THE QUAIL CREEK ESTATES HOMEOWNERS ASSOCIATION FOR LANDSCAPING, ACCESS AND DRAINAGE. SPECIFIC IMPROVEMENTS WILL BE DETERMINED BY THE DEVELOPER AND STAFF. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACTS A & B ARE HEREBY GRANTED BY THIS PLAT TO THE CITY OF WHEAT RIDGE, SEE NOTE 13. THE 100 YEAR DRAINAGEWAY IS ENTIRELY CONTAINED WITHIN TRACT A. 11) UTILITY EASEMENTS ARE GRANTED ON PRIVATE PROPERTY AS SHOWN HEREIN. THESE EASEMENTS ARE DEDICATED FOR THE INSTALLATION, MAINTENANCE, AND REPLACEMENT OF ELECTRIC, GAS, TELEVISION CABLE, DRAINAGE AND TELECOMMUNICATIONS FACILITIES. PERMANENT STRUCTURES AND WATER METERS SHALL NOT BE PERMITTED WITHIN SAID UTILITY EASEMENTS. 12) PROPERTY IS ZONED RESIDENTIAL—ONE (R-1) 13) THE STORMWATER QUALITY AREAS HEREIN SHOWN AS "TRACTS A & B" SHALL BE CONSTRUCTED AND MAINTAINED BY THE OWNER AND SUBSEQUENT OWNERS, HEIRS, SUCCESSORS AND ASSIGNS. IN THE EVENT THAT SUCH CONSTRUCTION AND MAINTENANCE IS NOT PERFORMED BY SAID OWNER, THE CITY OF WHEAT RIDGE SHALL HAVE THE RIGHT TO ENTER SUCH AREAS AND PERFORM NECESSARY WORK, THE COST OF WHICH SAID OWNER, HEIRS, SUCCESSORS, AND ASSIGNS AGREES TO PAY. NO BUILDING OR STRUCTURE WILL BE CONSTRUCTED IN TRACTS A & B AND NO CHANGES OR ALTERATIONS AFFECTING THE HYDRAULIC CHARACTERISTICS OF THE STORMWATER FACILITIES LYING WITHIN TRACTS A & B WILL BE MADE WITHOUT THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS. 14) ALL EASEMENTS NOTED HEREIN AS "HEREBY VACATED BY THIS PLAT" ARE TO BE RELEASED, TERMINATED, AND EXTINGUISHED UPON THE RECORDATION OF THIS PLAT. 15) A CONSOLIDATION PLAT MUST BE APPLIED FOR LOTS 1 AND 2 IF THE EXISTING HOUSE IS NOT DEMOLISHED WITHIN 2 YEARS OF RECORDATION OF THIS PLAT. PARCEL NAME SQUARE FEET ACRES LOT 1 33,272 0.7638 LOT 2 18,431 0.4231 LOT 3 19,297 0.4430 LOT 4 17,886 0.4106 TRACT A 4,056 0.0931 TRACT B 4,883 0.1121 RIGHT-OF-WAYI 1,780 0.0409 TOTAL SITE 99,605 2.2866 COVER SHEET SHEET 1 OF 2 SHEET 1 OF 2 COVER SHEET SHEET 2 OF 2 PLAN VIEW NORTH 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP ITS 13212 IN RANGE BOX PER MON REG DATED 9-14-11 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 15309 NORTH -7057G7.48 LAT. 39°46'09.3304" N EAST=107869.65 LONG. 105°07'08.5892" W ELEV.-5402.08 LEGEND: EXISTING PARCEL LINE CENTERLINE CORPORATE BOUNDARY - - - - - - - SECTION UNE LOT LINE BOUNDARY UNE EASEMENT LINE DRAINAGEWAY UNE - - - - FOUND SECTION CORNER AS DESCRIBED SET 18" NO. 4 REBAR WITH RED PLASTIC CAP O PLS 36561 FOUND MONUMENT O AS DESCRIBED N: 703649.877 E: 106579.083 w z Qw M� M Q 0 (A A TRA LOT 28 \ 1.50 QUAIL CREEK ESTATES CT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 LOT 29 r �N0835'46"W 51.08 --- XISTING 10' GAS ESMT RN 75787571 15' 1 �7 R ESMT. RN 76787571 HEREBY VACATED BY THIS PLAT 00 o 0 N W a z pr Or 0 U O mCD .� 2 w D in Z �U)oo U � N o az 15' _az J 0 15' ACCESS, UTILITY AND DRAINAGE EASEMENT HEREBY GRANTED BY THIS PLAT N00°27'44"W 85.99' TRACT A N 4,056 S.F. 0.0931 ACRES 85.86' FOUND 1-1/2" YELLOW CAP PLS 34580 N: 703647.986 E: 106403.313 mb= 0 15 30 1 INCH = 30 FEET EAST LINE OF THE NW 1/4 OF SECTION 28 N00°18'48"W 2657.35' RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 LOT 30 LOT 31 R1A ZONING LOT 32 QUAIL STREET 50' ROW 1.50' RIGHT-OF-WAY HEREBY DEDICATED BY THIS PLAT. 1,780 S.F. 0.0408 ACRES S00'27'43"E 552.90' 12.40' S00°27'43"E 105.00' -141.81' 5' UTILITY AND DRAINAGE EASEMENT (TYP) HEREBY GRANTED BY THIS PLAT z w Q LOT 1 Q a 33,272 S.F. a 0.7638 ACRES o w z r] a 'n r m z Lo LOT LINE HEREBY CREATED BY THIS PLAT (TYP) 10' 40' UTILITY AND DRAINAGE EASEMENT (TYP) 111.59' 0 N M LOT LINE HEREBY CREATED BY THIS PLAT (TYP) 126.70' LOT 2 18,431 S.F. 0.4231 ACRES V 100 YR. DRAINAGEWAY (POOR DOC.) RN 80023784 HEREBY VACATED BY THIS PLAT L 105.00' N00'30 -57"W 563.06' EXISTING 10' UTILITY ESMT RN 76787571 LOT 33 EXISTING 10' GAS ESMT RN 76787571 LOT 3 19,297 S.F. 0.4430 ACRES / A 30' UTILITY AND DRAINAGE EASEMENT (TYP) LOT 1 APPLEWOOD BAPTIST CHURCH SUBDIVISION RN 2006142621 R-1 ZONING 110.00' LOT 1 1.50' RIGHT-OF-WAY HEREBY DEDICATED BY N:703102.460 THIS PLAT. 1,780 S.F. E: 106583.496 0.0408 ACRES N00°27 43 W 107.24 83.24 / N: 703092.380 a E:106573.613 v z w 100 YR. DRAINAGEWAY (POOR z <ww DOC.) RN 80023784 HEREBY Q w VACATED BY THIS PLAT w a ow LOT 4 � I 0 17,886 S.F. 0.4106 ACRES z � Q w i \ e i 83.24 89.26 CENTER 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MON REG DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16309 i NORTH -70G080.17 LAT. 39°45'42.8801" N EAST -107884.18 LONG. 105°07'42.1328" W ELEV.-5461.94 22' c5 "' a� CB=S44°26'05" W � LOT 1 CD=14.12' 39' A-89°47'36" ° a APPLEWOOD KNOLLS EIGHTH FILING R=10.00' z � RN 68270803 O N S44'26'05"WI _ o 14.17' z 22.00' N m z QUAIL STREET o = 60' ROW o Q o 22.76'0� wl�mw w V c z a � � CD z `o0 > cn a Q o z X Q w> m WI 22' pLU 40' N zi z cr 4eiIY Q 3 m 3i'K Z LOT 13 aM BLOCK 24 !n oI N co APPLEWOOD KNOLLS SECOND FILING LOT LINE ADJUSTMENT NO. 1 PLAT z V�U RN 2012095409 w w N -VACATION I RN 93155172 Q 5.50 m 40.74' N: 703090.452 E:106408.333 POINT OF BEGINNING , FOUND 1-1/2" YELLOW CAP, PLS 34580 w� �I 5.50' RIGHT-OF-WAY mi TRA T HEREBY DEDICATED BY n THIS PLAT. 1,780 S.F. B POINT OF COMMENCEMENT 0.0408 ACRES FOUND 3-1/4° BRASS CAP ITS 24962 IN RANGE BOX PER MON REC DATED 5-5-06 M 4,883 F. I EAST=105260.72 LONG. 105°07'42.1328" W 0.1121 A RES N00°30'57"W �- 22.00' (TIE) 5.50 m 40.74' N: 703090.452 E:106408.333 POINT OF BEGINNING , FOUND 1-1/2" YELLOW CAP, PLS 34580 w� �I mi �I w n m z POINT OF COMMENCEMENT WEST 1/4 CORNER SECTION 28 FOUND 3-1/4° BRASS CAP ITS 24962 IN RANGE BOX PER MON REC DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16209 NORTH -703049.56 LAT. 39°45'42.8801" N EAST=105260.72 LONG. 105°07'42.1328" W ELEV.-5454.70 PLAN VIEW SHEET 2 OF 2 ADD LITT AD Nqt 44ifr 44 a t A4�Nq 1 ' LIVER . a `4 CDN?RDL uuRDR trollIONnION n � ra4L �ior + A ° 1" tis NYt� 9a noo a!!AR i it s ,4�,.e,,nr,+�► �y .. T£i R t�'R3 •ter �aa sg � t Fx'�x+- ' r K View looking west from the subject property. A portion of the existing home can be seen on the right side of this photo. A building on the Applewood Baptist Church property can be seen in the background to the left side of the photo. Planning Commission 14 Case No. MS-17-08/Quail Creek Subdivision EXHIBIT 6: Feb. 15 Meeting Minutes [see attached] Planning Commission 15 Case No. MS-17-08/Quail Creek Subdivision Commissioner WEAVER added that she works and lives among agricultural uses and when you don't have large continuous spaces it is hard to do agricultural work. She explained that when you look at the zoning map there are not agricultural activities being done in the A-1 zone districts. Commissioner WEAVER added that the City of Wheat Ridge has done an excellent job at creating zone districts for what is appropriate for the neighborhoods. Vice Chair BODEN called for a vote. Motion recommending APPROVAL carried 5-1 with Commissioner VOS voting no. B. Case No. MS -17-08: an application filed by Brad Weiman, for approval of a 4 -lot subdivision for single family homes located at 3275 Quail Street. Ms. Mikulak gave a short presentation regarding the subdivision and the application. She entered into the record the contents of the case file, packet materials, the zoning ordinance, and the contents of the digital presentation. She stated the public notice and posting requirements have been met, therefore the Planning Commission has jurisdiction to hear this case. Commissioner LEO asked if the applicant is also the developer. Ms. Mikulak said the applicant is not the current property owner, he is the one entitling the property and believes he also plans to develop it, but will let him explain his role. Commissioner VOS asked for clarification on the Forestry Division's referral comments related to the landscaping in the drainage area. Ms. Mikulak said that design standards have recently been adopted for drainage features that includes making open channel drainage more natural with native seed, grasses and bushes. This subject's drainage will not be cement, but will be natural looking. The Forestry Division had commented on the proposed plant materials and seed mix. Commissioner VOS commented that this property was platted as a part of Applewood Estates and wondered if it will still be a part of Applewood Estates. Ms. Mikulak explained that with a replat it will become its own Quail Creek Subdivision. Commissioner DORSEY asked why lot one is much bigger than the other lots. Planning Commission Minutes -4— February 4— February 15, 2018 Ms. Mikulak said the applicant can answer this question, but explained that even though lots 2, 3 and 4 look small in comparison they exceed the minimum lot size in the R-1 zone district which is 12,500 sq. ft. Commissioner BUCKNAM wanted condition number 3 confirmed from the possible approved motion. He asked if it means only lots 1 and 2 cannot get a building permit until there is a demolition permit for the current house on the property. Ms. Mikulak confirmed this condition. Commissioner BUCKNAM asked if there is also a drainage on the west side of the church site. Mr. Brossman explained there are two tributaries that carry water from a large basin in the Lakewood area to Lena Gulch, on either side of the Baptist church property. The one on this subject property will be a 48 inch pipe that will carry a bulk of the flow from 32"d and Quail. This drainage design was reviewed carefully and will connect to Quail Hollow subdivision on its way to Lena Gulch. Commissioner BODEN asked if the cement detention structure to the northwest of the property will be maintained. Mr. Brossman explained the HOA from this subdivision will have to maintain this area. Commissioner BODEN also asked if some of the trees on the subject property will be preserved. Staff recommended the applicant address this. Brad Weiman, Applicant 4455 W 30t' Avenue, Denver Mr. Weiman gave a brief background of himself and growing up in the surrounding area of West Arvada and Golden areas and wanting his kids to have the same great experiences he did. He said he is a developer by profession and plans to develop the four lots and live with his family on lot 1. He wanted a big lot for his kid to play on. He explained he will keep as many trees as possible, but will get rid of some of the trees that are not very healthy and those in conflict with homes or drainage improvements. He does have plans to add some trees. Will Sugai, Resident 11158 West 33rd Avenue Mr. Sugai asked if the lot will be elevated and by how much. Also, he asked about the drainage easement on the east side of the subject property that is being vacated. Planning Commission Minutes -5— February 5— February 15, 2018 He thought it is part of the drainage from the other side of the street and wondered if that drainage will be built into the new calculations. Mr. Weiman said the current elevation will be raised about 24 inches above the drainage features, but no higher than the level of the sidewalk. He also added the homes will be 2 -story. Mr. Weiman said the existing drainage has been accounted for and the pipe will be tied to the drainage on the subject property. Nathan Laudick, Civil Engineer Mr. Laudick explained that a 30 -inch pipe will connect to the existing drainage structure on Quail Street into the new drainage facilities. It was moved by Commissioner WEAVER and seconded by Commissioner LEO to recommend APPROVAL of Case No. MS -17-08, a request for approval of a 4 -lot subdivision on property zoned Residential -One (R-1) and located at 3275 Quail Street, for the following reasons: 1. All agencies can provide services to the property with improvements installed at the developer's expense. 2. The requirements of Article IV of the zoning and development code have been met. With the following conditions: 1. Note 11 on sheet one shall be modified by replacing the first two sentences with the following text: "Utility easements are granted on private property as shown herein." 2. Add plat note: "A consolidation plat must be applied for Lots 1 and 2 if the existing house is not demolished within 2 years of recordation of this plat." 3. No building permit shall be issued for Lots 1 or 2 until a demolition permit is issued for the existing home. 4. The developer shall enter into a subdivision improvement agreement whereby all required infrastructure improvements are in place prior to issuance of building permits for individual lots. 5. The developer shall pay fees in lieu of parkland dedication in the amount of $7,491.87 at the time of plat recording. 6. The Homeowners' Association covenants be reviewed and approved by Staff prior to issuance of building permits. Motion carried 6-0 Commissioner Weaver stated she is supporting this motion because the drainage will be improved in this area. Planning Commission Minutes -6— February 6— February 15, 2018 8. OLD BUSINESS 9. NEW BUSINESS Ms. Mikulak mentioned that it is anticipated there will be Planning Commission hearings on March 1 and March 15. She also shared an article written by an attorney from the City of Wheat Ridge attorney's office regarding quasi-judicial and ex parte issues. 10. ADJOURNMENT It was moved by Commissioner DORSEY and seconded by Commissioner VOS to adjourn the meet' at 8:19 p.m. Motion carried 6-0. Sc' hm, Chair Robin Eaton, Deputy City Clerk Planning Commission Minutes -7— February 7— February 15, 2018 Publication and Posting *- City of " �Wh6atl,.dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 LETTER NOTICE (As required pursuant to Code Section 26-109.D) May 3, 2018 Dear Property Owner / Current Resident: This is to inform you of Case No. MS -17-08, an application filed by Brad Weiman, for approval of a minor subdivision for 4 single family homes for property zoned Residential -One located at 3275 Quail Street. All interested citizens are invited to speak at the Public Hearing or submit written comments. This case was previously heard and approved by Planning Commission on February 15, 2018. After approval, external factors impacted the construction of the proposed drainage, prompting the applicant to redesign the drainage facility. This will change the approved plat, and therefore needs to be reconsidered by the Planning Commission pursuant to Section 26-608 of the Code of Laws. This request is scheduled for public hearing in the Council Chambers of the Municipal Complex at 7500 West 29th Avenue. The schedule is as follows: Planning Commission May 17, 2018 W, 7:00 p.m., As an area resident or interested party, you have the right to attend this Public Hearing and/or submit written comments. If you have any questions or desire to review any plans, please contact the Planning Division at 303-235-2846. Thank you, City of Wheat Ridge Planning Division Individuals with disabilities are encouraged to participate in all public meetings sponsored by the City of Wheat Ridge. If you need inclusion assistance, please call Sara Spaulding, Public Information Officer, at 303-235-2877 at least one week in advance of the meeting. www.ci.wheatridge.co.us r City of Wheat [ cage Geographic Information Systems Legend Subject Property reg-•� R��e Wheat Ridge City Limits City of Lakewood Channel Vicinity Map - �i LAKEWDO MS1708.doc A Ir State Plane Coardinate Pmjeonon N Colorado Central Zone /� f Datums NA083 N A APPLEWOOD BAPTIST CHURCH BARNHART DANIEL E BARNHARTTIFFANY L BARTOLETTI PROPERTIES LLP 11200 W 32ND AVE 3275 QUAIL ST 16610 W 63RD PL LAKEWOOD CO 80033 WHEAT RIDGE CO 80033 GOLDEN CO 80403 BOND E T III BOND ESTHER 3253 PIERSON ST WHEAT RIDGE CO 80033 DAVIS MARTI R BINGEL BRIAN CRAIG 3325 QUAIL ST WHEAT RIDGE CO 80033 HARTLINE RUTH E 11151 W 32ND AVE WHEAT RIDGE CO 80033 JAMES TIMOTHY A JAMES DANIEL D JAMES THOMAS M JAMES A EPPERSON 3223 PIERSON ST WHEAT RIDGE CO 80033 JEPPESEN JOHN C JEPPESEN JULIA A PARISIAN 3274 QUAIL ST WHEAT RIDGE CO 80033 PROUTY AARON A VANDEUSEN LAURA M 3273 PIERSON ST WHEAT RIDGE CO 80033 ROHR SYLVESTER P ROHR MARY L 3298 QUAIL ST WHEAT RIDGE CO 80033 BRYM MONICA 3294 QUAIL ST WHEAT RIDGE CO 80033 DEAN MARK J 3350 QUAIL CT WHEAT RIDGE CO 80033 HILL MCARTHUR 0 HILL LEILAJ 3345 QUAIL ST WHEAT RIDGE CO 80033 JARVIS GREGORY A JARVIS BARBRA RAMSEY 20305 HIGHWAY 30 BUHLID 83316 KETTERLING CLAY D KETTERLING AMY 3224 QUAIL ST WHEAT RIDGE CO 80033 QUAIL HOLLOW PATIO HOMES LLC 6143 S WILLOW DR 300 GREENWOOD VILLAGE CO 80111 SCHLEUSNER JOEE ANN SCHLEUSNER JEFF 3254 QUAIL ST WHEAT RIDGE CO 80033 BUTH SUSAN MARIE 11057 W 31ST AVE LAKEWOOD CO 80215 HART ELIZABETH A LAWLESS ARTHUR JULIE 3327 PIERSON ST WHEAT RIDGE CO 80033 HOPKINS JUSTIN 11027 W 31ST AVE LAKEWOOD CO 80215 JEFFERSON COUNTY SCHOOL DIST R1 1829 DENVER WEST DR GOLDEN CO 80401 LEND LLC 6378 S VAN GORDON ST LITTLETON CO 80127 RILEY PATRICK J 11127 W 31ST AVE LAKEWOOD CO 80215 SHANNON JAMES R 11108 W 33RD AVE WHEAT RIDGE CO 80033 SUGAI WILFRED M MOSBARGER SHERYLA SWAINSON SHAWN P SWAINSON CATHY WHITNEY IAN PIERRE JULIE 11158 W 33RD AVE 3204 QUAIL ST 11158 W 31ST AVE WHEAT RIDGE CO 80033 WHEAT RIDGE CO 80033 LAKEWOOD CO 80215 St" r 40 eview (design changes) May 9, 2018 City of Wheatljc PUBLIC WORKS Memorandum TO: Zack Wallace Mendez, Planner II FROM: Jordan Jefferies, P.E. DATE: May 9, 2018 SUBJECT: MS -17-08/ Weiman- 3275 Quail Street I have completed my review of the 9' submittal of documents for the Quail Creek Estates property located at 3275 Quail Street received on May 8, 2018. This letter is to inform you that the cost estimate and all civil engineering documents for this development have been reviewed and are hereby approved for construction by the Department of Public Works. Please be aware of the following items regarding the construction of the project: CDPS Permit & Stormwater Management Plan: This site in general is greater than one acre in size and the area of disturbance will meet or exceed one (1) acre, so a Stormwater Management Plan (SWMP) associated with the required State CDPS Permit shall be submitted to the City of Wheat Ridge for review and approval. The SWMP must be approved by the City prior to issuance of any Demolition, Grading, ROW Construction, or Building Permits. The CDPS Permit is generally obtained from the Colorado Department of Public Health and Environment by the contractor at time of Building Permit Application. A copy of the CDPS must accompany the final submittal of the SWMP. Please contact Bill LaRow, Stormwater Program Manager at 303.235.2871 for further information). Subdivision Improvement Agreement: Prior to the issuance of any Building or Right -of -Way Construction Permits or the commencement of any construction activities, a Subdivision Improvement Agreement (SIA) shall be executed by the project owner/developer. The project owner/developer will need to contact the Dept. of Community Development at 303.235.2846 to obtain a copy of the SIA. Please note that an approved engineer's itemized cost estimate for the public improvements will be included in the SIA (refer to Other Requirement #2 below). SIAs are recorded at the Jefferson County Clerk & Recorder's Office with the Final Plat. Public Improvements Cost Estimate & Guarantee: Upon acceptance of the Itemized Engineer's Cost Estimate, an Irrevocable Letter of Credit (ILOC) in the amount of reflecting the total amount of the approved cost estimate plus 25% (125% of the total estimate) shall be submitted by the owner/developer for review and approval at the time of SIA submittal. The total amount required for the Irrevocable Letter of Credit is $302,505.00. The ILOC shall Q-1C,eekE.taes_Review-9 nAeem d.@.doco Public Works Engineering May 9, 2018 Page 2 remain in force for the entire duration of the project, and the City reserves the right to request the ILOC be renewed if deemed necessary. A photocopy of both the itemized cost estimate and ILOC will be attached to the SIA and recorded at the county. 4. 2 -Year Warranty Period and Guarantee for Public Improvements Upon completion of all public improvements and Final Acceptance has been granted by the City Inspector, the original Irrevocable Letter of Credit shall be surrendered. At that time a 2 -year warranty period for the completed and approved public improvements shall commence. If at any time during said 2 -year Warranty Period the City Inspector deems that the constructed public improvements are in such condition as to require repairs or replacement, the Developer shall complete such work upon request. Upon commencement of the 2 -year Warranty Period, a 2°d Letter of Credit in the amount of 25% of the original itemized engineer's cost estimate shall be submitted to the City of Wheat Ridge and be dated as to expire on the 2 -year anniversary of the Warranty Period commencement date. The City shall retain said Letter of Credit for the entire 2 -year Warranty Period. Upon completion of the 2 -year Warranty Period, the 2°d Letter of Credit shall be surrendered by the City of Wheat Ridge. Right -of -Way Construction Permit(s)/Licensing: a. ROW Permits. Prior to any construction within the public right-of-way (ROW), the necessary Right -of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and easement or ROW dedications b. Licensing. All work within the public Right -of -Way shall only be performed by a municipally -licensed contractor. 6. Pre -Construction Meeting: Prior to commencement of any construction activities the contractor shall schedule a pre -construction meeting with the city of Wheat Ridge public works at 303.235.2861. The contractor shall be responsible for contacting all applicable utility districts for this meeting. 7. Public Improvement Restoration/Debris Tracking: It will be the responsibility of the contractor for the project to repair any damage to the existing public improvements along Quail Street and W. 32°d Avenue as a direct result of related construction traffic. Also, the contractor will be responsible for maintaining all affected roadways on a regular basis such that they remain free of construction debris and tracking from construction traffic accessing the site. 8. Drainage Certification/ As -Built Plans/ SMA and O & M Plan: Please note the following items required prior to the issuance of the first Certificate of Occunancv for the subdivision Der Sec. 26-417 of the Municipal Code of Laws: a. Drainage Certification (1 signed & sealed hardcopy & 1 PDF scan): Upon QoailCceekEslates_Review-9_ JJ.Approval.lh.doc Public Works Engineering May 9, 2018 Page 3 completion of the drainage improvements, the Engineer -of -Record shall provide to the City of Wheat Ridge a written, signed and sealed Drainage Certification Letter (DCL) stating that the overall site grading was completed per the approved Grading and Drainage Plans, all drainage facilities were constructed per the approved construction plans and shall function as defined in the approved Final Drainage Report/Plan, and that the site has been accurately surveyed to confirm that the grading and construction of all drainage facilities was completed in accordance with these documents. The DCL shall be submitted to the City for review and approval, and shall be accompanied with As -Built Plans on the Current City Datum for all constructed drainage facilities prior to issuance of the first Certificate of Occupancy. b. As -Built Plans (1 signed & sealed hardcopy w/PDF & 1 AutoCAD drawing, 2013 DWG or older format): The following items shall be included in the As -Built Plan prior to City acceptance: i. Storm Sewer (this info referenced in DCL) 1. Detention/WQ pond volume (sufficient spot elevations for engineer to calculate the volume). 2. Detention/WQ pond Outlet Structure elevations. 3. Manholes, rim and invert elevations. 4. Drop Inlets, grate and invert elevations ii. Lighting (within Public ROW only) 1. Streetlight locations. 2. Pedestrian light locations. 3. Pull Box locations. 4. Electric meter location(s) Three (3) copies of the "As -Built" Plans are to be submitted as follows: i. One (1) hardcopy is to be signed & sealed on 24" X 36" bond paper, and ii. Two (2) electronic Files are to be delivered on DVD/CD-ROM as follows: 1. One (1) file in AutoCAD 2013 DWG or older format, AND 2. One (1) file in PDF format (of the signed & sealed sheets). c. Stormwater Maintenance Agreement and O & M Plan: All post - construction Best Management Practices (BMP's) for water quality must be maintained and inspected by the property owner(s) per Section 20-34 of the City of Wheat Ridge Municipal Code of Laws. For stormwater quality facilities including, but not limited to, above -ground or underground detention facilities, porous landscape detention areas, porous pavement, centrifuge type devices such as a Rinker Stormcepter®, hydrodynamic separation systems such as a Contech Vortechs®, or for any other approved post -construction BMP, a Stormwater Maintenance Agreement accompanied by an Operations and Maintenance (O & M) Schedule/Log shall be required prior to issuance of the first Certificate of Occupancy. The O & M Schedule/Log must be kept current and will be inspected on a regular basis by City staff to ensure compliance with City of Wheat Ridge Municipal Code requirements. Please contact Mr. Bill LaRow, Stormwater Program Manager at 303.235.2871 for further information. QoailCceekEslates_Review-9_ JJ.Approval.lh.doc Public Works Engineering May 9, 2018 Page 4 9. Information pertaining to the Public Works development requirements, Site Drainage Requirements, the City's Street Construction Standards & Details in AutoCAD@ DWG format, ROW maps, and City -based coordinate and land surveying information (i.e., Current City Datum), is all available on the Public Works, Development Review page of the City of Wheat Ridge website at: www.ci.wheatridee.co.us 10. Materials Testing for any Construction within the Public Right -of -Way It will be the responsibility of the developer/owner, to provide the necessary testing, as applicable for the scope of this project, for sub -grade compaction and other related material tests for any improvements to be constructed within the public Right -of -Way. (SEE ATTACHED MATERIAL SAMPLING & TESTING REQUIREMENTS) QoailCceekEslates_Review-9_ JJ.Approval.lh.doc Public Works Engineering May 9, 2018 Page 5 CITY OF WHEAT RIDGE MATERIALS AND TESTING REQUIREMENTS FOR CONSTRUCTION OF PUBLIC IMPROVEMENTS DESCRIPTION Materials sampling and testing for public improvements shall be performed by an independent materials testing company at the expense of the developer, and/or utility district. Unless otherwise designated, all referenced specifications, standards or policies shall be the latest edition as revised or updated by approved supplements published and issued prior to the date of the building permit. REQUIREMENTS All materials sampling and testing shall be performed by certified, experienced and qualified materials testing technicians who work under the supervision of a registered professional engineer in the State of Colorado. All materials sampling and testing equipment shall be serviceable and have current calibrated certifications. Soil classifications and moisture -density curves shall be provided to the Department of Public Works inspector prior to in-place density testing. Materials testing technicians shall furnish copies of failed test results to the inspector as promptly as the results become available. On a weekly basis when testing is being performed, the developer shall furnish the inspector with copies of all test results taken during the prior week and a cover letter, signed by the supervising registered professional engineer, which summarizes the results and discusses any failed tests or inconsistencies. The City materials testing requirements are provided in Table 720-1. All testing procedures of verification and central lab requirements shall be as specified in the Frequency Guide Schedule of the Colorado Department of Transportation Field Materials Manual. One testis required for any fraction of the specified frequency. The reference to Section 203.07 in the table is from the Colorado Department of Transportation Standard Specifications for Road and Bridge Construction. QoailCceekEslates_Review-9_ JJ.Approval.lh.doc Public Works Engineering May 9, 2018 Page 6 Table 720-1 City of Wheat Ridge Materials Testing Requirements Type of Test Frequency Remarks Soil Survey (Classification), 1 per 500 feet of roadway, Surveys for roadway and trench AASHTO M145 Sidewalk or pipe trench may be combined Moisture -Density Curve, 1 per on-site soil type AASHTO method determined AASHTO T99 1 per import material source By soil or materials type Embankment in-place density, 1 per 250 feet per lane per 6 -inch Minimum density per soil Colorado Procedures loose lift classification, Section 203.07 Roadway subgrade in-place 1 per 250 feet per lane Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Sidewalk subgrade in-place 1 per 250 feet of sidewalk Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Pipe trench in-place density, 1 per 200 feet of trench per 18 Minimum density per soil Colorado Procedures inch vertical interval Classification, Section 203.07 Aggregate base course in-place 1 per 250 feet per lane Minimum 95% of maximum density, Colorado Procedures Density, T180 Lime treated subgrade in place 1 per 250 feet per lane No less than 95% of std. dry density, Colorado Procedures density and opt. moisture, T99 Cement treated base in place 1 per 250 feet per lane Density in accordance with contract density, Colorado Procedures documents, T134 Hot Bituminous Pavement 1 per 1000 tons Within specifications of asphalt content and gradation Approved mix design, binder PG 64-22 Hot Bituminous Pavement in 1 per 100 tons 92-96% of maximum density, T209 place density, Colo. Procedures Concrete compressive strength 1 set per 50 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing Concrete air content and slump 1 per 25 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing QoailCceekEslates_Review-9_ JJ.Approval.lh.doc QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO VICINITY MAP 1 "=1000' WE, BKB GROUP LLC, BEING THE OWNER(S) OF REAL PROPERTY CONTAINING 2.2866 ACRES DESCRIBED AS FOLLOWS: LOT 6, APPLEWOOD KNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE—HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE—HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A UNE DESCRIBED AS STARTING AT A POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. METES AND BOUNDS DESCRIPTION OF PROVIDED DESCRIPTION: A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH UNE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89'19'53" E AND MONUMENTED AS FOLLOWS: —WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. —CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28; THENCE N 8999'53" E ALONG THE SOUTH LINE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET; THENCE N 00'30'57" W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00'30'57" W ALONG THE EASTERLY UNE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809; THENCE N 89'23'01" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT—OF—WAY LINE OF QUAIL STREET; THENCE S 00'27'43" E ALONG SAID WESTERLY RIGHT—OF—WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWING TWO (2) COURSES; 1) S 44'26'05" W A DISTANCE OF 14.17 FEET; 2) S 8919'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. HAVE LAID OUT, SUBDIVIDED AND PLATTED SAID LAND AS PER THE DRAWING HEREON CONTAINED INTO LOTS AND TRACTS UNDER THE NAME AND STYLE OF QUAIL CREEK ESTATES, A SUBDIVISION OF A PART OF THE CITY OF WHEAT RIDGE, COLORADO AND BY THESE PRESENTS DO DEDICATE TO THE CITY OF WHEAT RIDGE AND THE PUBLIC THOSE PORTIONS OF REAL PROPERTY SHOWN AS RIGHT—OF—WAY, AND DO FURTHER DEDICATE TO THE CITY OF WHEAT RIDGE AND THOSE MUNICIPALLY OWNED AND/OR MUNICIPALLY FRANCHISED UTILITIES AND SERVICES THOSE PORTIONS OF REAL PROPERTY SHOWN AS EASEMENTS FOR THE CONSTRUCTION, INSTALLATION, OPERATION, MAINTENANCE, REPAIR AND REPLACEMENT FOR ALL SERVICES. THIS INCLUDES BUT IS NOT LIMITED TO TELEPHONE AND ELECTRIC LINES, GAS LINES, WATER AND SANITARY SEWER LINES, HYDRANTS, STORMWATER SYSTEMS AND PIPES, DETENTION PONDS, STREET LIGHTS AND ALL APPURTENANCES THERETO. BKB GROUP LLC, BRAD WOMAN STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _-DAY OF - 20BY WITNESS MY HAND AND OFFICIAL SEAL. NOTARY PUBLIC MY COMMISSION EXPIRES SHEET 1 OF 2 I, CHRISTOPHER H. McELVAIN DO HEREBY CERTIFY THAT THE SURVEY OF THE BOUNDARY OF QUAIL CREEK ESTATES WAS MADE BY ME OR UNDER MY DIRECT SUPERVISION AND TO THE BEST OF MY KNOWLEDGE, INFORMATION AND BELIEF, IN ACCORDANCE WITH ALL APPLICABLE COLORADO STATUTES, CURRENT REVISED EDITION AS AMENDED, THE ACCOMPANYING PLAT ACCURATELY REPRESENTS SAID SURVEY. CHRISTOPHER H. McELVAIN, PLS 36561, FOR AND ON BEHALF OF SURVEY303, LLC THE CITY OF WHEAT RIDGE, COLORADO, HEREBY ACCEPTS THE DEDICATION AND CONVEYANCE TO THE CITY OF THOSE LOTS, TRACTS, EASEMENTS, AND OTHER INTERESTS IN REAL PROPERTY DENOTED ON THIS PLAT AS BEING DEDICATED TO THE CITY FOR PUBLIC PURPOSES. MAYOR CITY CLERK COMMUNITY DEVELOPMENT DIRECTOR APPROVED THIS _ DAY OF SEAL:- DIRECTOR EAL: DIRECTOR OF PUBLIC WORKS 20_ BY THE CITY OF WHEAT RIDGE. PLANNING COMMISSION CERTIFICATION RECOMMENDED FOR APPROVAL THIS DAY OF 20 - BY THE WHEAT RIDGE PLANNING COMMISSION. CHAIRPERSON :. IN1 : 0:1 ACCEPTED FOR RECORDING IN THE OFFICE OF THE COUNTY CLERK AND RECORDER OF JEFFERSON COUNTY AT GOLDEN, COLORADO THIS DAY OF. JEFFERSON COUNTY CLERK AND RECORDER BY: DEPUTY CLERK 20_ P.M. 1) ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE SURVEYOR'S CERTIFICATE SHOWN HEREON. 2) PER COLORADO REVISED STATUTES SEC. 38-51-106 (L) ALL UNEAL UNITS DEPICTED ON THIS PLAT ARE U.S. SURVEY FEET. ONE METER EQUALS 39.37 DIVIDED BY 12 U.S. SURVEY FEET ACCORDING TO THE NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY. 3) ANY PERSON WHO KNOWINGLY REMOVES, ALTERS OR DEFACES ANY PUBLIC LAND SURVEY MONUMENT, LAND SURVEY BOUNDARY MONUMENT OR ACCESSORY COMMITS A CLASS TWO (2) MISDEMEANOR PURSUANT TO STATE STATUTE 18-4-508, C.R.S. 4) BASIS OF BEARINGS: BEARINGS ARE BASED ON THE ASSUMPTION THAT THE SOUTH LINE OF THE NORTHWEST QUARTER OF SECTION 28 BEARS N 8919'53" E BETWEEN MONUMENTS AS SHOWN WITHIN THIS PLAT BETWEEN CITY OF WHEAT RIDGE CONTROL POINTS 16309 AND 16209. 5) GUARDIAN TITLE AGENCY, LLC FILE NO. 5717-46692A , EFFECTIVE DATE: BASIC AT 7:00 A.M. (COVER DATED 8-23-17)WAS ENTIRELY RELIED UPON FOR RECORDED RIGHTS—OF—WAY, EASEMENTS AND ENCUMBRANCES IN THE PREPARATION OF THIS SURVEY. 6) SURVEY303 LLC HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR RECORDED/UNRECORDED EASEMENTS, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. 7) ALL LOT CORNER MONUMENTS SHALL BE SET PER COLORADO STATE STATUTE 38-51-105. 8) THE GEODETIC POINT COORDINATE DATA SHOWN HEREIN HAS BEEN DERIVED FROM THE NAD 83 HARN STATE PLANE COLORADO CENTRAL FIPS 0502 COORDINATE SYSTEM, AND HAS A HORIZONTAL ACCURACY CLASSIFICATION OF 0.07 U.S. SURVEY FEET AT 95% CONFIDENCE LEVEL, AS DEFINED IN THE GEOSPATIAL POSITIONING ACCURACY STANDARDS OF THE FEDERAL GEODETIC CONTROL SUBCOMMITTEE (FGDC—STD-007.2-1998). 9) THIS PLAT IS ON THE CITY OF WHEAT RIDGE "CURRENT CITY DATUM", DEFINED AS FOLLOWS: A. THE CURRENT CITY DATUM COORDINATE SYSTEM USED IS A GROUND—BASED MODIFIED FORM OF THE NAD83 / 92 STATE PLANE COORDINATE SYSTEM, COLORADO CENTRAL ZONE 0502. B. VERTICAL DATUM USED IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) C. GROUND TO GRID COMBINED SCALE FACTOR IS 0.99974780300, SCALED FROM BASE POINT PHAC 1 (PERMANENT HIGH ACCURACY CONTROL POINT 11) HAVING THE FOLLOWING NAD83 / 92 STATE PLANE COORDINATES: PHAC NORTHING 1701258.75, EASTING 3118217.58, ELEVATION 5471.62. 10) TRACTS A & B ARE HEREBY DEDICATED TO THE QUAIL CREEK ESTATES HOMEOWNERS ASSOCIATION FOR LANDSCAPING, ACCESS AND DRAINAGE. SPECIFIC IMPROVEMENTS WILL BE DETERMINED BY THE DEVELOPER AND STAFF. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACTS A & B ARE HEREBY GRANTED BY THIS PLAT TO THE CITY OF WHEAT RIDGE, SEE NOTE 13. THE 100 YEAR DRAINAGEWAY IS ENTIRELY CONTAINED WITHIN TRACT A. 11) UTILITY EASEMENTS ARE GRANTED ON PRIVATE PROPERTY AS SHOWN HEREIN. THESE EASEMENTS ARE DEDICATED FOR THE INSTALLATION, MAINTENANCE, AND REPLACEMENT OF ELECTRIC, GAS, TELEVISION CABLE, DRAINAGE AND TELECOMMUNICATIONS FACILITIES. PERMANENT STRUCTURES AND WATER METERS SHALL NOT BE PERMITTED WITHIN SAID UTILITY EASEMENTS. 12) PROPERTY IS ZONED RESIDENTIAL—ONE (R-1) 13) THE STORMWATER QUALITY AREAS HEREIN SHOWN AS "TRACTS A & B" SHALL BE CONSTRUCTED AND MAINTAINED BY THE OWNER AND SUBSEQUENT OWNERS, HEIRS, SUCCESSORS AND ASSIGNS. IN THE EVENT THAT SUCH CONSTRUCTION AND MAINTENANCE IS NOT PERFORMED BY SAID OWNER, THE CITY OF WHEAT RIDGE SHALL HAVE THE RIGHT TO ENTER SUCH AREAS AND PERFORM NECESSARY WORK, THE COST OF WHICH SAID OWNER, HEIRS, SUCCESSORS, AND ASSIGNS AGREES TO PAY. NO BUILDING OR STRUCTURE WILL BE CONSTRUCTED IN TRACTS A & B AND NO CHANGES OR ALTERATIONS AFFECTING THE HYDRAULIC CHARACTERISTICS OF THE STORMWATER FACILITIES LYING WITHIN TRACTS A & B WALL BE MADE WITHOUT THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS. 14) ALL EASEMENTS NOTED HEREIN AS "HEREBY VACATED BY THIS PLAT" ARE TO BE RELEASED, TERMINATED, AND EXTINGUISHED UPON THE RECORDATION OF THIS PLAT. 15) A CONSOLIDATION PLAT MUST BE APPLIED FOR LOTS 1 AND 2 IF THE EXISTING HOUSE IS NOT DEMOLISHED WITHIN 2 YEARS OF RECORDATION OF THIS PLAT. PARCEL NAME SQUARE FEET ACRES LOT 1 33,272 0.7638 COMMENT LOT 2 18,431 0.4231 LOT 3 19,297 0.4430 LOT 4 17,886 0.4106 TRACT A 4,056 0.0931 TRACT B 4,883 0.1121 RIGHT-OF-WAYI 1,780 0.0409 TOTAL SITE 99,605 2.2866 CITY OF WHEAT RIDGE PUBLIC WORKS, ENGINEERING APPROVED FOR: ❑ DRAINAGE ❑ SIDEWALK ❑ CURB & GUTTER ❑ STREET ❑ MISCELLANEOUS PT PLAT COMMENT 05/09/2018 CIVIL ENGINEER DATE SUBJECT TO FIELD INSPECTIONS COVER SHEET SHEET 1 OF 2 SHEET 1 OF 2 SHEET 2 OF 2 CITY OF WHEAT RIDGE PUBLIC WORKS DATE 05/09/2018 RECEIVED 05/09/2018 9th Submittal COVER SHEET PLAN VIEW NORTH 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP ITS 13212 IN RANGE BOX PER MON REG DATED 9-14-11 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 15309 NORTH -7057G7.48 LAT. 39°46'09.3304" N EAST=107869.65 LONG. 105°07'08.5892" W ELEV.-5402.08 LEGEND: EXISTING PARCEL LINE CENTERLINE CORPORATE BOUNDARY - - - - - - - SECTION UNE LOT LINE BOUNDARY UNE EASEMENT LINE DRAINAGEWAY UNE - - - - FOUND SECTION CORNER AS DESCRIBED SET 18" NO. 4 REBAR WITH RED PLASTIC CAP O PLS 36561 FOUND MONUMENT O AS DESCRIBED N: 703649.877 E: 106579.083 w z Qw M� M Q 0 (A A TRA LOT 28 \ 1.50 QUAIL CREEK ESTATES CT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 LOT 29 r �N0835'46"W 51.08 --- XISTING 10' GAS ESMT RN 75787571 15' 1 �7 R ESMT. RN 76787571 HEREBY VACATED BY THIS PLAT 00 o 0 N W a z pr Or 0 U O mCD .� 2 w D in Z �U)oo U � N o az 15' _az J 0 15' ACCESS, UTILITY AND DRAINAGE EASEMENT HEREBY GRANTED BY THIS PLAT N00°27'44"W 85.99' TRACT A N 4,056 S.F. 0.0931 ACRES 85.86' FOUND 1-1/2" YELLOW CAP PLS 34580 N: 703647.986 E: 106403.313 mb= 0 15 30 1 INCH = 30 FEET EAST LINE OF THE NW 1/4 OF SECTION 28 N00°18'48"W 2657.35' RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 LOT 30 LOT 31 R1A ZONING LOT 32 QUAIL STREET 50' ROW 1.50' RIGHT-OF-WAY HEREBY DEDICATED BY THIS PLAT. 1,780 S.F. 0.0408 ACRES S00'27'43"E 552.90' 12.40' S00°27'43"E 105.00' -141.81' 5' UTILITY AND DRAINAGE EASEMENT (TYP) HEREBY GRANTED BY THIS PLAT z w Q LOT 1 Q a 33,272 S.F. a 0.7638 ACRES o w z r] a 'n r m z Lo LOT LINE HEREBY CREATED BY THIS PLAT (TYP) 10' 40' UTILITY AND DRAINAGE EASEMENT (TYP) 111.59' 0 N M LOT LINE HEREBY CREATED BY THIS PLAT (TYP) 126.70' LOT 2 18,431 S.F. 0.4231 ACRES V 100 YR. DRAINAGEWAY (POOR DOC.) RN 80023784 HEREBY VACATED BY THIS PLAT L 105.00' N00'30 -57"W 563.06' EXISTING 10' UTILITY ESMT RN 76787571 LOT 33 EXISTING 10' GAS ESMT RN 76787571 LOT 3 19,297 S.F. 0.4430 ACRES / A 30' UTILITY AND DRAINAGE EASEMENT (TYP) LOT 1 APPLEWOOD BAPTIST CHURCH SUBDIVISION RN 2006142621 R-1 ZONING 110.00' LOT 1 1.50' RIGHT-OF-WAY HEREBY DEDICATED BY N:703102.460 THIS PLAT. 1,780 S.F. E: 106583.496 0.0408 ACRES N00°27 43 W 107.24 83.24 / N: 703092.380 a E:106573.613 v z w 100 YR. DRAINAGEWAY (POOR z <ww DOC.) RN 80023784 HEREBY Q w VACATED BY THIS PLAT w a ow LOT 4 � I 0 17,886 S.F. 0.4106 ACRES z � Q w i \ e i 83.24 89.26 CENTER 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MON REG DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16309 i NORTH -70G080.17 LAT. 39°45'42.8801" N EAST -107884.18 LONG. 105°07'42.1328" W ELEV.-5461.94 22' c5 "' a� CB=S44°26'05" W � LOT 1 CD=14.12' 39' A-89°47'36" ° a APPLEWOOD KNOLLS EIGHTH FILING R=10.00' z � RN 68270803 O N S44'26'05"WI _ o 14.17' z 22.00' N m z QUAIL STREET o = 60' ROW o Q o 22.76'0� wl�mw w V c z a � � CD z `o0 > cn a Q o z X Q w> m WI 22' pLU 40' N zi z cr 4eiIY Q 3 m 3i'K Z LOT 13 aM BLOCK 24 !n oI N co APPLEWOOD KNOLLS SECOND FILING LOT LINE ADJUSTMENT NO. 1 PLAT z V�U RN 2012095409 w w N -VACATION I RN 93155172 Q 5.50 m 40.74' N: 703090.452 E:106408.333 POINT OF BEGINNING , FOUND 1-1/2" YELLOW CAP, PLS 34580 w� �I 5.50' RIGHT-OF-WAY mi TRA T HEREBY DEDICATED BY n THIS PLAT. 1,780 S.F. B POINT OF COMMENCEMENT 0.0408 ACRES FOUND 3-1/4° BRASS CAP ITS 24962 IN RANGE BOX PER MON REC DATED 5-5-06 M 4,883 F. I EAST=105260.72 LONG. 105°07'42.1328" W 0.1121 A RES N00°30'57"W �- 22.00' (TIE) 5.50 m 40.74' N: 703090.452 E:106408.333 POINT OF BEGINNING , FOUND 1-1/2" YELLOW CAP, PLS 34580 w� �I mi �I w n m z POINT OF COMMENCEMENT WEST 1/4 CORNER SECTION 28 FOUND 3-1/4° BRASS CAP ITS 24962 IN RANGE BOX PER MON REC DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16209 NORTH -703049.56 LAT. 39°45'42.8801" N EAST=105260.72 LONG. 105°07'42.1328" W ELEV.-5454.70 PLAN VIEW SHEET 2 OF 2 III l i II I I I I I I I I I iq I II S I I i l! I I I I I I I III I I I II I I I .40 .50 .66 _ � I \ 7 \ - I / i 5444 i A4----\ ;/ , , Cal -11- / I I , . , - , Al NI IIII r r \ I /Mu.20 / I L \ it f/ir l 59 .22 \? �� \ \ - - , I (� r / /r' 33 .57 i Irl \ , ► I /r .57 \ I 20 .19 5441 \ \ \ \ . 0.33 .57 .34 .56 -- lit IAI� Vi ' V CO _ I I \ 9 MULM I, S"^�9 5 r 5AR SgAI 5Np3 r ° °` ygRS ye?� c�A��h S45j / S45p \ I\ --'-__ --___ it ___ q_6 ----,\ ---, - ;�,�; ,/ / III ��/ , �\ , \ �I , , 0-2=i jl ISI 0-3 .05 I /=--- .05 'vV .05 10 M .14 .49 .49 i \ .49 IIII ► I I IIII I II I III \ , I I Ip / �_;,'�� III\II ======1======j PROPOSED WINGWALL 6" REINFORCE PER M-601-20 i' 12" A WATER QUALITY ORIFICE PLATE WATER QUALITY WSEL=5437.01 NTS (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 WATER QUALITY ORIFICE PLATE (1) STANDARD CDOT CLOSE MESH GRATES -INSTALL PER CDOT M LA STANDARD M-604-11 a CREST OF 50 -YEAR OVERFLOW WSEL WATER TOP OF POND QUALITY POND OVERFLOWS BEYOND EL 5437.58 -"-► TYPE L 3, \ TYPE II -7 id BEDDING EMERGENCY SPILL WAY SECTION TOP OF POND = 5437.83 I 4' CREST LENGTH BOT FG (AS SHOWN 1 /ON PLAN VIEW) EL = 5437.58 NTS TOP OF POND = 5437.83 TRASH 12" HDPE v v RACKTYPE 11 ~' BTM POND=5434.94 ::� > BEDDING TO BE STABILIZED WITH UDFCD SEED MIX FOR HIGH WATER 12" DEPTH TYPE L / 8'-3" 1MNGWALLS 47" ELEVATION TABLE CONDITIONS BURIED RIP -RAP T NTS EMERGENCY SPILL WAY PROFILE NTS EXISTING V WQCV ELEV 5437.1 1/4" THICK GALVANIZED STEEL PLATE OVERLAPPEE 4" FROM GAP IN CONCRETE 6" 11.5 12" XX /X CONCRETE FLOOR (TV) U.S. FILTER STAINLESS , VEE WIRE WITH 0.139* O. BETWEEN WIRES I r IIIIIIIIIIIIIIIIIIII 6" 0100 'lllllllllllllllll TRASH RACK, WATER QUALITY AREA (AC.) 11 CFS ORIFICE PLATE, SEE DETAILS ■IIIIIIIIIIIII 3"(Tr) 1.18 2 A2 0.37 a,< IIIIIIIIIIIIII 3 A3 0.35 0.18 WATER QUALITY WSEL=5437.01 NTS (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 WATER QUALITY ORIFICE PLATE (1) STANDARD CDOT CLOSE MESH GRATES -INSTALL PER CDOT M LA STANDARD M-604-11 a CREST OF 50 -YEAR OVERFLOW WSEL WATER TOP OF POND QUALITY POND OVERFLOWS BEYOND EL 5437.58 -"-► TYPE L 3, \ TYPE II -7 id BEDDING EMERGENCY SPILL WAY SECTION TOP OF POND = 5437.83 I 4' CREST LENGTH BOT FG (AS SHOWN 1 /ON PLAN VIEW) EL = 5437.58 NTS TOP OF POND = 5437.83 TRASH 12" HDPE v v RACKTYPE 11 ~' BTM POND=5434.94 ::� > BEDDING TO BE STABILIZED WITH UDFCD SEED MIX FOR HIGH WATER 12" DEPTH TYPE L / 8'-3" 1MNGWALLS 47" ELEVATION TABLE CONDITIONS BURIED RIP -RAP T NTS EMERGENCY SPILL WAY PROFILE NTS EXISTING V WQCV ELEV 5437.1 1/4" THICK GALVANIZED STEEL PLATE OVERLAPPEE 4" FROM GAP IN CONCRETE SECTION A -A 6" 11.5 12" XX /X COEFFICIENT (TV) U.S. FILTER STAINLESS , VEE WIRE WITH 0.139* O. BETWEEN WIRES I r IIIIIIIIIIIIIIIIIIII 6" 0100 POINT AREA (AC.) 11 CFS �IIIIIIIIII�II��iilli#93 IIIIIIIIIIIIIIIIIIIIING Al 0.35 3"(Tr) 1.18 2 A2 0.37 a,< IIIIIIIIIIIIIIIIIIIII 3 A3 0.35 0.18 1.16 4 A4 0.62 IIIIIIIIIIIIIIIIIIIII 2.08 0 N A6 0.50 0.01 0.19 7 IIIIIIIIIIIIIIIIIIIII 0.55 Q a 5 0-2 0.04 0.02 0.41 a.. 0.01 a a, 47" I I SECTION A -A 1., 0 N M 6 -5/16" STAINLESS STEEL BOLTS W Z U) 30 0 15 30 40 IN IN IN IN IN �illillillillillillilliillill IN IN IN IN IN iiiiiiiii� ORIGINAL SCALE: 1"= 30' HORIZ. DEVELOPED RUNOFF 5 YR. RUNOFF XX /X COEFFICIENT DIRECT U.S. FILTER STAINLESS , VEE WIRE WITH 0.139* O. BETWEEN WIRES I r IIIIIIIIIIIIIIIIIIII 06 0100 POINT AREA (AC.) Cl CFS �IIIIIIIIII�II��iilli#93 IIIIIIIIIIIIIIIIIIIIING Al 0.35 0.19 1.18 2 A2 0.37 0.19 IIIIIIIIIIIIIIIIIIIII 3 A3 0.35 0.18 1.16 4 A4 0.62 IIIIIIIIIIIIIIIIIIIII 2.08 6 A6 0.50 0.01 0.19 7 IIIIIIIIIIIIIIIIIIIII 0.55 1.98 5 0-2 0.04 0.02 0.41 I O-3 0.04 1 1., 0 N M 6 -5/16" STAINLESS STEEL BOLTS W Z U) 30 0 15 30 40 IN IN IN IN IN �illillillillillillilliillill IN IN IN IN IN iiiiiiiii� ORIGINAL SCALE: 1"= 30' HORIZ. LEGEND DEVELOPED RUNOFF 5 YR. RUNOFF XX /X COEFFICIENT DIRECT DESIGN BASIN CONTRIBUTIN 06 0100 POINT AREA (AC.) Cl CFS 1 Al 0.35 0.19 1.18 2 A2 0.37 0.19 1.21 3 A3 0.35 0.18 1.16 4 A4 0.62 0.35F 2.08 6 A6 0.50 0.01 0.19 7 0-1 0.11 0.55 1.98 5 0-2 0.04 0.02 0.41 9 O-3 0.04 1 0.01 0.12 LEGEND NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION. WQ PLATE Q. 0 G d a Flow 2 - 1/2" 0 CARBON STEEL 1 1/4"x1 SPACED Q 20" WELL SCREEN 1/2 ANGLE FRAME TRASH RACK SEE ATTACHED TO CHANN DETAIL THIS SHEET BY WELDING ALL AROUND HEADWALL OPENING NTS OUTLET STRUCTURE DETAIL MODIFIEDTYPE'C'INLET NTS - CARBON STEEL 1 1/4"xi 1/2" INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME CITY OF WHEAT RIDGE PUBLIC WORKS,. ENGINEERING APPROVED FOR: 2 DRAINAGE' 6 SIDEWALK 9 CURB & GUTTER IBI STREET N MISCELLANEOUS '(3 PLAT COMMENT GINE DATE SUBJECT TO FIELD INSOECTION3 CITY OF WHEAT RIDGE PUBLIC WORKS DATE 5/8/2018 RECEIVED 5/8/2018 9th Submittal J F- m • F a i o0> -0o m J 0�o z rf " w mom�x m w,o 4� z0xzo II p oo2oW d x0ox j w0owHz m o x o p oxo om z xw z � mxdowo cozxwo 0 amwecoo O ""' 1 0 zo �>o, z wi Engineer's Cost Estimate Civil Engineering Services FAX: PHONE: JOB NAME: JOB LOCATION: CITY OF WHEAT RIDGE PUBLIC WORKS 5/8/2018 RECEIVED 5/8/2018 9th Submittal Quail Creek Estates - Public Improvements Office: 41&20&5000 n athan(o3I au di ckeng.com Quail Creek Estates DATE: 5/2/2018 Wheat Ridge, Colorado STORM QUANTITIES UNIT QUANTITY UNIT COST COST 1 Drive Aprons 1 12" HDPE LF 347 $ 47.00 $ 16,309.00 2 30" HDPE LF 169 $ 65.00 $ 10,985.00 3 36" HDPE LF 7 $ 85.00 $ 595.00 4 60" HDPE LF 690 $ 165.00 $ 113,850.00 5 36" FES EA 1 $ 2,280.00 $ 2,280.00 6 Custom Box Base Manhole EA 1 $ 5,600.00 $ 5,600.00 7 5' DIA Manhole EA 3 $ 7,500.00 $ 22,500.00 8 6' DIA Manhole EA 2 $ 9,800.00 $ 19,600.00 9 Double T e D Inlet EA 1 $ 5,400.00 $ 5,400.00 10 Modified Type'C. Outlet Structure EA 1 $ 4,500.00 $ 4,500.00 TOTAL 201,619.00 ROAD QUANTITIES 1 Drive Aprons SQ. FT 1992 $ 2.76 $ 5,500.00 2 asphalt SQ YD 70.89 $ 94.87 $ 6,725.00 3 6'Vertical curb & gutter w 5' walk LF 550 $ 45.32 1 $ 24,925.00 4 Handicap Ramp EA 1 $ 3,475.00 1 $ 3,475.00 TOTAL 40,625.00 Mobilization ILS I 1 $ - Is 51224 05/08/2018 25% Contigency 60,561.00 Grand Total $ 302,805.00 CITY OF WHEAT RIDGE PUBLIC WORKS,, ENGINEERING APPROVED FOR: X DRAINAGE .'K SIDEWALK X CURB & GUTTER IN STREET 9 MISCELLANEOUS °❑ PLAT COMMENT GINE DATE SUBJECT TO FIELD INSPECTIONS OWNER / DEVELOPER WORKSHOP DENVER 4100 JASON ST. DENVER, CO 80211 CONTACT: BRAD WEIMAN PHONE: (720) 746-9240 EMAIL: BRAD@WORKSHOPDENVER.COM CIVIL ENGINEER B&B ENGINEERING, LLC 6324 XAV I ER CT. ARVADA, CO 80003 CONTACT: NATHAN LAUDICK, PE PHONE: (419) 203-5000 EMAIL: NATHAN@BBENG.CO LANDSCAPE ARCHITECT THE HENRY DESIGN GROUP 1501 WAZEE ST. UNIT#1-C DENVER, CO 80202 CONTACT: SAMANTHA MOCK PHONE: (303) 446-2368 UTILITIES PHONE: CENTURYLINK DEVELOPER CONTACT GROUP P.O. BOX 1720 DENVER, CO 80201 PHONE: (303) 451-2703 SANITARY SEWER DISTRICT: NORTHWEST LAKEWOOD SANITATION DISTRICT C/O SPECIAL DISTRICT MANAGEMENT SERVICES, INC. 141 UNION BLVD., SUITE 150 LAKEWOOD, CO 80228 VOICE:(303) 987-0835 FAX: (303) 987-2032 SURVEYOR SURVEY 303, LLC CONTACT: CHRIS MCELVAIN, PLS 5368 LYNN DR. ARVADA, CO 80002 PHONE: (303) 514-3668 LEGAL DESCRIPTION FIRE PROTECTION WEST METRO FIRE DEPARTMENT 433 S. ALLISON PARKWAY LAKEWOOD, CO 80226 PHONE: (303) 989-4307 CITY OF WHEAT RIDGE 7500 W. 29th AVENUE WHEAT RIDGE, CO 80241 PLANNING DEPARTMENT: CONTACT: LAUREN MIKULAK PHONE: (303) 235-2845 ENGINEERING DEPARTMENT: CONTACT: DAVE BROSSMAN PHONE: (303) 235-2864 STORMWATER MANAGEMENT: CONTACT: BILL LAROW PHONE: (303) 235-2871 GAS AND ELECTRIC: EXCEL ENERGY OF COLORADO 1123 WEST 3rd AVENUE DENVER, CO 80223 PHONE: (303) 534-6700 WATER: THE CONSOLIDATED MUTUAL WATER COMPANY 12700 W 27TH AVENUE LAKEWOOD CO 80215 CONTACT: ANDY ROGERS PHONE (303) 238-0451 A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS : BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89019'53" E AND MONUMENTED AS FOLLOWS: -WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. -CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28, THENCE N 89019'53" E ALONG THE SOUTH LINE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET, THENCE N 00030'57" W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00030'57" W ALONG THE EASTERLY LINE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809, THENCE N 8902301" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF QUAIL STREET; THENCE S 00027'43" E ALONG SAID WESTERLY RIGHT-OF-WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWING TWO (2) COURSES; 1) S 44026'05" W A DISTANCE OF 14.17 FEET; 2) S 89019'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. BENCH MARK BENCHMARK ELEVATION WAS PROVIDED BY THE CITY OF WHEAT RIDGE AS FOLLOWS: THE W-1/4 CORNER OF SECTION 28 (MONUMENT #16209), HAS AN ELEVATION OF 5454.70 (NAVD 88). BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST QUARTER OF SAID SECTION 28, BEING CONSIDERED TO BEAR NORTH 89019'53" EAST, A DISTANCE OF 2623.64 FEET. CONSTRUCTION PLANS QUAIL CREEK ESTATES COVER SHEET A PORTION OF THE NW 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO 5-6' 2' 5-0" AlIAGHLU 2' SIDEWALK PARKING a 24'-6' t 6' VERTICAL CURB AND GUTTER VICINITY MAP SCALE: 1"=2000' 51'-6' ROW 0 15'-0' t _PAVEMENT SECTION PER SOILS ENGINEER— — — EXIST. CROWN i 22'-6' f NIS 2't 5' -6 - ATTACHED SIDEWALK TYPICAL QUAIL STREET SECTION 2' CITY OF WHEAT RIDGE PUBLIC WORKS, ENGINEERING APPROVED FOR: N DRAINAGE ® SIDEWALK a CURB & GUTTER 8 STREET H MISCELLANEOUS 13 PLAT COMMENT YTL,\V\LL,I \J/\I SUBJECT TO FIELD INSPECTIONS I CITY OF WHEAT RIDGE PUBLIC WORKS DATE 5/8/2018 RECEIVED 5/8/2018 9th Submittal SHEET INDEX 38TH AVENUE Sheet Title 01 N SITE W GENERAL NOTES 9 9 04 OVERALL GRADING PLAN y OVERALL UTILILTY PLAN W i WHEAT RIDGE H.S. z 08 STORM PLAN & PROFILE - SD1 09 a_ 10 WQ POND AND OUTLET - SD3 � Y REVISION: 12 0 13 LOT TYPICAL 14 W. 32ND. AVENUE 15 INITIAL EROSION CONTROL CROWN HILL INTERIM EROSION CONTROL W FINAL EROSION CONTROL 18 W N 19 DETAILS 2 20 DETAILS 3 U) W. 26TH AVENUE s s rn W. 20TH AVENUE 5-6' 2' 5-0" AlIAGHLU 2' SIDEWALK PARKING a 24'-6' t 6' VERTICAL CURB AND GUTTER VICINITY MAP SCALE: 1"=2000' 51'-6' ROW 0 15'-0' t _PAVEMENT SECTION PER SOILS ENGINEER— — — EXIST. CROWN i 22'-6' f NIS 2't 5' -6 - ATTACHED SIDEWALK TYPICAL QUAIL STREET SECTION 2' CITY OF WHEAT RIDGE PUBLIC WORKS, ENGINEERING APPROVED FOR: N DRAINAGE ® SIDEWALK a CURB & GUTTER 8 STREET H MISCELLANEOUS 13 PLAT COMMENT YTL,\V\LL,I \J/\I SUBJECT TO FIELD INSPECTIONS I CITY OF WHEAT RIDGE PUBLIC WORKS DATE 5/8/2018 RECEIVED 5/8/2018 9th Submittal SHEET INDEX Sheet Number Sheet Title 01 COVER SHEET 02 GENERAL NOTES 03 OVERALL SITE PLAN 04 OVERALL GRADING PLAN 05 OVERALL UTILILTY PLAN 06 QUAIL ST. PLAN & PROFILE 07 QUAIL ST. WIDENING X -SECTIONS 08 STORM PLAN & PROFILE - SD1 09 STORM PLAN & PROFILE - SD2 10 WQ POND AND OUTLET - SD3 REVISION: 12 LANDSCAPE PLAN 13 LOT TYPICAL 14 LANDSCAPE DETAILS 15 INITIAL EROSION CONTROL 16 INTERIM EROSION CONTROL 17 FINAL EROSION CONTROL 18 DETAILS 19 DETAILS 2 20 DETAILS 3 LEGEND RIGHT—OF—WAY/ BOUNDARY LOT LINE SANITARY SEWER STORM SEWER WATER LINE WATER SERVICE SANITARY SERVICE EASEMENT LINE CONTOUR LINE CURB & GUTTER SECTION LINE FENCE SANITARY SEWER MH STORM SEWER MH WATER MH TELEPHONE MH WATER VALVE FIRE HYDRANT APPROVALS 8" SAN 8" SAN —801— — 801 Lu H z Lu U z O E- < 1L O z J H LU o d U Y b Uz p W ccomm 0 cc o U J O 0<(') <o 0<�<> U Z V Z Q LL W 0 z W „i 7 0 TZ O O W O W 1003:W Z)z U v/ < J fy w Cy 2 m B B 17-006 x —x—x—x COPYRIGHT 2017 This document is an instrument of service, and as such ® remai ns the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: 6 D4 ►t �cr W THESE CONSTRUCTION PLANS FOR THE QUAIL HOLLOW WERE PREPARED BY ME (OR UNDER MY DIRECT SUPERVISION) IN ACCORDANCE WITH THE REQUIREMENTS OF THE CITY OF WHEAT RIDGE "ENGINEERING CODE OF STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF PUBLIC IMPROVEMENTS. NATHAN LAUDICK, P.E. NO. 51244 B&B ENGINEERING, LLC DATE CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-CVR.dwg COVER SHEET B&B GENERAL NOTES: 1. ALL REMOVALS (TREES, FENCES, POST, SIDEWALK, CONCRETE, ETC) AND RUBBISH SHALL BE DISPOSED OF LEGALLY. 2. IT SHALL BE THE DESIGN ENGINEER'S RESPONSIBILITY TO RESOLVE CONSTRUCTION PROBLEMS WITH THE CITY DUE TO CHANGED CONDITIONS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY, PROPOSED ALTERATIONS TO THE SIGNED CONSTRUCTION PLANS INVOLVES SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK, OR TO THE FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DESIGN ENGINEER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY FOR REVIEW PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OCCURRENCE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND REPLACING ANY EXISTING SIGNS, STRUCTURES, FENCES, ETC., ENCOUNTERED ON THE JOB AND RESTORING THEM TO THEIR ORIGINAL CONDITIONS. 5. THE CONTRACTOR SHALL OBTAIN ALL NEEDED PERMITS. 6. THE CONTRACTOR SHALL COORDINATE ALL REMOVAL AND REPLACEMENT OFFENCES WITH ADJACENT LANDOWNERS. 7. B&B ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. THE CONTRACTOR SHALL INCLUDE ANY EXISTING UTILITY RELOCATION IN THE ORIGINAL CONTRACT. 8. IT IS RECOMMENDED THAT DURING PLACEMENT, ALL SOIL BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM 698. THE COMPACTED LIFT THICKNESS SHALL NOT BE MORE THAN 6". ADDITIONALLY, THE MOISTURE CONTENT OF THE COMPACTED BACKFILL SHALL BE WITHIN +/- 2% OF OPTIMUM AS DETERMINED BY ASTM D698. (CONTRACTOR TO COORDINATE WITH GEOTECHNICAL ENGINEER FOR COMPACTION REQUIREMENTS) 9. LANDSCAPE AND MONUMENT SIGNS SHALL BE INSTALLED IN SUCH A MANNER THAT A MINIMUM THREE FOOT CLEAR SPACE AND NO OBSTRUCTIONS TO THE FRONT OR PUMPER DISCHARGE NOZZLE ON FIRE HYDRANTS. 10. PROVIDE 4X 4 MARKER POST AT ENDS OF WATER SERVICES, SANITARY SEWER SERVICES AND CONDUIT ENDS. PAINT MARKER POST BLUE AT WATER LINE SERVICES, GREEN AT SANITARY SEWER SERVICES, ORANGE AT CONDUIT ENDS AND LABEL WATER, SANITARY OR CONDUIT. B&B GRADING NOTES: 1. COMPACT ALL FILL AREAS TO 95% OF MAXIMUM DENSITY PER AASHTO T-99 (STANDARD PROCTOR) AND WITHIN 2% OF OPTIMUM MOISTURE CONTENT. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION, PROTECTION, AND REPAIR OF UTILITIES ENCOUNTERED DURING CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. CONTRACTOR SHALL CONTACT REPRESENTATIVES OF THE RESPECTIVE UTILITIES AND HAVE ALL UTILITIES FIELD LOCATED PRIOR TO CONSTRUCTION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL LOCATIONS OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE DRAWINGS, TO ASCERTAIN WHETHER ANY STRUCTURES AND UTILITIES MAY EXIST, AND REPAIR AND/OR REPLACE ANY STRUCTURES AND/OR UTILITIES THAT ARE DAMAGED BY THE CONTRACTOR. 3. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ETC.) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BEAT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS 51 to] WE*]111111.9:G1111■2]alg149-011:WI11141F- 1.4Bill ►[yalI1:11111laxelal11x117p1101LOOM 0:1►lei 1101q:1:769:7xKe7LdL4:1►1Ill 1[*]►1 1. ALL WORK WITHIN THE PUBLIC RIGHT-OF-WAY OR EASEMENT SHALL CONFORM TO THE CITY OF WHEAT RIDGE ("CITY") ENGINEERING REGULATIONS AND DESIGN STANDARDS. IF NO CITY STANDARD EXISTS, THE COLORADO DEPARTMENT OF TRANSPORTATION M -STANDARDS SHALL APPLY. 2. AN APPROVED RIGHT-OF-WAY CONSTRUCTION PERMIT AND A MUNICIPAL CONTRACTOR'S LICENSE ARE REQUIRED PRIOR TO ANY WORK COMMENCING WITHIN THE PUBLIC RIGHT-OF-WAY. ANY WORK PERFORMED WITHIN THE STATE RIGHT-OF-WAY SHALL REQUIRE AN APPROVED STATE CONSTRUCTION PERMIT PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNER/DEVELOPER AND CITY INSPECTOR OF ANY PROBLEM ENCOUNTERED WHICH WOULD ALTER THE ORIGINAL DESIGN OR CAUSE NON-CONFORMANCE WITH THE ORIGINAL APPROVED CONSTRUCTION PLANS FOR ANY ELEMENT OF THE PROPOSED IMPROVEMENTS PRIOR TO ITS CONSTRUCTION. 4. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER DURING CONSTRUCTION ACTIVITIES TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGED CONDITIONS OR DESIGN ERRORS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY'S INSPECTOR, THE MODIFICATIONS PROPOSED BY THE DEVELOPER TO THE APPROVED PLANS INVOLVE SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK OR TO FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DEVELOPER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY OF WHEAT RIDGE FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF WORK. ANY IMPROVEMENTS CONSTRUCTED NOT IN ACCORDANCE WITH THE ORIGINAL APPROVED PLANS OR APPROVED REVISED PLANS SHALL BE REMOVED AND THE IMPROVEMENTS SHALL BE RECONSTRUCTED PER THE APPROVED PLANS. 5. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CALL C0811 AT 1.800.922.1987. 6. ALL UTILITY POLES SHALL BE RELOCATED PRIOR TO THE CONSTRUCTION OF THE PUBLIC IMPROVEMENTS. 7. WITH NOTIFICATION OF THE RESPECTIVE OWNER, ADJUST RIMS OF ALL CLEANOUTS, MANHOLES, VALVE COVERS AND SURVEY MONUMENTS PRIOR TO THE FINAL PAVING LIFT. 8. THE CONTRACTOR SHALL PROVIDE ALL LIGHTS, SIGNS, BARRICADES, FLAGMEN OR OTHER DEVICES NECESSARY TO PROVIDE FOR THE PUBLIC SAFETY IN ACCORDANCE WITH THE CURRENT MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. 9. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN INGRESS AND EGRESS TO PRIVATE PROPERTY ADJACENT TO THE WORK THROUGHOUT THE PERIOD OF CONSTRUCTION. PRIOR TO BEGINNING ANY WORK, THE CONTRACTOR SHALL OBTAIN A WRITTEN AGREEMENT FROM THE AFFECTED PROPERTY OWNER(S) IMPACTED BY THIS ACCESS. 10. PRIOR TO THE FINAL LIFT OF SURFACE PAVEMENT ALL UNDERGROUND UTILITY MAINS SHALL BE INSTALLED AND SERVICE CONNECTIONS STUBBED OUT BEYOND THE BACK OF CURB/SIDEWALK LINE WHEN ALLOWED BY THE UTILITY. SERVICE FROM PUBLIC UTILITIES AND FROM SANITARY SEWERS SHALL BE MADE AVAILABLE FOR EACH LOT IN SUCH A MANNER THAT WILL NOT BE NECESSARY TO DISTURB THE STREET PAVEMENT, CURB, GUTTER AND SIDEWALK WHEN CONNECTIONS ARE MADE. 11. UPON COMPLETION OF THE PUBLIC IMPROVEMENTS THE CONTRACTOR SHALL FURNISH "AS-BUILT"PLANS (RECORD DRAWINGS) PRIOR TO FINAL ACCEPTANCE OF THE WORK AND ISSUANCE OF ANY CERTIFICATES OF OCCUPANCY/COMPLETION. THE AS -BUILT PLANS SHALL BE AS FOLLOWS: a. I HARDCOPY, SIGNED & SEALED BY THE ENGINEER -OF -RECORD, IS TO BE DELIVERED ON 24" X 36" BOND PAPER, AND b. 1 SCANNED PDF OF THE SIGNED & SEALED HARDCOPY, AND c. 1 ELECTRONIC AUTOCAD DWG FILE FORMAT. (ALL SEX AND EXTERNAL REFERENCE FILES MUST BE INCLUDED PRIOR TO ACCEPTANCE). 12. AS -BUILT PLANS SHALL INCLUDE ALL OF THE FOLLOWING ELEMENTS THAT APPLY TO THIS PROJECT: a. STREETS: CROSS-SECTIONS AT REGULAR STATIONS AND OFFSETS AS ESTABLISHED BY THE DEPARTMENT OF PUBLIC WORKS SHALL BE PROVIDED. b. DETENTION POND: SUFFICIENT SPOT ELEVATIONS FOR THE ENGINEER -OF -RECORD TO DETERMINE THE PROPER POND VOLUME. c. STORM SEWER: ELEVATIONS ARE TO BE INCLUDED FOR, BUT NOT LIMITED TO, MANHOLES (PIPE INVERTS & RIM), DROP INLETS (FL GRATE AND INVERTS), OUTLET STRUCTURE(S), TRICKLE CHANNEL(S), FES, HEADWALLS AND OTHER DRAINAGE -RELATED STRUCTURES. d. LIGHTING: THE LOCATION OF ALL STREETLIGHTS, PEDESTRIAN LIGHTS, PULL -BOXES, AND ELECTRIC METERS. e. SIGNS: ALL REGULATORY SIGNAGE WITHIN THE PROJECT SHALL BE LOCATED ON THE PLANS. f. IRRIGATION: THE LOCATION SHALL BE PROVIDED FOR ANY IRRIGATION CONTROLLER BOXES, SPRINKLER HEADS, AND SPRINKLER VALVES THAT ARE TO BE MAINTAINED BY THE CITY. 13. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AT 303.235.2861 AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO THE DESIRED INSPECTION. 14. NO PORTION OF THE STREET MAY BE FINAL PAVED UNTIL ALL STREET LIGHTING IMPROVEMENTS, DESIGNED TO SERVE THE STREET AND/OR DEVELOPMENT HAVE BEEN COMPLETED. 15. STREET RIGHT-OF-WAY MONUMENTS SHALL BE SET PRIOR TO FINAL LIFT OF ASPHALT PAVEMENT. MONUMENT HARDWARE AND RANGE BOXES WILL BE PROVIDED BY THE CITY OF WHEAT RIDGE UPON REQUEST (303.235.2861). 16. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 17. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING STANDARDS. IF THE SEASON OR STOCKPILE MATERIAL PROHIBTTS TEMPORARY SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL BLANKETS OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS. 18. STOCKPILES OF ANY MATERIAL SHALL BE LOCATED FULLY WITHIN THE LIMITS OF CONSTRUCTION AND NO LESS THAN 100 -FEET FROM THE BANKS OF THE NEAREST DRAINAGEWAY. STOCKPILE AREAS SHALL BE SIZED TO FULLY CONTAIN THE MATERIAL BASED ON MAXIMUM ALLOWABLE STOCKPILE SIDE SLOPES OF 3 (HORIZONTAL) TO 1 (VERTICAL) CONSTRUCTION. 19. PERMANENT OR TEMPORARY SOIL STABILIZATION MEASURES SHALL BE APPLIED TO DISTURBED AREAS WITHIN THIRTY (30) DAYS AFTER FINAL GRADE IS ACHIEVED ON ANY PORTION OF THE SITE, OR TO DISTURBED AREAS THAT MAY NOT BE AT FINAL GRADE; BUT ARE TO BE LEFT DORMANT FOR A PERIOD OF TIME OF MORE THAN THIRTY (30) DAYS. 20. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED DURING THE COURSE OF CONSTRUCTION, AND SHALL BE INSTALLED IMMEDIATELY PER INSTRUCTIONS OF THE CITY INSPECTOR. 21. IF THE AREA OF DISTURBANCE FOR THE PROJECT IS GREATER THAN AN ACRE IN SIZE, EVEN IF THE PROJECT IS TO BE COMPLETED IN PHASES, REFER TO THE APPROVED STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION AND SEDIMENT CONTROL REQUIREMENTS. 22. THE CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. 23. NOTICE TO CONTRACTOR: IF MORE THAN THREE (3) STREET CUTS OCCUR WITHIN 250 LINEAR FEET, ADDITIONAL MILLING/OVERLAY REQUIREMENTS WILL APPLY. REFER TO THE TERMS OF THE CITY OF WHEAT RIDGE ROW CONSTRUCTION PERMIT (THAT MUST BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS, 303.235.2861, PRIOR TO COMMENCEMENT OF WORK). 24. PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES THE CONTRACTOR SHALL SCHEDULE A PRE -CONSTRUCTION MEETING WITH THE CITY OF WHEAT RIDGE PUBLIC WORKS AT 303.235.2861. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING ALL APPLICABLE UTILITY DISTRICTS FOR THIS MEETING. Clt Of DETAIL Y G -A03 GENERAL NOTES -PVT CODE TheatMidge GENERAL NOTES FOR DEPARTMENT OF PUBLIC WORKS PRIVATE DEVELOPEMENT G ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE ¢2116 W W H Z W U Z O F U LL F- 0 O H J H w o d U Y C� U z p W m O 10 O o U J O Lo 0Q0QO C � 0-) > U Z V Z 0-1 Q a w a om>.o =11110 �0U= w moss¢¢ row1= 0x 0 0 0 0 10 1x21. 1011 z 1111=o _- zwo11'U ww woo»w xw 0 0x1=13 011=13 0 Po0 10"'o, wii III I I -d II � H II III N W 1� 1 I I I I I RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 RTA ZONING SHAWN & CATHY SWAINSON W VJ Z 30 0 15 30 40 EL ORIGINAL SCALE: 1"= 30' HORIZ. WILFRED SUGAI SYLVESTER & MARY ROHR MONICA BRYM JOHN & JULIA JEPPESEN JOEE ANN & JEFF SCHLEUSNER MINIMUM LOT AREA CLAY & AMY KETTERLING MINIMUM LOT WIDTH 100 FEET SHERYL MOSBARGER 3298 QUAIL ST. 3294 QUAIL ST. 3274 QUAIL ST. 3254 QUAIL ST. 3224 QUAIL ST. I 3204 QUAIL ST. I 11158 W. 33RD AVE. WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 I WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 III WHEAT RIDGE, CO. 80033 PID 39-282-06-007 I PID 39-282-06-006 PID 39-282-06-005 PID 39-282-06-004 I PID 39-282-06-003 PID 39-282-06-016 I III PID 39-282-06-008 RN 20270782 RN 2016088064 RN 2008065573 RN F1765881 RN 2015050034 RN F0984091 III RN 2016103865 III I LOT 28 LOT 29 LOT 30 LOT 31 LOT 32 LOT 33 LOT 1 a CDOT TYPE 3 CURB CUT 1.5' ROW VERTICAL CURB W/ 5' C) N _ (TYP.), SEE SHEET 19_ _ DEDICATION _SIDEWALK, SEE DETAIL 4 — — — — — ___SHEET 18 IS U-) �\ W Q l I 1 I I III I 111 'a 1 t„ III �I z �l M I Ih II I H o III o III W I11 I Il I Z III I III o o � �ml ,m�z 00 III III I�Noo III III Jc F o I VI III I�oo� a /qI IIII a 'A 11 N l I III 71F_ III pl Ip III I III I III III I I I I illi i ii I � I II 11 i lu I SII I I ii i I i ii I I � 5' 15' DRAIN., UTILITY, & ACCESS ESMT 10' DRAIN., UTILITY ESMT cn In M O PRO RETAINING 15' DRAIN., WALL UTILITY, & ACCESS ESMT L BLDG SETBACK 85 99' N89'32'50"E N07 -f WW 47.17' TRACT A 4,056 SQ. FT. WATER QUALITYPOND ND — SEE SHT. 10 LOT 1 33,271 SQ. FT. BLDG 30' DRAIN. & U1ILITY ESMT (TYP) BLDG SETBACK 85.86' } 126.70' STORMWATER OUTFALL AREA = = = = = = = = = = = — SEE SHT. 11 & 18 APPLEWOOD 1111 BAPTIST CHURCH 11 I III 11 I SII 0 M L LOT 2 18,431 SQ. FT. 10' DRAIN. & UTILITY ESMT (TYP) 30' DRAIN. & UTILITY ESMT (TYP) O '.:'�L'� 9�'+�:•' 'Mr W��A�A��AAAAA�AF��A�A��E�i:AA..�•4.7•.�..•T........�...w.A........:...A.w..��!�.�� __ _ �� •�. 111 ACK I I 6 EX. 10' GAS EASEMENT I �J REC.# 76787571 I I'I 1911 D I�I LOT3 I 19,297 SQ. FT. Y 15� 1 U Q Lid I V) o I 30' DRAIN. m & UTILITY ESMT (TYP) BLDG SETBACK 0 M BLDGISETBACK 19 DRAIN., I�jI1 ESMT +� 22.76' DRAINAGE LOT 4 17,886 SQ. FT. 30' DRAIN. & UTILITY / ESMT (TYP) BLDG SETBACK 12. z C / TRACT B / 4,883 SQ. FT. 105 00' 110.00' } 89.26' — 40.74' LOT 1 --_—___ _--__________—__�_ APPLEWOOD BAPTIST CHURCH SUBDIVISION 10' UTILITY EASEMENT- = = = _ _ _ _ _ — — —PROPOSED �o` RN 1 ZONING REC. #76787571 RETAINING ` — — — — — — �L — RJ1 ZONING WALL — — _ — _ _ III II'I III III � i � III =-111--== ---------= II III I LEGEND: RIGHT-OF-WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER BUILDING SETBACK BUILDING SETBACK EASEMENT LINE ASPHALT TO BE REMOVED PROPOSED PAVEMENT NOTES: u I PROPOSED FIRE HYDRANT 5.5' ROW r DEDICATI0�1 I II 1 II EXISTING FENCE TO BE REMOVED I Q D III ZColl pI � II 1 II U) II W III II III P OPOSED II RETAINING j p W LL III III — I III I I II I� I III � III I I II — I II gl Iii 1. ALL REMOVALS (TREES, FENCES, POSTS, SIDEWALKS, CONCRETE, ETC) AND RUBBISH SHALL BE LEGALLY DISPOSED OF. 2. FINAL PAVEMENT DESIGN TO BE DESIGNED BY SOILS ENGINEER AFTER OVERLOT GRADING HAS BEEN COMPLETED. 3. SEE LANDSCAPE PLANS OF PROPOSED FENCING, PLANTINGS AND IDENTIFIER SIGNS DETAILS. 4. ALL SIGNS SHALL CONFORM TO MUTCD STANDARDS AND SPECIFICATIONS. 5. ALL ELECTRICAL, IRRIGATION, ETC SLEEVES (CONDUITS ) SHALL BE INSTALLED PRIOR TO ANY PAVING. 6. EASEMENTS THAT ARE TO BE VACATED ARE NOT SHOWN FOR CLARITY. 7. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 8. TRACT A CONTAINS A STORMWATER QUALITY DETENTION AREA AND DRAINAGE FACILITIES THAT SHALL BE MAINTAINED BY THE HOA. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS GRANTED TO THE CITY OF WHEAT RIDGE. RESIDENTIAL -ONE (R-1) MAXIMUM HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% MINIMUM LOT AREA 12,500 SQUARE FEET MINIMUM LOT WIDTH 100 FEET SETBACKS FRONT 30 FEET REAR 30 FEET SIDE (INTERIOR) 15 FEET SIDE (ADJACENT TO STREET) 30 FEET LU z z W U z O Q U ILL0 z J H LU 0 d 0 Y b U z p LU m <OmO o U J O to U Q O Q D C 0 i U Z V ry Z Q a Q o.ao JLaoz moo momQQ m w�U0 z 0 S z 0 dI0010u 1=2 w0OWHZ 0z 2 S ww H H> > ea Too - 0 w z m=down m0z=00 0zm o0 zow',0 .Qaz-o smL ' I ru ea "'o m_N ^ W z W W z I� O O v J = W Z5 Y i O W M0M 3: W W Q J w O3: z_ 0 C� 2 m 13131 7-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006 -SITE PLAN.dwg OVERALL SITE PLAN 30' 22.5' 7.5' MIN LU w All z z O p Z z w ii of F 17 o=3 Ali rn \�OMPACTED NATIVE SOIL (TO BE STABILIZED WITH COMPACTED NATIVE SOIL QPrTInKI r -r IRRIGATED SOD) (TO BE STABILIZED WITH IRRIGATED SOD) SWALE SECTION B -B SWALE NOTES: 1. ALL GRADING SHOWN ON THIS PLAN FOR STREETS AND SWALES ARE FINISHED GRADE. 2. ALL FILL AREAS ON SITE SHALL BE COMPACTED TO 95% DENSITY OF THE STANDARD PROCTOR. 3. PROPOSED CONTOURS SHOWN DEPICT FINISHED STREET GRADE ELEVATIONS AND ROUGH OVERLOT GRADING WITHIN LOTS. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. ALL FILL MATERIAL AND COMPACTION SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATION. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL 9. MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, ASA WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN BUILD RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BESTABI10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN DISTRICT, D AGREED UPON IN THE CONTRACTOR, THE TWO (2) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM THE OCCURRENCE. OWNER OF SAID PROPERTY 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. NTS NTS - - - - - - - - - - - - - - - - - - - - - \ - - - - x _ a QUAIL ST. - L_ -----1 WIDENING PLAN ��____________ _____________ ________--- a - - ----------------______________-------------_________- _- ---- � AND PR OFILE SHEET 06" I / iF // T I � I I/ / +oo - I _ I dao 1 I 3+00 / - -4+00 I - / - s+0 - / I _ s +oo s+ . _ T -I - - OO - SEE SHEET 06 FOR FLOWLINE - - - �` - _ - - CDOT TYPE 3 CURB CUT (TYP) �-Hi - - -� T I I I \ PROFILE AND SHEET 07 FOR - SEE DETAIL SHEET 19 \ \ CROSS SECTIONS � � ` ^ I - � � � � 53,84 FG \ � � \ I 48.09- - \ � \ � � � � � 50.69 � 51.99 53.97 I 44.89--- 44.98 -- 4513.- -L -----� ---- -48.00_-L. _48.62----------------- ---------50.56 -- - 51.35-_51.86• - '�----- --- -53.90- _ - - - - - - - FL 4538 \ _ _ FL FL 48.49" - FL _ �. FL FL \ 51.FL - - FL FL FL - 52FFLL- - - R FG FG 0.67 ---FL R FL _ _ - - - FL 49.09 51.05 51.85=5236 5316 54.30 4850 _ _ - 45 52 - - - - - 44.63 FG FGM _-- _ FGA -FG---- -------- FG FG FG - - - FG TOW 4545 45.0945.49 46.09 _ 48 38 48 57 48 2148.60' 49.19 50.11 51.15 5080-51. G 51.9 -52.52 0.10 52.63 3.26 - - 54.46 _ FG FG 54.57 55,10 \ 43.91 FG - - FG FG FG - - - - - - - - - - - - �_ FG - FG FG FG `FG \ _ FG ; - - FG FG FG F� - 54.36. FG FG BOW - \ -- - -�� 4876 I -> L 51.35 52.05 IT 5222- 5265_^/ b338 - u FG' / ITV ---� - - 1----- -�� ~ 49.18 -J� _� -FG �R I FG--� y FFG ��i _ i /in //� \i 0.91 FGA i4 ^---- I / \�\ I\- �/ I ��-- �,�� \ �\\ �h .FG �t/� 1. STORM DRAIN NO. / / I 51.58 I _ - 30" STORM DRAIN _ _-- .93 LINE NO. SD -2, \� �,�� \� / / / �, t I mo' \\--_ \ / _\ \ /�--- SD -1 SHEET 08 / FL \\FFG I 41.62 /SEE SHEET 09 `iP�\- / I ' / 1 54.86 h / 48.85 j/ / / I I Bow I "' FGA_/ / 11 l I/ I FG _ / / / _ , I // / 54.2a1 t I TOW II I - "' s I I T - 1 - - - 50.55 52.76 x // / / FGAll 54.73 1t III ` / 5446 - - >K 1 I FG80 FG M' - / // I { BOW32ND AVE. 11 41.79 +e - / 1 I I \ s v Fc / 4o54.39 �48 I VERFLOW Tow / -r---5445 _ - - - - - I N / / \5444 1 \ / / \ I v I \I CATCHMENT CHANNEL I 'r I BOW, I �'� I \ 1 \ \ �J 49.55 49.93 / DETAIL THIS SHEET 511.04 54.84 TOW - 5443 ` ` 46.34 1 \ FG FIG I, FL TOW 39.96 I I \ FFE = 5451.50 FG 46.09 46.34 FFE = 5452.50 / - l FFE = 5454.50 / P1 I I I BOW . 40.41 4228 4344 FG 1 \ \ \\� FINAL FFE TO BE Fc FINAL FFE TO BE FINAL FFE TO BE \ I I 39.681 TOW FFE = 5447.50 \ \ \ FG I 42g3 FG /1 DETERMINED WITH I % DETERMINED WITH I DETERMINED WITH BOW 3x.97 FINAL FFE TO BE \\ \ �'\ \ Fc / I PLOT PLANS I / PLOT PLANS 'I �\ PLOT PLANS `��/ / 2 \ �86 1 Tow DETERMINED WITH \ \ \\ \ \I I I / - u fis�z \� _ ` MJI \ U7 / 20' ; TOW I ,39.41 \ PLOT PLANS \ \ _ - \ - - - rl \i V 54.11 - / �i �� R• PROPOSED MODULAR BLOCK / I BOW I \ / j B0� ^ RETAINING WALL, 1'4" MAX. HEIGHT I 1 \ \ I / 1 / / / i .00�1 SEE DETAIL SHT. 18 I 54.76 I 1 - / T3 \♦ �I Tow /39. 9.38 11� owPROPOSED MODULAR BLOCK 53.86BOW \ BOW I I / RETAINING WALL, 1' 8" MAX. HEIGHT `I 1 1 \ \ \ - - \ \ L -- I I / r I I Ar / / 5297 I SEE DETAIL SHT. 18 T�_ ` \\ \ r' �Sy I /� I I B � / `� ` 7 `iP FG I `a I\ j \ 5441 \ �� ? \ as �,�'T�-� -/ J 3� I � �� \ IFP \ N_ / D / / `fj i / esu I 50.22 / ___ _� - \ \ I \ 53.26 54.71 11 1) \I �1*'v �/ �� / I / / �/ / �/ FG F; / TOW I I I I', _ _ 53.55 I I �N- I \ I\�\ M �-�\ � 42.07 I - ---- kti \ �� FFG �I 45.10 ---- -v--- �/ // / li rl // / / / / 49.91 BOW / h I FG I 42.08.--`- \G _ \ /7 I /Ilr // / 15 WIDEX0.5'DEEP // FL j _ 1 I / / SPILLWAY DEPRESSION ` _ IN OVERFLOW CHANNEL / ' 54.44 33.83' 37.3 c -- ---�\ -----� � _ � / � _------\ REAR YARDSWALE- // 48.18 / / / N � EG r III < 1 5439�a�. - - _ - - _ - I I - _-__ - SEE SECTION C -C / FG / 48.19 / SECTION III 38.97 - \�`� j--� / / \ �� _�_.-.� ��/ter �� // / j /� // / i 54.00 III \ EG ^� �/- WATER QUALITY FG - _ = a:: - _ _ ' STORM DRAIN NO. / I 1 /- - - , i - I / / l / / / l / I l / // • \ I / Bow I I `` POND SD -3 SHEET 10 ti I 'SD -1 SHEET 08 - 41.09 I 1 44.14 I - v / , / / / / / / / 47.E I / / � / III 34.96 FAL 41 , 37.44 I \ \ / / FL I \ t \ / FL 3asa° - 24.99XFL I �� I �. 8.46% - 37.75- / t r FG I . li ,. L -R /^ / -4p / 43,Fg i / / / / \ 46.80 \ \ 4.36% 51.86 \ 49.35 ��I��;;;.�3}}��,, =-230X_ / / \ \ 230% 2.70%. -. / / 3.13X 3.13% / /- i 2.60% `. FG i5 r Eau 36.49 37.87 3505 35.46 37.88 - - / / ^ / / \ \ \ FL . �FG Bow Baw Bow Bow _ 3500 37.52 '37.94 38.00 3800 LO FG l TOW TOW TO j - - - .FIG38.01 in - - -. / - - c3 - / / / / r - �- w\S \ I I \ FG�_ 00- 2 �i 1 r 37.74 �5 y4�i� 53174 EG V I FG n / E3- f �� 36.92 38.36 _-------41.71 --- ��' � 44.77�� -EG EG EG EG EG �_------------- _-_ _ �� - ��/-r��--�- --� ------ - -----------r-- ISI `1I I 5460 5460 I I PROPOSED BRICK FENCE PROPOSED WALL PROPOSED ROW - RE: LANDSCAPE ARCH SEE DETAIL SHT. 18 EXISTING SIDEWALK PROPOSED GRADE _ EXISTING GRADE 1.75' - 100 -IR 5450 - - - - OVERFLOW DEPTH 5450 PROPOSED 60" N12 ADS PIPE �9' 2' 9' PROPOSED R 5445 5445 -10 0 10 20 30 40 32ND AVE. OVERFLOW CATCHMENT CHANNEL - SECTION A -A W w z w U z O Q U O z J D LU 0 d U Y Gj U z p LU < m om0 o U J O L0 v Q o Q 0 c H rn H > U Z V Z Q Q J a 0 a o QOz mzwLo W mOaQ m " z WU0 S z 0 0010 =2u. WWOW'= ow��_0 z~ L��U WW W z m"=LL0ILU Pzm o0 10"'o, wQaz-o WO=Omd zo z>z�oru W 0 d W -Qom mSozL� W U/ W LU 1 7 0 BOO V J65 = W � > O W M0 3:W W I Q UU) < J O� w O� Q z 0 02m B B 17-006 Imo" I COPYRIGHT 2017 This docum ent is an instrument of service, and as such remai ns the propehyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-GWING.dwg OVERALL GRADING PLAN 04 OF 20 1"=20' 'Il'II�M I~ II I I N II I LU I ------------- 5'OSTM MH 36" STORM DRAIN -Si ss"s LINE NO. SD -2, SEE SHEET 09 EA IRT l \C��INATIOINI INLET (TRIPLE 11 \ 5' 0 STM MH it II III I W III \I❑ n r11 I i Ih I; \ 15' DRAIN., II I Q III ;i UTILITY, & 1 ❑ II I M III I ❑ it \ ACCESS ESMT — — III II I M III �ISS EXISTING PIPE TO RF RFMOVFD 17' EXISTING WATER — — — EXISTING _------=�=� —SANITARY=------=�---- 6.42' ---- �w__L_SAWCUT—sow aw a"w9.57 a LINES ss -9 — _ ss -9 �`3 0 5' DRAIN. II I H III \ I WATER QUALITY POND & STORM DRAIN NO. SD -3 SHEET 10 III W III I I �� U� III I III r=-15'DRAIN., I III III I I UTILITY, & ACCESS ESMT _BLDG SETBACK /5' 0 sTM MH \ �� 30' DRAIN. 36" FES – – – – &UTILITY XISTING HEADWALL /ETRACT A ESMT (TYP) r III I III I II III I III I - �I II II I Ilp I II I �I III I IIS II� I I III I III I III III 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. J SAWCUT - - - - �� III (TYP.)------------------- II ® it �I II a•w ^" d 3 MANHOLE TO TIE I �® QUAIL STREET INTO EXISTING PIPE �+ L= EX. 10' GAS EASEMENT j REC.# 76787571 � I --jrn II LOT 1 I I 1 0 L � � I � II II II I LOT 2 10' DRAIN. & I LOT 3 UTILITY ESMT (TYP) I I Ll I 30' DRAIN. I 30' DRAIN. & UTILITY & UTILITY ESMT (TYP) I ESMT (TYP) LI I I I L 19 DRAIN., Jr l�luj�SMT 22.76' 1 TR LIQ PROPOSED 60", HDPE STORM PIPE LOT 4 30' DRAIN. / �& UTILITY ESMT (TYP) / DOUBLE TYPE D ILNET �....:.9'� 0 STORMDRAIN NO. SD -1 SHEET I: 1 DED.OWATIO PROPOSED 54" J I J ��— CUSTOM BOX MANHOLE HDPE STORM PIPE 12" NYOPLAST STORM DRAIN NO. - CLEANOUT IIj—====�============--SD-1 SHEET 08 ��I--____- 10' UTILITY EASEMENT===�==_= PAOPERTYUNE-------- ��`_____ �� – – – – – – - REC. #76787571 III Il p` moi; � II APPLEWOOD III BAPTIST CHURCH lill illi -=iil�=================�\ / III — I II \/� /�,/' Y/�\ ! !�I r POND ACCESS AREA — MINIMUM 10' WIDE — MAXIMUM 10% SLOPE — MUST BE KEPT OPEN FOR VEHICULAR ACCESS — NO OBSTRUCTING LANDSCAPING — GRASS, MULCH, OR CRUSHED GRANULAR ROCK ONLY GENERAL NOTES: 1. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 2. MORE THAN THREE (3) STREET -CUTS WITHIN A 250 LF SECTION OF ROADWAY WILL RESULT IN MILLING/OVERLAY PER CITY ROW PERMIT REQUIREMENTS. UTILITIES NOTES: 1. THIS PLAN IS FOR OVERALL SITE LAYOUT INFORMATION ONLY. WATER LINE NOTES: 1. ALL WATERLINE SERVICES ARE 3/4" TYPE "K" COPPER UNLESS OTHERWISE NOTED. 2. ALL WATER MAINS ARE 8" UNLESS OTHERWISE NOTED. SANITARY SEWER NOTES: 1. ALL SANITARY SEWER LINES ARE 8" PVC UNLESS OTHERWISE NOTED. 2. ALL SANITARY SERVICES ARE 4" PVC UNLESS OTHERWISE NOTED. I I II I II II 100 FLOW LINE li 32ND AVE. OVERFLOW CATCHMENT CHANNEL SEE SHEET 04 I � III I I I II I III � II II I fill III II cm II Z Cq I I I � III I I W III — I L7 I III I III ?- �III III I I II I III UTILITY LEGEND WATER UNE FIRE HYDRANT i GATE VALVE ►t BLOW -OFF 3/4• SERVICE W/METER -� W/S EXISTING SANITARY SEWER ,® SANITARY SEWER MANHOLE Will 4" SANITARY SEWER SERVICE S/S STORM DRAIN FLARED END SECTION WHEAT RIDGE COMBINATION INLET (TRIPLE) STORM MANHOLE (5' 0) OUTLET STRUCTURE (TYPE C INLET) p WHEAT RIDGE VALLEY INLET o' w z z w U z 0 Q U IL H 0 z J LU 0 D_ 0 Y b 0 z p LU m <OmO o U J O to U Q O Q D C C i 0 Z V Z ry Q a a 0 a o o _1 'zwL momU< m m�U 00"02 1=2u. _0-_ mmom'z 0W �F-O o_ Z � 0 � � S wmm�"»-, 2=O Pr =m m==owoz m1z=,u P" o0 10"'o, waaz-o m0Omd zo=m��m ,u0 Do . w �-NQm mSozL� W V) Z W W 7 0 X00 U65 = w> \�i � � O W W �z Q U < J O� w O� Z 0 5L N L I�l B B 17-006 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remai ns the grogenyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 700&UTIL.dwg OVERALL UTILITY PLAN 05 OF 20 1"=30' I I III I I I II II I I II I I I I I I N: 703676.47 ----�� -- F- it i� r� / rF- I / �r6+ lr // E: 106605.37 / 1+00 r _r 2+00 r I / 3+00 / i4ao N / �I to c0 I r � N - NO](10 - _ \ JJ J J J J \ (n \ (n N \ n vJ fil\\ J o\\ o nom_ n n n N n �� n n , \ n \ A \0+00 I _ _ _ 54.13 \ _ CURB CUT STA CURB CUT STA T - \ ■ CURB CUT STA - _ - - _ CURB CUT STA - \ L - FG - - r - - " �- - o \ - 4+13.16 19.00 R 4+72.01 19.01 IR - - - - PCR STA PCR STA � - �.- - - - - - �� 2+59.37 19.00 R � � � - - 0+78.06, 19.00 R � - - � � \ � \ 0+27.66, 17.26'R - ,FL ELEV=5444.98 ///r �� - - - \�j - - - / FL ELEV=5448.10 \ \ 1 ^ , - - - -FL ELEV=5450.69 \ 'R ELE,1/=451.99 - - - - \ 5+77.31, 19.00'R`; / - i - . .FL ELEV=5453.87 \\ FL ELEV=5444.45 / CURB CUT STA - CURB CUT STA \ CURB CUT STA / 1 1 I - - CURB CUT STA - _ I // / I / \ \ - - / / 2+83.37 19.00'R - / \ - - \ - - \ 4+37.16, 19.00 R - 4+96.01, 19.00 R + / PCR STA PCR STA I I 1+0206, 19.00 R I I �I \ I / / I FL ELEV=5448.49 FL ELEV=5451.22 FL ELEV=545252 5+97.31, 38 87 R 1 0+31.97, 18.98 R I 1 -FL ELEV--5445.38 \ - - - \ / 'FL ELEV=5454.43 FL ELEV=51444.51 1 I 1 ( \ _ _ _ \ / / �/ II � ❑I PVI STA = 5+31.56 5460 PN ELEV = 5453.31 I III 6+1 .18 In 54.31 I N: 703065.31 Fc E: 106610.30 O I ■_ 5460 0+00 1+00 2+00 3+00 4+00 5+00 PROPOSED FLOWLINE PROFILE - 19' OFFSET FROM QUAIL ST. CENTERLINE K = 50.39 50.0' VC EXISTING GRADE 0 QUAIL CENTERLINE - M OROR N N 545501 c W LU W - s s 5455 It "' m m u i � PONT OF CUM RflIIRN PN STA = 0+62.70 9 a s 1X- PN ELEV = 5444.70 - A.D. = 1.10 II II _ 5450 K = 45.59 50.0' VC < v~i 5450 PROPOSED FLOWUNE ori _ ct .n E A PROPOSED FLOWLINE M M 5445 m m - '� 5445 PVI STA = 0+3217 PVI ELEV = 5444.51 5440 1 1 1 1 1 1 5440 1 1 1 0+00 1+00 2+00 3+00 4+00 5+00 PROPOSED FLOWLINE PROFILE - 19' OFFSET FROM QUAIL ST. CENTERLINE H:1 '=30' V:1"=3' 6+006+11 LU VJ Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. NOTES 1. ALL ELEVATIONS ARE TO FLOWLINE UNLESS OTHERWISE NOTED. 2. ADJUST EXISTING MANHOLES, VALVES ETC TO FINISHED GRADE. 3. ALL SLEEVES FOR GAS, ELECTRICAL, IRRIGATION ETC SHALL BE INSTALLED PRIOR TO PAVING OPERATIONS. 4. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 5. THE SUBGRADE MATERIAL SHALL BE SCARIFIED OR REMOVED TO A DEPTH AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. 6. PAVEMENT SECTION TO BE DETERMINED BY THE GEOTECHNICAL ENGINEER AFTER OVERLOT GRADING OPERATIONS. 7. THE CONTRACTOR SHALL PROOFROLL SUBGRADE AND BASE COURSE IN A MANNER ACCEPTABLE TO THE CITY. PROOFROLLING SHALL BE INSPECTED BY THE CITY. PRIOR TO INSTALLATION OF ASPHALT PAVEMENT. LU 0 0- 0 U z p LU m < 010 o U J O to U Q O Q D C < < ry U Z V Z Q Q J a o J >> -o F¢oz mUo momaQ m w�U oo2o z0=zo �_ow_ wwow=z owe _01 z��rr rr� www W » ,Ero�o,o 0w z mxdowo (01,=LLU Pzm o0 0 10"'o, wi 5450 5450 5440 5440 5435 5435 0 10 20 30 0+00.00 5450 Uj 5450 5440 5450 3.37' :$2.80 26.5 5435 ' - -2.657 2.00%� 44- 3.24' 26.5' EXISTING - - -3.069,1 99% 2.00%� PROP. GRADE (TYP)GRADE 5440 Lj 3.72' 5435 5440 26.5' 5435 5435 0 10 20 30 1+25.00 5450 5440 Uj 5450 5440 a a 3.37' :$2.80 26.5 5435 ' 5435 26.5' 0 10 20 30 2+50.00 ' now�Mim, 5450 5460 1 5450 5450 - �� :$2.80 3.64' I 2.83' ' 5445 26.5' 5435 44- 3.24' 26.5' _ - - -3.069,1 99% 2.00%� 5450 5435 5450 5435 14 ' 0 10 20 30 3+75.00 5460 5450 5460 1 5450 5450 - - 5450 5445 :$2.80 3.64' I 2.83' 5440 5445 26.5' 0 10 20 30 5+00.00 P.) 5450 5450 5440 5440 5435 5435 0 10 20 30 0+25.00 5456 5450 5460 5450 - 2.00%� -4.327 3.64' I 5450 PROP GRADE (TYP. 5440 5440 5440 5435 5435 0 10 20 30 1+50.00 A 0 10 20 30 2+75.00 5460 Lo 5460 5450 - 54405.4 5435 -4.327 11111 M Ell 5450 PROP GRADE (TYP. 5440 5435 - EXISTING RADE (TYP.) 5440 0 44- 3.24' 26.5' Iliz - - -3.069,1 99% 0 10 20 30 2+75.00 5460 Lo 5460 5450 - 54405.4 5435 -4.327 2.00% 5450 PROP GRADE (TYP. 5440 5435 - EXISTING RADE (TYP.) 5440 0 44- 3.24' 26.5' Iliz - - -3.069,1 99% 2.00%� 5450 5435 5450 5435 14 ' 5435 5445 0 10 20 30 4+00.00 1111110111110111110 , MEOW M-� 0 10 20 30 5+25.00 5450 Lo 5450 Lo 54405.4 5435 a 6 -1.19% 2.00% 5440 26.5' 5435 0 10 20 30 0+50.00 0 10 20 30 1+75.00 �r.1rR'LJ� Lo 5460 11111 5450 Lai 0 111111111IF"� -101111M -jDRIVE RON 2.00% fill (� 0 U40E 0 10 20 30 3+00.00 5460 Lo 5460 5460 5450 Lai lilla 54405440 54355435 -jDRIVE RON 2.00% fill (� 0 U40E - - - - -3.069,1 99% 2.00%� 5450 5435 5450 \ 14 ' 5 445L26.5" 5445 0 10 20 30 4+25.00 5460 Lo 5450 5460 5450 ADE (TYP.) _ _ lilla 54405440 54355435 PROP. 2.00% fill (� 54404.61' U40E 5435 _ 2.00%� 5450 5435 5435 \ 5450 5450 5445 26.5' 5445 0 10 20 30 5+50.00 SCALE: H: 1"=20' V: 1"=10' 5450 wi5450 Lo 5450 EXISTING a 5450 ADE (TYP.) _ _ -2.06%196% 54405440 54355435 PROP. 2.00% fill (� 54404.61' U40E 5435 5435 0 10 20 30 0+75.00 5450 Lo 5450 a 5450 a 1 5450 54405440 54355435 Q 2.00% fill PROP. EXISTING ADE (TYP) --26.6 5440 _ O' _ 3.39' 0 10 20 30 2+00.00 5460 5460 5450 NM"MOWN 5460 Q 2.00A 1 5450 Lai Q a PROP. EXISTING ADE (TYP) --26.6 5440 _ O' _ 3.39' 2.00%P PROP. GRADE (TYP 5440 5450 5435 5435 0 10 20 30 3+25.00 5460 5460 NM"MOWN 5460 , Lai EXISTING2 a PROP. ADE (TYP.) - _ O' _ -1.85% 2.00%P RON 5450 5445 5445 5450 2.98' -1.4571997 5445 �26.5'� 5450 5445 0 10 20 30 4+50.00 5460 5460 NM"MOWN 5460 , EXISTING2 Lai PROP. ADE (TYP.) - -4.00% 00%� GRADE 5450 RON 5450 5445 5445 5445 0 10 20 30 5+75.00 5450 Ui DRIVE 5450 a RON a -3.72%1.99% 5440 3.62' I 5440 26.5'--t7-1 5435 5435 0 10 20 30 1+00.00 2 0 10 20 30 2+25.00 0 10 20 30 3+50.00 5460 NAM NM"MOWN 5460 , - Lai --=M 5450 0 10 20 30 2+25.00 0 10 20 30 3+50.00 5460 5460 - Lai DRIVE 5450 5445 RON a 5445 Or - -1.4571997 5450 5450 F3.57' 5445 26.5' 5445 0 10 20 30 4+75.00 5460 5460 5450 5450 5445 5445 0 10 20 30 6+00.00 NOTES 1. ASPHALT DESIGN PER SOILS ENGINEER. 2. SEE WHEAT RIDGE VERTICAL CURB WITH SIDEWALK (CS) SECTION. DETAIL CODE "C LU 0 0- C) U z p w m < 0 10 o U J O U Q O Q D c H rn H > U Z V Z Q J J m F o 3 i L-Qo,o M --m'0o w mo mo, 0'0w -o x0'° p oo 20 Z x 0 o i � w'�ow�z 0 o rr r= 0 t .0 oJo��U, w w"�»-, z00w o�oz � mxdowo mrzxmo p PzmfAoo rro>z Jo w0=o-L � y zpx�mm a "W. m=�om oLUmxoz�x LL z LU Ifff-Z� <Oo U) UTZW � � O W 3: W �z 2 J w �Z0 Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. :7 X1/69 [•] SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006 -RD P$P.dw9 QUAIL ST. WIDENING X -SECTIONS / z z 5'0STM MH \ IX - - 1X WETASE \ \ \COM INATIONIINLET (TRIPLE) l /I ❑ J .l❑L I I III I ❑ 12'/ HOPI EXISTING HtAg.W L -/ T/ I 5455 _ �5' 0 STM MH_\ STM 4 (CUSTOM BOX STA: 5 M 4.18 HOLE) 5445 STM 32 (COOT BOX BASE MANHOLE PER M-604-20 FOR 60' PIPE) RIM = 72 STA: 0+69.13 -INV. kb)- .05 RIM = 5438.26 60' HDPE INV. OUT (N) = 35.85 _ - INV. IN (S) = 5429.34 12' HDPE INV. OUT (N) = 5435.55 INV. = 5434.00 INV. OUT (N) = 5429.14 EXISTING LOW FLOW CHANNEL PROPOSED GRADE WALL TO BE NOTCHED OUT WHERE NEW 12" HDPE PIPE TIES IN y� i 5440 12" HDPE HDPE) / 285.05 284.82 LF 5435 428.61q 00.50% 12" HDPE 17 12' HDPE CLEANOUT (NOT 12' HDP CONNECTED TO MANHOLE) TO BE DESIGNED BY STRUCTURAL ENGINEER (REFER TO STRUCTURAL ENGINEERING PLANS) 5430 80 NWE EXISTING DOUBLE BARREL HEADWALL 5425 N 0+00 aNIA19 OBJ I`0 2.38% 60' HDPE INVERT = 5428.00 60" HDPE MITER PIPE TO MATCH EXISTING HEADWALL STRUCTURE SLOPE CONNECTION TO EXISTING STRUCTURE TO BE DESIGNED BY STRUCTURAL ENGINEER 1+00 2+00 STM 3 (DOUBLE TYPE FLAT GRATE) STA: 5+72.21 RIM = 5449.37 INV. IN (E) = 5443.13 EXISTING GRADE INV. OUT (N) = 5442.93 60" & 12" HDPE PROFILE - SD1 H:1 "=30' V:1 "=3' i 0 it D4 I \ t II - - %® w \� 0 0 Z o ` STM 1 (CDOT BOX BASE MANHOLE PER M-604-20 FOR 60" PIPE) STA: 7.69 RIM = 5454454.50 INV. OUT (W) = 5447.24 NOTES 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. 5455 W W z W U z 0 I- LL LL 0 z J W 0 d U Y GJ U z p W m Qom° J O U Q O Q D C 0-) i U Z V Z 0-1 Q Q J a 0 a,,L JOQOz mmQQ "-0 '0 o m m 'Pr -'U Z S ONZ2 �_2u_ wOow=z owe= z�orjuW1 �rjW H H > > 0 lrrO o' u m=,OwO 01,=,u PW< 0 W 0 00 10"'o, W<> =om� 'o��Im W'Pow m_m LU V) z W LCL '- 7 0 BOO V) = W � Y O L 3: W z U U) < J O� w O� Q z 0 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD1.dq STORM PLAN & PROFILE - SD1 08 OF 20 1"=30' 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE - APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS 9. ADS HDPE PIPE TO BE INSTALLED PER ADS MANUFACTURER RECOMMENDATIONS FOR PIPE IN SURCHARGE CONDITION 5425 7+67 7+00 W W z W U z 0 I- LL LL 0 z J W 0 d U Y GJ U z p W m Qom° J O U Q O Q D C 0-) i U Z V Z 0-1 Q Q J a 0 a,,L JOQOz mmQQ "-0 '0 o m m 'Pr -'U Z S ONZ2 �_2u_ wOow=z owe= z�orjuW1 �rjW H H > > 0 lrrO o' u m=,OwO 01,=,u PW< 0 W 0 00 10"'o, W<> =om� 'o��Im W'Pow m_m LU V) z W LCL '- 7 0 BOO V) = W � Y O L 3: W z U U) < J O� w O� Q z 0 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD1.dq STORM PLAN & PROFILE - SD1 08 OF 20 1"=30' 5455 5450 5445 5440 tee. F 9 �G STM 34 (FES 36")' \ \ / / ❑ ❑ / / ❑ 1 \ \ STA 0+23.68 EXISTING STORM \ I I III r _II _7.38 ,Lzz 3o" $TM 1'13.40 JrL h M 15' DRAIN., TILITY, & ACCESS ESMT \ / / 15' DRAIN., / UTILITY, & ACCESS ESMT I r\ m 11 I 11 STORM DRAIN SD -2 PROFILE STM 34 (FES 36") STA: 0+23.68 RIM = 5437.33 INV. IN (SE) = 5434.00 5435 5430 I 17.38 LF 0 3.39% 36" HDPE H:1 "=20' V:1 "=4' PROPOSED GRADE MAX GRADE NOT TO EXCEED 4:1 EXISTING GRADE i 123.4' 01.24% STM 12 (5' DIA. FLAT TOP MANHOLE) STA: 0+31.06 RIM = 5438.15 INV. IN (E) = 5434.45 INV. IN (SW) = 5434.56 INV. OUT (NW) = 5434.25 � M M ao .4 All II 25 o II �. d^MLn II 00 IN pz� 2vS + In \ LF 01.00% 30" 0+00 1+00 2+00 01.00% J✓ 2+59 5455 5450 5445 5440 5435 5430 N W + E S 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. POND ACCESS AREA – MINIMUM 10' – MAXIMUM 10% SLOPE – MUST BE KEPT OPEN FOR VEHICULAR ACCESS – NO OBSTRUCTING LANDSCAPING – GRASS, MULCH, OR CRUSHED GRANULAR ROCK ONLY NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP–RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS 9. ADS HDPE PIPE TO BE INSTALLED PER ADS MANUFACTURER RECOMMENDATIONS FOR PIPE IN SURCHARGE CONDITION w z z w U z O Q U H O z J D w 0 d U Y OJ U z p LU �om0 o U J o U Q 0 Q p cH rn H > U Z V Z 0-1 Q Q J a o >,,o J1<o z m om5<o mmw='zU0oOip H0OOl wdOow1 = ow�l_0 zILruruI u, u, w �0 u m=aowo 0HZ=ILO Pzm o0 wQaz-o u,osmL zo= z0��00m >zow W 0 d m-Qo m Q'mW1 L V) z W LCL 1 7 r) X00 V)= L � Y O L Liz U < J O� w O� 7 0 L C� 200 B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD2.dq STORM PLAN & PROFILE - SD2 09 OF 20 1"=30' I I I I STM 10 (5' DIA.) I I ` —5444 STA 1+54.51 I / I 54451 I 11 �j LI I I I I ,I i4 I + 1 I I / IIII ISTM 8 (5 DIA.) 1 2+13.10 / TSTA Li I / 1 /lI 1 if 1 I 1 STORM DRAIN SD -2 PROFILE STM 34 (FES 36") STA: 0+23.68 RIM = 5437.33 INV. IN (SE) = 5434.00 5435 5430 I 17.38 LF 0 3.39% 36" HDPE H:1 "=20' V:1 "=4' PROPOSED GRADE MAX GRADE NOT TO EXCEED 4:1 EXISTING GRADE i 123.4' 01.24% STM 12 (5' DIA. FLAT TOP MANHOLE) STA: 0+31.06 RIM = 5438.15 INV. IN (E) = 5434.45 INV. IN (SW) = 5434.56 INV. OUT (NW) = 5434.25 � M M ao .4 All II 25 o II �. d^MLn II 00 IN pz� 2vS + In \ LF 01.00% 30" 0+00 1+00 2+00 01.00% J✓ 2+59 5455 5450 5445 5440 5435 5430 N W + E S 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. POND ACCESS AREA – MINIMUM 10' – MAXIMUM 10% SLOPE – MUST BE KEPT OPEN FOR VEHICULAR ACCESS – NO OBSTRUCTING LANDSCAPING – GRASS, MULCH, OR CRUSHED GRANULAR ROCK ONLY NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP–RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS 9. ADS HDPE PIPE TO BE INSTALLED PER ADS MANUFACTURER RECOMMENDATIONS FOR PIPE IN SURCHARGE CONDITION w z z w U z O Q U H O z J D w 0 d U Y OJ U z p LU �om0 o U J o U Q 0 Q p cH rn H > U Z V Z 0-1 Q Q J a o >,,o J1<o z m om5<o mmw='zU0oOip H0OOl wdOow1 = ow�l_0 zILruruI u, u, w �0 u m=aowo 0HZ=ILO Pzm o0 wQaz-o u,osmL zo= z0��00m >zow W 0 d m-Qo m Q'mW1 L V) z W LCL 1 7 r) X00 V)= L � Y O L Liz U < J O� w O� 7 0 L C� 200 B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD2.dq STORM PLAN & PROFILE - SD2 09 OF 20 1"=30' I I I I STM 10 (5' DIA.) I I STA 1+54.51 I I � I I i I I I/ ii I I I I I I ,I I + I ® I IIS I III I I / IIII ISTM 8 (5 DIA.) 1 2+13.10 / TSTA STORM DRAIN SD -2 PROFILE STM 34 (FES 36") STA: 0+23.68 RIM = 5437.33 INV. IN (SE) = 5434.00 5435 5430 I 17.38 LF 0 3.39% 36" HDPE H:1 "=20' V:1 "=4' PROPOSED GRADE MAX GRADE NOT TO EXCEED 4:1 EXISTING GRADE i 123.4' 01.24% STM 12 (5' DIA. FLAT TOP MANHOLE) STA: 0+31.06 RIM = 5438.15 INV. IN (E) = 5434.45 INV. IN (SW) = 5434.56 INV. OUT (NW) = 5434.25 � M M ao .4 All II 25 o II �. d^MLn II 00 IN pz� 2vS + In \ LF 01.00% 30" 0+00 1+00 2+00 01.00% J✓ 2+59 5455 5450 5445 5440 5435 5430 N W + E S 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. POND ACCESS AREA – MINIMUM 10' – MAXIMUM 10% SLOPE – MUST BE KEPT OPEN FOR VEHICULAR ACCESS – NO OBSTRUCTING LANDSCAPING – GRASS, MULCH, OR CRUSHED GRANULAR ROCK ONLY NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP–RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS 9. ADS HDPE PIPE TO BE INSTALLED PER ADS MANUFACTURER RECOMMENDATIONS FOR PIPE IN SURCHARGE CONDITION w z z w U z O Q U H O z J D w 0 d U Y OJ U z p LU �om0 o U J o U Q 0 Q p cH rn H > U Z V Z 0-1 Q Q J a o >,,o J1<o z m om5<o mmw='zU0oOip H0OOl wdOow1 = ow�l_0 zILruruI u, u, w �0 u m=aowo 0HZ=ILO Pzm o0 wQaz-o u,osmL zo= z0��00m >zow W 0 d m-Qo m Q'mW1 L V) z W LCL 1 7 r) X00 V)= L � Y O L Liz U < J O� w O� 7 0 L C� 200 B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD2.dq STORM PLAN & PROFILE - SD2 09 OF 20 1"=30' WATER QUALITY POND AND STORM DRAIN SD -3 5445 STM 34 (FES will 5440 STA. 0+23.68 7.33 INV. IN (SE) = 5434.00 J 5435 5430 0+00 PLAN AND PROFILE STM 12 (5' DIA FLAT TOP MANHOLE) STA: 0+31.06 RIM = 5438.15 -INV. IN (E) = 5434.45 INV. IN (SW) = 5434.56 II INV. OUT (NW) = 5434.25 5 Coco I[) ^ v C1 nonnncrn ro�nr F 12" DEPTH TYPE VL BURIED RIP—RAP SCALE: H:1" = 10' V:1"=2' EXISTING GRADE 1+00 V WQCV ELEV 5437.1 1/4" THICK GALVANIZED STEEL PLATE OVERLAPPET 5445 4" FROM GAP IN CONCRETE 5440 5435 5430 1+23 ,s SECTION A -A NTS PROPOSED WINGWALL 6" 11.5" 12' RL CHECKED BY: (TYP) � • . ' '' IIIIIIIIIIIIIIIIIIII 6" AND OUTLET 11 � •, ��• SD3 e.° _' • � � i'llllllllllllllll1=:3 IIIIIIIIIIIIIIIIIIIII 0 �• � +IIIIIIIIIIIII I 47' _ SECTION A -A NTS PROPOSED WINGWALL DATE: REINFORCE PER M-601-20 DRAWN BY: W OMINO vJ Z 10 0 05 10 20 ON ON ON ON ON MENEM ORIGINAL SCALE: 1"= 10' HORIZ. NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP—RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. NOTES: 7. ALL DRAIN LINES ARE CLASS III REFlNFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION. WQ PLATE 6 —5/16" STAINLESS STEEL BOLTS v Flow 2 — 1/2' 0 CARBON STEEL 1 1/4'x1 ACED 0 20' WELL SCREEN SP 1/2 ANGLE FRAME TRASH RACK SEE ATTACHED TO CHANN DETAIL THIS SHEET BY WELDING ALL AROUND HEADWALL OPENING OUTLET STRUCTURE DETAIL MODIFIED TYPE'C' INLET NTS A WATER QUALITY ORIFICE PLATE ® DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL � • . ' '' IIIIIIIIIIIIIIIIIIII ��1111111111 AND OUTLET � •, ��• SD3 _' • � � i'llllllllllllllll1=:3 IIIIIIIIIIIIIIIIIIIII �• � +IIIIIIIIIIIII I ri A \111 NTS (1) STANDARD CDOT CLOSE MESH GRATES — INSTALL PER CDOT M STANDARD M-604-11 WATER QUALITY WSEL=5437.01 / BTM POND=5434.94 8'-3" WINGWALLS WATER QUALITY ORIFICE PLATE TRASH RACK g (1) STANDARD CDOT CLOSE MESH GRATES — INSTALL PER CDOT M LA STANDARD M-604-11 e 12" HDPE ELEVATION — CARBON STEEL 1 1/4'1 1/2' INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME CREST OF EMERGENCY SPILLWAY 50—YEAR OVERFLOW WSEL WATER TOP OF POND QUALITY POND OVERFLOWS BEYOND EL 5437.58 b , 4 1� TYPE L RIP—RAP TYPE II BEDDING EMERGENCY SPILL WAY SECTION TOP OF POND = TOP OF POND = 5437.83 i 4' CREST LENGTH BOT FG (AS SHOWN 1 /ON PLAN VIEW) EL = 5437.58 NTS TYPE II/ `..:;.......,...... ::......_.,...>....:..,.......:,.:..:. BEDDING TO BE STABILIZED WITH UDFCD / SEED MIX FOR HIGH WATER 12" DEPTH TYPE L TABLE CONDITIONS BURIED RIP—RAP EMERGENCY SPILL WAY PROFILE NTS w o d U Y Cj U z p LU m 1om0 o U J o U Q 0 Q 0 C 0 i U Z V Z 0-1 Q J m ' F- X X LiQ,,o "mbo E5 zw<1 E5 moma< M m u, iE �=zo p 0 0 10't z L=2u� W OWHZ 0 om�r�o '0 w w z �0 L 00w=�z m=�owo moz=00 ;zm o0 0 z �o>zJo i y zp��m < "W. W H�001 .�N 0 m1Oz� 0 w z W W 7 0 X00 v W � Y �e � O Ui W �z � � Q U J w O� Z 5L N L I�l B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. N ATA N I.R CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL � • . ' '' IIIIIIIIIIIIIIIIIIII WQ POND AND OUTLET IIIIIIIIIIIIII�!�ail IIIIIIIIIIIIIIIIIIIII SD3 IIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIII I — CARBON STEEL 1 1/4'1 1/2' INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME CREST OF EMERGENCY SPILLWAY 50—YEAR OVERFLOW WSEL WATER TOP OF POND QUALITY POND OVERFLOWS BEYOND EL 5437.58 b , 4 1� TYPE L RIP—RAP TYPE II BEDDING EMERGENCY SPILL WAY SECTION TOP OF POND = TOP OF POND = 5437.83 i 4' CREST LENGTH BOT FG (AS SHOWN 1 /ON PLAN VIEW) EL = 5437.58 NTS TYPE II/ `..:;.......,...... ::......_.,...>....:..,.......:,.:..:. BEDDING TO BE STABILIZED WITH UDFCD / SEED MIX FOR HIGH WATER 12" DEPTH TYPE L TABLE CONDITIONS BURIED RIP—RAP EMERGENCY SPILL WAY PROFILE NTS w o d U Y Cj U z p LU m 1om0 o U J o U Q 0 Q 0 C 0 i U Z V Z 0-1 Q J m ' F- X X LiQ,,o "mbo E5 zw<1 E5 moma< M m u, iE �=zo p 0 0 10't z L=2u� W OWHZ 0 om�r�o '0 w w z �0 L 00w=�z m=�owo moz=00 ;zm o0 0 z �o>zJo i y zp��m < "W. W H�001 .�N 0 m1Oz� 0 w z W W 7 0 X00 v W � Y �e � O Ui W �z � � Q U J w O� Z 5L N L I�l B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. N ATA N I.R CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD3.dq WQ POND AND OUTLET - SD3 RESEED DISTURBED AREAS QUAIL STREET r 6' PRIVACY FENCE ANDBRICK WALL - T.B.D. 5' UTILITY 5 -DN– / EASEMENT — Q— / �30' BUILDING 15' DRAIN AND SETBACK �• UTILITY EASEMENT TYP. iy �----------�A---- ---- CJ - 7 .r �aWa I 15' I I I o I SIDE I I I Fil q SETBACKI Itil o TYP. I I I I I 2-5WOP I 3 CEDAR L IS -SMG FENCE TTP. I I I I /o -DN T� EXISTING WOOD FENCE TO REMA 5 -AC 1L`l-APL PROTECT IN PLACE 12-5MGI AQPLEWOOD BAQ'ilSt CHURCH NORTH 0' 30' 60' SO, 1"=30' Landscape Requirements 1 Street Tree per 10 If of Street Frontage Quail Street Street Frontage = 563 If West 32nd Ave. Street Frontage = 165 If Quail Street Street Requirement = 8 Street Trees West 32nd Ave. Street Tree Requirement = 3 Street Trees GENERAL LAND5C:APING NOTES 1. ALL SHRUB BEDS SHALL BE MULCHED WITH V-2- RECYCLED LANDSCAPE MULCH (AVAILABLE FROM CITY OF WHEAT RIDGE) TO A MINIMUM DEPTH OF 4" AND SHALL BE PLACED OVER A WATER PERMEABLE WEED BARRIER FILTER FABRIC. ALL SHRUBS, IF NOT PLACED IN PLANTING BEDS, TO HAVE A MULCH RING NO SMALLER THAN 2' FROM THE ROOT AND 3' IN DIAMETER, AND NO LESS THAN 3- DEPTH. ALL TREES TO HAVE A MULCH RING NO SMALLER THAN 2' FROM THE TRUNK AND 4' IN DIAMETER, AND NO LESS THAN 3- DEPTH. MULCH TO BE KEPT 3" AWAY FROM TRUNK TO REDUCE INSECT AND TRUNK DAMAGE. 2. ALL PLANTING BEDS ADJACENT TO SOD AREAS SHALL BE SEPARATED WITH e- X 4" STEEL EDGER WITH A ROLLED TOP. 3. LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR DETERMINING FINAL LOCATION OF UTILITIES. ALL TREES SHALL BE PLANTED A MINIMUM OF 10' FROM ANY UTILITY LINE. 4. NO PLANTS SHALL BE PLANTED WITHIN SOF THE BUILDING PERIMETER. 5. THE CONTRACTOR SHALL WARRANTY ALL PLANT MATERIAL FOR A PERIOD OF ONE YEAR AFTER SUBSTANTIAL COMPLETION HAS BEEN ISSUED BY THE OWNER OR OWNER'S REPRESENTATIVE. 6. PROTECT EXISTING TREES SCHEDULED TO REMAIN AGAINST INJURY OR DAMAGE, INCLUDING CUTTING, BREAKING, OR SKINNING OF ROOTS, TRUNKS OR BRANCHES, SMOTHERING BY STOCKPILED CONSTRUCTION MATERIALS, EXCAVATED MATERIALS, OR VEHICULAR TRAFFIC WITHIN BRANCH SPREAD. 7. REPAIR TREES SCHEDULED TO REMAIN AND DAMAGED BY CONSTRUCTION OPERATIONS IN A MANNER ACCEPTABLE TO THE OWNER'S REPRESENTATIVE REPAIR DAMAGED TREES PROMPTLY TO PREVENT PROGRESSIVE DETERIORATION CAUSED BY DAMAGE. 8. REPAIR AND REPLACEMENT OF TREES SCHEDULED TO REMAIN AND DAMAGED BY CONSTRUCTION OPERATIONS OR LACK OF ADEQUATE PROTECTION DURING CONSTRUCTION OPERATIONS SHALL BE AT CONTRACTOR'S EXPENSE. 9. WATER QUALITY POND AND DRAINAGE CHANNEL SOD TO BE NATURE'S PRAIRIE BY TURF MASTER OR EQUAL. CITY OF WHEAT RIDGE STANDARD LAND5C:APING NOTES 1. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CALL C0811 AT 1.800.922.1967 2. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 3. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING STANDARDS. IF SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL BLANKETS OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS 4. THE CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. L 3 E WALL TTP. /I 3 -PGP 4 -AG -Mv,� 30' UTILITY EASEMENT 12 -KFG 4 -GAJ 8-KFG 13 -AC 5 -KFC �5-DN SII-SMCs PROPOSED TREE PLACEMENT ALONG WEST 32ND AVE. MAY VARY DUE TO EX. BUS STOP -CONTRACTOR TO FIELD -f VERIFY LOCATION 6' PRIVACY FENCE OR BRICK WALL - T.B.D. 4fi5-KFG 3 -AG 4 -SS 25-KFG 3 -LPL 4 -DN 8 -SMG 3-SKH /l A6-MLM 5 -GAJ 3 -APL Legend lJ- OCO ��a Shade Tree Ornamental Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Sod Native Seed P-2" Rock Gobble 6' Privacy Fence or Brick Wall - T.5I7. open Rail Fence Proposed Contour Property Boundary 1. rvK CKVJJ SrC I IUIV CjF CriAININCL, KCrCKrNCr P I a nt List ENGINEER DRAWINGS. 2. THE TOPSOIL FOR THE COVER OF THE RIP RAP WITHIN THE CHANNEL SHALL BE AS FOLLOWS: BIORETENTION GROWING MEDIA PER URBAN DRAINAGE AND FLOOD CONTROL DISTRICT MANUAL VOLUME 3, PAGE B-7, TABLE B-1. 3. SEED MIX TO BE PERMANENTLY IRRIGATED WITH OVERHEAD SPRAY IRRIGATION TO ENSURE ESTABLISHMENT AND CONTINUED HEALTH OF GRASSES. QTY. 4, 4' ALKALI SOIL SEED MIX: LATIN NAME SIZE SHADE TREES 8 KC NATURE'S PRAIRIE TUB Species (Botanical Growth PLS• CANADA BLUE (Common Name) name) Season Ibs/acre STREAM BANK WHEATGRASS AlkalT sacaton Sporobolus airoides Cool 0.25 SMOOTH BROME Basin wildrye Elymus cinereus Cool 2.5 CREEPING RED FESCUE Sodar streambank wheatgrass Agropyron riparium 'Sodar' Goo[ 2.5 CHEWING FESCUE Jose tall wheatgrass Agropyron elonagtum 'Jose' Cool 10 BIG BLUE STEM Arriba western wheatgrass Agropyron smithii'Arriba' Cool 5.5 TUFTED HAIR Total DN DWARF NINEBARK 1.15 SHEEP FESCUE PLS- = Pure Live Seed LPL LEADPLANT AMORPHA CANESCENS PRAIRIE JUNEGRASS 6 My MOHICAN VIBUWUM VIBUWUM LANTANA 'MOHICAN' SIDE OATS DRAMA LOUD FLOW CHANNEL SS SASKATOON SERVICEBERRY AMELANCHIER ALNIFOLIA 5 GALLON LANDSCAPING NOTES 9 I GAJ I COMPACT ANDORRA JUNIPER JUNIPERUS 'ANDORRA COMPACTA' 1. rvK CKVJJ SrC I IUIV CjF CriAININCL, KCrCKrNCr P I a nt List ENGINEER DRAWINGS. 2. THE TOPSOIL FOR THE COVER OF THE RIP RAP WITHIN THE CHANNEL SHALL BE AS FOLLOWS: BIORETENTION GROWING MEDIA PER URBAN DRAINAGE AND FLOOD CONTROL DISTRICT MANUAL VOLUME 3, PAGE B-7, TABLE B-1. 3. SEED MIX TO BE PERMANENTLY IRRIGATED WITH OVERHEAD SPRAY IRRIGATION TO ENSURE ESTABLISHMENT AND CONTINUED HEALTH OF GRASSES. QTY. I SYMBOL COMMON NAME LATIN NAME SIZE SHADE TREES 8 KC KENTUCKY COFFEETREE GYMNOCLADUS DIOICUS 2" CAL. 3 SKH SKYLINE HONEYLOGUST GLEDITSIA TRIACANTHOS VAR. INERI"IIS 'SKYLINE' 2„ CAL. 2 SWO SWAMP WHITE OAK QUERCUS BICOLOR 2” CAL. ORNAMENTAL TREES 6 I PGP I PRAIRIE GEM PEAR PYRUS USSURIENSIS 'PRAIRIE GEM' DECIDUOUS SHRUBS 18 AC ALPINE CURRANT RISES ALPINUM 5 GALLON 4 APL APACHE PLUME FALLUGIA PARADOXA 5 GALLON 2 BIRD BAILEY REDTWIG DOGWOOD CORNUS STOLONIFERA 'BAILEY' 5 GALLON 24 DN DWARF NINEBARK PHYSOCARPUS OPULIFOLIUS 'NANUS' 5 GALLON II LPL LEADPLANT AMORPHA CANESCENS 5 GALLON 6 My MOHICAN VIBUWUM VIBUWUM LANTANA 'MOHICAN' 5 GALLON 6 SS SASKATOON SERVICEBERRY AMELANCHIER ALNIFOLIA 5 GALLON EVERGREEN SHRUBS 9 I GAJ I COMPACT ANDORRA JUNIPER JUNIPERUS 'ANDORRA COMPACTA' 5 GALLON ORNAMENTAL GRASSES 16 KFG KARL FOERSTER REEDGRASS CLAMAGROSTIS ACUTIFLORA 'KARL FOERSTER' 1 GALLON 14 MLM MORNING LIGHT MAIDEN GRASS MISCANTHUS SINENSIS 'MORNING LIGHT' 1 GALLON 56 SMG SILKY SPIKE MELIC GRASS MELICA CILIATA I GALLON w w F� zw.ao' z w M5. O 8w 33. M. w �k� o 4€9s z o =€mt�r tl�oma zi �gg g iso v_ ��//�� W VJ i W Z LU ~ z0 OELO W �Y 0 W m I 1 EZ) Q UUP J 0 � Z 0 BB17-006 ■ �9 = G o ML e r P. - !S C 3 0 COPYRIGHT 2017 ianan 1011 Wane E,pMn. wmiam by w n ui. a,wm,Mi,n,ama.,a a.amma„yer...im, yp,an,M wIN B6B EnpinwNp, LLC. REVISION CONSTRUCTION DOCUMENTS DATE: 04/27/2018 DRAWN BY: MK CHECKED BY: MK 3275Qw114_P-M SubmtWiH 27-1&dug LANDSCAPE PLAN 12 OF 20 s O U �U z� z H �z w� o� r Z,Dw0 Z z cc-a=wo z (9) U.1 C � QQ Z w oOU Yco - w w F� zw.ao' z w M5. O 8w 33. M. w �k� o 4€9s z o =€mt�r tl�oma zi �gg g iso v_ ��//�� W VJ i W Z LU ~ z0 OELO W �Y 0 W m I 1 EZ) Q UUP J 0 � Z 0 BB17-006 ■ �9 = G o ML e r P. - !S C 3 0 COPYRIGHT 2017 ianan 1011 Wane E,pMn. wmiam by w n ui. a,wm,Mi,n,ama.,a a.amma„yer...im, yp,an,M wIN B6B EnpinwNp, LLC. REVISION CONSTRUCTION DOCUMENTS DATE: 04/27/2018 DRAWN BY: MK CHECKED BY: MK 3275Qw114_P-M SubmtWiH 27-1&dug LANDSCAPE PLAN 12 OF 20 3 DECIDUOUS SHRUBS - 3 ORNAMENTAL TREE5- -2 EVERGREEN SHRUBS - PROPOSED STORM PIP 3 DECIDUOUS 5HRUB5- 2 EvERGREEN SHRUBS - 3 ORNAMENTAL GRA55E 3 DECIDUOUS '5HRUB5— I In x 1 4 DECIDUOUS SHRUBS 1EVERGREEN SHRUB QUAIL iSTREET4 DECIDUOUS SHRUBS 3 ORNAMENTAL GRASSES 3 ORNAMENTAL GRASSES — I — — ——IEvERGREEN SHRUB — L —1� — -- —-----' -- — — — ----------' 1 SOD 1 + 1.. 15' DRAIN AAND �........ 111 11 11 1 15' 1 SIDE .ctTBACK L 1 TYP. �1 I L —` ---J \• L Lot TWpica I - Corner Lot Suggested Plant List 30' DRAINAGE AND UTILITY EASEMENT, TYP. SHADE TREES SYMBOL COMMON NAME ---TszE LATIN NAME MATURE (I-IxwJ SIZE ORNAMENTAL TREES CP CHANTICLEER PEAR PYRUS CALLERYANA 25' x 181' 2" CAL. FAM FLAME AMUR MAPLE ACER GINNALA ' FLAME' 18' X IS' 2" CAL. WH WASHINGTON HAWTHORN CRATAEGUS PHAENPYRUM 25' x 20' 2" CAL. DECIDUOUS SHRUBS AWS ANTHONY WATERER SPIREA SPIREA JAPONICA ' ANTHONY WATERER' 25' X 3' 5 GALLON BM BLIZZARD MOCKORANGE PHILADELPHUS LEW1511 'BLIZZARD' 1' X 1' 5 GALLON DIBU DWARF BURNING BUSH EUONYMUS ALATUS 'COMPACTUS' 1' X 1' 5 GALLON ON DWARF NINEBARK PWYSOCARPUS OPULIFOLIUS 'NANA' *X 4' 5 GALLON FOR KUMSON FORSYTHIA F. VIRIDISSIMA KOREANA 'KUMSON' 5' X 5' 5 GALLON EVERGREEN SHRUBS EGB EMERALD CAROUSEL BARBERRY BERBER15 X EMERALD CAROUSEL 45'X 45' 5 GALLON MMP MOPPS MUCO PINE PINUS MUCO 'MOPPA' 3' X 3' 5 GALLON ORNAMENTAL GRASSES KFG KARL FOERSTER CALAMAGROSTIS ACUTIFLORA 'KARL FOERSTER' 45' x 2' 1 GALLON PMG PURPLE MAIDEN GRASS MISCANTHUS SINENSIS PURPURASCENB' 4'x 5' ]GALLON 3 ORNAMENTAL GRASS 3 DECIDUOUS SHRUBS-. 2 DECIDU US : 5' UTILITY SHRUBS -EASEMENT 3 ORNAME T GRASSES �VEWAY i #b � + QUAIL STREET 3U OUILUIIVU 5' WALK SETBACK TYP. -- say , r 0 I I O I� I I 4 15 — J SIDE 15' — — — SETBACK SIDE TYP. SETBACK TYP. FENCING TO BE INSTALL D BY DEVELOPER TYP. SIDE AND REAR YARD TO BE LANDSCAPED 51 HOMEOWNER TYP. — 30' DRAINAGE AND L �UTILITY EASEMENT, TYP. _ j _ __ of Tunical - Standard Lot Landscape Requirements I. No less than 25% of the gross lot area and no less than 100% of the front yard (exclusive of driveway and sidewalk access to the home) shall be landscaped. 2. No more than 50% of the total landscaped coverage on the lot shall be comprised of turf. DECIDUOUS SHRUBS ORNAMENTAL TREE 5' NON - IRRIGATION BUFFER TYP. Note: Sod to be Texas Bluegrass Hybrid or Approved Equal. Legend O Sidewalk + U Corner Lot Size Patio + Total Landscape Sod site (Lot 4) Driveway + Area on Bullding Area - � - " off 33,398 sq. ft. 1,036 sCISt. 26,362 sq. ft. Max Sod Allowed on Site = 13,184 sq. ft. Note: Sod to be Texas Bluegrass Hybrid or Approved Equal. Legend O Sidewalk + U Standard Lot Size Patio + Total Landscape (Lot3) Driveway + Area Sod on site Bullding Area - � - " off 15,551 sq. ft. 5,110 sq. ft. 10,381 sq. ft. Max Sod Allowed on Site = 5,191 sq. ft. Note: Sod to be Texas Bluegrass Hybrid or Approved Equal. Legend O Shade Tree Ornamental Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Sod Native Seed P-2" Rock Cobble 6' Privacy Fence or Brick Well - T.B.D. Open Rail Fence Property Boundary s 0 U �U pmapa'. it zH �z W� - � - " Shade Tree Ornamental Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Sod Native Seed P-2" Rock Cobble 6' Privacy Fence or Brick Well - T.B.D. Open Rail Fence Property Boundary �� W ��// VJi W Z 7 BOO W C/5 UX: �>o 0 W m 1 EZ) Z UUP J03: Qz� �2 BB17-006 s 0 U �U it zH �z W� off �co Lucie) WD w0 WW() Iz��w �C NI: G QQ U w o Z Y -O Yco �� W ��// VJi W Z 7 BOO W C/5 UX: �>o 0 W m 1 EZ) Z UUP J03: Qz� �2 BB17-006 REVISION e>_ CONSTRUCTION DOCUMENTS DATE: 0412712018 DRAWN BY: MK CHECKED BY: MK 3275Qw!14-P-M SubmtWi427-1&dug LOT TYPICALS 13 OF 20 = G o MLm� 0 = 3 C COPYRIGHT T077 r ftd..w.wMarm.wmiambyw ftd.bnmba..am.eam.a.a..7M�Mb. yp.an.M wIN B6B EnpinwNp, , LLC. REVISION e>_ CONSTRUCTION DOCUMENTS DATE: 0412712018 DRAWN BY: MK CHECKED BY: MK 3275Qw!14-P-M SubmtWi427-1&dug LOT TYPICALS 13 OF 20 DO NOT CUT LEADER. PRUNE DAMAGED OR DEAD WOOD AFTER PLANTING AND STAKING. KEEP CROWN SHAPE TYPICAL OF SPECIES. 14 GUAGE GALV. WIRE WITH 112" OX 18" WHITE PVC PIPE ON EACH WIRE. 6y:11*411M lIljIII:7NIAIRIr:7_17Id.]IW_1:#.ZUP[r)WIre16I1 SPECIFIED POSTS, 2 EA 618' HT. ALLIGN AS APPROVED. KEEP PLU MB WITH TOPS EVEN. DRIVE 12" INTO UNDISTURBED SUBGRADE OUTSIDE PLANTING PIT. TREE STAKES LOCATED INSIDE WATERING SAUCER ON TREESGREATER THAN 3" CAL. USE GUYS AS PER EVERGREEN TREES. WRAP ENTIRE SURFACE OF TRUNK UP TO BRANCHES WITH REQUIRED WRAPPING WHEN SPECIFIED. REFER TO SPECIFICATIONS. SECURE @ TOP WITH DUCT TAPE. 0"ATTRUNK4" DEPTH SPECIFIED MULCH AT EDGE OF RING, INSIDE 4" WATERING SAUCER. REMOVE SAUCER UPON SODDING/SEEDING IN IRRIGATED AREAS. PLANT TREE 2-4" ABOVE SURROUNDING GRADE LEVEL ON UNDISTURBED SOIL. SET TRUNK PLUMB. SPECIFIED BACKFILL MIXTURE. ADMENDMENTS AS SPECIFIED IN TOP 12" DEPTH. REMOVE ALL TWINE & WIRE FROM BALL. REMOVE WIRE BASKETS. INITIAL STABILIZING BACKFILL 1/3 DEPTH, COMPACTED. Il�l�l69x11:7:1��191■:Ir��Cr]Ji�7r7:71:7iZr]�:1_1��:I_R94 DECIDUOUS TREE PLANTING 4" IN. NOT TO SCALE NG DETAIL RECYCLES LANDSCAPE ROCK/MULCH OBTAIN FROM THE CITY OF WHEAT RIDGE CALL 303-235-2866 FOR PICK UP INFORMATION TYPAR T-3401 LANDSCAPE BARRIER FABRIC (OR APPROVED EQUAL) TIVE SOIL GRAVEL/MULCH LANDSCAPE TREATMENT NOTE: DO NOT PLANT ANY PLANT WITH ROOTBALL NOT IN CONFORMANCE WITH COLORADO NURSERYACT REQUIREMENTS. HOLD MULCH GRADE 1" BELOW EDGE OF WALK, EDGING OR CU RB. CONCRETE CURB, EDGING, OR SIDEWALK PRUN E ALL DAMAGED OR DEAD WOOD AFTER PLANTING AND MULCHING SET SH RUB AT GRADE GROWN IN CONTAINER OR GROWN IN NURSERY. SETTOP OF JUNIPER'S ROOTBALL TO FINISH GRADE OF MULCH APPLY SPECIFIED MULCH AT 3" DEPTH SCORE CONTAINER ROOTBALLS WITH ENCIRCLING ROOTS FILL PLANT PIT WITH SPECIFIED BACKFILL MIX. SEE SPECIFICATIONS FOR COMPOSITION REMOVE CONTAINER. PLACE ROOTBALL ON UNDISTURBED SOIL rTSHRUB PLANTING �J NOT TO SCALE B' O.C. (MAX.) 4X4 POST -ME 03:Ze]►jU►1 LIP ANGLE LIP ANGLE D. (6' RENCE ONLY) 2X4 RAIL (ON EDGE) FACE BOARDS ON BOTH I.. ; SIDES. (1"X4" OR 1"X6" CEDAR) 3' T 1' el a CLASS B CONCRETE NOTES: ALL FACE BOARDS SHALL BE OF CEDAR. 4"X4" POSTS ADN 2"X4" RAILS SHALL BE CEDAR OR PRESSURE TREATED FIR. PAY ITEM: PER LF OR 6' CEDAR FENCE HEIGHT (3 FT OR 6 FT) w z w U �`ozo rOz mzw Lu QQ ' EUt J "2 ¢mKi�O ZPO z Mwd� mFk m mN �i Zx 3w8 �.doo Uzwm�?O ymw Fm ZO>2 O w�MO U J m� z W w�3og z�� mem_ Of W z W W 7 O a _ 0 Mr WAY Q 0 W W �z a) VJ Q J Mw 0� Z D 5` 0 G m B B 17-006 a_oN 2 0 00 U aU O" fY � Z Z 1-- � 02 0z s fn W N � o� W �COzw0 WmLUWN0 CID 0 �T>- z w4 W of > o Q� ri LU W M 0 `L Y � 0 �`ozo rOz mzw Lu QQ ' EUt J "2 ¢mKi�O ZPO z Mwd� mFk m mN �i Zx 3w8 �.doo Uzwm�?O ymw Fm ZO>2 O w�MO U J m� z W w�3og z�� mem_ Of W z W W 7 O a _ 0 Mr WAY Q 0 W W �z a) VJ Q J Mw 0� Z D 5` 0 G m B B 17-006 a_oN 00 Z o � s = N � o W 0 W = z w o sd 6 S � o H � d COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission far use of this document Is limited and can be extended only by wrdten agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 02/06/2018 DRAWN BY: MK CHECKED BY: MK 3275Quall-LP-5th SubmBal-2-&18.&g DETAILS 14 I I � III I I I I I I I III I s III - T — — . #01 Aj/yf �y�ICONNECT 01 EXISTING 54° — / �_I /� �I PIPE AS FINAL STEP OF LOC STORM PIPE INSTALLATION. \\ Imo\ \ \ \ 'I Al L S� ' OVERFLOW CHANNEL TO BE F 0 L� —I �� El L — — y 4COMPLETE PRIOR TO 60" HDPE X 49)-- // �\ eP1 '1� /1 °'\ �\ 1 �� --5447 X544$__ �h,\ \\ '°`��-- h' i�----\✓/� \ h°'`5 v _ 30°STORMi �' '?�'' — �l a a \ \\ 14— /�,\--\\ \------ y �'� CD//� DD I \l II RE: CONSTRUCTION PLANS FOR — �I / r / 5454 I I -�-� ,---RE: IL r— C — \ / I 11 SF / 5446 5445 a SF 5443 5444S- KEEP DIVER ON DITCH IN _ ' 1 / \ EXITING CHANNEL WHERE — J� OSSIBLE. ADD CHECK DAMS — J \ / / WHERE NEEDED AND/OR l / I I I = GRADE CWA CD / / / DIFFERENTIAL AT :.::.::::.... :.:..3 INS UCTED BY IN P CTOR A \ / /� / I I x % / I — — / I J / r I I I BACK OF SIDE ILK `^\\ \, ;` . SSA :.. / I II I / \� \\ / \` '� � %/ �` `C �� 1 \ / 12 STORM / W START STALLING PIPE FROM ,r ` :+! `� ` :..,: ' - ;. y. =,.� \ \ — �ti I I I y�r % r ° �: •:: \ \ — 60 STORM �I t / I I I I II EXISTING HEADWALL TO THE \ ` : ' :•'; •.< .•;-:\ .:'' ; :.:•,\ I I / RE C�OfI UC110N P S FOR D AI I I Q II SOUTH_ '' ' \ R : CONSTRUC ON PLANS FOR ETNL i — 1 1 18 HDPE TEMPORARY ? \ \ // — J — — �� / \ CD / / / \ // / 7 / / I LOC Q II I Irr, SLOPE DRAIN—//M ICID D DID '00 D ,,\`�—/-- i'\ DD I --\ —/ J11/) I // / // // 1 I II W II t SF TSD L 5--=�`- ^`/`/ / SF / — ti / �, •2.808 / J / \ 4.29X -- _ —2`= 21X = _ GIF\ — — — — — — SEDIIrIENT BASIN / - \ -- -- -- l� —� _—j��—� _�— ,�— II _7_=____:__=SIZED FOR 2.28 ACRES (UDFCD EC -07, TABLE SB -1) — —_-- _ _ — — — — — — — — — — II r —�� =_— _ _ LOC _ I I�=-- BASIN WIDTH: 21 —LOC LOC �1 BASIN LENGTH: 42' t�� 1 1 \ / \ BASIN DEPTH: 3' �'�gi 1 1 \ I / /' APPLEWOOD 1 \ I _ �- _ _ _ PERF. RISER HOLE DIAMETER: 13/16"I M III 1 I I I r �J, I BOTTOM ELEVATION 5437.80 BAPTIIST TOP ELEVATION 5440.80 111 SPILLWAY EL.: 5440.30 I III III 1 I I --- l ---J RE: UDFCD EC -07 FOR ADDITIONAL DETAIL l — _II 1 r = _ _ — — — — NOTES: 1. SITE IS PREDOMINANTLY AN IMPORTED FILL SITE, THEREFORE NO STOCKPILE AREA IS ANTICIPATED TO BE NEEDED. SEE FINAL SHEET OF THIS SWMP PLAN SET FOR CUT/FILL AREAS. IF ONE IS NEEDED IT SHALL COMPLY WITH UDFCD'S STOCKPILE DETAIL FOR MATERIAL MANAGEMENT. 2. CHECK DAMS TO BE INSTALLED IMMEDIATELY ONCE DIVERSION DITCH IS ESTABLISHED. 3. 60" STORM, OVERFLOW CHANNEL, AND WATER QUALITY POND OUTLET STRUCTURE TO BE COMPLETED BEFORE COMMENCING WORK EAST OF THE DIVERSION DITCH. 4. SEDIMENT BASIN TO BE INSTALLED CONGRUENTLY WITH CLEARING AND GRUBBING ACTIVITIES WEST OF DIVERSION DITCH. SEDIMENT BASIN BOTTOM IS NEAR EXISTING GRADE. IT WILL BECOME DEEPER TO HOLD ADDITIONAL VOLUME DURING FILLING ACTIVITIES ON SITE. 5. NEED FOR SILT FENCE ON WESTERN PROPERTY LINE TO BE EVALUATED ON SITE DUE TO GRADE DIFFERENTIAL. 6. TEMPORARY SOIL STABILIZATION WITHIN 7 DAYS IS REQUIRED FOR AREAS CONSIDERED TO BE COMPLETED AND SUBSTANTIALLY COMPLETE OR WILL BE DORMANT FOR MORE THAN 30 DAYS. 7. ALL INTERIM AND PERMANENT SLOPES THAT ARE STEEPER THAN 4:1 REQUIRE EROSION CONTROL BEST MANAGEMENT PRACTICES (I. E. EROSION CONTROL BLANKETS, CHECK DAMS ETC.). ALL EXISTING, INTERIM, AND PROPOSED DISTURBED AREAS WITH CONCENTRATED FLOWS REQUIRE EROSION CONTROL AT A MINIMUM I.E. SWALES, SLOPES, STREET CUTS ETC. INITIAL PHASE: INITIAL SITE GRADING, INSTALLATION OF OVERFLOW DITCH, WQ POND AND STORM SEWERS. INTERIM PHASE: STREET IMPROVEMENTS, UTILITY SERVICE LINE CONNECTIONS, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: EXISTING BOUNDARY LINE EXISTING SECTION LINE — — — PROPOSED LOT LINE PROPOSED FLOWLINE 5400 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR SILT FENCE DIVERSION DITCH RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CONSTRUCTION FNECE PROPOSED RIP—RAP ROUGH CUT STREET CONTROL CHECK DAM INLET PROTECTION STABILIZED STAGING AREA VEHICLE TRACKING CONTROL CONCRETE WASHOUT AREA ROCK SOCK FOR STREET ROCK SOCK FOR SWALES SEEDING AND MULCHING ECI3 EROSION CONTROL BLANKET EXISTING WETLANDS SEDIMENT CONTROL LOG SEDIMENT BASIN VEGETATIVE BUFFER TEMPORARY SLOPE DRAIN W w z w U z O Q U LL O z J D J Q 0�>0o >=QOz WT z mOW. Wo mQ WlE0 0 = 0 0 0 000 =0UW wWOW== o�o�"U rjrrjlW 210 0 m = W m==Ow0 moz=oo 1W000 0zW-,a, Z, W,>0 WQaz - o W(J=OmW '0 "Wru W_QgdJ .aP:Q'W, =oz�= L.1_ LU U) > z W W 7 0 <Oo 2 W U) Y � > O W M� WW Q UU) < J O� w O� Z 5L N L I0l B B 17-006 COPYRIGHT 2018 This document is an instrument of service, and as such remains the Property of the Engineer. Permission foruse of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7008SWMP.dwg INITIAL EROSION CONTROL 15 OF 20 1"=30' .V?S:• ..�s�: i •.f•. O vrc SILT FENCE DIVERSION DITCH RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CONSTRUCTION FNECE PROPOSED RIP—RAP ROUGH CUT STREET CONTROL CHECK DAM INLET PROTECTION STABILIZED STAGING AREA VEHICLE TRACKING CONTROL CONCRETE WASHOUT AREA ROCK SOCK FOR STREET ROCK SOCK FOR SWALES SEEDING AND MULCHING ECI3 EROSION CONTROL BLANKET EXISTING WETLANDS SEDIMENT CONTROL LOG SEDIMENT BASIN VEGETATIVE BUFFER TEMPORARY SLOPE DRAIN W w z w U z O Q U LL O z J D J Q 0�>0o >=QOz WT z mOW. Wo mQ WlE0 0 = 0 0 0 000 =0UW wWOW== o�o�"U rjrrjlW 210 0 m = W m==Ow0 moz=oo 1W000 0zW-,a, Z, W,>0 WQaz - o W(J=OmW '0 "Wru W_QgdJ .aP:Q'W, =oz�= L.1_ LU U) > z W W 7 0 <Oo 2 W U) Y � > O W M� WW Q UU) < J O� w O� Z 5L N L I0l B B 17-006 COPYRIGHT 2018 This document is an instrument of service, and as such remains the Property of the Engineer. Permission foruse of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7008SWMP.dwg INITIAL EROSION CONTROL 15 OF 20 1"=30' L z 4— NOTES: 1. SITE IS PREDOMINANTLY AN IMPORTED FILL SITE, THEREFORE NO STOCKPILE AREA IS ANTICIPATED TO BE NEEDED. SEE FINAL SHEET OF THIS SWMP PLAN SET FOR CUT/FILL AREAS. IF ONE IS NEEDED IT SHALL COMPLY WITH UDFCD'S STOCKPILE DETAIL FOR MATERIAL MANAGEMENT. 2. NEED FOR SILT FENCE ON WESTERN PROPERTY LINE TO BE EVALUATED ON SITE DUE TO GRADE DIFFERENTIAL. 3. TEMPORARY SOIL STABILIZATION WITHIN 7 DAYS IS REQUIRED FOR AREAS CONSIDERED TO BE COMPLETED AND SUBSTANTIALLY COMPLETE OR WILL BE DORMANT FOR MORE THAN 30 DAYS. 4. WATER QUALITY POND OUTLET STRUCTURE WILL REMAIN AS A SEDIMENT BASIN BMP UNTIL ALL LOTS OF HAVE MET THE STATE'S FINAL STABILIZATION REQUIREMENTS. 5. ALL INTERIM AND PERMANENT SLOPES THAT ARE STEEPER THAN 4:1 REQUIRE EROSION CONTROL BEST MANAGEMENT PRACTICES (I. E. EROSION CONTROL BLANKETS, CHECK DAMS ETC.). ALL EXISTING, INTERIM, AND PROPOSED DISTURBED AREAS WITH CONCENTRATED FLOWS REQUIRE EROSION CONTROL AT A MINIMUM I.E. SWALES, SLOPES, STREET CUTS ETC. ql I III III III O it I II OONNEC TT 0 EXISTING 54" PIPE AS FINAL STEP OF SO LOC RS STORM PIPE INSTALLATION. OVERFLOW CHANNEL TO BE ® — yCOMP— PRIOR TO 60" HDPE QN�ECTION 0 =_ I � GRADE DIFFERENTIAL AT r BACK OF SIDE'll ,I u > n I „r— LOC II N II I I H III N III II W II II I _ II I I I I— I II — I I SII I I l�I II \ i IIII I III— Pq—� PROJECT PHASING INITIAL PHASE: INITIAL SITE GRADING, INSTALLATION OF OVERFLOW DITCH, WQ POND AND STORM SEWERS. INTERIM PHASE: STREET IMPROVEMENTS, UTILITY SERVICE LINE CONNECTIONS, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED vJ Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: 5400 EXISTING BOUNDARY LINE EXISTING SECTION LINE PROPOSED LOT LINE PROPOSED FLOWLINE PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR NW49 SB OP SILT FENCE DIVERSION DITCH RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CONSTRUCTION FNECE PROPOSED RIP–RAP ROUGH CUT STREET CONTROL CHECK DAM INLET PROTECTION STABILIZED STAGING AREA VEHICLE TRACKING CONTROL CONCRETE WASHOUT AREA ROCK SOCK FOR STREET ROCK SOCK FOR SWALES SEEDING AND MULCHING EROSION CONTROL BLANKET EXISTING WETLANDS SEDIMENT CONTROL LOG SEDIMENT BASIN VEGETATIVE BUFFER OUTLET PROTECTION TEMPORARY SLOPE DRAIN o' w z z w U z 0 Q U 0= 0 z J D 75 O U b LU z Q_ w Y Y U U p D � QoaC) Jo0 �QoQO cH 0-) H > 0-1 U Z V Z Q a 0< Q >=Qoz 0 U< .o JZW�� . m W'0 z0=zo ,=2U. d = o ow W wWOW== �WLL�_o o�oo,"U 210»0 =o om = Wz m=1owo mcoz=oo 1 0W0 11 c�z W— Waaz W(J=OmW zo "Wru W_Qg�I J �Q'W� =oz�= /'� w U / z W W 7 0 O O U65 y W � Y O W CO3:W Z)z U < J O� w -p3: Z 0 5L N L I0l B B 17-006 COPYRIGHT 2018 This document is an instrument of service, and as such remains the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. NAT/ 69 [•] CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SWMP.dwg INTERIM EROSION CONTROL 16 OF 20 1"=30' .t' �'r..',�.ti•_:: y. . SSA vrc SB OP SILT FENCE DIVERSION DITCH RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CONSTRUCTION FNECE PROPOSED RIP–RAP ROUGH CUT STREET CONTROL CHECK DAM INLET PROTECTION STABILIZED STAGING AREA VEHICLE TRACKING CONTROL CONCRETE WASHOUT AREA ROCK SOCK FOR STREET ROCK SOCK FOR SWALES SEEDING AND MULCHING EROSION CONTROL BLANKET EXISTING WETLANDS SEDIMENT CONTROL LOG SEDIMENT BASIN VEGETATIVE BUFFER OUTLET PROTECTION TEMPORARY SLOPE DRAIN o' w z z w U z 0 Q U 0= 0 z J D 75 O U b LU z Q_ w Y Y U U p D � QoaC) Jo0 �QoQO cH 0-) H > 0-1 U Z V Z Q a 0< Q >=Qoz 0 U< .o JZW�� . m W'0 z0=zo ,=2U. d = o ow W wWOW== �WLL�_o o�oo,"U 210»0 =o om = Wz m=1owo mcoz=oo 1 0W0 11 c�z W— Waaz W(J=OmW zo "Wru W_Qg�I J �Q'W� =oz�= /'� w U / z W W 7 0 O O U65 y W � Y O W CO3:W Z)z U < J O� w -p3: Z 0 5L N L I0l B B 17-006 COPYRIGHT 2018 This document is an instrument of service, and as such remains the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. NAT/ 69 [•] CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SWMP.dwg INTERIM EROSION CONTROL 16 OF 20 1"=30' ii')Ilia II I II II I I M I ~ I I N UJ 8 W' �� B"w a�w 8 W sow a"w- • \ LOC —SS.—I J IP_G G— — — — — — — — — — — — — — — — — > — — — — � I I I I/ II I I I III L ❑ >�I I I NOTES: 1. TEMPORARY SOIL STABILIZATION WITHIN 7 DAYS IS REQUIRED FOR AREAS CONSIDERED TO BE COMPLETED AND SUBSTANTIALLY COMPLETE OR WILL BE DORMANT FOR MORE THAN 30 DAYS. 2. WATER QUALITY POND OUTLET STRUCTURE WILL REMAIN AS A SEDIMENT BASIN BMP UNTIL ALL LOTS OF HAVE MET THE STATE'S FINAL STABILIZATION REQUIREMENTS. � III I III III -Q�rl / 8"W i r� PROJECT PHASING I ®` I t GRADE DIFFERENTIAL AT r BACK OF SIDEI I I II j I � II I LOC II C4In III I I H III I I N III II W II I I _ III - I I II — I I I it I I I Ja" SPI II � i IIII — I INITIAL PHASE: INITIAL SITE GRADING, INSTALLATION OF OVERFLOW DITCH, WQ POND AND STORM SEWERS. INTERIM PHASE: STREET IMPROVEMENTS, UTILITY SERVICE LINE CONNECTIONS, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: EXISTING BOUNDARY LINE EXISTING SECTION LINE — — — PROPOSED LOT LINE PROPOSED FLOWLINE 5400 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR o' w z z w U z O F U LL H O z J a a L�>0o >=Qoz Z oW U F mm�Q m w'0 z0=zo ,=2U. d = o ow W w�owL= 0Wpa,_u W 0» 0 I = xr 0 m IT m=aowz mcoz=ooo 01W011 'zm-�a, zow'>0 ru <><0 u,U=smW zg "Wru _QgIJ Q'ca� =oz�= LU U/ W W 7 0 O O v W U) UTZ i O W 3: W �z � � Q U � J O� w O� Z 0 Cy 2 m B B 17-006 COPYRIGHT 2018 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. SB SEDIMENT BASIN CONSTRUCTION DOCUMENTS DATE: 09/25/2017 VB VEGETATIVE BUFFER DRAWN BY: RL CHECKED BY: NAL OP OUTLET PROTECTION 7008SWMP dwg FINAL EROSION TSD TEMPORARY SLOPE DRAIN CONTROL 17 OF 20 1"=30' SF SILT FENCE DD DIVERSION DITCH RRB RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CF CONSTRUCTION FNECE RR PROPOSED RIP -RAP RCS ROUGH CUT STREET CONTROL CD CHECK DAM IP INLET PROTECTION .<•' ,: r•'•';:,<.: ;, Y' SSA STABILIZED STAGING AREA vTC VEHICLE TRACKING CONTROL ® CW CONCRETE WASHOUT AREA ® RS ROCK SOCK FOR STREET t� RS ROCK SOCK FOR SWALES W W W SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET OEXISTING WETLANDS ® SCL SEDIMENT CONTROL LOG o' w z z w U z O F U LL H O z J a a L�>0o >=Qoz Z oW U F mm�Q m w'0 z0=zo ,=2U. d = o ow W w�owL= 0Wpa,_u W 0» 0 I = xr 0 m IT m=aowz mcoz=ooo 01W011 'zm-�a, zow'>0 ru <><0 u,U=smW zg "Wru _QgIJ Q'ca� =oz�= LU U/ W W 7 0 O O v W U) UTZ i O W 3: W �z � � Q U � J O� w O� Z 0 Cy 2 m B B 17-006 COPYRIGHT 2018 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. SB SEDIMENT BASIN CONSTRUCTION DOCUMENTS DATE: 09/25/2017 VB VEGETATIVE BUFFER DRAWN BY: RL CHECKED BY: NAL OP OUTLET PROTECTION 7008SWMP dwg FINAL EROSION TSD TEMPORARY SLOPE DRAIN CONTROL 17 OF 20 1"=30' CURB AND GUTTER TYPE 2 (SECTION IIB) IN. BARRIER - 2 FT. GUTTE SEE PLANS FOR WIDTH (4'MIN.) A SEE GEN. NOTES �--- 2% MAXIMUM SLOPE 411 SEE PLANS FOR A TOOLED JOINT IS REQUIRED WHETHER CURB &GUTTER THE CURB AND SIDEWALK ARE POURED TYPE SEPARATELY OR MONOLITHICALLY. I/2" PREFORMED JOINT MATERIAL NOTES: 1. EXPANSION JOINTS SHALL BE PLACED IN THE SIDEWALK AT INTERVALS OF NOT MORE THAN 500 FT. 2. EXPANSION JOINTS MAY BE SEALED WHEN SPECIFIED ON THE PLANS. "W" VARIABLE (SEE PLANS) W/2 W/2 0 2" SLOPE 1"/FT.MAX. SLOPE ?/FT. MAX. 6„ A 02 IN. DEPTH WHEN USED AS A CROSSPAN IN AN INTERSECTION GENERAL NOTES 1. ON ROADWAY CURVES WITH A RADIUS OF 1,900 FT. OR LESS ARE TO BE PLACED ON THE ARC OF THE CURVE, UNLESS OTI THE PLANS. A MAXIMUM CHORD LENGTH OF 10 FT. MAY BE U' RADIUS IS GREATER THAN 1,900 FT. 2. CONCRETE SHALL BE CLASS B. 3. PROFILE GRADE OF CURBS AND GUTTERS SHALL BE LOCATED 4. CURB TYPE 4 (KEY -WAY) MAY BE USED IN LIEU OF CURB A (SECTIONS IB AND IM) UNLESS OTHERWISE SPECIFIED ON TF 5. GUTTER CROSS SLOPES MAY BE ADJUSTED TO FACILITATE C GRADES AS SHOWN ON THE PLANS. 6. THICKNESS OF CURB AND GUTTER SECTION SHALL MATCH C( THICKNESS IF SHOWN ON THE PLANS. CURB AND GUTTER SH, CONCRETE IF PLACED MONOLITHICALLY WITH CONCRETE PAV 7. INCREASE SIDEWALK THICKNESS TO 6 IN. AT LOCATIONS SH( EXPANSION JOINTS SHALL BE INSTALLED WHEN ABUTTING E) FIXED STRUCTURE. EXPANSION JOINT MATERIAL SHALL BE �/2 AND SHALL EXTEND THE FULL DEPTH OF CONTACT SURFACE. GUTTER CROSS SLOPES SHALL BE �/2 IN./FT. WHEN DRAININ 1 IN./FT. WHEN DRAINING TOWARD CURB (WITH EXCEPTION T TO CURB RAMPS - SEE STANDARD PLAN M-608-1 FOR SLOPE WHEN TIE BARS ARE REQUIRED, THE GUTTER THICKNESS SHE THE PAVEMENT THICKNESS M. BARS SHALL BE EPDXY-COATI AASHTO M 284 AND SPACED AT 3 FT. INTERVALS. THEY SHF T/2 AND 1#2 LENGTH INTO THE GUTTER. LEGEND FOR RADII A =�/8" TO /aN B =1" C =1�/2" D =1%2" TO 2" —GUTTER FL /2 T "UT"` GUTTER FL L �— PAN LINE GRADE TO BE BUILT WHEN .�. TO BE BUI( GUTTER (TYPE 2) GUTTER (T IS NOT REQUIRED IS REQU ®THIS AREA SHALL BE POURED MONOLITHICALLY WITH GUTTER AND PAID FOR AS "CONCRETE PAVEMENT". ■ FLOW LINE LOCATION WILL BE ESTABLISHED BY W/2 S CONSTRUCTION OF CONCF GUTTERS AT INTERSECT Computer File Information Sheet Revisions Colorado Department of Transportation CURB GUTTERS STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DLM R -X Date: Comments 4201 East Arkansas Avenue L) T Denver, Colorado 80222 Last Modification Date: 05/16/14 Initials: LTA 07/24/12 Changed Tie Bar spacing from 30" to 361. 05/16/14 Revised Gutter Cross slope Note to PDA Ramp _ Phone: (303) 757-9083 �� AND SIDEWALKS M-609-1 Full Path: www. color adodot.info/business/designsupport R -X exclude _ Drawing File Name: 609010104.dgn R -X PARTMENT OF TRA PORTA Fax: (303) 757-9820 Project Development Branch DLM/LTA Sheet No. 1 of 4 Issued By: Project Development Branch on July 4, 2012 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: Enqlish R -X LU H z W C) z 0 a C) LL 0 z J H W o a U 1 (D U_ z p W M Q 0 �M�1 C) J O V LO U Q 0 Q 0 co 0H�H> U z4z< fN w E J E D w m w z Z) 0 C7 0_ W z 0 C9 Z Y ar a of - °U)>�o Uoo 03 03 < m (n Z W , U z?:xZO J aO2OUx tr U) Of 0 F r F O F 0 aFy U W=W W W F F � W> >a` � 7 W OW > Z U x a 0 W 0 (n F-- z <zLu Wwo0 z0 LU of Q Q fr Z W W Wpx00pa z p 0 Q U) U z> z gw w F ir 0 F -- 00 - Co m W < U) w5 FILL W F-- 03 m 7 0 Z of 7 ry W Lu Z LU � z D BOO z Ld � Y � > O W m� Wo� D z ' U(/) < J ry w aZ� � Q m BB17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS 1"=30' BID ITEM 6' DRIVEWAY WIDTH SHOWN ON PLANS 6' r} B A 2% 2% 12:1 SLOPE VARIES 2% SIDEWALK WIDTH SHOWN ON PLANS DRIVEWAY WING (TYP.) LOPE VARIES 2% 12:1 CONCRETE CU AND GUTTER CONCRETE DRIVEWAY ENTRANCE TYPE 3 CONCRETE SIDEWALK 2% A A77�N CONCRETE PAVEMENT PAY AREA 6' DRIVEWAY WIDTH 6' TRANSITION SHOWN ON PLANS TRANSITION DRIV 4" 6" 4" WIN( 611 611 lJ _ _ - _ CONCRETE SIDEWALK CONCRETE CONCRETE SIDEWALK SECTION A—A PAVEMENT DRIVEWAY TRANSITION SIDEWALK WIDTH SHOWN ON PLANS SHOWN ON PLANS 611 6.1 CURB & GUTTER VARIE_ S 2% ° e � \ DRIVEWAY (BY OTHERS) SECTION B -B NOTES 1. DRAINAGE STRUCTURES, TRAFFIC SIGNAL EQUIPMENT, JUNCTION BOXES, AND OTHER OBSTRUCTIONS SHOULD NOT BE PLACED IN FRONT OF THE DRIVEWAY RAMP ACCESS AREAS. 2. FOR THE CURB AND GUTTER SHOWN, SEE PLANS FOR CURB TYPE. 3. RAMP SLOPES SHALL BE 12:1 OR FLATTER. CONCRETE CURB & GUTTER i:1V TYPE 3 ISOMETRIC VIEW Computer File Information Sheet Revisions Colorado Department of TransportationCURB GUTTERS,STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DD Date: Comments 4201 East Arkansas Avenue > Last Modification Date: 07/04/12 Initials: LTA R -X C ) O T Denver Colorado 80222 M-60-1 Full Path: www.coloradodot.info/business/designsupport R -X Phone:�(303) 757-9083 AND SIDEWALKS 79 Drawing File Name: 609010404.dgn R -X D ARMM Qk s aiN Fax: (303) 757-9820 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X Project Development Branch DD/LTAIssued By: Project Development Branch on July 4, 2012 Sheet No. 4 of 4 1V_11191 M1:11 6' 4' MIN. 6' FOR CURB RAMP TYPES 2A AND 2B. RAMP TURNING SPACE RAMP VARIES 4" TO 8" ------------------- 6.. ------ -------5.. -------------- ---- ° e 4" CONCRETE 4" PEDESTRIAN CURB SECTION B—B (SEE NOTE 3) ISOMETRIC VIEW L.O.- A CURB RAMP TYPE 2B SEE NOTE 1 1111111111210 1. CURB RAMP TYPE 2B MAY BE USED IN MID -BLOCK. 2. DIAGONAL CURB RAMPS (ON THE APEX) ARE NOT PREFERRED IN NEW CONSTRUCTION. A SINGLE DIAGONAL CURB RAMP (ON THE APEX) WILL ONLY BE PERMITTED DURING RECONSTRUCTION OR ALTERATION WHERE PHYSICAL OR SITE CONSTRAINTS PREVENT TWO CURB RAMPS FROM BEING INSTALLED. THE ENGINEER SHALL PROVIDE APPROVED JUSTIFICATION DOCUMENTATION (COOT CURB RAMP DESIGN VARIANCE REQUEST FORM). ALL CURB RAMPS INSTALLED ON THE APEX MUST MEET THE STANDARDS AS DEFINED IN M-608-1. 3. THE PEDESTRIAN CURB MAY BE OMITTED IF THE GROUND SURFACE AT THE BACK OF THE CURB RAMP OR LANDING IS THE SAME ELEVATION AS THE CURB RAMP OR LANDING AND THERE IS NO MATERIAL TO RETAIN. A PEDESTRIAN CROSSWALK (TYP.) Computer File Information Sheet Revisions Colorado Department of Transportation STANDARD PLAN NO. Creation Date: 12/01/16 Initials: JBKO Date: Comments 4201 East Arkansas Avenue CURB RAMPS d and revised the Curb Ramp details Last Modification Date: 02/23/17 Initials: LTA R -X 02/23/17 ane dGeneral Notes. `� Denver, Colorado 80222 M-608-1 Full Path:www.coloradodot.info/business/designsupport R -X • Phone: (303) 757-9021 Drawing File Name: 6080102010.dgn R -X ,. Fax: (303) 757-9820 Project Development Branch JBK/LTA Sheet No. 2 of 10 Issued By: Project Development Branch on July 4, 2012 CAD Ver.: MicroStotion V8 Scale: Not to Scale Units: English R -X NYLOPLAST INLINE DRAIN WITH DOME GRATE (1) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. a 00® 1 MINIMUM PIPE BURIAL DEPTH PER PIPE INVERT ACCORDING TO MANUFACTURER PLANS/TAKE OFF RECOMMENDATION THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 1 8" - 30" DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4" - 24"). 3 8" - 30" DOME GRATES HAVE NO LOAD RATING I1►u101a1]G7_110 8" - 30" (3) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) Of W U z 0 Q U LL 0 z LU 0 U U z Q W QCO 0 C0 }; U) Z 00 C 2 CCN < Eaji C) z z < (N W J_ F_ 0 Lrw m w z 0 0 c� or w z D LL_ 0 0 z SE Q 0 LL_ Lu ED Q J J Q 0 �0 J z W U H m 0 <a cnzLuP5U z3=zo J d O O= wu)0w�z Ofw�= O O? www w��»� Lu cp2LL0Lu0 z = E -L 0 < zwOO u; z o m Lu v>OJO = ma zoz>ZLu Lu > d H m J Q O W J dSHErLLW H m D 0 z Of D COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS 2 19 OF 20 1"=30' 24" DIA. MANHOLE 2-501 IN TOP SLAB (TYP.)(-3-1103 x 5'-0" 0 311 PIPE FINAL RING AND COVER - - - - - - - - - GRADE 503 @ 12" sr� T 5-402 @ 12" 4-1101 CONCRETE z f� Ofgpo i ECCENTRIC CONE 9-401 OR GROUT 11 11 T F SPACE EVENLY (TYP.) 9 2 -0 9 • (11-2" MIN.) o pA pl tif�c i i (TYP.) FLEXIBLEJ CD 4-1102 x 2'-8" LONG I 3-502 48 MIN. ° JOINT SEAL a 16" MAX. z o M (PLACE DIAGONALLY - . ° SHALL CONFORM r ! AROUND OPENING) - - - - - 16 - - - - J " + W + I.D./2 a (UNIFORM SPACING ° TO AASHTO M 198 z o `l OR TO WITHIN 3" OF BETWEEN STEPS) e (TYP.) N ! TOP SLAB PLAN CYLINDRICAL OPENING 511 r Z: SLAB o H,� 5-402 @ 12" p. a.e.D a 2-501IN TOP SLAB (TYP.) ° 8 PIPE _ - - - - - - 3 - 502 x T-0" 6' 503 12" W CLASS B CONCRETE N 503 (TYP.) a o � 11 I MARK I SIZE I TYPE I #/FT. BARS 54" 1 FORMULAS 502 4 5" CC. 60" 66 7211 84 96 GENERAL NOTES ° I.D. e + 0 - 18 18 12 * Y. SLOP ;° 3-1103 x 5'-0" 4 1 •°e D 8'-1" a 9'-3" CV o 12'-2" H 8'-4" ID/4 BAR LENGTH = I.D. + 2W 0 311 WEIGHT 97.2 p 111.2 118.2 132.3 1'-611 + N 23.9 9-401 31.7 4-1101 x 21" + 2W + I.D. 4:1 SLOP NO. REQ'D. 17 17 17 17 17 17 EVENLY 501 5 1 1.043 SPACE @ 3" (OVER 7'-5" 8'-0" O O O D 4 p 10'-4" 11'-6" BAR LENGTH = 24" + I.D. + 2W a > OPENING) (TYP.) 8. ALL REINFORCING STEEL SHALL BE GRADE 60 AND EPDXY COATED. WEIGHT ° , .° CYLINDRICAL OPENING) 162.5 • \ / 203.9 SHAPE, SLOPE, AND DIRECTION OF FLOW. DETAILS SHOWN ARE 502 CLASS B 1 1.043 e 4:1 SLOPE 23 5'-0" 501 & 502 ■T 29 51_011 ea ee e ee 502 r 24+I.D.+2W 1 NUMBER BARS REQ'D. = 3 + +1 CONCRETE 3" 114.7 119.9 130.41 135.6 151.2 1 166.9 ` @ 511 Cl 503 5 28"+2W+LD. 1.043 6" MIN. DEPTH GRANULAR 16 16 18 18 (VARIES T-2" TO 11'-109 BEDDING MATERIAL 503 / 13+I.D.+2W 2 ( +1) ° TI SECTION A SECTION A 9-401 12'-10' 214.2 MANHOLE BOX BASE 14'-7" 273.8 15'-9" 328.5 16'-11" 423.5 NUMBER BARS REQ'D. = @ 1211 BAR LENGTH = 4'-911+2(16+W+I.D./2) CI WT I D MARK I SIZE I TYPE I #/FT. BARS 54" 1 FORMULAS 502 4 5" CC. 60" 66 7211 84 96 PLAN 503 r1m n FIu rrr, CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X Project Development Branch DD/LTA FLEXIBLE JOINT SEAL SHALL CONFORM TO AASHTO M 198 (TYP.) CLASS B CONCRETE BASE #4@12"� 3" TOE POCKETS AT 16" O.C. IF TOP OF BENCH >_ 18" ABOVE INVERT MANHOLE RISER 311 � 3" MIN. MIN. ° %2" SLOPE D � D ( ° . #4 U 0 12" ALL BASES " MIN. MANHOLE RISER O.D.+ 6 INCHES SECTION B -B F C BASE MAY BE POURED SQUARE AT CONTRACTOR'S OPTION. C B �' D BENCH \ B + ° STE l F�MINI1NNOMMIN LC PLAN MANHOLE I.D. #4 TYPICAL FLOW FLOW D D INVERT ELEVATION INVERT ELEVATION SHOWN IN PROFILE SHOWN IN PROFILE SECTION C -C CAST -IN-PLACE SLAB BASE D L 811 MIN. °.' °. 611 MIN. GENERAL NOTES R -X R -X R -X I. SINCE ALL PIPE ENTRIES INTO THE BASE ARE VARIABLE, THE 0. REQ'D. 18 18 18 18 18 18 401 401 4 1 0.668 LENGTH 8'-1" 8'-8" 9'-3" 9'-10" 11'-0" 12'-2" BAR LENGTH = 32" + 2W + I.D. 8'-4" 9'-6" BAR LENGTH = I.D. + 2W WEIGHT 97.2 104.2 111.2 118.2 132.3 146.3 20.0 PLAN 503 r1m n FIu rrr, CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X Project Development Branch DD/LTA FLEXIBLE JOINT SEAL SHALL CONFORM TO AASHTO M 198 (TYP.) CLASS B CONCRETE BASE #4@12"� 3" TOE POCKETS AT 16" O.C. IF TOP OF BENCH >_ 18" ABOVE INVERT MANHOLE RISER 311 � 3" MIN. MIN. ° %2" SLOPE D � D ( ° . #4 U 0 12" ALL BASES " MIN. MANHOLE RISER O.D.+ 6 INCHES SECTION B -B F C BASE MAY BE POURED SQUARE AT CONTRACTOR'S OPTION. C B �' D BENCH \ B + ° STE l F�MINI1NNOMMIN LC PLAN MANHOLE I.D. #4 TYPICAL FLOW FLOW D D INVERT ELEVATION INVERT ELEVATION SHOWN IN PROFILE SHOWN IN PROFILE SECTION C -C CAST -IN-PLACE SLAB BASE D L 811 MIN. °.' °. 611 MIN. GENERAL NOTES R -X R -X R -X I. SINCE ALL PIPE ENTRIES INTO THE BASE ARE VARIABLE, THE Colorado Department of Transportation 4201 East Arkansas Avenue 10 T Denver, Colorado 80222 Phone: (303) 757-9083 DEPARTMENT OF TRANSPORTATION Fax: (303) 757-9820 Project Development Branch DD/LTA NU. HLOU 5 5 b 5 5 a 402 NA Drawing File Name: M06040200203.dgn 402 4 III 0.668 LENGTH 5'-5" 6'-0" 6'-7" 7'-211 8'-4" 9'-6" BAR LENGTH = I.D. + 2W THE FRAME SHALL BE SURROUNDED WITH A CEMENT GROUT IN WEIGHT 18.1 20.0 22.0 23.9 27.8 31.7 ° NO. REQ'D. 17 17 17 17 17 17 501 501 5 1 1.043 LENGTH 7'-5" 8'-0" 8'-7" 9'-2" 10'-4" 11'-6" BAR LENGTH = 24" + I.D. + 2W 3 FT. -6 IN. AND SHALL CONFORM TO AASHTO M 199. OPENING) 8. ALL REINFORCING STEEL SHALL BE GRADE 60 AND EPDXY COATED. WEIGHT 131.5 141.8 152.2 162.5 183.2 203.9 SHAPE, SLOPE, AND DIRECTION OF FLOW. DETAILS SHOWN ARE 502 5 1 1.043 (N0. REQ'D. LENGTH fWEIGHT 22 5'-0" 23 5'-0" 25 5'-0" 26 5'-0" 29 51_011 32 51_011 502 r 24+I.D.+2W 1 NUMBER BARS REQ'D. = 3 + +1 114.7 119.9 130.41 135.6 151.2 1 166.9 ` @ 511 Cl 503 5 II 1.043 N0. REQ'D. LENGTH f 16 16 18 18 20 24 503 / 13+I.D.+2W 2 ( +1) I I TI 1 WEIGHT 12'-10' 214.2 13'-5" 223.9 14'-0 262.E 14'-7" 273.8 15'-9" 328.5 16'-11" 423.5 NUMBER BARS REQ'D. = @ 1211 BAR LENGTH = 4'-911+2(16+W+I.D./2) CI N0. REQT. 1214 14 16 18 20 504 2W+I.D.-4 ° 504 5 1 1.043 LENGTH 81-111 8 -8 91-311 9 -10 ll' -O" 12'-2 NUMBER BARS REQ'D. = 2 ( +1 } 0 1211° WEIGHT 101.2 126.6 1 135.1 164.1 206.5 253.8 BAR LENGTH = 32"+2W+I.D. . N0. REQ'D. 4 4 4 4 4 4 1101 - - - - - - - 1101 11 1 5.313 LENGTH 7'-2" 7'-911 8'-4" 8' -ll" 10'-1" 11'-3" BAR LENGTH = 21" + I.D. + 2W WEIGHT 152.3 164.7 177.1 189.5 214.3 239.1 NO. REQ'D. 4 4 4 4 4 4 BENDING 1102 11 1 5.313 LENGTH 2'-8" 2'-8" 2'-8" 2'-811 2'-811 56.7 TYPE I WEIGHT 56.7 56.7 56.7 56.7 56.7 T-8" STRAIGHT 11 1 5.313 NO. REQT. LENGTH 3 1 5 -0 3 11 5 -0 3 5 -0 31 11 5 -0 31 N 5 -0 31 11 5 -0 TYPE II r--4'-9"1103 WEIGHT 79.7 79.7 79.7 79.7 79.7 79.7 1611+W+I.D./2 REINFORCING STEEL TOTAL 965.6 12037.5 11127.2 11204.0 1)380.2 1,601.6 THROUGH PIPE 11.2.1 I�•I CONCRETE - CUBIC YARDS - TOTAL 6.0 1 6.6 1 7.3 1 8.0 9.5 11.1 TYPE III ONE LATERAL NOTE: QUANTITIES ARE BASED ON SAME SIZE PIPE ENTRANCE TO AND EXIT FROM BASE AND A 4 FT. MANHOLE ENTRANCE INTO TOP SLAB OF BASE. I.D.+2W-3811 QUANTITIES FOR CONCRETE MANHOLE BOX BASE Computer File Information Sheet Revisions Colorado Department of Transportation Creation Date: 07/04/12 Initials: DD Date: Comments 4201 East Arkansas Avenue Last Modification Date: 07/04/12 Initials: LTA R -X (_) T Denver, Colorado 80222 Full Path: www.coloradodot.info/business/designsupport R -X �� Phone: (303) 757-9083 Drawing File Name: M06040200103 clan R -X A M N +ANS A 1 N Fax: (303) 757-9820 PLAN 503 r1m n FIu rrr, CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X Project Development Branch DD/LTA FLEXIBLE JOINT SEAL SHALL CONFORM TO AASHTO M 198 (TYP.) CLASS B CONCRETE BASE #4@12"� 3" TOE POCKETS AT 16" O.C. IF TOP OF BENCH >_ 18" ABOVE INVERT MANHOLE RISER 311 � 3" MIN. MIN. ° %2" SLOPE D � D ( ° . #4 U 0 12" ALL BASES " MIN. MANHOLE RISER O.D.+ 6 INCHES SECTION B -B F C BASE MAY BE POURED SQUARE AT CONTRACTOR'S OPTION. C B �' D BENCH \ B + ° STE l F�MINI1NNOMMIN LC PLAN MANHOLE I.D. #4 TYPICAL FLOW FLOW D D INVERT ELEVATION INVERT ELEVATION SHOWN IN PROFILE SHOWN IN PROFILE SECTION C -C CAST -IN-PLACE SLAB BASE D L 811 MIN. °.' °. 611 MIN. INVERTS, SPECIAL BASE/CHANNEL DETAILS WILL BE SHOWN ON THE PLANS. 10. FLOW CHANNELS AND INVERTS SHALL BE FORMED BY SHAPING WITH CLASS B CONCRETE OR APPROVED GROUT. 9-401 11. STUB -OUTS SHALL EXTEND 2 FT. MINIMUM BEYOND OUTSIDE WALL SURFACE OF MANHOLE AND BE SATISFACTORILY PLUGGED. 12. THE SLOPE OF THE MANHOLE COVER SHALL MATCH THE ROADWAY PROFILE AND CROSS SLOPE. WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER 1/4" MIN. TO I/2" MAX. SECTION A -A (STEEL IN BOTTOM OF BASE) B CONCRETE D USED FOR 2 LIZATION D p a D ° Dl Di MIN. D 2 MIN. ANGLED LATERALS TYPICAL CHANNELIZATION DETAILS 48" MIN. 9" MIN. CLASS B CONCRETE. (�- REINFORCING CONFORMING TO ASTM C 47 rE L -o- E PLAN D %2" SLOPE --SEE TYP. TIE BAR #4 @ 12", EACH WAY f1-j� 3" CLEAR MANHOLE RING AND COVER (RIM ELEVATION) A FINAL GRADE IN UNPAVED AREA USE CEMENT GROUT '� 2411 GRADE RINGS OR -18 BRICK COURSES PRECAST MANHOLE p ' � 6" SECTIONS °O e D ° ♦ WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER ° 1/4" MIN. TO %2" MAX. FLAT TOP SECTION DETAIL MANHOLE RING AND COVER FINAL GRADE SEE SHEET 3 FOR CONCRETE Dl CURVED nrrl rrTno SHARP ANGLE STANDARD PLAN NO. MANHOLES I M-604-20 Issued By: Project Development Branch July 4, 2012 Sheet No. I of 3 PF 4' DIA. MANHO PRECAS FLEXIBLE SEAL CONE TO AASHTI (TYP.) FLOW FLOW D p INVERT ELEVATION INVERT ELEVATION SHOWN IN PROFILE SHOWN IN PROFILE SECTION E -E PRECAST SLAB BASE A �� A U 0000000 ❑00000❑ ❑00000 000000 1" 00000�� 0000 SLOT 2611 111 - 24" I 811 3411 TOTAL WEIGHT: APPROXIMATELY 400 LBS. SHALL BE GRAY OR DUCTILE CAST IRON IN ACCORDANCE WITH SUBSECTION 712.06. SECTION A -A MANHOLE RING AND COVER LEGEND VARIES 12" MIN. SUITABLE SUBGRADE GRANULAR BEDDING MATERIAL 811 CONCRETE 1 61_611 MIN. PRECAST MANHOLE BASES NOTES: 1. THE BASE SLAB SHALL BE POURED MONOLITHICALLY WITH BOTTOM RISER SECTION. 2. PRECAST MANHOLE BASES SHALL FIT THE CONDITIONS AND LOCATIONS FOR WHICH THEY ARE INTENDED WITHOUT ANY FIELD MODIFICATIONS. ANY MANHOLE BASE WHICH REQUIRES FIELD CUTTING OR MODIFICATION IN ORDER TO FIT THE LOCATIONS INTENDED WILL BE REJECTED BY THE ENGINEER AND REMOVED AND REPLACED BY THE CONTRACTOR AT NO COST TO THE DEPARTMENT. 3. PRECAST MANHOLE BASES SHALL BE BEDDED ON AN APPROVED GRANULAR BEDDING MATERIAL AS SHOWN ABOVE. MANHOLE RISER DETAIL GENERAL NOTES R -X R -X R -X I. SINCE ALL PIPE ENTRIES INTO THE BASE ARE VARIABLE, THE Colorado Department of Transportation 4201 East Arkansas Avenue 10 T Denver, Colorado 80222 Phone: (303) 757-9083 DEPARTMENT OF TRANSPORTATION Fax: (303) 757-9820 Project Development Branch DD/LTA DIMENSIONS SHOWN ARE TYPICAL. ACTUAL DIMENSIONS AND STANDARD PLAN NO. QUANTITIES FOR CONCRETE AND REINFORCEMENT SHALL BE AS Date: Comments REQUIRED IN THE WORK. 311 2. THE PRECAST FLAT TOP MAY BE USED ON ANY MANHOLE. THE Full Path: www.coloradodot.info/business/designsupport NA Drawing File Name: M06040200203.dgn ECCENTRIC CONE MAY BE USED WHEN THE MANHOLE "H" HEIGHT Sheet No. 2 of 3 Issued By: Project Development Branch July 4, 2012 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English IS AT LEAST 8 FT. ° 3. THE MANHOLE RING FRAME SHALL BE SET IN A BED OF GROUT. e THE FRAME SHALL BE SURROUNDED WITH A CEMENT GROUT IN UNPAVED AREA, OR A CONCRETE COLLAR IN PAVED AREA. SEE ° 5'-411 DETAILS ON SHEETS 2 AND 3. ° 4. DESIGN OF BOX BASE IS BASED ON STRAIGHT RUNS OF PIPE OR CHANGE IN DIRECTION OF LESS THAN 450. SPECIAL DESIGN IS REQUIRED FOR 450 OR GREATER. 5. PRECAST MANHOLES AND REINFORCEMENT SHALL CONFORM TO AASHTO M 199 (ASTM C 478). 504 @ 12" (TYP.) 6. CAST -IN-PLACE MANHOLES SHALL BE CLASS B CONCRETE. (PLACE TO WITHIN 7. STEPS SHALL BE REQUIRED WHEN THE MANHOLE DEPTH EXCEEDS 3" OF CYLINDRICAL 3 FT. -6 IN. AND SHALL CONFORM TO AASHTO M 199. OPENING) 8. ALL REINFORCING STEEL SHALL BE GRADE 60 AND EPDXY COATED. VERTICAL STEEL SHALL BE PLACED AT CENTERLINE OF WALL. ALL BARS SHALL HAVE A 2 IN. MINIMUM CLEARANCE. 9. ALL PIPE ENTRIES INTO THE BASE OF MANHOLE SHALL BE CONNECTED BY OPEN CHANNELIZATION ADJUSTED FOR PIPE SIZE, SHAPE, SLOPE, AND DIRECTION OF FLOW. DETAILS SHOWN ARE TYPICAL FOR INSTALLATIONS WITH ALL INVERTS OF SAME RELATIVE 5n.j ELEVATION. FOR EXCESSIVE ELEVATION DIFFERENCE BETWEEN INVERTS, SPECIAL BASE/CHANNEL DETAILS WILL BE SHOWN ON THE PLANS. 10. FLOW CHANNELS AND INVERTS SHALL BE FORMED BY SHAPING WITH CLASS B CONCRETE OR APPROVED GROUT. 9-401 11. STUB -OUTS SHALL EXTEND 2 FT. MINIMUM BEYOND OUTSIDE WALL SURFACE OF MANHOLE AND BE SATISFACTORILY PLUGGED. 12. THE SLOPE OF THE MANHOLE COVER SHALL MATCH THE ROADWAY PROFILE AND CROSS SLOPE. WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER 1/4" MIN. TO I/2" MAX. SECTION A -A (STEEL IN BOTTOM OF BASE) B CONCRETE D USED FOR 2 LIZATION D p a D ° Dl Di MIN. D 2 MIN. ANGLED LATERALS TYPICAL CHANNELIZATION DETAILS 48" MIN. 9" MIN. CLASS B CONCRETE. (�- REINFORCING CONFORMING TO ASTM C 47 rE L -o- E PLAN D %2" SLOPE --SEE TYP. TIE BAR #4 @ 12", EACH WAY f1-j� 3" CLEAR MANHOLE RING AND COVER (RIM ELEVATION) A FINAL GRADE IN UNPAVED AREA USE CEMENT GROUT '� 2411 GRADE RINGS OR -18 BRICK COURSES PRECAST MANHOLE p ' � 6" SECTIONS °O e D ° ♦ WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER ° 1/4" MIN. TO %2" MAX. FLAT TOP SECTION DETAIL MANHOLE RING AND COVER FINAL GRADE SEE SHEET 3 FOR CONCRETE Dl CURVED nrrl rrTno SHARP ANGLE STANDARD PLAN NO. MANHOLES I M-604-20 Issued By: Project Development Branch July 4, 2012 Sheet No. I of 3 PF 4' DIA. MANHO PRECAS FLEXIBLE SEAL CONE TO AASHTI (TYP.) FLOW FLOW D p INVERT ELEVATION INVERT ELEVATION SHOWN IN PROFILE SHOWN IN PROFILE SECTION E -E PRECAST SLAB BASE A �� A U 0000000 ❑00000❑ ❑00000 000000 1" 00000�� 0000 SLOT 2611 111 - 24" I 811 3411 TOTAL WEIGHT: APPROXIMATELY 400 LBS. SHALL BE GRAY OR DUCTILE CAST IRON IN ACCORDANCE WITH SUBSECTION 712.06. SECTION A -A MANHOLE RING AND COVER LEGEND VARIES 12" MIN. SUITABLE SUBGRADE GRANULAR BEDDING MATERIAL 811 CONCRETE 1 61_611 MIN. PRECAST MANHOLE BASES NOTES: 1. THE BASE SLAB SHALL BE POURED MONOLITHICALLY WITH BOTTOM RISER SECTION. 2. PRECAST MANHOLE BASES SHALL FIT THE CONDITIONS AND LOCATIONS FOR WHICH THEY ARE INTENDED WITHOUT ANY FIELD MODIFICATIONS. ANY MANHOLE BASE WHICH REQUIRES FIELD CUTTING OR MODIFICATION IN ORDER TO FIT THE LOCATIONS INTENDED WILL BE REJECTED BY THE ENGINEER AND REMOVED AND REPLACED BY THE CONTRACTOR AT NO COST TO THE DEPARTMENT. 3. PRECAST MANHOLE BASES SHALL BE BEDDED ON AN APPROVED GRANULAR BEDDING MATERIAL AS SHOWN ABOVE. MANHOLE RISER DETAIL Computer File Information R -X R -X R -X Sheet Revisions Colorado Department of Transportation 4201 East Arkansas Avenue 10 T Denver, Colorado 80222 Phone: (303) 757-9083 DEPARTMENT OF TRANSPORTATION Fax: (303) 757-9820 Project Development Branch DD/LTA MANHOLES STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DDO Date: Comments Last Modification Date: 07/04/12 Initials: LTA 311 M-604-20 Full Path: www.coloradodot.info/business/designsupport NA Drawing File Name: M06040200203.dgn NA Sheet No. 2 of 3 Issued By: Project Development Branch July 4, 2012 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English CL OF RIGHT OF WAY 2' UTILITY FL ZONE PL 28' 19' 6" 17' 2' 5'MIN. SIDEWALK 11' TH RU LANE * o 1 /4"/FT 2 �° TYP• 1 �FT 3: f M AX SUBGRADE COMPACTED TO MINIMUM DENSITY PER SOIL CLASSIFICATION, CDOT SECTION 203.07 4" HMA (GR S, PG 64-22) HOT MIX ASPHALT AS SPECIFIED ON DRAWING a BOND BREAKER HERE WHEN ABUTTING EXISTING CONC. SAWCUT EXISTING WHEN REQ' VERTICAL CURB WITH SIDEWALK 6" MIN. COMPACTED SUBGRADE 2" HMA (GR SX, PG 64-22) 53' MIN. ROW LANEAGE SECTION NOT TOS AL RECOMMENDED RESIDENTIAL STREET WITH PARKING (VCG *1 % MIN. - 4% MAX. i DETAIL City of S -A01 LOC.RESID.VCG Wh6atRi�Ld CODE g LOCAL RESIDENTIAL STREETS DEPARTMENT OF PUBLIC WORKS WITH PARKING S ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 MEASUREMENT: SY (PATCHING) PAYMENT: HMA ( ") INCLUDES EXCAVATION TO SUBGRADE, TACK COAT, GEOTEXTILE, NEW HMA, AND COMPACTION. MEASUREMENT: SY (FULL DEPTH RECONSTRUCTION) PAYMENT: HMA (") INCLUDES TACK COAT, NEW HMA AND COMPACTION. EXISTING/ PROPOSED PAVEMENT GRADE A HMA (GRADE SX, PG 64-22) B HMA (GRADE S, PG 64-22) C GEOTEXTILE MATERIAL WHEN DIRECTED BY ENGINEER. 6" STABILIZATION MATERIAL (CLASS 6) /\j WHEN DIRECTED BY ENGINEER FOR 41 WHEN SUBGRADE STABILIZATION NOTE 1: IF PATCHING, AREA TO BE PATCHED SHALL BE SAWCUT TO THE FULL DEPTH OR CUT BY A METHOD APPROVED BY THE ENGINEER WHICH LEAVES A VERTICAL FACE ON THE EXISTING PAVEMENT AND NO DEFORMATION OF THE SURFACE AT THE CUT. APPLY TACK COAT TO CUT FACE. NOTE 2: FOR FULL DEPTH RECONSTRUCTION, ASPHALT THICKNESS SHOWN AS FULL DEPTH. STABILIZATION MATERIAL MAY BE SUBSTITUTED FOR 1" OF ASPHALT AT THE DISCRETION OF THE ENGINEER. NOTE 3: SUBGRADE COMPACTED TO MINIMUM DENSITY SOIL CLASSIFICATION, CDOT SECTION 203.07 NOTE 4: IF STREET IS TO BE MILLED, ASPHALT SHALL BE SOIL CLASSIFICATION, CDOT SECTION 203.07 HMA A B C 6" 2" 4" NA 911 211 311 411 4" NA 4" NA TYPICAL ASPHALT DETAIL HOT MIX ASPHALT 41 DETAIL City of S -E01 HMA CODE Wh6atRid �gc HOT MIX ASPHALT S DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 W z U O U_ LL O z W 0 U U z Q W O <C m 0 };zUzQ C10 CU 2�CV2Q E1-aji UZ�ZQ (N w Lu EDJ J F Q0 Of Q LLW> O Q w � 1°o J z w U w [Do EDQQ Z5 Lu z=�Uo Z J z azC)= 0 wU)Ow�z � LL L af i= 0 O J� Q Q � W Lu > > w Z w=ao�o W �- z = LL U O (D z 'o F- zp 0 wQ>z o z -y z pma QzOz2zw w�ofat m J Q O(/) J ds�-ErLLw� O m= O z of w COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS 3 OF 20 1"=30' Civil Engineering Services QUAIL CREEK ESTATES FINAL DRAINAGE REPORT September 25, 2017 Revised: May 2"d, 2018 Prepared By: Laudick & Laudick Engineering, LLC Contact: Nathan Laudick, PE Email: nathan@laudickeng.com Phone 419-203-5000 Prepared For: Workshop Denver Contact: Brad Weiman Email: brad@workshopdenver.com Phone 720-749-9240 CITY OF WHEAT RIDGE PUBUC WORKS,. ENGINEERING APPROVED FOR: R DRAINAGE N SIDEWALK R CURB & GUTTER 0 STREET 8 MISCELLANEOUS O PLAT COMMENT GINE DATE SUBJECT TO FIELD INSPECTIONS CITY OF WHEAT RIDGE PUBLIC WORKS DATE 5/8/2018 RECEIVED 5/8/2018 9th Submittal 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services Engineer's Certification "This Final Drainage Report for the Quail Creek Estates Subdivision was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Wheat Ridge Site Drainage Requirements and was designed to comply with the provisions thereof' Nathan Laudick, PE Registered Professional Engineer State of Colorado No. 51224 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services Table of Contents I. INTRODUCTION.................................................................................................................................. 4 A. SITE LOCATION...............................................................................................................................4 B. SITE DESCRIPTION.........................................................................................................................4 C. PROPOSED PROJECT DESCRIPTION..........................................................................................5 D. FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO SITE .............................................. 5 II. HISTORIC DRAINAGE SYSTEM......................................................................................................... 5 A. MAJOR DRAINAGE BASINS............................................................................................................5 B. SUB -BASINS AND SITE DRAINAGE...............................................................................................5 III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM............................................................................ 6 A. CRITERIA..........................................................................................................................................6 B. RUNOFF........................................................................................................................................... 7 C. DETENTION......................................................................................................................................8 D. STREETS..........................................................................................................................................9 E. OPEN CHANNEL FLOW.................................................................................................................. 9 F. STORM SEWERS.............................................................................................................................9 IV. CONCLUSIONS..................................................................................................................................10 A. Discuss Impact of Improvement......................................................................................................10 B. State Compliance with Applicable Criteria......................................................................................10 C. Flood Hazard Zone —Wheat Ridge Zoning Ordinance...................................................................11 V. REFERENCES...................................................................................................................................12 APPENDIX A — Proposed Drainage Map....................................................................................................... APPENDIX B — Hydrologic Calculations......................................................................................................... APPENDIX C — Hydraulic Calculations........................................................................................................... APPENDIX D - NRCS Soils Report................................................................................................................ APPENDIXE —FIRM Map.............................................................................................................................. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services INTRODUCTION A. SITE LOCATION The Quail Creek Estates Subdivision (the Site) is an approximate 2.28 -acre residential subdivision located in the City of Wheat Ridge, Jefferson County, and is situated along Quail Street and 32"' Ave. The site lies north of W. 32"' Avenue, east of the Applewood Baptist church and south of recent Quail Hollow Subdivision. The parcel is described as Lot 6, Applewood Knolls, 12th Filing and is located in the NW Ya of Section 28, Township 3 South, and Range 69 West of the 6th P.M. VICINITY MAP SCALE: 1"=2000' B. SITE DESCRIPTION The Quail Creek Estates Subdivision is comprised of approximately 2.28 acres. The site has one residential structure and is mostly open with several trees along the drainage, an unnamed Tributary to Lena Gulch, which traverses the property 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services from the southeast to the northerly property line. The Site is bordered to the east, north, and south by single family residential subdivisions and to the west by Applewood Baptist Church. The Site predominantly slopes from south to north and slightly east to west. The Site is comprised of slopes ranging from two percent in the southerly portion to ten percent on the easterly side. The site is comprised of type C hydrologic soils group (refer to appendix E for soils report and map). There are no known significant geologic features or known irrigation ditches that exists on site. C. PROPOSED PROJECT DESCRIPTION The proposed land is a single family residential subdivision consisting of 4 residential lots and street improvements that provide access. All residential lots are located outside the mapped FEMA 100 -year floodplain. The unnamed tributary to Lena Gulch will be piped along the southern and western property boundary of the project. An overflow channel has been proposed to capture overflowfrom 32"' Ave and convey it to a double Type 'D' inlet at the SW corner of the property. D. FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO SITE The unnamed tributary that runs through the site is the most relevant drainage hazard to the site. Studies of Lena Gulch have been authorized by the Urban Drainage and Flood Control District and the City of Wheat Ridge and have been used as reference material in this report. These reports analyze the unnamed tributary. Below are the references of the reports and studies used in preparation of this report: Flood Hazard Area Delineation (FHAD) Lena Gulch (Lower). dated October 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. Maior Drainaaewav Planning Lena Gulch (Lower Drainaaewav Hydrology Report. dated April 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. HISTORIC DRAINAGE SYSTEM A. MAJOR DRAINAGE BASINS There are no 100 -year floodplains that affect the site. B. SUB -BASINS AND SITE DRAINAGE The site is impacted by an unnamed tributary to Lena Gulch which traverses the site from the south-east to the north-west where it outfalls ultimately to Lena Gulch. The unnamed tributary to Lena Gulch is comprised of sub -basins 85 and 86 as 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services well as a portion of sub basin 87 (approximately 1/3) as studied in the report entitled Major Drainageway Planning Lena Gulch (Lower) Drainageway Hydrology Report (ref. 5). The Applewood Baptist Church currently occupies the area within sub -basin 87. Due to fact that the church area does not drain to the unnamed tributary to Lena Gulch, the area has been removed from the analysis. Peak 100 - year runoff values for these sub -basins (85 and 86) are 301 cfs and 136 cfs, respectively. These flow rates have been updated using the NOAA 14 rainfall data and using CUHP 2.0.0. The results from the updated CUHP model can be found in Appendix B. This results in a total 100 -year runoff of 437 cfs conveyed to the headwall built as part of the Quail Hollow Subdivision. The Peak 5 -year runoff values for these sub -basins are 62 cfs and 27 cfs, respectively. This results in a total 5 -year runoff of 89 cfs. It is assumed that, through pipe flow or overland flow, the 301 cfs from sub -basin 85 will impact the site from the south. However, field investigation found only a 30" RCP discharging to the site from the east along approximately the 33rd Avenue alignment. There are no other discharge points from the east to the property. Analysis of the pipes showthat they do not convey the 62 cfs as indicated for sub - basin 86. In discussions with the City for the Quail Hollow subdivision, it was agreed that the full 62 cfs from sub -basin 86 does not reach the site. The unnamed tributary to Lena Gulch is not a FEMA designated 100 -year floodplain nor is it a flood hazard area identified by UDFCD. For the existing 54" pipe and overflow catchment channel that lead to the proposed 60" pipe, it was assumed that the system would convey approximately 301 cfs. The existing 54" pipe is sloped at 0.7% and in surcharge condition with the HGL matching the box manhole's rim elevation, the 54" pipe can convey approximately 290 cfs. Since the upstream system coming into the junction box is difficult to verify, we have conservatively estimated that 237 cfs will be conveyed by the existing 54" pipe and the remaining 64 cfs will be overtop and be conveyed via the overflow channel. The 30" RCP in sub -basin 86 will be intercepted in Quail St. and conveyed along the north property line of the site. It will discharge the 42 cfs (capacity of 30" RCP flowing full at 1.00%) into the area just upstream of the new headwall built for the Quail Hollow Subdivision. III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM A. CRITERIA 1.) The existing site was subdivided into nine basins. The nine basins consist of sub -basins Al, A2, A3, A4, A6, 0-1, 0-2,and 0-3. All A -Basins will contribute runoff to the water quality pond, while the O -Basins either flow offsite or through the site without being captured by the water quality pond. 2.) The storm water runoff calculations in this report were performed based on methods outlined in the Manual. Due to relatively small sub -basin areas (less than 5 acres) the rational method was used to calculate storm runoff peaks for the minor and major storm events. Design rainfall was taken from the NOAA 14. Overland flow times where calculated based on Equation 6-2 of the 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services Manual. The run-off coefficient values used in this report were taken from Table 6-4 in the Manual. 3.) The Minor Drainage System is designed to transport the runoff from the 5 -year recurrence interval with a minimum disruption to the lots. Minor storm drainage can be conveyed in the curb and gutter area of the street (subject to street classification and capacity), by storm sewer, swales between lots, and open channels. The Major Drainage System is designed to convey runoff from the 100 -year recurrence interval flood to minimize health and life hazards, damage to structures and interruption to traffic and services. B. RUNOFF Sub -basin Al (DP 1) (Q5 = 0.19 cfs, Q,00 = 1.18 cfs) is approximately 0.35 acres and is composed primarily of the western portion of the proposed Lot 4 and the southern 5' of Lot 3. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the water quality pond. Sub -basin A2 (DP 2) (Q5 = 0.19 cfs, Q,00 = 1.21 cfs) is approximately 0.37 acres and is composed primarily of the western portion of the proposed Lot 3 and the southern 5' of Lot 2. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the water quality pond. Sub -basin A3 (DP 3) (Q5 = 0.18 cfs, Q,00 = 1.16 cfs) is approximately 0.35 acres and is composed primarily of the western portion of the proposed Lot 2 and the southern 5' of Lot 1. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the water quality pond. Sub -basin A4 (DP 4) (Q5 = 0.35 cfs, Q,00 = 2.08 cfs) is approximately 0.62 acres and is composed primarily of the western portion of the proposed Lot 1. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the water quality pond. Sub -basin A6 (DP 6) (Q5 = .01 cfs, Q,00 = 0.19 cfs) is approximately 0.05 acres and is composed of direct drainage to the Water Quality Pond A. The Water Quality Pond required storage is calculated as 0.025 acre feet. The pond outlet structure is proposed as a modified Type C inlet with a notch out for a water quality plate as detailed in the construction plans. The water quality plate is designed to release runoff over a maximum of 40 hours, based on the area of imperviousness draining to the pond. The Type C inlet is designed to pass approximately the 100 -yr peak inflow of 5.62 cfs without overtopping the spillway. The pond outlet structure is proposed to outfall to the north via a proposed 12" 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services HDPE and outfall into a 5' manhole and ultimately the existing headwall built for Quail Hollow. The expected flowrate to enter the adjacent sewer system is 0.02 cfs which is the peak water quality outflow from the pond. In storm events larger than the approximate 1.5 year storm (exceeding the WQ Volume), the pond will flow through the grate of the modified Type C inlet and through the 12" HDPE. In event that the Type C inlet is clogged the pond will overtop the 4 -foot emergency spillway and flow north into the above said existing headwall. Sub -basin 0-1 (DP 7) (Q5 = 0.55 cfs, Q,00 = 1.98 cfs) is approximately 0.50 acres and is composed of front 30' of all four lots along Quail Street. The residential lots drain to roadside curb and gutter. Stormwater is conveyed to an existing triple Wheat Ridge combination inlet. This inlet was designed as part of the Quail Hollow Improvements to convey 100 -year flows without overtopping Quail Street. Sub -basin 0-2 (DP 5) (Q5 = .02 cfs, Q,00 = 0.41 cfs) is approximately 0.11 acres and is composed of Tract B, which is the overflow drainage channel along 32"' Ave. The drainage channel was designed to have a 1.5% slope. This basin collects offsite flows from 32"' Ave and conveys them to a double type 'd' inlet connected to the 60" storm sewer. Ultimately flows discharge into the headwall built as part of the Quail Hollow Subdivision. Sub -basin 0-3 (DP 9) (Q5 = 0.01 cfs, Q,00 = 0.12 cfs) is approximately 0.04 acres and is composed primarily a 10' section along the western boundary of the site. Stormwater from this basin runs into a swale along the shared property line with the church and ultimately ends up at the headwall built as part of the Quail Hollow Subdivision. C. DETENTION 1.) Due to the proximity of Lena Gulch, a major drainageway, no 5 -year or 100 - year storm water detention is required. Water quality treatment will be employed for on-site stormwater runoff. 2.) The Water Quality Pond required storage is calculated as 0.025 acre feet. The pond outlet structure is proposed as a modified Type C inlet with a notch out for a water quality plate as detailed in the construction plans. The water quality plate is designed to release runoff over a maximum of 40 hours, based on the area of imperviousness draining to the pond. The Type C inlet is designed to pass approximately the 100 -yr peak inflow of 5.62 cfs without overtopping the spillway. The pond outlet structure is proposed to outfall to the north via a proposed 12" HDPE and outfall into headwall built for the Quail Hollow subdivision and ultimately end up in the Lena Gulch. The expected flowrate to enter the adjacent sewer system is 0.02 cfs which is the peak water quality outflow from the pond. In storm events larger than the approximate 1.5 year storm (exceeding the WQ Volume), the pond will flow through the grate of the modified Type C inlet and through the 12" 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services PVC. In event that the Type C inlet is clogged the pond will overtop the 4 - foot emergency spillway and flow north into the above said headwall. D. STREETS Quail Street is the only street with flow from the project being introduced to it. All flow from 32nd Ave is assumed to overtop the curb and enter the proposed overflow channel. The flow coming from the east on 32nd will travel along the eastern edge of Quail St. The basin 0-1 will sheet flow into the proposed Quail St. west curb and gutter and travel north until it reaches the existing type -r inlets at the NE property corner. The flow rates are 0.55 and 1.98 cfs during the 5 -yr and 100 -yr storm, respectively. Velocities are 2.88 and 4.12 fps during the 5 -yr and 100 -yr storm, respectively. The flow depth in the curb and gutter will be 0.11 ft and 0.18 ft during the 5 -yr and 100 -yr storm, respectively. The spread is 3.63 ft and 5.48 ft during the 5 -yr and 100 -yr storm, respectively. E. OPEN CHANNEL FLOW A proposed overflow channel is located along 32nd Ave and directs overflow from 32nd Ave. into the overflow channel that runs along the southern property line. The swale is trapezoidal, with a 3 ft. depth and side slopes of 31-11V and a 2 -ft. wide bottom. This yields a total width of 20.00 ft. This will only see flow when the capacity of the 36" and 48" pipe that lead to the existing box manhole at 32nd and Quail is exceeded and flow enters directly into the Quail Creek Estate site after overtopping the north curb line of 32nd Ave. The longitudinal slope of the channel is 1.50%. The maximum depth generated in the swale during the 100 -year storm event is 1.75 ft. The channel was designed to carry 64 cfs at this flow depth. The maximum velocity generated in the swale during the 100 -year storm event is 5.04 fps. The swale will be grass lined with buried riprap reinforcing. A manning's n - value of 0.035 was assumed. The flowterminates at a double Type 'D' inlet, which when has a ponding depth of 1.88' can accept the entire 64 cfs flow into the storm pipe system. It is proposed that the overflow channel will be irrigated to insure vegetation will successfully take root on the 3:1 side slopes. Along with additional landscaping to soften the steep side slopes and block the view of the grass swale from the public, we think the 3:1 side slopes should be allowed. Because of the rarity of the storms in the open channel we believe the maintaining the tract by manpower is more than feasible. There should be no buildup of material that would require a skid steer to enter into overflow channel. Cross sections have been provided in the Appendix C that show the anticipated 100 -year flow through each section of the natural channel. F. STORM SEWERS There is a total of four separate storm sewer systems related to the development of the proposed Site. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services Pipe sizes on site range from a minimum of 12" HDPE to convey low flows to Quail Hollows wetlands to the 60" HDPE pipe conveying the unnamed tributary flows. A 30" HDPE pipe extension will intercept the existing flow discharging into the NE portion of the site and convey it along the north property line to the existing headwall. This pipe will discharge at the low -flow elevation to carry water to the existing wetlands in Quail Hollow. The 30" HDPE is a continuation of the existing 30" RCP and will convey the required 42 cfs. The Pond outlet in Water Quality Pond A is a modified Type C inlet with a notch out to install a water quality orifice plate. 12" HDPE pipe will discharge from the Type C inlet into a 5' manhole and ultimately to the low flow channel of the existing headwall. The proposed 60" HDPE pipe discharges through the existing headwall drop apron. The 60" HDPE has capacity well above the 100 -yr flow amount of 301 cfs. IV. CONCLUSIONS A. Discuss Impact of Improvement 1.) Solutions to mitigate any adverse impacts include a water quality pond constructed to provide WQCV forthe drained area. Storm sewers are designed to convey 100 -year flows within the Site meeting criteria set forth by LlDFCD. The drainage patterns created by this development are consistent with the typical drainage patterns for a single-family residential subdivision. Developed storm runoff will be directed away from proposed structures to prevent damage that could otherwise occur. The developed storm runoff will flow overland in grass swales, curb and gutter, and pans to the storm inlets that will direct the flow into an underground storm sewer system. The lot drainage will be conveyed via a grass swale to the water quality pond. The pond will store the storm runoff, treat it for water quality and release flows at acceptable rates. The facilities to be built with this subdivision will effectively prevent damage to property due to storm water runoff and will not have any adverse impacts on the 100 -year water surface elevations of Lena Gulch nor have any adverse effects on downstream properties. The streets flows, depths, velocities, and spread meet all applicable requirements. B. State Compliance with Applicable Criteria 1.) There are no detention ponds located within the Site due to relatively small drainage areas and proximity to the Lena Gulch Floodplain. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services 2.) There is an application for a U.S. Army Corps of Engineers Nationwide 29 permit associated with wetland impacts as related to the proposed development. C. Flood Hazard Zone — Wheat Ridge Zoning Ordinance The proposed development of the Site will not have any adverse impacts on the 100 -year water surface elevations of Lena Gulch nor have any adverse effects on downstream properties. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services V. REFERENCES 1. Urban Storm Drainage and Flood Control District Drainage Criteria Manual, Volumes 1, 2. and 3, Denver Regional Council of Governments, April 2008. 2. Jefferson County Storm Drainage Design and Technical Criteria, Jefferson County Colorado, October 2013. 3. FEMA FIRM 08059CO213F & 08059CO194F effective date February 5, 2014. 4. Flood Hazard Area Delineation (FHAD) Lena Gulch (Lower), dated October 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. 5. Major Drainagewav Planning Lena Gulch (Lower Drainagewav Hydrology Report, dated April 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. 6. National Resources Conservation Service Web Soil Survey Golden Area, Colorado, Quail Hollow U.S. Department of Agriculture Soil Conservation Service, March 12, 2014. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Civil Engineering Services APPENDIX A — Proposed Drainage Map 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO REOPENED M'GwALL RFNFDRCF PER M -BO', A WATER WA A WAFER PLAT PLAN NTS (1) STANDARD CLOT CLOSE MESH GRATES -INSTALL PER SUCH M STANDARD M-604-11 .01 p WATER DUALLY ORIFICE PIAIE 4'T TRASH RACK V34.94 B'-3' WINGWALT I (1) STANDARD COOT CLOSE MESH ly GRATES -INSTALL PER COOT M p STANDARD M-604-11 12" HOPE ELEVATION N11 CREST OF EMERGENCY SPILLWAY ns (RP) 5• 3'(M) I OS. FILTER STAINLESS RATER iSP OE PC1VO MATCH OF CV EIEV 543J aunuLv PorvD OVERY VS ExISTINC STEEL WELL SCREEN OR 1z° HDPE ` .....EINE UP TRASH RACK AND WATER DUALLY ORIFICE PLATE, SEE DETAILS —� p61NEC I PLAN NTS (1) STANDARD CLOT CLOSE MESH GRATES -INSTALL PER SUCH M STANDARD M-604-11 .01 p WATER DUALLY ORIFICE PIAIE 4'T TRASH RACK V34.94 B'-3' WINGWALT I (1) STANDARD COOT CLOSE MESH ly GRATES -INSTALL PER COOT M p STANDARD M-604-11 12" HOPE ELEVATION N11 CREST OF EMERGENCY SPILLWAY ns (RP) 5• 3'(M) 50 -YEAR OVERFLOW WSEL OS. FILTER STAINLESS RATER iSP OE PC1VO MATCH OF CV EIEV 543J aunuLv PorvD OVERY VS ExISTINC STEEL WELL SCREEN OR �esvIONO s4J7sa �,-- BASIu 4 p61NEC MEL POINT 1 RIP -RAP MMUMIC) 035 ZED II 3 BEDDING 1/4' THICK GALVANIZED 2 STEEL PLOT OVERIAPPEI 0.37 4" FROM GAP IN EMERGENCY SPILL WAY SECTION CONCRETE NTS 035 TOP OF POND = OF POND = 543783 4' CREST LENGTH BOT FC (AS SHOWN /ON PIAN VIEW) TO BE STABILIZED wTH UDFCD/ SEED MIX FOR HIGH WATER 12' DEPTH TYPE L TABLE CONDITIONS BURIED RIP -BAP EMERGENCY SPILL WAY PROFILE W Zz U) ORIGINAL SCALE. f= 30' LOSE ns (RP) 5• 3'(M) DATE 0.9292017 OS. FILTER STAINLESS DRAWN BY RL CHECKED BY STEEL WELL SCREEN OR .ER sM BASIu CgRRRUTIN p61NEC 0100 POINT 1 Al W Zz U) ORIGINAL SCALE. f= 30' LOSE LEGEND BASIN IF (*I YR. RUNOFF COEFFICIENT 100 YR. RUNOFF COEFFICIENT AREA IN ACRES DESIGN POINT PROPERTY LINE ■��■ DRAINAGE BASIN BOUNDARY <_ FLOW ARRDW NOTES: I. BUILDING MATTERS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCnON. wG PLATE I STAINL5/ESfi S a a STEEL BOLLS v QI FDA 2 - 1/2 0 CARBON STEEL 1/4'x1 SPACED ®20' WELL SCREEN 1/Y PACT FRAME TRASH RACK SEE ATTACHED TON BY ADEFEAT THIS STEEL Br WELDING ALL ARE ND SECTION AA HEADWALL OPENING NTS OUTLET STRUCTURE DETAIL MODIFIED TYPEC' INLET SIT DEVELOPED RUNOFF DATE 0.9292017 OS. FILTER STAINLESS DRAWN BY RL CHECKED BY STEEL WELL SCREEN OR .ER sM BASIu CgRRRUTIN p61NEC 0100 POINT 1 Al MMUMIC) 035 DEC, 019 CES 119 2 A2 0.37 0.19 121 BETWEEN WIPES A3 035 013 115 6 AC 062 035 2 W fi AB 0.50 0D1 019 01 011 055 1.96 s O.2 0.04 CAN 041 9 O -S o M 0.1 012 LEGEND BASIN IF (*I YR. RUNOFF COEFFICIENT 100 YR. RUNOFF COEFFICIENT AREA IN ACRES DESIGN POINT PROPERTY LINE ■��■ DRAINAGE BASIN BOUNDARY <_ FLOW ARRDW NOTES: I. BUILDING MATTERS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCnON. wG PLATE I STAINL5/ESfi S a a STEEL BOLLS v QI FDA 2 - 1/2 0 CARBON STEEL 1/4'x1 SPACED ®20' WELL SCREEN 1/Y PACT FRAME TRASH RACK SEE ATTACHED TON BY ADEFEAT THIS STEEL Br WELDING ALL ARE ND SECTION AA HEADWALL OPENING NTS OUTLET STRUCTURE DETAIL MODIFIED TYPEC' INLET SIT 1'-0' CARBON STEEL 1 1/4-1 1/2' INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL Br INLERMmENT WELDS SCREEN FRAME COMPACTED NAIVE SOIL v (TO BE STABILIZED WNT IRRIGATED SOD) SECTION B -B SWALE D RN NTS 0 O 2 €?o M ®4,B€0 ®sk 3RB o :SPED b gP yA3o E g 9583.5 W i Lu Z zW DO LLI \ cr /6 O Lu m =)a Uw2 J rr, Lu 0 0�7( czc a G m BB17-006 CO WRI mei NEVI510Neery DRAINAGE PIAN RAINAGE PLAN DATE 0.9292017 OS. FILTER STAINLESS DRAWN BY RL CHECKED BY STEEL WELL SCREEN OR R1fWNNAq PROP. APPROVED EQUAL USING ,193 VEE WIRE WITH 0.139 OPENINGS BETWEEN WIPES 1'-0' CARBON STEEL 1 1/4-1 1/2' INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL Br INLERMmENT WELDS SCREEN FRAME COMPACTED NAIVE SOIL v (TO BE STABILIZED WNT IRRIGATED SOD) SECTION B -B SWALE D RN NTS 0 O 2 €?o M ®4,B€0 ®sk 3RB o :SPED b gP yA3o E g 9583.5 W i Lu Z zW DO LLI \ cr /6 O Lu m =)a Uw2 J rr, Lu 0 0�7( czc a G m BB17-006 CO WRI mei NEVI510Neery DRAINAGE PIAN RAINAGE PLAN DATE 0.9292017 DRAWN BY RL CHECKED BY NAL R1fWNNAq PROP. OF 20 i°=30' Civil Engineering Services APPENDIX B — Hydrologic Calculations 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO PROJECT: QUAIL CREAK ESTATES Civil Engineering Services SUBJECT: JOB #, BB17-006 DATE: 5/2/2018 By: NAL Basin Name Square Footage Acres Lawns/ Landscaped (sf) Lawns/ Landscaped (Acres) Asphalt/ Concrete (sf) Asphalt/ Concrete (Acres) Roofs (sf) Roofs (Acres) Cz Soil Type "C" Composite Runoff Factors Ce C10 Coro I Al 15,437 0.35 12,437 0.29 0 0.00 3,000 0.00 0.13 0.19 0.27 0.56 19.10 A2 15,998 0.37 12,998 0.30 0 0.00 3,000 0.07 0.13 0.19 0.27 0.56 18.50 A3 15,315 0.35 12,315 0.28 0 0.00 3,000 0.07 0.13 0.19 0.27 0.56 19.24 A4 27,053 0.62 21,274 0.49 1,721 0.04 4,058 0.09 0.14 0.21 0.29 0.57 21.43 A6 2,155 0.05 2,155 0.05 0 0.00 0 0.00 0.01 0.05 0.15 0.49 2.00 0-1 1 21,822 0.50 1 12,464 0.29 9,358 1 0.21 0 1 0.00 0.33 0.40 0.46 0.66 44.03 0-2 4,808 0.11 4,808 0.11 0 0.00 0 0.00 0.01 0.05 0.15 0.49 2.00 0-3 1,899 0.04 1,899 0.04 0 0.00 0 0.00 0.01 0.05 0.15 0.49 2.00 =f= Totals: 104,487 2.40 80,350 1.84 11,079 0.25 13,058 0.30 0.16 0.22 0.19 0.58 23.39 Lans Use Imp., I LawnsAandscaped 2 Asphas/Concrete 100 Roofs 90 IMP P-788 W RN xlse 5/3/20189.50 AM PROJECT: QUAIL CREAK ESTATES SUBJECT: TIME OF CONCENTRATION Civil Engineering Services TIME OF CONCENTRATION JOB #. BB11-006 DATE. 5/22018 BY NAL -NOTE. ARVADA REQUIRES MIN. Tc -10 MIN. JML TIME (Ti)(Mal 300'] 1 = Heavy Meadow 1 25 TRAVEL TIME (TO 2 5 3 = Short pasture & lawns 3 TCCHECK (Uroanized Basins) FINAL Tc Time to 10 Basin No. Area (acres) SYr. co-eff. Elevations Upstream I Downstream Dist. (R) Slope No) Ti (min) Elevations Upstream I Downstream Dist. (ft) Slope No) Vel. (fps) Tt (min) Tc Length (ft) Tc (min) (min) Peak" Flow am Al 035 0.19 5455 5449 104 58 93 5449 544628 102 2 3 12 14 10 206 111 10 10] Developed Re 0 3 0.19 544933 5445 115 38 113 5445 544405 36 26 3 12 05 118 151 108 10.8 10.8 Developed Ae 035 0.19 1 544].05 544264 118 37 115 544264 544194 27 26 3 12 04 118 145 108 10.8 1 10.8 Developed A4 062 021 5445 543915 150 39 125 543915 54388 22 16 3 09 04 129 172 110 11.0 11.0 Developed As 005 0.05 5441 5438 12 250 22 5438 543]2 30 2] 6 32 02 24 42 102 24 5.0 Developed o-1 OSO 040 5455.11 545256 73 35 72 545256 544461 470 93 17 6 24 32 104 544 130 104 10.4 Developed o-2 011 0.05 5454.]4 5452 77 10 19 22 5452 77 54482 151 30 3 13 19 4.1 161 109 4.1 5.0 Developed o-8 004 0.05 54454 5440 78 41 113 54 5440 78 5435 511 11 3 07 122 176 552 131 13.1 13.1 Developed -NOTE. ARVADA REQUIRES MIN. Tc -10 MIN. ' Noe of Land Surtace for Overland Tavel Time VELOCITY COEFFICIENTS 1 = Heavy Meadow 1 25 2= Tillage /Field 2 5 3 = Short pasture & lawns 3 1 4 = Neatly bare ground 4 10 5 = Grassed waterway 5 15 6= Paved areas and shallow paved swales 6 20 To P-1oowRNAM, 932018950 AM Civil Engineering Services CALCULATED BY: DATE: CHECKED BY: NAL 5/2/18 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) JOB NO: BB17-006 PROJECT: QUAIL CREAK ESTATES DESIGN STORM: 2 Year 2 Y P-7006 DRNAIs, 522018950 AM DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME BASIN € € € € REMARKS Al 1 Al 0.35 0.13 10.75 0.05 2.06 0.09 A2 2 A2 0.37 0.13 10.84 0.05 2.04 0.09 A3 3 A3 0.35 0.13 10.81 0.05 2.04 0.09 A4 4 A4 0.62 0.14 10.96 0.09 2.04 0.18 A6 6 A6 0.05 0.01 5.00 0.00 2.60 0.00 0-1 7 0-1 0.50 0.33 10.41 0.17 2.08 0.34 0-2 5 0-2 0.11 0.01 5.00 0.00 2.60 0.00 0-3 8 0-3 0.04 0.01 13.07 0.00 1.86 0.00 2 Y P-7006 DRNAIs, 522018950 AM Civil Engineering Services CALCULATED BY: DATE: CHECKED BY: NAL 5/2/18 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) JOB NO: BB17-006 PROJECT: QUAIL CREAK ESTATES DESIGN STORM: 5 Year 5 Y P-7006 DRNAIs, 522018950 AM DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME BASIN € € € € REMARKS Al 1 Al 0.35 0.19 10.75 0.07 2.76 0.19 A2 2 A2 0.37 0.19 10.84 0.07 2.74 0.19 A3 3 A3 0.35 0.19 10.81 0.07 2.74 0.18 A4 4 A4 0.62 0.21 10.96 0.13 2.74 0.35 A6 6 A6 0.05 0.05 5.00 0.00 3.50 0.01 0-1 7 0-1 0.50 0.40 10.41 0.20 2.78 0.55 0-2 5 0-2 0.11 0.05 5.00 0.01 3.50 0.02 0-3 8 0-3 0.04 0.05 13.07 0.00 2.56 0.01 5 Y P-7006 DRNAIs, 522018950 AM Civil Engineering Services CALCULATED BY: DATE: CHECKED BY: NAL 5/2/18 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) JOB NO: BB17-006 PROJECT: QUAIL CREAK ESTATES DESIGN STORM: 100 YEAR 100YR P-7006 DRNAIs, 522018950 AM DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME BASIN € € € € REMARKS Al 1 Al 0.35 0.56 10.75 0.20 5.91 1.18 A2 2 A2 0.37 0.56 10.84 0.21 5.87 1.21 A3 3 A3 0.35 0.56 10.81 0.20 5.87 1.16 A4 4 A4 0.62 0.57 10.96 0.35 5.87 2.08 A6 6 A6 0.05 0.49 5.00 0.02 7.60 0.19 0-1 7 0-1 0.50 0.66 10.41 0.33 5.96 1.98 0-2 5 0-2 0.11 0.49 5.00 0.05 7.60 0.41 0-3 8 0-3 0.04 0.49 13.07 0.02 5.46 0.12 100YR P-7006 DRNAIs, 522018950 AM DETENTION BASIN STAGE -STORAGE TABLE BUILDER OD -Detention, Version 3.07 (February 2017) Project: Quail Creek Estates Basin ID: —�zoxe zxiz •, — IE z De thl ern= ass ft pn11 pn x00` Example Zone Configuration (Retention Pond) Stege-Stoncge Stege Ovenitle Length Wleth A. Ove"I a Aree Volume Volume Required Volume Calculation Seleuted BMP Watershed Pementege Hytlmlogin Soil Group A- Pementege Hytlmlogin Soil Group B - Panesmage Hytlmlogin Soil Groups C/D - Desiretl WQCV Drum Time - Location for 1 Rainfall Depths= Water Quality capture volume (WQCV) _ Excess Urban Runoff Volume (EURV) _ 2 -yr Runoff Voluma (P1 - 016 in) _ Syr Runoff Volume (P1 =1 04 10.yr Runoff Volume (P1 =1 2B 2Syr Runoff Volume (P1 =1 50 Yr Runoff Volume (P1 =1 01 100.yr Runoff Volume (P1 - 2 21 500.yr Runoff Volume (P1 = 286 Appre;amate 2 -yr Detention Volume - Appro;ameta Syr Detention Volume = Appre;amate 120 Y Detention Volume = Appro;ameta 2Syr Detention Volume = Appi-ex mate 50 yr Detention Volume = Appi-ex mate 100 yr Detention Volume - Stage -Storage Calculation Zone l Voinme(WQCV)- 0025 crafeet Caleut Zone 2 stances Volume(Optional)= end feet Calsut Zone 3 Sr`'as Volume(Optional)= end feet Total Detention Basin Volume= 0025 crafeet Initial SureLares VOlume(ISV)= ffn3 Initial Sure hared Depth (I SD)= ft Total Available Detention Depth (Hl -use' ff Depth of Turks Channel (HTI)= ft Slops of Turks Channel (Syr)- ff/ft Slopes of Main Basin Sides (S-0- IHV Basin Len is re Width Ratio (R�) - nitisl Surcharge Area (A,,,)= use, ff12 Sure hated Volume Length(Li- use, ft Surcharge volume Width (W,,,,)= use, ft Depth at Basin Fiber (HIL p)=Use'ff Length at Basin Fiber(LIL—)= ft Worm at Basin Fiber (W ft Area of Basin Fiber(Ar, x,r)=user ff12 Volume of Basin Fiber(V�oa)= ff^3 Depth of Main Basin (Hi,-) - user ft Length of Mein Basin (L„,mi,�)11ft Width of Men Bee n (W-1 ff Ares of Main Basin (A„ ,mff^2 Volume of Main Basin (V,,,,) BIB Calculated Total Basin VOlume(V,a„Jder, feet DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD ONenrion, Version 3ID (February2017) Civil Engineering Services APPENDIX C — Hydraulic Calculations 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO SD1 — 100—YR FLOW Pop, ID Rim Invert I Min Pipe Cover I Max HGLJ Link ID Length J Dia J Slope I UpInvert J oxInvert J Max OlCip Max Sol to) Max Depth () Jun Al( 7006 SMA H1) 31P-7006SUM H11 41P-7006SUM H11 Jun 02 545456 545566 54 37 544372 543826 544 66 544728 544292 543555 542414 542800 236 343 124 267 392 5450.56 5451 70 544456 544527 543826 543500 Link 02 UP 7006 �U27 �P-7006STM (1))IP- 7006 STM X1¶.6 (1)(P-7006STM (1))IP- 7006 STM X1¶.22(P-7006STM (1)) Link 03 2015 1S 46 21800 28505 4777 450 500 500 500 500 00069 00271 60316 60228 60239 544]]0 544724 54429 543565 542414 544756 544313 543605 542434 542800 23700 23700 30100 30100 30100 1505 159 1745 159 159 436 471 500 500 500 12" Low FLOW PIPE DURING 100 VR FLOW 54K E5 '4A CO 267 00 C C06 54T, 15 54� co 188 SD2 -100 YR FLOW Or95 N00 N[: Ir10 Ir15 1490 145: 1 t Ir95 NIO 149: 11% 1 t5 1460 NE: 1 t Ir15 NBO NE: IN] I 11 9400 eL` 3110 NG ]420 92! Er3) 9x95 9410 9415 2+!C 9r55 9-60 9465 'h)[ 9N5 9-80 2485 21Y 9N5 9-00 11405 NC 945 9-90 11495 3l 9N5 9-40 Sid[v 1111 v16e G FIT 1111 I liq Min PiP!Co•etll9 Mm HGL 1111 -4 o Lei Of Ge m1 14E IA) DCII if,) onlI IN HaQp6) vax'JdRh) Hm Dei ll, Eupu19voEC E MSTH117 IOP'006E-MITI M-10 3m 01 544611 51153 544444 547 T '.4'.131 5416.?'. 5435 E7 54435 NY 33 309 '..93 5.?? 061 544633 54453 544446 54613 E435.23 IP MSIH119P?00631M iP TCE STM III"P100851H M P SLESTM III'?P7006STM ill A0' 46'6 58 E[ 41.15 2;0 2 DD 2 DD 0cloo o3m 03134 5041 5436 ?5 543398 j2' M85 543617 543445 539! 4745 42'.4 11: 0 975 833 2'.0 253 233 Pop, ID Rim (R) Invert na Min Pipe Cover Mt Max HGL() Link ID Length (R) Dia (R) Slope I UpInvert oa oxInvert pa Max OlCip Max Sol to) Max Depth () WO POND OUTFALL-100YR MH10 0001 543701 543615 543491 50.3425 543400 110 090 543743 543670 543522 UP 7006 11¶.25(P-7006 STM 11¶ Link 01 3478 ]39 100 300 00101 00339 543491 543425 543456 543400 559 4619 ]14 1022 100 182 Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 332ND AVE OVERFLOW SECTION Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 3.00 Invert Elev (ft) = 100.00 Slope (%) = 1.50 N -Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 64.00 Elev (ft) Section 104.00 0819x8181. 102.00 101.00 100.00 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, May 3 2018 = 1.75 = 64.00 = 12.69 = 5.04 = 13.07 = 1.66 = 12.50 = 2.15 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) Depth (ft) 4.00 9118I81 2.00 1.00 M i nn of Inlet User -Defined gle of Inclined Grate (must be <= 30 degrees) dth of Grate ngth of Grate )en Area Ratio ight of Inclined Grate )gging Factor ate Discharge Coefficient ifice Coefficient =_ir Coefficient Version 4.05 Released March 2017 AREA INLET IN A SWALE DOUBLE TYPE'D' INLET Inlet 1 i6\0_ Inlet Type = User -Defined 0.0 67.7 0 = 0.0 0.00 W = 6.00 L = 6.00 ARATIO = 0.70 HB = 0.00 Cf = 0.50 fEHlb Cd = N/A e Co = I 0.64 C. = 1.46 Water Depth at Inlet (for depressed inlets, 1 foot is added for depression) d = Total Inlet Interception Capacity (assumes clogged condition) Qa = Bypassed Flow, Qb = Capture Percentage = Qa1Qo = COX MINOR MAJOR 0.00 1.88 0.0 67.7 0.0 0.0 100 100 sfs :fs Yo UD-Inlet_v4.05.xlsm, Inlet 1 4/18/2018, 4:58 PM Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. Rear Yard Swale - 100yr Flow User -defined Invert Elev (ft) = 99.25 Slope (%) = 2.64 N -Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 5.62 (Sta, EI, n)-(Sta, EI, n)... ( 0.00, 100.00)-(22.50, 99.25, 0.035)-(30.00, 100.00, 0.035) ireIelelen 100.00 99.50 0 5 10 Section Wednesday, May 2 2018 Highlighted Depth (ft) = 0.36 Q (cfs) = 5.620 Area (sgft) = 2.59 Velocity (ft/s) = 2.17 Wetted Perim (ft) = 14.42 Crit Depth, Yc (ft) = 0.35 Top Width (ft) = 14.40 EGL (ft) = 0.43 15 20 Sta (ft) 25 30 35 Depth (ft) 1.75 1.25 0.75 0.25 -0.25 n 7r Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. Rear Yard Swale - FULL User -defined Invert Elev (ft) = 99.25 Slope (%) = 2.64 N -Value = 0.035 Calculations Compute by: Known Depth Known Depth (ft) = 0.75 (Sta, EI, n)-(Sta, EI, n)... ( 0.00, 100.00)-(22.50, 99.25, 0.035)-(30.00, 100.00, 0.035) ireIelelen 100.00 99.50 0 5 10 Section Wednesday, May 2 2018 Highlighted Depth (ft) = 0.75 Q (cfs) = 40.37 Area (sgft) = 11.25 Velocity (ft/s) = 3.59 Wetted Perim (ft) = 30.05 Crit Depth, Yc (ft) = 0.75 Top Width (ft) = 30.00 EGL (ft) = 0.95 15 20 Sta (ft) 25 30 35 Depth (ft) 1.75 1.25 0.75 0.25 -0.25 n 7r Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 5 -YR - STREET DEPTH Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 1.55 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 0.55 Elev (ft) Section 101.00 08181ME 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.11 = 0.550 = 0.22 = 2.47 = 3.73 = 0.14 = 3.63 = 0.20 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 5 -YR - STREET DEPTH Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 2.30 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 0.55 Elev (ft) Section 101.00 08181ME 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.10 = 0.550 = 0.19 = 2.88 = 3.50 = 0.14 = 3.40 = 0.22 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 100 -YR -STREET DEPTH Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 1.55 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 1.98 Elev (ft) Section 101.00 08181ME 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.18 = 1.980 = 0.55 = 3.57 = 5.63 = 0.25 = 5.45 = 0.38 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 100 -YR - STREET DEPTH - MAX VEL Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 2.30 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 1.98 Elev (ft) Section 101.00 08181107 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.16 = 1.980 = 0.48 = 4.12 = 5.27 = 0.25 = 5.10 = 0.43 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Laudick & Laudick Engineering, LLC 16/17 APPENDIX D - NRCS Soils Report 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties September 23, 2017 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/healthn and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. Contents Preface........................................................................................................... How Soil Surveys Are Made........................................................................ SoilMap......................................................................................................... SoilMap...................................................................................................... Legend........................................................................................................ MapUnit Legend......................................................................................... MapUnit Descriptions................................................................................. Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties............................................................................................ 44—Englewood-Urban land complex, 0 to 2 percent slopes ............... 106—Nunn-Urban land complex, 2 to 5 percent slopes ...................... References................................................................................................... . Cl How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes, the general pattern of drainage, the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components, the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. Cusum Soil Resource Report Soil Map r+sscAemx1i N ° v m A °�o��m webMa� � m�� o E�ne � 34 9 MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils 0 Soil Map Unit Polygons Wet Spot Soil Map Unit Lines Other Soil Map Unit Points Special Point Features () Blowout Transportation Borrow Pit Rails Clay Spot 0 Closed Depression Gravel Pit Gravelly Spot a Landfill ALava Flow 46 Marsh or swamp Mine or Quarry 0 Miscellaneous Water 4 Perennial Water V Rock Outcrop + Saline Spot Sandy Spot f Severely Eroded Spot O Sinkhole ,A Slide or Slip Sodic Spot Custom Soil Resource Report rur Interstate Highways US Routes Major Roads }y Local Roads Background . Aerial Photography IN MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2014—Aug 21, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Spoil Area Q Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation �..ty Rails rur Interstate Highways US Routes Major Roads }y Local Roads Background . Aerial Photography IN MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2014—Aug 21, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background ILYAM»XH4L1U Custom Soil Resource Report 11 LVA MaI L1 I ; M N LVA UT4 I M L1 I imagery displayed on these maps. As a result, some minor shiftinq of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (C0641) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 44 Englewood -Urban land complex, 0 to 2 percent slopes 0.9 35.5% 106 Nunn -Urban land complex, 2 to 5 percent slopes 1.6 64.5% Totals for Area of Interest 2.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The if: Custom Soil Resource Report delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 13 Custom Soil Resource Report Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties 44—Englewood-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: jpp0 Elevation: 5,200 to 6,500 feet Mean annual precipitation: 13 to 17 inches Frost -free period. 126 to 142 days Farmland classification: Not prime farmland Map Unit Composition Englewood and similar soils: 65 percent Urban land: 20 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Englewood Setting Landform: Alluvial fans, drainageways Down-slope shape: Linear Across -slope shape: Linear Parent material: Clayey, calcareous alluvium Typical profile H1 - 0 to 9 inches: clay loam H2 - 9 to 39 inches: clay, clay loam H2 - 9 to 39 inches: clay loam, clay H3 - 39 to 60 inches: H3 - 39 to 60 inches: Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Very high (about 17.4 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Foothill (R049BY208CO) Other vegetative classification: CLAYEY FOOTHILL (048AY208CO) Hydric soil rating: No Ml Custom Soil Resource Report Description of Urban Land Typical profile H1 - 0 to 6 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No Minor Components Typic haplaquolls Percent of map unit: 15 percent Landform: Flood -plain steps Hydric soil rating: Yes 106—Nunn-Urban land complex, 2 to 6 percent slopes Map Unit Setting National map unit symbol: jpkk Elevation: 5,200 to 6,500 feet Mean annual precipitation: 13 to 17 inches Frost -free period. 126 to 142 days Farmland classification: Not prime farmland Map Unit Composition Nunn and similar soils: 65 percent Urban land: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Alluvial fans, mesas, terraces Down-slope shape: Linear Across -slope shape: Linear Parent material: Clayey, calcareous alluvium Typical profile H1 - 0 to 6 inches: clay loam H2 - 6 to 30 inches: clay, clay loam H2 - 6 to 30 inches: clay loam, loam H3 - 30 to 60 inches: H3 - 30 to 60 inches: Properties and qualities Slope: 2 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained iN Custom Soil Resource Report Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: Very high (about 19.3 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Foothill (R049BY208CO) Other vegetative classification: CLAYEY FOOTHILL (048AY208CO) Hydric soil rating: No Description of Urban Land Typical profile H1 - 0 to 6 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No i[ References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L. M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ n res/detail/nati o na I/soils/?cid= n res 142 p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www. nres. usda. gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www. nres. usda. gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid= nres142 p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detai I/natio na l/l anduse/rangepasture/?cid=stel prdbl 043084 17 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ n res/deta i I/soi Is/scienti sts/?cid=nres142 p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE DOCUM ENTS/n res142p2_052290. pdf iE: Laudick & Laudick Engineering, LLC 17/17 APPENDIX E - FIRM Map 6324 Xavier Ct. 419-203-5000 ph laudick@gmail.com Arvada, CO MAP SCALE 1" = 500' 50 0 500 1000 FEET METER z J JV 11 I FIRM to LVIVG r1G5376 L vaw iy In 0<_ 29TH AVE w COLORADO OA K RA � W 30TH AVE 5389 5380' O a AGF��Fw (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CO CONTAINS: F RAN VIEW ANGEVIE� F2 W 38TH AVE JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F 28TH PL Q W 29TH Avg ` CER T\NILI GyT z O W 29TH AVE w rn P 5386 ::.::::::::::::::::.::. Notice to User: The Map Number shown below ZONE AE a Z)oR u7 �z -441 �,,• �� used on insurance applications for the subject 28TH AVE C� rn En Lo w o C7 2 5388 M YNRMAP NUMBER C' O u 12 ' f •C ti � O 2 '9 O O v x o MAP REVISED I M ZONE AE � s a r n 2 v s co Q Lena Gulch 27TH cn z d. 9 tS Q�c� (3� Q o LQ I W 37TH PL 4402000mN O � QO �cflV)wo 00 0 LQ:::.: �c,� .:.:.:: .:##::# W 36TH �O � U) U) U 2 U) U) .c� d O .::�::::.'.::: .:::'::�:::" ::::: ::..... PL O O z 5414 01 .::::::::" .::::::::::::"' d T N� W 36TH J Y 5415 4' �' ...::.'' .:.. W 36TH AVE � U) AVE � w w z 5416 W N::::#:''#::':'::::::' H v J J J W O z W 36TH (I� �+J _ O W 35TH PL 2 z ZONE AE W 35TH PL Y ZUi Cn � 5418 co w o 0 5419 21 W 35TH AVE W 35TH AVE 54171 y z 5422-"sQ�,p s 5418 � z Q`' o ° W 34TH p < 3°�N AVE z W 34TH PL 3��N C/) 2� 3 U) w 34T 11 AVF r Y v Pv E W 33RD AVE C/) W MAP SCALE 1" = 500' 50 0 500 1000 FEET METER �^ `1•v1 ^' A^` V....................................................CO JV 11 I FIRM to FLOOD INSURANCE RATE MAP L In ................................ ......................... ........................ ........................... 29TH AVE COLORADO OA K RA � W 30TH AVE 4401 000m PANEL 213 OF 675 O a AGF��Fw (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAINS: RAN VIEW ANGEVIE� F2 O� JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F 28TH PL Q W 29TH Avg ` CER T\NILI GyT W 29TH AVE o� Notice to User: The Map Number shown below a Z)oR _ 5o �� z -441 �,,• �� used on insurance applications for the subject 28TH AVE C� P� 28 T H Q C7 2 � 5 YNRMAP NUMBER O u 12 ' f •C ti � O 2 '9 O O v x o MAP REVISED I P a r n 2 v s Q 27TH R0 y I O I v P 2 U) .c� J _ ......................................... MAP SCALE 1" = 500' 50 0 500 1000 FEET METER This is an official copy a of portion of the above referenced flood map. It p p was extracted usingF-MIT On -Line. This ma does not reflect changes p 9 or amendments which may have been made subsequent to the date on the Y q title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov D PANEL 0213F FIRM to FLOOD INSURANCE RATE MAP In JEFFERSON COUNTY, ® COLORADO AND INCORPORATED AREAS PANEL 213 OF 675 a (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAINS: COMMUNITY NUMBER PANEL SUFFIX JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F WHEAT RIDGE, CITY OF 085079 0213 F Notice to User: The Map Number shown below should be used when placing map orders; the Community Number shown above should be used on insurance applications for the subject a community. YNRMAP NUMBER 1 08059CO213F x o MAP REVISED 'J'° g FEBRUARY 5, 2014 Federal Emergency Management Agency This is an official copy a of portion of the above referenced flood map. It p p was extracted usingF-MIT On -Line. This ma does not reflect changes p 9 or amendments which may have been made subsequent to the date on the Y q title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov Design change information Note: The design modifications altered the lots and tracts on the plat approved by Planning Commission on February 15, 2018. As such, the plat was required to be re -heard by the Planning Commission at a public hearing. That re -hearing took place on May 17, 2018. or imo all yrs erre oubech RE pmm�nannot. Wednesday, onl 11, 20 18 12 08 00 Ph Hl Brad Noted The plat will net be recorded Zack Wallace Mendez SD 235 2352 WCity atR�lge COMMVNIIY DtnweMTnr From: Bad@woMfiopdenver mm <Bad@workshopdenvec mm> Sent Tuesday, April lo, 2018837 PM To: Zackery Wallace <zwallace@clwresti ng, to us, Cc: Nathan Laudl W, BE bethansClauil cii Chris Mcelvaln PLS<survey3o3@aol cii Dave Bmssman <dbmssman@ci wresting, m.un Subject Quail Geek Estates. ZEN, Please hold off on pen orAng the plat We need to make a couple adjustor eats. Wewill get back to you with the adjusted plat for poor ew within the next week Please DO NOT RECORD THE PLAT. Sued welded vresdndt Office: ]20]46-9240 rdm Cellular, 30 Ad? S94S Maggie: ole -312-2696 wonrsboedadyen.cod Ask us about our quadded design buned/ogued. S H p p d&T O �]IRILLw Spoke with Bad Wednesday Sounds like they're gomgto do a redesign Arch, channel and storm sewer due to rlpap m:t:. He previously asked If we would allow chem to remove the ripen and after consulting UDFCD welsh Mm know we couldn tallow that His dpap costswea coming In at $200k so he's looking to upslze the pipe to a 54- or 60" and eliminate much Arch, channel and riprap. He was goingto meet with his englneerthls morning to discuss options and he said he'd all me If they had any questions onchelr concept Idldnthearfromhlm, solassumetheygot l[sortedoul. I an reach out to him early past weak to get an update dome in defferied BE Civil Fri Wheat yRidge, CD MRS O@Ioe there: RDS Fg5 1666 FAX CDC Fg5 FF57 www r wM1®Mtlee , he of �Whe"a PVtRLlge RLIC WORKS From: Zachary Wallaee Sent Fri day April 6, 2018143 PM To: Dave Bmssman cdbm55man@ci wheatr dge cc us,, Jordan Fail Gjeffedes@elwbeatddgecous, Subject: Quail Geek Any Quail Crack updates since we lasttalked about It on Wednesday? Brad sent over the SIA and asked If cherewas anythl ng else he needed to do before we record the plat But If the plat Is likely going to change than I dont think we want to record the one that Is sitting on my peak_ Zack Wallace Mendez Sulged: RE Quail Creek Ridge, oml6,201814918n, mac,003 n, Spoke with Bad Wednesday Sounds like they're gomgto do a redesign Arch, channel and storm sewer due to rlpap m:t:. He previously asked If we would allow chem to remove the ripen and after consulting UDFCD welsh Mm know we couldn tallow that His dpap costswea coming In at $200k so he's looking to upslze the pipe to a 54- or 60" and eliminate much Arch, channel and riprap. He was goingto meet with his englneerthls morning to discuss options and he said he'd all me If they had any questions onchelr concept Idldnthearfromhlm, solassumetheygot l[sortedoul. I an reach out to him early past weak to get an update dome in defferied BE Civil Fri Wheat yRidge, CD MRS O@Ioe there: RDS Fg5 1666 FAX CDC Fg5 FF57 www r wM1®Mtlee , he of �Whe"a PVtRLlge RLIC WORKS From: Zachary Wallaee Sent Fri day April 6, 2018143 PM To: Dave Bmssman cdbm55man@ci wheatr dge cc us,, Jordan Fail Gjeffedes@elwbeatddgecous, Subject: Quail Geek Any Quail Crack updates since we lasttalked about It on Wednesday? Brad sent over the SIA and asked If cherewas anythl ng else he needed to do before we record the plat But If the plat Is likely going to change than I dont think we want to record the one that Is sitting on my peak_ Zack Wallace Mendez RCOoaity of n MVNIT'DenwrwErvr PC approval follow up and payments City of Wheat Ridge 2018-03-20 11:33 CDBB FOR PARK IMPROVEMENT/BY/EDARC CDBO18774 AMOUNT FMSD FOR PARK IMPROVEMENT/B 7,491.87 FMSD ZONING MISCELLANEOUS F 23.00 PAYMENT RECEIVED AMOUNT VS / 0925 2,500.00 AUTH CODE: 020138 CHECK: 5683 5,014.87 TOTAL 7,514.87 Parkland fees & recording fees City of Wheat Ridge W. 32nd Avenue Public Improvements 2018-03-20 12:10 CDBB Fees -in -lieu SIDEWALK COMMERICAL DEV. FEE CDB018777 AMOUNT FMSD SIDEWALK COMMERICAL DE 6,058.00 PAYMENT RECEIVED AMOUNT VS / 0925 2,500.00 AUTH CODE: 020132 CHECK: 5684 3,558.00 TOTAL 6,058.00 Zackary Wallace From: Zackary Wallace Sent: Monday, March 19, 2018 12:16 PM To: Brad@workshopdenver.com Cc: PE Nathan Laudick; Mark Bishop; Maggie Bilger Subject: RE: 3275 quail street Attachments: Quail Creek Conditions - PC minutes.pdf Hi Brad, With the final plat and mylar you will also need to submit the parkland dedication fees and recording fees. • Parkland dedication fees: $7,491.87 • Recording fee (2 pages): $23 The mylar will need to be submitted with the owners signatures and surveyors signatures. If the owners each want to stop by City Hall and sign and notarize the document here with one of our notaries on staff, just let me know. All signatures must be signed with a thin black Sharpie. Please make sure the final mylar has the additional notes required by the Planning Commission as conditions of approval. Also please resubmit a .pdf and .dwg of the updated plat document as well. Once we receive the mylar we need to route it for City signatures before recording it at the County. I will start the official addressing of the lots after we receive the plat. We will also need a signed copy of the SIA. In terms of the HOA documents, we just need to see whatever portion of the documents speaks to maintenance of Tract A. Thanks, Zack Wallace Mendez Planner II 303-235-2852 -�` - City of 9rWh6a4. dee CC'0AmAmuNrrYDEWL0PMENT From: Brad@workshopdenver.com <Brad@workshopdenver.com> Sent: Monday, March 19, 2018 8:59 AM To: Zackary Wallace <zwallace@ci.wheatridge.co.us> Cc: PE Nathan Laudick <nathan@laudickeng.com>; Mark Bishop <chessmark62@gmail.com>; Maggie Bilger <maggie@workshopdenver.com> Subject: 3275 quail street Zac, Can you please let me know what else you are needing from me to get the permits processed so we can start the work. - I do know that we are submitting final plats and molars tomorrow. -For the HOA are you just needing the declarations for the HOA at this point and then will require at a later date the bylaws rules and regs? -I believe we should be getting approval on the SWMP this week. Anything else you need from us to get this permit issued? Sorry for redundancy this is my first minor subdivision in wheat ridge. Brad Weiman President Brad@workshoydenver.com Office: 720-746-9240 Cellular: 303-949-5945 Maggie: 818-312-2696 workshopden ver. com Ask us about our guaranteed design build program. �` dVi . houzz �. k 0 p 'THRILLIST Planning Commission Public Hearing Info February 15, 2018 Commissioner WEAVER added that she works and lives among agricultural uses and when you don't have large continuous spaces it is hard to do agricultural work. She explained that when you look at the zoning map there are not agricultural activities being done in the A-1 zone districts. Commissioner WEAVER added that the City of Wheat Ridge has done an excellent job at creating zone districts for what is appropriate for the neighborhoods. Vice Chair BODEN called for a vote. Motion recommending APPROVAL carried 5-1 with Commissioner VOS voting no. B. Case No. MS -17-08: an application filed by Brad Weiman, for approval of a 4 -lot subdivision for single family homes located at 3275 Quail Street. Ms. Mikulak gave a short presentation regarding the subdivision and the application. She entered into the record the contents of the case file, packet materials, the zoning ordinance, and the contents of the digital presentation. She stated the public notice and posting requirements have been met, therefore the Planning Commission has jurisdiction to hear this case. Commissioner LEO asked if the applicant is also the developer. Ms. Mikulak said the applicant is not the current property owner, he is the one entitling the property and believes he also plans to develop it, but will let him explain his role. Commissioner VOS asked for clarification on the Forestry Division's referral comments related to the landscaping in the drainage area. Ms. Mikulak said that design standards have recently been adopted for drainage features that includes making open channel drainage more natural with native seed, grasses and bushes. This subject's drainage will not be cement, but will be natural looking. The Forestry Division had commented on the proposed plant materials and seed mix. Commissioner VOS commented that this property was platted as a part of Applewood Estates and wondered if it will still be a part of Applewood Estates. Ms. Mikulak explained that with a replat it will become its own Quail Creek Subdivision. Commissioner DORSEY asked why lot one is much bigger than the other lots. Planning Commission Minutes -4— February 4— February 15, 2018 Ms. Mikulak said the applicant can answer this question, but explained that even though lots 2, 3 and 4 look small in comparison they exceed the minimum lot size in the R-1 zone district which is 12,500 sq. ft. Commissioner BUCKNAM wanted condition number 3 confirmed from the possible approved motion. He asked if it means only lots 1 and 2 cannot get a building permit until there is a demolition permit for the current house on the property. Ms. Mikulak confirmed this condition. Commissioner BUCKNAM asked if there is also a drainage on the west side of the church site. Mr. Brossman explained there are two tributaries that carry water from a large basin in the Lakewood area to Lena Gulch, on either side of the Baptist church property. The one on this subject property will be a 48 inch pipe that will carry a bulk of the flow from 32"d and Quail. This drainage design was reviewed carefully and will connect to Quail Hollow subdivision on its way to Lena Gulch. Commissioner BODEN asked if the cement detention structure to the northwest of the property will be maintained. Mr. Brossman explained the HOA from this subdivision will have to maintain this area. Commissioner BODEN also asked if some of the trees on the subject property will be preserved. Staff recommended the applicant address this. Brad Weiman, Applicant 4455 W 30t' Avenue, Denver Mr. Weiman gave a brief background of himself and growing up in the surrounding area of West Arvada and Golden areas and wanting his kids to have the same great experiences he did. He said he is a developer by profession and plans to develop the four lots and live with his family on lot 1. He wanted a big lot for his kid to play on. He explained he will keep as many trees as possible, but will get rid of some of the trees that are not very healthy and those in conflict with homes or drainage improvements. He does have plans to add some trees. Will Sugai, Resident 11158 West 33rd Avenue Mr. Sugai asked if the lot will be elevated and by how much. Also, he asked about the drainage easement on the east side of the subject property that is being vacated. Planning Commission Minutes -5— February 5— February 15, 2018 He thought it is part of the drainage from the other side of the street and wondered if that drainage will be built into the new calculations. Mr. Weiman said the current elevation will be raised about 24 inches above the drainage features, but no higher than the level of the sidewalk. He also added the homes will be 2 -story. Mr. Weiman said the existing drainage has been accounted for and the pipe will be tied to the drainage on the subject property. Nathan Laudick, Civil Engineer Mr. Laudick explained that a 30 -inch pipe will connect to the existing drainage structure on Quail Street into the new drainage facilities. It was moved by Commissioner WEAVER and seconded by Commissioner LEO to recommend APPROVAL of Case No. MS -17-08, a request for approval of a 4 -lot subdivision on property zoned Residential -One (R-1) and located at 3275 Quail Street, for the following reasons: 1. All agencies can provide services to the property with improvements installed at the developer's expense. 2. The requirements of Article IV of the zoning and development code have been met. With the following conditions: 1. Note 11 on sheet one shall be modified by replacing the first two sentences with the following text: "Utility easements are granted on private property as shown herein." 2. Add plat note: "A consolidation plat must be applied for Lots 1 and 2 if the existing house is not demolished within 2 years of recordation of this plat." 3. No building permit shall be issued for Lots 1 or 2 until a demolition permit is issued for the existing home. 4. The developer shall enter into a subdivision improvement agreement whereby all required infrastructure improvements are in place prior to issuance of building permits for individual lots. 5. The developer shall pay fees in lieu of parkland dedication in the amount of $7,491.87 at the time of plat recording. 6. The Homeowners' Association covenants be reviewed and approved by Staff prior to issuance of building permits. Motion carried 6-0 Commissioner Weaver stated she is supporting this motion because the drainage will be improved in this area. Planning Commission Minutes -6— February 6— February 15, 2018 8. OLD BUSINESS 9. NEW BUSINESS Ms. Mikulak mentioned that it is anticipated there will be Planning Commission hearings on March 1 and March 15. She also shared an article written by an attorney from the City of Wheat Ridge attorney's office regarding quasi-judicial and ex parte issues. 10. ADJOURNMENT It was moved by Commissioner DORSEY and seconded by Commissioner VOS to adjourn the meet' at 8:19 p.m. Motion carried 6-0. Sc' hm, Chair Robin Eaton, Deputy City Clerk Planning Commission Minutes -7— February 7— February 15, 2018 MS -17-08 /Quail Creek Request for approval of a 4 -lot minor subdivision for property zoned Residential -One (R-1) Planning Commission Zoning Map February 15, 2018 cc Q. a- _ - rt AV Islid— ir d, At.. Aerial From W. 32nd Avenue looking west From Quail Street looking north From Quail Street looking northwest, Quail Hollow in background From Quail Street looking northwest at existing home Subdivision 101 Reconfiguration of lots, tracts, or parcels for sale or development Does: • Removes, creates, or defines property lines • Allows city to evaluate ROW • Allows city to evaluate civil docs (traffic, drainage) Does not: • No change to the zoning • No change to permitted uses • Does not look at site design or building placement ,g• ane From Quail Street looking northwest, Quail Hollow in background From Quail Street looking northwest at existing home Subdivision 101 Reconfiguration of lots, tracts, or parcels for sale or development Does: • Removes, creates, or defines property lines • Allows city to evaluate ROW • Allows city to evaluate civil docs (traffic, drainage) Does not: • No change to the zoning • No change to permitted uses • Does not look at site design or building placement QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY Or JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 EAS Rmsolmsim OF TRACT 2E BROO�DE LET 28 .T LET LOT LOT I gg I Zia Acm R� 931 OUITET A. R-1 MNG CAP. M 34W Ol8 3 QUAIL CREEK ESTATES ..... A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P. M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 2 MTE On glUl Orw AMA. COVER SHEET MEY QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY Or JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 EAS Rmsolmsim OF TRACT 2E BROO�DE LET 28 .T LET LOT LOT I gg I Zia Acm R� 931 OUITET A. R-1 MNG CAP. M 34W Ol8 3 Sheet Two — Proposed Conditions Sheet Two — Proposed Conditions .r�---------- ------ ra --"7— f r'.meYOmn.°dm. / w rnwr' on.� n rn nrt .. i�'a's"'ii 9 n�ra'wu �wn✓.'�niex�n i LOT i LLOOT 2 LOTS �:/ LOT 4 heet Two — Proposed Conditions Referral Public Works Plat has been approved West Metro Can serve — fire hydrant required Xcel Can serve Century Link No concerns Forestry Commented on plant selection w/in drainage Sanitation Can serve — coordination will be ongoing Bus stop on 32nd substandard — no RTD modifications at this time No comments: Water, Lakewood, Comcast, Police, Parks, Building Staff Recommendation Staff concludes: — All agencies can serve the property — All requirements of sub regs have been met Staff recommends APPROVAL with conditions: — Modify Note 11 regarding utility easements — Add note requiring consolidation of Lots 1 and 2 if the existing house remains after 2 years — No building permits until demo of existing house —SIA required — Parkland fees owed — HOA required ♦�4le 1w Ir Wh6atRiLd e g CITY OF WHEAT RIDGE PLANNING DIVISION STAFF REPORT TO: Planning Commission MEETING DATE: February 15, 2018 CASE MANAGER: Zack Wallace Mendez CASE NO. & NAME: MS -17-08 / Quail Creek Subdivision ACTION REQUESTED: Request for approval of a 4 -lot subdivision for single-family homes LOCATION OF REQUEST: 3275 Quail Street APPLICANT (S): Brad Weiman OWNER (S): Tiffany Grunert and Daniel Barnhart APPROXIMATE AREA: 99,605 square feet (2.28 acres) PRESENT ZONING: Residential -One (R-1) PRESENT LAND USE: Single-family home ENTER INTO RECORD: (X) CASE FILE & PACKET MATERIALS (X) SUBDIVISION REGULATIONS (X) ZONING ORDINANCE (X) DIGITAL PRESENTATION Loca Planning Commission 1 Case No. MS-17-08/Quail Creek Subdivision Site JURISDICTION: All notification and posting requirements have been met; therefore, there is jurisdiction to hear this case. I. REQUEST The applicant is requesting approval of a 4 -lot subdivision on property zoned Residential -One (R-1) located at 3275 Quail Street. The property currently consists of one oversized parcel with one single- family home. The purpose of the request is to allow for the demolition of the existing home and the construction of four new single-family homes. This request is considered a `minor' subdivision, which requires a public hearing before Planning Commission. For this case, Planning Commission is the final authority for approval. The purpose of a subdivision plat review is to confirm appropriate lot configuration, access, rights-of- way, easements and utility service to enable future development. II. EXISTING CONDITIONS The property is located at the northwest corner of 32nd Avenue and Quail Street. The property is zoned R-1, a zone district that provides for high quality, safe, quiet, and stable low density residential neighborhoods. The existing single-family home on the property was constructed in the early 1980s, and is surrounded by primarily single-family neighborhoods, with the exception of Applewood Baptist Church bordering the property to the west �. To the east of the subject property is a typical city block of single-family homes on lots averaging approximately 9,300 square feet. This block is zoned Residential -One A, which allows for slightly smaller lot sizes and setbacks than the R-1 zone district. To the northeast is Prospect Valley Elementary School, and to the northwest is the recently platted Quail Hollow subdivision, which is nearing completion, and zoned R-1. To the west is the Applewood Baptist Church. South of 32nd Avenue is the City of Lakewood, which is zoned for single-family homes This property was originally platted in 1975 as Lot 6 of the Applewood Knolls — 12d' Filing subdivision, which includes the property on the west side of Quail Street between 32nd Avenue and the platted, but unbuilt 35d' Avenue (Exhibit 3, Current Plat: Applewood Knolls —12`h Filing). III. PROPOSED SUBDIVISION PLAT Plat Document The proposed plat document consists of two pages. The first page includes a legal description of the property; signature blocks for the owner, City, surveyor and County; and standard declarations and notes. The second page includes the proposed lot layout, including lot lines, tracts, and easements Lot Configuration The site is rectangular in shape, approximately 553 feet wide along Quail Street, and approximately 177 feet deep. Planning Commission Case No. MS-17-08/Quail Creek Subdivision The proposed subdivision plat creates 4 parcels oriented towards Quail Street. In the R-1 zone district, the newly platted lots are required to be at least 12,500 square feet in size and have 100 feet in width. All four of the proposed lots exceed these requirements, ranging in width from 105 feet to 212 feet in width and 15,806 to 29,460 square feet in size. Public Improvements When new properties are created through the subdivision process, staff reviews adjacent street improvements to confirm that they meet current roadway standards. Quail Street is classified as a local street meaning it provides access to residential land uses, and serves low traffic volumes. The current minimum standard for a local street includes a 2 -foot gutter, a 6 -inch vertical curb, and a 5 -foot attached sidewalk. Quail Street is currently substandard and will require a 1 '/2 foot right-of-way dedication. The developer will be responsible for constructing the curb, gutter and sidewalk along Quail Street. West 32nd Avenue is classified as a minor arterial meaning it provides access to regional destinations, economic centers, and freeway interchanges, serving moderate traffic volumes. The current minimum standard for 32nd Avenue includes a 6 -foot detached sidewalk and 6 -foot wide amenity zone, which will require a right-of-way dedication of 5 '/2 feet since 32nd Avenue is currently substandard in width. Additionally, a 10' radius right-of-way dedication at the intersection of Quail Street and 32nd Avenue will be required to construct ramps that are ADA compliant. Because a detached sidewalk facility does not currently exist along W. 32nd Avenue and because this frontage is relatively short, Public Works has requested fees -in -lieu of construction along 32nd Avenue at this time. Fees are approximately $52.35 per linear foot of ROW frontage, but may be reduced since curb and gutter already exist. Drainage The property is currently bisected by a substantial drainage way, which flows from the southeast corner of the site, across the property, north through the Quail Hollow Subdivision, and eventually discharging into Lena Gulch. Currently this drainage flows through an open natural channel across the subject property, until reaching 33`d Avenue, where it then flows into a culvert and re-emerges in the Quail Hollow development. The proposed plat reroutes the drainage way through an open channel along the western property line and will be located in Tract A. This tract occupies a 20-25 foot wide strip along the southern and western boundary of the property, buffering the proposed single-family lots from 32nd Avenue and the adjacent church (Exhibit 4, Proposed Plat: Quail. The tract is also fully encumbered by a drainage easement to ensure long term the drainage improvements exist in perpetuity (note 13 on the cover sheet). The Public Works Department has carefully reviewed and worked with the developer's engineering team in order to ensure this drainage way adequately accommodates the drainage flowing through the site. Public Works has approved the Final Drainage Report for this subdivision. The Planning Division has also been working with the developer's landscape architect to ensure this feature is properly designed and landscaped as required by Section 26-507 of the Municipal Code. Easements It is standard practice to include utility easements along the perimeter of all lots created for single- family homes. This plat establishes easements of varying widths surrounding the lots. Staff is recommending a condition of approval that modifies the easement note on sheet one (Note #11) to better reflect the conditions shown in the graphic on sheet two. Planning Commission Case No. MS-17-08/Quail Creek Subdivision IV. AGENCY REFERRALS All affected service agencies were contacted for comment on the subdivision plat regarding the ability to serve the property. The developer will be responsible for any needed upgrades to accommodate the proposed development. Specific referral responses follow. Wheat Ridge Public Works: The plat has been reviewed and approved. West Metro Fire Protection District: Noted that a fire hydrant is required at the northwest corner of 32°d Avenue and Quail Street, and that homes over 8,500 gross square feet require residential fire sprinkler systems. Xcel Energy: Noted the overhead power lines along 32°d Avenue. Century Link: No objections. Wheat Ridge Forestry and Open Space: Provided some comments regarding species noted on the landscape plan within the Civil Construction drawings. Northwest Lakewood Sanitation District: No objections. Regional Transportation District (RTD): Requested the bus stop along 32°d Avenue to be modified and updated to current standards. Since the City is not requiring any improvements along 32°d Avenue, the bus stop will not be modified at this time. Staff has been in contact with RTD regarding this matter. No comments were received from Consolidated Mutual Water District, the City of Lakewood, Comcast Cable, Urban Drainage and Flood Control District, Wheat Ridge Police Department, Wheat Ridge Parks and Recreation Department, and the Wheat Ridge Building Division. Referral recipients are advised that no comment received indicates having no objections or concerns regarding the proposal. V. STAFF CONCLUSIONS AND RECOMMENDATIONS Staff concludes that the proposed subdivision plat results in a logical lot layout for the proposed future development. Staff further concludes that the subdivision plat complies with the standards in Article IV of the zoning and development code (subdivision regulations) and that all utility agencies can serve the property with improvements installed at the developer's expense. For these reasons, staff recommends approval of the subdivision plat with the conditions listed below. VI. SUGGESTED MOTIONS Option A: "I move to recommend APPROVAL of Case No. MS -17-08, a request for approval of a 4 - lot subdivision on property zoned Residential -One (R-1) and located at 3275 Quail Street, for the following reasons: 1. All agencies can provide services to the property with improvements installed at the developer's expense. Planning Commission Case No. MS-17-08/Quail Creek Subdivision 2. The requirements of Article IV of the zoning and development code have been met. With the following conditions: 1. Note 11 on sheet one shall be modified by replacing the first two sentences with the following text: "Utility easements are granted on private property as shown herein." 2. Add plat note: "A consolidation plat must be applied for Lots 1 and 2 if the existing house is not demolished within 2 years of recordation of this plat." 3. No building permit shall be issued for Lots 1 or 2 until a demolition permit is issued for the existing home. Planning Commission Case No. MS-17-08/Quail Creek Subdivision EXHIBIT 1: AERIAL Planning Commission Case No. MS-17-08/Quail Creek Subdivision EXHIBIT 2: ZONING MAP Z�iz,ogc Geographic Information Systems Legend OSubject Property City of Lakewood Displayed Zone Districts Residential -One (R-1) .4 Residential -One A(R-1A) U Residential -Two (R-2) J - Planned Residential Development (PRD) MRD LM Sdte Plane Coordina[ Projection N cobrado Central Zone Datum: NAD83 Planning Commission 7 Case No. MS-17-08/Quail Creek Subdivision This page intentionally left blank. Planning Commission Case No. MS-17-08/Quail Creek Subdivision EXHIBIT 3: CURRENT PLAT APPLE WOOD KNOLLS -12TH FILING [see attached] Planning Commission Case No. MS-17-08/Quail Creek Subdivision This page intentionally left blank. Planning Commission 10 Case No. MS-17-08/Quail Creek Subdivision X \ V Wki tett: M'S APPLE WOOD KNOLLS -12TH FI LI -NG (WS 75-05) BEING A PORTION OF THE NWI/4 SECTION 28, T3S, R69W - 3 WHEAT RIDGE, COLORADO p Z i 4O W , i O I I I I W�O/ C '_. I \�Gl (J :•� .. ... .. •) I ...... ... ......... ...:{ ..... I .. .. ..... I � x\11 I .:•: ( I I �'3 '� I .... ' _• IO •. ,. 41 mX. QUA /L STREET 47e' Wo `I0 Q p v h h o 4" DJ J �---- 1/2 SC�uare ZN W N 0012'W 12G Z.52' N89°35.3'5 feel in m 72,79 44.7,3 . _ 44.7/ " .55.29 !00' /00' _ _100 _ /G 7' 10 80 j10' y P --- -- --- ---- — -----ti' I------"o No 1;>W Z-76. 95' ro �0Goea emen7' W58903 00 2--58-9°4B—`W-5` 0 ba5terly limit of <o�Q) z 3 5010' .08 /0.0289 .92' s�%T2t eeSqpu �anr e /00 year flood way M \ TRACT 2 WLQ cp LooF K) TRACT I � 00 d h CO Iq 1300 1, 10' 0ra/noge eosernerlt'9 �) h lOQ I -� O rj^ �/ //ortherly /imi t r Z i W o Lena Gulch 10o year m � Z � ,... a flood plane in accord -map h, (�1e9terly /irnit .of 50°15 2'E _. O r once with Mosier .Orofn- ` loo year flood way �-�1 I— ~ O age %clan, Volume two, Z pN y y E 133. Z4'--�— N m uneh1975 Mhltr� cLou 2I° G` �g.2S s IO.OB g' 9 /O Util/ easement - �� Io Utility ea9ement ---,--l42.5Z'---- - ---100 -- --- --%00' -7----100' - -----/00 -- ----315, 16' ------------ -------------- 80 -------- - 50 29,92. \� I • 50015.2,E 12 97. 78' `\d DEDICATED TO CITY OF WHEAT RIDGE v ;"-- BY THIS PLAT ro (t V1 q V ,C N lg C � 0 s, O U Z 00 APPI-EWOOD s 0 I I KNOLLS -12TH FILING 0 W w 0 0 N N F 0 O Q O ° Nva:° W mW a: m WW Z 4 0 Scale:1 =5 NOTES: 1. The total acreoge • under this 5ubdi vi5i0n i-5-5. 27 acres including all dedicated areas. I 2. All anglea ore octuol measured angles. 3. Thi -v 5ubd1*vivion does not lie withr'n fhe 100 year w,flood plain on Lena Gulch a.� defined by the Corp of Engineers Flood F/airs Information Volume _V., November 1970, Except os shown on /ot 1 • 4. Bearings were determined by observotion of the gun. 5TH 17 tl1i PUBLIC SERVICE COMPANY OF COLORADO CIT/Y OF WHEAT RIDGE -DIRECTOR i OF PUBLIC WORKS �_ — Md ATES ]EVEPHONE AND ELEGRAhH CITY OF WHEAI RIDG - H MAN OF PARKS AND RECREATION MISSION CITY OVWREAT RI -CITY ENGINEER AVE. 1P KNOLLS ST AVE. CLERK AND RECORDER'S CERTIFICATE w•j,yT AVE' EIGHTH FILING KNOL LCKN O PL ° STATE OF COLORADO I W FILING COUNTY OF JEFFERSON-NSS 0 o W H AVE, -1 hereby certify that thio plat was filed in my ofifice T.. �Z- _ ofly 'clock _, m. an -AVA-014 day of �Y - -, 1976, OAK . and is duly#recorded in Plan File 0 � '>,��; Fee_ paid_--��' � �; ;� �� -----• VICINITY MAP o Scale:l"=500' Gi mss` ,fir �•Y STATE OF COLOR<400 SS COUNTY OF JEFFERSON The foregoing instrument was acknowledged before me this_($T�_ do -'4 of- A. 0•,19,76 by P. H. Jacobson and Wilrna M.✓acob,ion. Witneso nay hand and official seal. My commi5sibn expires Res��+la� s9rt9't-7_ __. r NOTARY SURVEYOR'S CERTIFICATE I, Emmett L. Lane, do hereby certify that -,'he Survey of the boundary of APPLEWOOD KNOLLS -127-H F/LING wa.5 made under my supervivion and the accompany/ng plat accurately repre - vents 5aio;,,�urvey, 5igneci!,• th�bl_.��th_ day of�Lo��mlze�, 1975 EGISTERED D URVEYOR REGISTRATION NO. 438 ATTORNEY'S CERTIFICATE an attorney at law duly licenced to practice before Court's of record of Colorado, do hereby certify that I have examined title of all lands hereinabove dedlcatedand Shown upon the wRhlfn plot a5 a publ/c way, and the ti tle to .such lands iS in the dedicator free and clear of all liens and encr.mbronceo. 5/geed thi5___Z2 rc day of_�-, /976 ATTORNEY PLANNING COMMISSION CERTIFICATE Th/s:,is to certify the within plot ha8 been approved by the Planning Commission of the City of Wheat Ridge, Colorado. ") 4 mN 7 v :: ;re�ba.2�rm � DEDI CATION R.H.Jacobvon and Compony, os Trustee, being the owner of fhe real prop-, erty described as follow,. The Eiz of Tract 21, Brookside •subdivision, Jefferson County, Colorado, and a parcel of ground in the Resubdivision of Tract 20, Broolc9ide, Jefferson County, C-0/0 rado, which liee adjacent and east of /-be rvest line of the Resubdivision of Tract 20, Brookside, Said parcel being a strip Shown on the Piot as a /0 fool' drainage easement and whose width i_ 13.5 feet on the north and 12.6 feet on fhe South; hos /old out, Subdivided and platted void land ds per the drawing hereon contained under the name and style of APPLEWOOD KNOLLS - 12TH FILING a subdiv/Sion of o part of The City of Wheat Ridge, Colorado and by these presence do ded/cote to the City of Wheat Ridge and the public the 9treet5, roads, and ovenuee and ' drives as shown on the accompanying plot for fhe public use thereof forever and do further dedicate to -the use of the City of Wheat Ridge and all munici'vally owned and /or municipolly franch/ved utilities and Servicee and special serv/ce districts, those portions of void real property which are vo designated as eo5ement5 and right_ -of-way for the construct/on, in _tallation, operation, maintenonce, repair and replacement for a/1 services, includinq without limiting the generality of the foregoing telephone and electr/c lines, worke, poles and undergrour7d cables,, q0;`1pipelinee, wafer pipelines, Sanitary Sewer 5freet lights, culverts, hydrants, drainage ditches and drains and a// appur- tenancev thereto, it being expressly understood and agreed .by` fhe undersigned that all expenses and costs involved in construc- ting and instolliny Sanitary Sewer System works and /inev, gos service /fines, electrical servlcc worker and lines, Storm sewers and drains, 5ireet lighting, grad/nq and landscaping, curbs, qutterv, _freet pavement, sidewalks and other such utilities and Services vha/l be guaron feed and paid for by the Sub - divider or orrangmenti made by the Subdivider therefore which are opproved by the City of Wheat Ridge, and such 5urn5 shall not be pdid by the City of Wheat Ridge, Colorado, and that any item so constructed or installed when accepted by fhe City of Wheat Ridge, Colorado, shall become the Sole property of said City except iteme or facilities owned or maintaiioed by music/pally franchised utilities or special service districts' " and/or the Telephone and Telegraph Com- pany, 01'7d/or Coneol/dated Mutual Water Company, Which itemv, when constructed or /nstalled, _hal/ remain the property of the , owner and .shall not become the property ml fhe Cit y MAYOR' S TE This 19 to certify that fh. `("'Iry' -0 ,�` " t Rid e, Colorado, by motion of its City Cgon,& r22�, p ='fel e_ �Q N day Of R.H. JACOBSON AND COMPANY, TRUSTE,: '` g /976, adopt, O-v�i he w/thin plat and accept -the dedication5 .moi G `!�'IM�La✓' (..• : CaC�iG.�.�w�s ATTEST: �?a M r „�� """• ,:- DEPUTY RECORDER RESIDENT CITY CLERIC" MAYOR ". ._ ..�. -.. ............ , . ... .:. .. , ..r ... .. «...... .. ... X . .... � ...... .. _ _: .. ...... .�.... .• ... .. ... ... ..... - .. -. y.... r .... ... ... .. e .... uua.:Sn.zx ..w. ..v v^� ,. . w.'..P.n .. .. n , Y,i v.. m"z'.:.�. ur�«i•z kYPlf.£SY...-�1-b'3 au•-±�Y' 5� EXHIBIT 4: PROPOSED PLAT QUAIL CREEKESTATES [see attached] Planning Commission 11 Case No. MS-17-08/Quail Creek Subdivision This page intentionally left blank. Planning Commission 12 Case No. MS-17-08/Quail Creek Subdivision QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 2 1� I I I SURVEYOR'S CERTIFICATE W. 26TH AVE. I, CHRISTOPHER H. McELVAIN DO HEREBY CERTIFY THAT THE SURVEY OF THE BOUNDARY OF QUAIL CREEK ESTATES WAS MADE BY ME OR UNDER MY DIRECT SUPERVISION AND TO THE BEST OF MY KNOWLEDGE, INFORMATION AND BELIEF, IN ACCORDANCE WITH ALL APPLICABLE VICINITY MAP COLORADO STATUTES, CURRENT REVISED EDITION AS AMENDED, THE ACCOMPANYING PLAT ACCURATELY REPRESENTS SAID SURVEY. 1"_1000' CHRISTOPHER H. McELVAIN, PLS 36561, FOR AND ON BEHALF OF SURVEY303, LLC WE, TIFFANY LEEANNA GRUNERT AND DANIEL E. BARNHART, BEING THE OWNER(S) OF REAL PROPERTY CONTAINING 2.2866 ACRES DESCRIBED AS FOLLOWS: LOT 6, APPLEWOOD KNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE—HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE—HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A UNE DESCRIBED AS STARTING AT A POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. METES AND BOUNDS DESCRIPTION OF PROVIDED DESCRIPTION: A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH UNE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89'19'53" E AND MONUMENTED AS FOLLOWS: —WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4' BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. —CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28; THENCE N 8999'53" E ALONG THE SOUTH LINE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET; THENCE N 00'30'57' W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00'30'57" W ALONG THE EASTERLY UNE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809; THENCE N 89'23'01" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT—OF—WAY LINE OF QUAIL STREET; THENCE S 00'27'43" E ALONG SAID WESTERLY RIGHT—OF—WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWING TWO (2) COURSES; 1) S 44'26'05" W A DISTANCE OF 14.17 FEET; 2) S 8919'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. HAVE LAID OUT, SUBDIVIDED AND PLATTED SAID LAND AS PER THE DRAWING HEREON CONTAINED INTO LOTS AND TRACTS UNDER THE NAME AND STYLE OF QUAIL CREEK ESTATES, A SUBDIVISION OF A PART OF THE CITY OF WHEAT RIDGE, COLORADO AND BY THESE PRESENTS DO DEDICATE TO THE CITY OF WHEAT RIDGE AND THE PUBLIC THOSE PORTIONS OF REAL PROPERTY SHOWN AS RIGHT—OF—WAY, AND DO FURTHER DEDICATE TO THE CITY OF WHEAT RIDGE AND THOSE MUNICIPALLY OWNED AND/OR MUNICIPALLY FRANCHISED UTILITIES AND SERVICES THOSE PORTIONS OF REAL PROPERTY SHOWN AS EASEMENTS FOR THE CONSTRUCTION, INSTALLATION, OPERATION, MAINTENANCE, REPAIR AND REPLACEMENT FOR ALL SERVICES. THIS INCLUDES BUT IS NOT LIMITED TO TELEPHONE AND ELECTRIC LINES, GAS LINES, WATER AND SANITARY SEWER LINES, HYDRANTS, STORMWATER SYSTEMS AND PIPES, DETENTION PONDS, STREET LIGHTS AND ALL APPURTENANCES THERETO. TIFFANY LEEANNA GRUNERT AKA TIFFANY L BARNHART STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _SAY OF - 20BY WITNESS MY HAND AND OFFICIAL SEAL NOTARY PUBLIC MY COMMISSION EXPIRES STATE OF COLORADO ) )SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _SAY OF - 20_ BY— WITNESS Y - WITNESS MY HAND AND OFFICIAL SEAL NOTARY PUBLIC MY COMMISSION EXPIRES THE CITY OF WHEAT RIDGE, COLORADO, HEREBY ACCEPTS THE DEDICATION AND CONVEYANCE TO THE CITY OF THOSE LOTS, TRACTS, EASEMENTS, AND OTHER INTERESTS IN REAL PROPERTY DENOTED ON THIS PLAT AS BEING DEDICATED TO THE CITY FOR PUBLIC PURPOSES. �[� CITY CLERK COMMUNITY DEVELOPMENT DIRECTOR SEAL: DIRECTOR OF PUBLIC WORKS APPROVED THIS _ DAY OF 20_ BY THE CITY OF WHEAT RIDGE. PLANNING COMMISSION CERTIFICATION RECOMMENDED FOR APPROVAL THIS DAY OF 20 - BY THE WHEAT RIDGE PLANNING COMMISSION. CHAIRPERSON ACCEPTED FOR RECORDING IN THE OFFICE OF THE COUNTY CLERK AND RECORDER OF JEFFERSON COUNTY AT GOLDEN, COLORADO THIS DAY OF. JEFFERSON COUNTY CLERK AND RECORDER BY: DEPUTY CLERK 20_ P.M. 1) ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE SURVEYOR'S CERTIFICATE SHOWN HEREON. 2) PER COLORADO REVISED STATUTES SEC. 38-51-106 (L) ALL LINEAL UNITS DEPICTED ON THIS PLAT ARE U.S. SURVEY FEET. ONE METER EQUALS 39.37 DIVIDED BY 12 U.S. SURVEY FEET ACCORDING TO THE NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY. 3) ANY PERSON WHO KNOWINGLY REMOVES, ALTERS OR DEFACES ANY PUBLIC LAND SURVEY MONUMENT, LAND SURVEY BOUNDARY MONUMENT OR ACCESSORY COMMITS A CLASS TWO (2) MISDEMEANOR PURSUANT TO STATE STATUTE 18-4-508, C.R.S. 4) BASIS OF BEARINGS: BEARINGS ARE BASED ON THE ASSUMPTION THAT THE SOUTH UNE OF THE NORTHWEST QUARTER OF SECTION 28 BEARS N 89'19'53" E BETWEEN MONUMENTS AS SHOWN WITHIN THIS PLAT BETWEEN CITY OF WHEAT RIDGE CONTROL POINTS 16309 AND 16209. 5) GUARDIAN TITLE AGENCY, LLC FILE NO. 5717-46692A , EFFECTIVE DATE: BASIC AT 7:00 A.M. (COVER DATED 8-23-17)WAS ENTIRELY RELIED UPON FOR RECORDED RIGHTS—OF—WAY, EASEMENTS AND ENCUMBRANCES IN THE PREPARATION OF THIS SURVEY. 6) SURVEY303 LLC HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR RECORDED/UNRECORDED EASEMENTS, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. 7) ALL LOT CORNER MONUMENTS SHALL BE SET PER COLORADO STATE STATUTE 38-51-105. 8) THE GEODETIC POINT COORDINATE DATA SHOWN HEREIN HAS BEEN DERIVED FROM THE NAD 83 HARN STATE PLANE COLORADO CENTRAL FIPS 0502 COORDINATE SYSTEM, AND HAS A HORIZONTAL ACCURACY CLASSIFICATION OF 0.07 U.S. SURVEY FEET AT 95% CONFIDENCE LEVEL, AS DEFINED IN THE GEOSPATIAL POSITIONING ACCURACY STANDARDS OF THE FEDERAL GEODETIC CONTROL SUBCOMMITTEE (FGDC—STD-007.2-1998). 9) THIS PLAT IS ON THE CITY OF WHEAT RIDGE "CURRENT CITY DATUM", DEFINED AS FOLLOWS: A. THE CURRENT CITY DATUM COORDINATE SYSTEM USED IS A GROUND—BASED MODIFIED FORM OF THE NAD83 / 92 STATE PLANE COORDINATE SYSTEM, COLORADO CENTRAL ZONE 0502. B. VERTICAL DATUM USED IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) C. GROUND TO GRID COMBINED SCALE FACTOR IS 0.99974780300, SCALED FROM BASE POINT PHAC 1 (PERMANENT HIGH ACCURACY CONTROL POINT #1) HAVING THE FOLLOWING NAD83 / 92 STATE PLANE COORDINATES: PHAC NORTHING 1701258.75, EASTING 3118217.58, ELEVATION 5471.62. 10) TRACT A IS HEREBY DEDICATED TO THE QUAIL CREEK ESTATES HOMEOWNERS ASSOCIATION FOR LANDSCAPING, ACCESS AND DRAINAGE. SPECIFIC IMPROVEMENTS WILL BE DETERMINED BY THE DEVELOPER AND STAFF. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS HEREBY GRANTED BY THIS PLAT TO THE CITY OF WHEAT RIDGE, SEE NOTE 13. THE 100 YEAR DRAINAGEWAY IS ENTIRELY CONTAINED WITHIN TRACT A. TEN—FOOT (10') VIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL PUBLIC STREETS AND FRONT AND REAR PROPERTY LINES ON EACH LOT IN THE SUBDIVISION OR PLATTED AREA. FIVE—FOOT (5') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL SIDE LOT LINES OF EACH LOT IN THE SUBDIVISION OR PLATTED AREA. THESE EASEMENTS ARE DEDICATED FOR THE INSTALLATION, MAINTENANCE, AND REPLACEMENT OF ELECTRIC, GAS, TELEVISION CABLE, DRAINAGE AND TELECOMMUNICATIONS FACILITIES. PERMANENT STRUCTURES AND WATER METERS SHALL NOT BE PERMITTED WITHIN SAID UTILITY EASEMENTS. 12) PROPERTY IS ZONED RESIDENTIAL—ONE (R-1) 13) THE STORMWATER QUALITY AREA HEREIN SHOWN AS "TRACT A" SHALL BE CONSTRUCTED AND MAINTAINED BY THE OWNER AND SUBSEQUENT OWNERS, HEIRS, SUCCESSORS AND ASSIGNS. IN THE EVENT THAT SUCH CONSTRUCTION AND MAINTENANCE IS NOT PERFORMED BY SAID OWNER, THE CITY OF WHEAT RIDGE SHALL HAVE THE RIGHT TO ENTER SUCH AREA AND PERFORM NECESSARY WORK, THE COST OF WHICH SAID OWNER, HEIRS, SUCCESSORS, AND ASSIGNS AGREES TO PAY. NO BUILDING OR STRUCTURE WILL BE CONSTRUCTED IN TRACT A AND NO CHANGES OR ALTERATIONS AFFECTING THE HYDRAULIC CHARACTERISTICS OF THE STORMWATER FACILITIES LYING WITHIN TRACT A WILL BE MADE WITHOUT THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS. 14) ALL EASEMENTS NOTED HEREIN AS "HEREBY VACATED BY THIS PLAT" ARE TO BE RELEASED, TERMINATED, AND EXTINGUISHED UPON THE RECORDATION OF THIS PLAT. PARCEL NAME SQUARE FEET ACRES LOT 1 31,004 0.7117 LOT 2 15,805 0.3628 LOT 3 16,547 0.3799 LOT 4 15,786 0.3624 TRACT A 18,683 0.4289 RIGHT -OF- AYJ 1,780 0.0409 TOTAL SITE 99,605 2.2866 COVER SHEET SHEET 1 OF 2 SHEET 1 OF 2 COVER SHEET SHEET 2 OF 2 PLAN VIEW NORTH 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP ITS 13212 IN RANGE BOX PER MON REG DATED 9-14-11 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 15309 NORTH -7057G7.48 LAT. 39°46'09.3304" N EAST=107869.65 LONG. 105°07'08.5892" W ELEV.-5402.08 LEGEND: EXISTING PARCEL LINE CENTERLINE CORPORATE BOUNDARY - - - - - - - SECTION UNE LOT LINE BOUNDARY UNE EASEMENT LINE DRAINAGEWAY UNE - - - - FOUND SECTION CORNER AS DESCRIBED SET 18" NO. 4 REBAR WITH RED PLASTIC CAP O PLS 36561 FOUND MONUMENT O AS DESCRIBED z 0 N m 0 0 O J J J 0 J Or - Or N: 703649.877 5 106579.083 w ¢w o= M� M Q 0 (A Z_ LOT 28 N I W a pr o n c c mCD .� 2 w D Ln Z cn M z X300 [If o j Oz Elf=� J Q QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 1.50' 12.23 LOT 29 SOS°°35'46"E 51.�� , EXISTING 0.3628 10' GAS ESMT RN 75787571 � DRNG. ESMT. o RN 76787571 HEREBY VACATED BY THIS PLAT 15' UTILITY, ACCESS AND DRAINAGE EASEMENT HEREBY GRANTED BY THIS PLAT mb= 0 15 30 1 INCH = 30 FEET EAST LINE OF THE NW 1/4 OF SECTION 28 NOO'18'48"W 2657.35' RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 LOT 30 LOT 31 R1A ZONING LOT 32 QUAIL STREET 50' ROW 1.50' RIGHT-OF-WAY HEREBY DEDICATED BY THIS PLAT. 1,780 S.F. 0.0408 ACRES S00'27'43"E 552.90' 12.40' S00'27'43'EE 105.00' -141.81' 5' UTILITY AND DRAINAGE EASEMENT (TYP) HEREBY GRANTED BY THIS PLAT LOT 1 29,460 S.F. 0.6763 ACRES 10' UTILITY, ACCESS AND DRAINAGE EASEMENT HEREBY L GRANTED BY THIS PLAT LOT LINES HEREBY CREATED N00°27'44"W 86.01' 10BY THIS PLAT (TYP) z w o 20' UTILITY AND DRAINAGE EASEMENT (TYP) N� �n °z TRACT A 26.61' 20,226 S.F. 100 YR.-DRAINAGEWAY CONTAINED 0.4643 ACRES - - WITHIN TRACT A- - - FOUND 1-1/2" YELLOW CAP PLS 34580 N: 703647.986 5106403.313 III wl �n LOT2 , S.F. 0.3628 ACRES �L100 YR. DRAINAGEWAY (POOR DOC.) RN 80023784 HEREBY VACATED BY THIS PLAT EXISTING 10' UTILITY ESMT RN 76787571 LOT 33 CENTER 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MON REG DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16309 i NORTH -70G080.17 LAT. 39°45'42.8801" N EAST -107884.18 LONG. 105°07'42.1328" W ELEV.-5461.94 22' c5 "' LOT 1 a o CB=544°26'05" W C/) LOT 1 CD=14.12' 39' A-89°47'36" ° a APPLEWOOD KNOLLS EIGHTH FILING R=10.00' m RN 68270803 z � 0 1.50' RIGHT-OF-WAY w HEREBY DEDICATED BY N: 703102.460 N THIS PLAT. 1,780 S.F. 5106583.496 S44*2605"WI o 0.0408 ACRES 14.17' z Soo°27'43"E 15.00'_Soo°27'43"E 110.00' 22.00' Q QUAIL STREET 83.00 o N m z CD = 60' ROW EXISTING 10' GAS ESMT N: 703092.380 6 Q RN 76787571 i 5106573.613 w � c m z Q z i z Q m o0 0l o a a < w 100 YR. DRAINAGEWAY (POOR o w C3 u � a DOC.) RN 80023784 HEREBY 6 a Ez� = w WI VACATED BY THIS PLAT a m 22' �I w 40' / � LOT 3 1 w1� LOT 4 1 �I 16,547 S.F. 15,786 S.F. N o 1 W Y Q 0.3799 ACRES a 0.3624 ACRES w 3 ii� Z LOT 13 a Q r M � M N BLOCK 24 J / \ m ° !n OI co APPLEWOOD KNOLLS SECOND FILING c i LOT LINE ADJUSTMENT NO. 1 PLAT w 6.DG `\ = 20' z V U RN 2012095409 20' UTILITY AND DRAINAGE El NOO'30'56"W 412.49' _ - - 557.56' N0030 -57"W 563.06 LOT 1 APPLEWOOD BAPTIST CHURCH SUBDIVISION RN 2006142621 R-1 ZONING zt �ACATIONI RN 93155172 LIL2.62> o Q 5.50' RIGHT-OF-WAY SUIMENT (TYP) .61 HEREBY DEDICATED BY �� THIS PLAT. 1,780 S.F. 70'88 0.0408 ACRES TRACT A 100 YR DRAINAGEWAY CONTAINED . 22.00''57"W 20,226 S.F. - - - 5.50' � 22.00' (TIE) N:703090 .452 5106408.333 mi POINT OF BEGINNING FOUND 1-1/2" YELLOW CAP, PLS 34580 w n m z POINT OF COMMENCEMENT WEST 1/4 CORNER SECTION 28 FOUND 3-1/4° BRASS CAP ITS 24962 IN RANGE BOX PER MON REC DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16209 NORTH -703049.56 LAT. 39°45'42.8801" N EAST=105260.72 LONG. 105°07'42.1328" W ELEV.-5454.70 PLAN VIEW SHEET 2 OF 2 ADD LITT AD Nqt 44ifr 44 a t A4�Nq 1 ' LIVER . a `4 CDN?RDL uuRDR trollIONnION n � ra4L �ior + A ° 1" tis NYt� 9a noo a!!AR i it s ,4�,.e,,nr,+�► �y .. T£i R t�'R3 •ter �aa sg � t Fx'�x+- ' r K View looking west from the subject property. A portion of the existing home can be seen on the right side of this photo. A building on the Applewood Baptist Church property can be seen in the background to the left side of the photo. Planning Commission 14 Case No. MS-17-08/Quail Creek Subdivision Publication and Posting ►44' City of ]��, Wheatldge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291 Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 LETTER NOTICE (As required pursuant to Code Section 26-109.D) January 31, 2018 Dear Property Owner / Current Resident: This is to inform you of Case No. MS -17-08, an application filed by Brad Weiman, for approval of a minor subdivision for 4 single family homes for property zoned Residential -One (R-1) located at 3275 Quail Street. This request is scheduled for public hearing in the Council Chambers of the Municipal Complex at 7500 West 29th Avenue. The schedule is as follows: Planning Commission February 15 2018 A 7:00 .m. As an area resident or interested party, you have the right to attend this Public Hearing and/or submit written comments. If you have any questions or desire to review any plans, please contact the Planning Division at 303-235-2846. Thank you, City of Wheat Ridge Planning Division Individuals with disabilities are encouraged to participate in all public meetings sponsored by the City of Wheat Ridge. Ifyou need inclusion assistance, please call Sara Spaulding, Public Information Officer, at 303-235-2877 at least one week in advance of the meeting. www.ci.wheatridge.co.us r �of Wheat p--Oge Geographic Information Systems Legend Subject Property Wheat Ridge City Limits City of Lakewood Channel P' Vicinity Ma ,.� �°�. ��" -� � � rte'• - �.� w --= At 13R0 q� s '�•�"� r� R 61 � tJJ ♦:V LF. am") r�..r...r.n....r...r.------ �..tr..i..re..rt..� r^.r�..r...r...�..r.. � �.�..ir...�. 32ND Al1E LAKEWOO RO !. !'L r+ MS1708.doc 3 . a tm 1b -- State Plane Coordinate Projection N Colorado Central Zone A DAVM: NAD83 N APPLEWOOD BAPTIST CHURCH BARNHART DANIEL E BARNHARTTIFFANY L BARTOLETTI PROPERTIES LLP 11200 W 32ND AVE 3275 QUAIL ST 16610 W 63RD PL LAKEWOOD CO 80033 WHEAT RIDGE CO 80033 GOLDEN CO 80403 BOND ET III BOND ESTHER 3253 PIERSON ST WHEAT RIDGE CO 80033 DAVIS MARTI R BINGEL BRIAN CRAIG 3325 QUAIL ST WHEAT RIDGE CO 80033 HARTLINE RUTH E 11151 W 32ND AVE WHEAT RIDGE CO 80033 JAMES TIMOTHY A JAMES DANIEL D JAMES THOMAS M JAMES A EPPERSON 3223 PIERSON ST WHEAT RIDGE CO 80033 JEPPESEN JOHN C JEPPESEN JULIA A PARISIAN 3274 QUAIL ST WHEAT RIDGE CO 80033 PROUTY AARON A VANDEUSEN LAURA M 3273 PIERSON ST WHEAT RIDGE CO 80033 ROHR SYLVESTER P ROHR MARY L 3298 QUAIL ST WHEAT RIDGE CO 80033 BRYM MONICA 3294 QUAIL ST WHEAT RIDGE CO 80033 DEAN MARK J 3350 QUAIL CT WHEAT RIDGE CO 80033 HILL MCARTHUR 0 HILL LEILA J 3345 QUAIL ST WHEAT RIDGE CO 80033 JARVIS GREGORY A JARVIS BARBRA RAMSEY 20305 HIGHWAY 30 BUHL ID 83316 KETTERLING CLAY D KETTERLING AMY 3224 QUAIL ST WHEAT RIDGE CO 80033 QUAIL HOLLOW PATIO HOMES LLC 6143 S WILLOW DR 300 GREENWOOD VILLAGE CO 80111 SCHLEUSNER JOEE ANN SCHLEUSNER JEFF 3254 QUAIL ST WHEAT RIDGE CO 80033 BUTH SUSAN MARIE 11057 W 31ST AVE LAKEWOOD CO 80215 HART ELIZABETH A LAWLESS ARTHUR JULIE 3327 PIERSON ST WHEAT RIDGE CO 80033 HOPKINS JUSTIN 11027 W 31ST AVE LAKEWOOD CO 80215 JEFFERSON COUNTY SCHOOL DIST R1 1829 DENVER WEST DR GOLDEN CO 80401 LEND LLC 6378 S VAN GORDON ST LITTLETON CO 80127 RILEY PATRICK 11127 W 31ST AVE LAKEWOOD CO 80215 SHANNON JAMES R 11108 W 33RD AVE WHEAT RIDGE CO 80033 SUGAI WILFRED M MOSBARGER SHERYL A SWAINSON SHAWN P SWAINSON CATHY A WHITNEY IAN PIERRE JULIE 11158 W 33RD AVE 3204 QUAIL ST 11158 W 31ST AVE WHEAT RIDGE CO 80033 WHEAT RIDGE CO 80033 LAKEWOOD CO 80215 4t" r 40 eview February 1, 2018 'SAI City Of ridge WheatR PUBLIC WORKS Memorandum TO: Zack Wallace Mendez, Planner II FROM: Jordan Jefferies, P.E. DATE: February 1, 2018 SUBJECT: MS -17-08/ Weimar- 3275 Quail Street I have completed my review of the 4a' submittal of documents for the Quail Creek Estates property located at 3275 Quail Street received on January 25, 2018, and I have the following comments: PLANNING & ZONING Final Plat: 1. All previous comments have been adequately addressed; plat is ready for Mylar®. 2. Please note that Planning Commission approval, if granted, will be granted on the condition that a permanent Drainage Easement be obtained from the adjacent property for the portion of the proposed headwall that extends beyond the property line onto Tract E of the Quail Hollow Subdivision. CIVIL ENGINEERING Final Drainage Report: 1. Public Works has no further comment on the Final Drainage Report. The report is approvable as is. 2. Please provide a signed and sealed hardcopy and PDF scan with the next submittal for approval. An approved copy will be returned upon approval of the civil construction Plans. Civil Construction Plans: Sheet 4 (Overall Grading Planl: 1. Existing and proposed grade are no longer shown in Section A -A. Please show existing/proposed grade in Section A -A. 2. Please show riprap aprons at the manholes on this sheet for consistency. Sheet 5 (Overall Utility Planl: pwmraek stges Reviewer Mt doc: Public Works Engineering February 1, 2018 Page 2 The 12" Nyoplast inlet and 8" storm drain should be entirely contained on the property. Can the pipe penetrate the headwall slightly south? Pipe centerline and inlet should be offset 2ft from the north and west property lines. Alternatively, could this be graded to drain into concrete area to eliminate the need for an inlet? Sheet 6 (Quail Street Plan & Profile): 1. The minimum length of a vertical curve is 50ft where the grade change is 0.50 — 1.00%. Please revise accordingly. 2. Double-check to verify that all of the vertical curves are required. It appears 1 or 2 of them could be eliminated. It appears an effort is being made to maintain a 4% cross - slope. Note that the cross slope can vary from 2% to —4%. This flexibility may help to eliminate 1 or 2 of the vertical curves. PW is more concerned with the ride quality produced by having a good profile than the variations in cross -slope which can easily be adjusted during routine mill/overlay maintenance. 3. It is unclear whether the drawing is showing the tangents or the actual vertical curve, likely due to the short length of the curves. Please show tangents and curve if possible. Sheet 8 (Storm Plan & Profile — SD1): 1. Due to the limited cover over the 48" pipe. Public works recommends relocating the spillway to the original location on the north side of the pond. 3. Upon further consideration, Public Works recommends Neenah R-3303 or R-3305 rather than R-3256. These options include grating to provide some screening of debris/trash and eliminate a potential hazard with the large inlet opening on R-3256. 4. The area drain shown on the NW corner of the site shall be located a minimum of two (2) feet from any boundary of the subdivision. 5. It appears that a portion of the pipe from the area drain is located on the adjacent (Quail Hollow) property. Prior to approval of the design a permanent Drainage Easement from Quail Hollow shall be required. Sheet 10 (WQ Pond and Outlet— SD3): 1. See comments on Sheet 8 regarding relocation of the WQ pond spillway. Sheet 19 (Details 2): 1. Nyoplast inlet detail appears to be duplicated. Please eliminate or indicate why additional detail is required. Sheet 20 (Details 3): 1. Residential Street Section detail appears to be duplicated. Please eliminate or indicate why additional detail is required. 2. Typical asphalt detail (Standard City Detail S -E-01 HMA) is not included. Please include this detail. Itemized Engineer's Cost Estimate: 1. All previous changes to the Cost Estimate have been made; the Estimate will be approvable upon seal and signature. Please note that the fire hydrant is not a QoailCceekEslates_Review-4_JJ.Itr.docx Public Works Engineering February 1, 2018 Page 3 requirement of the City and can be removed, which lowers the total to $291,566.00 ($233,252. + 25% contingency of $58,313.). Please include three (3) hardcopies and one PDF (scan) of all the revised Civil Documents and Cost Estimate for approval with the next submittal. 1. CDPS Permit & Stormwater Management Plan: This site in general is greater than one acre in size and the area of disturbance will meet or exceed one (1) acre, so a Stormwater Management Plan (SWMP) associated with the required State CDPS Permit shall be submitted to the City of Wheat Ridge for review and approval. The SWMP must be approved by the City prior to issuance of any Demolition, Grading, ROW Construction, or Building Permits. The CDPS Permit is generally obtained from the Colorado Department of Public Health and Environment by the contractor at time of Building Permit Application. A copy of the CDPS must accompany the final submittal of the SWMP. Please contact Bill LaRow, Stormwater Program Manager at 303.235.2871 for further information). It is highly recommended that the SWMP be submitted as soon as possible to avoid delays in the issuance of required Permits. 2. Subdivision Improvement Agreement: Prior to the issuance of any Building or Right -of -Way Construction Permits or the commencement of any construction activities, a Subdivision Improvement Agreement (SIA) shall be executed by the project owner/developer. The project owner/developer will need to contact the Dept. of Community Development at 303.235.2846 to obtain a copy of the SIA. Please note that an approved engineer's itemized cost estimate for the public improvements will be included in the SIA (refer to Other Requirement #2 below). SIAs are recorded at the Jefferson County Clerk & Recorder's Office with the Final Plat. Public Improvements Cost Estimate & Guarantee: Upon acceptance of the Itemized Engineer's Cost Estimate, an Irrevocable Letter of Credit (ILOC) in the amount of reflecting the total amount of the approved cost estimate plus 25% (125% of the total estimate) shall be submitted by the owner/developer for review and approval at the time of SIA submittal. The total amount required for the Irrevocable Letter of Credit is $291,566.00. The ILOC shall remain in force for the entire duration of the project, and the City reserves the right to request the ILOC be renewed if deemed necessary. A photocopy of both the itemized cost estimate and ILOC will be attached to the SIA and recorded at the county. 4. 2 -Year Warranty Period and Guarantee for Public Improvements Upon completion of all public improvements and Final Acceptance has been granted by the City Inspector, the original Irrevocable Letter of Credit shall be surrendered. At that time a 2 -year warranty period for the completed and approved public QoailCceekEslates_Review-4_JJ.Itr.docx Public Works Engineering February 1, 2018 Page 4 improvements shall commence. If at any time during said 2 -year Warranty Period the City Inspector deems that the constructed public improvements are in such condition as to require repairs or replacement, the Developer shall complete such work upon request. Upon commencement of the 2 -year Warranty Period, a 2°d Letter of Credit in the amount of 25% of the original itemized engineer's cost estimate shall be submitted to the City of Wheat Ridge and be dated as to expire on the 2 -year anniversary of the Warranty Period commencement date. The City shall retain said Letter of Credit for the entire 2 -year Warranty Period. Upon completion of the 2 -year Warranty Period, the 2°d Letter of Credit shall be surrendered by the City of Wheat Ridge. Right -of -Way Construction Permit(s)/Licensing: a. ROW Permits. Prior to any construction within the public right-of-way (ROW), the necessary Right -of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and easement or ROW dedications b. Licensing. All work within the public Right -of -Way shall only be performed by a municipally -licensed contractor. 6. Pre -Construction Meeting: Prior to commencement of any construction activities the contractor shall schedule a pre -construction meeting with the city of Wheat Ridge public works at 303.23 5.286 1. The contractor shall be responsible for contacting all applicable utility districts for this meeting. 7. Drainage Certification/ As -Built Plans/ SMA and O & M Plan: Please note the following items required prior to the issuance of the first Certificate of Occunancv for the subdivision Der Sec. 26-417 of the Municipal Code of Laws: a. Drainage Certification: Upon completion of the drainage improvements, the Engineer -of -Record shall provide to the City of Wheat Ridge a written, signed and sealed Drainage Certification Letter (DCL) stating that the overall site grading was completed per the approved Grading and Drainage Plans, all drainage facilities were constructed per the approved construction plans and shall function as defined in the approved Final Drainage Report/Plan, and that the site has been accurately surveyed to confirm that the grading and construction of all drainage facilities was completed in accordance with these documents. The DCL shall be submitted to the City for review and approval, and shall be accompanied with As -Built Plans on the Current City Datum for all constructed drainage facilities prior to issuance of the first Certificate of Occupancy. b. As -Built Plans: The following items shall be included in the As -Built Plan prior to City acceptance: i. Storm Sewer (this info referenced in DCL) 1. Detention/WQ pond volume (sufficient spot elevations for QoailCceekEslates_Review-4_JJ.Itr.docx Public Works Engineering February 1, 2018 Page 5 engineer to calculate the volume). 2. Detention/WQ pond Outlet Structure elevations. 3. Manholes, rim and invert elevations. 4. Drop Inlets, grate and invert elevations Lighting (within Public ROW only) 1. Streetlight locations. 2. Pedestrian light locations. 3. Pull Box locations. 4. Electric meter location(s) Three (3) copies of the "As -Built" Plans are to be submitted as follows: i. One (1) hardcopy is to be signed & sealed on 24" X 36" bond paper, and ii. Two (2) electronic files are to be delivered on DVD/CD-ROM as follows: 1. One (1) file in AutoCAD 2013 DWG or older format, AND 2. One (1) file in PDF format (of the signed & sealed sheets). c. Stormwater Maintenance Agreement and O & M Plan: All post - construction Best Management Practices (BMP's) for water quality must be maintained and inspected by the property owner(s) per Section 20-34 of the City of Wheat Ridge Municipal Code of Laws. For stormwater quality facilities including, but not limited to, above -ground or underground detention facilities, porous landscape detention areas, porous pavement, centrifuge type devices such as a Rinker StormcepterV, hydrodynamic separation systems such as a Contech VortechsV, or for any other approved post -construction BMP, a Stormwater Maintenance Agreement accompanied by an Operations and Maintenance (O & M) Schedule/Log shall be required prior to issuance of the first Certificate of Occupancy. The O & M Schedule/Log must be kept current and will be inspected on a regular basis by City staff to ensure compliance with City of Wheat Ridge Municipal Code requirements. Please contact Mr. Bill LaRow, Stormwater Program Manager at 303.235.2871 for further information. 8. Information pertaining to the Public Works development requirements, Site Drainage Requirements, the City's Street Construction Standards & Details in AutoCAD@ DWG format, ROW maps, and City -based coordinate and land surveying information (i.e., Current City Datum), is all available on the Public Works, Development Review page of the City of Wheat Ridge website at: www.ci.wheatridee.co.us QoailCceekEslates_Review-4_JJ.Itr.docx QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 2 I f I I I SURVEYOR'S CERTIFICATE W. 26TH AVE. I, CHRISTOPHER H. McELVAIN DO HEREBY CERTIFY THAT THE SURVEY OF THE BOUNDARY OF QUAIL CREEK ESTATES WAS MADE BY ME OR UNDER MY DIRECT SUPERVISION AND TO THE BEST OF MY KNOWLEDGE, INFORMATION AND BELIEF, IN ACCORDANCE WITH ALL APPLICABLE VICINITY MAP COLORADO STATUTES, CURRENT REVISED EDITION AS AMENDED, THE ACCOMPANYING PLAT ACCURATELY REPRESENTS SAID SURVEY. 1"_1000' CHRISTOPHER H. McELVAIN, PLS 36561, FOR AND ON BEHALF OF SURVEY303, LLC WE, TIFFANY LEEANNA GRUNERT AND DANIEL E. BARNHART, BEING THE OWNER(S) OF REAL PROPERTY CONTAINING 2.2866 ACRES DESCRIBED AS FOLLOWS: LOT 6, APPLEWOOD KNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE—HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE—HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A UNE DESCRIBED AS STARTING AT A POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. METES AND BOUNDS DESCRIPTION OF PROVIDED DESCRIPTION: A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH UNE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89'19'53" E AND MONUMENTED AS FOLLOWS: —WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. —CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28; THENCE N 8999'53" E ALONG THE SOUTH LINE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET; THENCE N 00'30'57' W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00'30'57" W ALONG THE EASTERLY UNE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809; THENCE N 89'23'01" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT—OF—WAY LINE OF QUAIL STREET; THENCE S 00'27'43" E ALONG SAID WESTERLY RIGHT—OF—WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWING TWO (2) COURSES; 1) S 44'26'05" W A DISTANCE OF 14.17 FEET; 2) S 8919'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. HAVE LAID OUT, SUBDIVIDED AND PLATTED SAID LAND AS PER THE DRAWING HEREON CONTAINED INTO LOTS AND TRACTS UNDER THE NAME AND STYLE OF QUAIL CREEK ESTATES, A SUBDIVISION OF A PART OF THE CITY OF WHEAT RIDGE, COLORADO AND BY THESE PRESENTS DO DEDICATE TO THE CITY OF WHEAT RIDGE AND THE PUBLIC THOSE PORTIONS OF REAL PROPERTY SHOWN AS RIGHT—OF—WAY, AND DO FURTHER DEDICATE TO THE CITY OF WHEAT RIDGE AND THOSE MUNICIPALLY OWNED AND/OR MUNICIPALLY FRANCHISED UTILITIES AND SERVICES THOSE PORTIONS OF REAL PROPERTY SHOWN AS EASEMENTS FOR THE CONSTRUCTION, INSTALLATION, OPERATION, MAINTENANCE, REPAIR AND REPLACEMENT FOR ALL SERVICES. THIS INCLUDES BUT IS NOT LIMITED TO TELEPHONE AND ELECTRIC LINES, GAS LINES, WATER AND SANITARY SEWER LINES, HYDRANTS, STORMWATER SYSTEMS AND PIPES, DETENTION PONDS, STREET LIGHTS AND ALL APPURTENANCES THERETO. TIFFANY LEEANNA GRUNERT AKA TIFFANY L BARNHART STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _SAY OF - 20BY WITNESS MY HAND AND OFFICIAL SEAL NOTARY PUBLIC MY COMMISSION EXPIRES ILIzI140#I-LINz19. 31 STATE OF COLORADO ) )SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _SAY OF - 20_ BY— WITNESS Y - WITNESS MY HAND AND OFFICIAL SEAL NOTARY PUBLIC MY COMMISSION EXPIRES THE CITY OF WHEAT RIDGE, COLORADO, HEREBY ACCEPTS THE DEDICATION AND CONVEYANCE TO THE CITY OF THOSE LOTS, TRACTS, EASEMENTS, AND OTHER INTERESTS IN REAL PROPERTY DENOTED ON THIS PLAT AS BEING DEDICATED TO THE CITY FOR PUBLIC PURPOSES. MAYOR SEAL: CITY CLERK COMMUNITY DEVELOPMENT DIRECTOR DIRECTOR OF PUBLIC WORKS APPROVED THIS _ DAY OF 20_ BY THE CITY OF WHEAT RIDGE. PLANNING COMMISSION CERTIFICATION RECOMMENDED FOR APPROVAL THIS DAY OF 20 - BY THE WHEAT RIDGE PLANNING COMMISSION. CHAIRPERSON :. -IN : 1:1 ACCEPTED FOR RECORDING IN THE OFFICE OF THE COUNTY CLERK AND RECORDER OF JEFFERSON COUNTY AT GOLDEN, COLORADO THIS DAY OF. JEFFERSON COUNTY CLERK AND RECORDER BY: DEPUTY CLERK 20_ P.M. 1) ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE SURVEYOR'S CERTIFICATE SHOWN HEREON. 2) PER COLORADO REVISED STATUTES SEC. 38-51-106 (L) ALL LINEAL UNITS DEPICTED ON THIS PLAT ARE U.S. SURVEY FEET. ONE METER EQUALS 39.37 DIVIDED BY 12 U.S. SURVEY FEET ACCORDING TO THE NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY. 3) ANY PERSON WHO KNOWINGLY REMOVES, ALTERS OR DEFACES ANY PUBLIC LAND SURVEY MONUMENT, LAND SURVEY BOUNDARY MONUMENT OR ACCESSORY COMMITS A CLASS TWO (2) MISDEMEANOR PURSUANT TO STATE STATUTE 18-4-508, C.R.S. 4) BASIS OF BEARINGS: BEARINGS ARE BASED ON THE ASSUMPTION THAT THE SOUTH UNE OF THE NORTHWEST QUARTER OF SECTION 28 BEARS N 89'19'53" E BETWEEN MONUMENTS AS SHOWN WITHIN THIS PLAT BETWEEN CITY OF WHEAT RIDGE CONTROL POINTS 16309 AND 16209. 5) GUARDIAN TITLE AGENCY, LLC FILE NO. 5717-46692A , EFFECTIVE DATE: BASIC AT 7:00 A.M. (COVER DATED 8-23-17)WAS ENTIRELY RELIED UPON FOR RECORDED RIGHTS—OF—WAY, EASEMENTS AND ENCUMBRANCES IN THE PREPARATION OF THIS SURVEY. 6) SURVEY303 LLC HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR RECORDED/UNRECORDED EASEMENTS, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. 7) ALL LOT CORNER MONUMENTS SHALL BE SET PER COLORADO STATE STATUTE 38-51-105. 8) THE GEODETIC POINT COORDINATE DATA SHOWN HEREIN HAS BEEN DERIVED FROM THE NAD 83 HARN STATE PLANE COLORADO CENTRAL FIPS 0502 COORDINATE SYSTEM, AND HAS A HORIZONTAL ACCURACY CLASSIFICATION OF 0.07 U.S. SURVEY FEET AT 95% CONFIDENCE LEVEL, AS DEFINED IN THE GEOSPATIAL POSITIONING ACCURACY STANDARDS OF THE FEDERAL GEODETIC CONTROL SUBCOMMITTEE (FGDC—STD-007.2-1998). 9) THIS PLAT IS ON THE CITY OF WHEAT RIDGE "CURRENT CITY DATUM", DEFINED AS FOLLOWS: A. THE CURRENT CITY DATUM COORDINATE SYSTEM USED IS A GROUND—BASED MODIFIED FORM OF THE NAD83 / 92 STATE PLANE COORDINATE SYSTEM, COLORADO CENTRAL ZONE 0502. B. VERTICAL DATUM USED IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) C. GROUND TO GRID COMBINED SCALE FACTOR IS 0.99974780300, SCALED FROM BASE POINT PHAC 1 (PERMANENT HIGH ACCURACY CONTROL POINT #1) HAVING THE FOLLOWING NAD83 / 92 STATE PLANE COORDINATES: PHAC NORTHING 1701258.75, EASTING 3118217.58, ELEVATION 5471.62. 10) TRACT A IS HEREBY DEDICATED TO THE QUAIL CREEK ESTATES HOMEOWNERS ASSOCIATION FOR LANDSCAPING, ACCESS AND DRAINAGE. SPECIFIC IMPROVEMENTS WILL BE DETERMINED BY THE DEVELOPER AND STAFF. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS HEREBY GRANTED BY THIS PLAT TO THE CITY OF WHEAT RIDGE, SEE NOTE 13. THE 100 YEAR DRAINAGEWAY IS ENTIRELY CONTAINED WITHIN TRACT A. TEN—FOOT (10') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL PUBLIC STREETS AND FRONT AND REAR PROPERTY LINES ON EACH LOT IN THE SUBDIVISION OR PLATTED AREA. FIVE—FOOT (5') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL SIDE LOT LINES OF EACH LOT IN THE SUBDIVISION OR PLATTED AREA. THESE EASEMENTS ARE DEDICATED FOR THE INSTALLATION, MAINTENANCE, AND REPLACEMENT OF ELECTRIC, GAS, TELEVISION CABLE, DRAINAGE AND TELECOMMUNICATIONS FACILITIES. PERMANENT STRUCTURES AND WATER METERS SHALL NOT BE PERMITTED WITHIN SAID UTILITY EASEMENTS. 12) PROPERTY IS ZONED RESIDENTIAL—ONE (R-1) 13) THE STORMWATER QUALITY AREA HEREIN SHOWN AS "TRACT A" SHALL BE CONSTRUCTED AND MAINTAINED BY THE OWNER AND SUBSEQUENT OWNERS, HEIRS, SUCCESSORS AND ASSIGNS. IN THE EVENT THAT SUCH CONSTRUCTION AND MAINTENANCE IS NOT PERFORMED BY SAID OWNER, THE CITY OF WHEAT RIDGE SHALL HAVE THE RIGHT TO ENTER SUCH AREA AND PERFORM NECESSARY WORK, THE COST OF WHICH SAID OWNER, HEIRS, SUCCESSORS, AND ASSIGNS AGREES TO PAY. NO BUILDING OR STRUCTURE WILL BE CONSTRUCTED IN TRACT A AND NO CHANGES OR ALTERATIONS AFFECTING THE HYDRAULIC CHARACTERISTICS OF THE STORMWATER FACILITIES LYING WITHIN TRACT A WILL BE MADE WITHOUT THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS. 14) ALL EASEMENTS NOTED HEREIN AS "HEREBY VACATED BY THIS PLAT" ARE TO BE RELEASED, TERMINATED, AND EXTINGUISHED UPON THE RECORDATION OF THIS PLAT. PARCEL NAME SQUARE FEET ACRES LOT 1 31,004 0.7117 LOT 2 15,805 0.3628 LOT 3 16,547 0.3799 LOT 4 15,786 0.3624 TRACT A 18,683 0.4289 FRGHT OF WAY1 1,780 0.0409 TOTAL SITE 99,605 2.2866 CITY OF WHEAT RIDGE PUBLIC WORKS 1/25/2018 RECEIVED 1/25/2018 4th Submittal COVER SHEET SHEET 1 OF 2 SHEET 1 OF 2 COVER SHEET SHEET 2 OF 2 PLAN VIEW NORTH 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP ITS 13212 IN RANGE BOX PER MON REG DATED 9-14-11 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 15309 NORTH -7057G7.48 LAT. 39°46'09.3304" N EAST=107869.65 LONG. 105°07'08.5892" W ELEV.-5402.08 LEGEND: EXISTING PARCEL LINE CENTERLINE CORPORATE BOUNDARY - - - - - - - SECTION UNE LOT LINE BOUNDARY UNE EASEMENT LINE DRAINAGEWAY UNE - - - - FOUND SECTION CORNER AS DESCRIBED SET 18" NO. 4 REBAR WITH RED PLASTIC CAP O PLS 36561 FOUND MONUMENT O AS DESCRIBED z 0 N m 0 0 O J J J 0 J Or - Or N: 703649.877 5 106579.083 w ¢w o= M� M Q 0 (A Z_ LOT 28 N I W a pr o n c c mCD .� 2 w D Ln Z cn M z X300 [If o j Oz Elf=� J Q QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 1.50' 12.23 LOT 29 SOS°°35'46"E 51.�� , EXISTING 0.3628 10' GAS ESMT RN 75787571 � DRNG. ESMT. o RN 76787571 HEREBY VACATED BY THIS PLAT 15' UTILITY, ACCESS AND DRAINAGE EASEMENT HEREBY GRANTED BY THIS PLAT mb= 0 15 30 1 INCH = 30 FEET EAST LINE OF THE NW 1/4 OF SECTION 28 NOO'18'48"W 2657.35' RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 LOT 30 LOT 31 R1A ZONING LOT 32 QUAIL STREET 50' ROW 1.50' RIGHT-OF-WAY HEREBY DEDICATED BY THIS PLAT. 1,780 S.F. 0.0408 ACRES S00'27'43"E 552.90' 12.40' S00'27'43'EE 105.00' -141.81' 5' UTILITY AND DRAINAGE EASEMENT (TYP) HEREBY GRANTED BY THIS PLAT LOT 1 29,460 S.F. 0.6763 ACRES 10' UTILITY, ACCESS AND DRAINAGE EASEMENT HEREBY L GRANTED BY THIS PLAT LOT LINES HEREBY CREATED N00°27'44"W 86.01' 10BY THIS PLAT (TYP) z w o 20' UTILITY AND DRAINAGE EASEMENT (TYP) N� �n °z TRACT A 26.61' 20,226 S.F. 100 YR.-DRAINAGEWAY CONTAINED 0.4643 ACRES - - WITHIN TRACT A- - - FOUND 1-1/2" YELLOW CAP PLS 34580 N: 703647.986 5106403.313 III wl �n LOT2 , S.F. 0.3628 ACRES �L100 YR. DRAINAGEWAY (POOR DOC.) RN 80023784 HEREBY VACATED BY THIS PLAT EXISTING 10' UTILITY ESMT RN 76787571 LOT 33 CENTER 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MON REG DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16309 i NORTH -70G080.17 LAT. 39°45'42.8801" N EAST -107884.18 LONG. 105°07'42.1328" W ELEV.-5461.94 22' c5 "' LOT 1 a o CB=544°26'05" W C/) LOT 1 CD=14.12' 39' A-89°47'36" ° a APPLEWOOD KNOLLS EIGHTH FILING R=10.00' m RN 68270803 z � 0 1.50' RIGHT-OF-WAY w HEREBY DEDICATED BY N: 703102.460 N THIS PLAT. 1,780 S.F. 5106583.496 S44*2605"WI o 0.0408 ACRES 14.17' z Soo°27'43"E 15.00'_Soo°27'43"E 110.00' 22.00' Q QUAIL STREET 83.00 o N m z CD = 60' ROW EXISTING 10' GAS ESMT N: 703092.380 6 Q RN 76787571 i 5106573.613 w � c m z Q z i z Q m o0 0l o a a < w 100 YR. DRAINAGEWAY (POOR o w C3 u � a DOC.) RN 80023784 HEREBY 6 a Ez� = w WI VACATED BY THIS PLAT a m 22' �I w 40' / � LOT 3 1 w1� LOT 4 1 �I 16,547 S.F. 15,786 S.F. N o 1 W Y Q 0.3799 ACRES a 0.3624 ACRES w 3 ii� Z LOT 13 a Q r M � M N BLOCK 24 J / \ m ° !n OI co APPLEWOOD KNOLLS SECOND FILING c i LOT LINE ADJUSTMENT NO. 1 PLAT w 6.DG `\ = 20' z V U RN 2012095409 20' UTILITY AND DRAINAGE El NOO'30'56"W 412.49' _ - - 557.56' N0030 -57"W 563.06 LOT 1 APPLEWOOD BAPTIST CHURCH SUBDIVISION RN 2006142621 R-1 ZONING zt �ACATIONI RN 93155172 LIL2.62> o Q 5.50' RIGHT-OF-WAY SUIMENT (TYP) .61 HEREBY DEDICATED BY �� THIS PLAT. 1,780 S.F. 70'88 0.0408 ACRES TRACT A 100 YR DRAINAGEWAY CONTAINED . 22.00''57"W 20,226 S.F. - - - 5.50' � 22.00' (TIE) N:703090 .452 5106408.333 mi POINT OF BEGINNING FOUND 1-1/2" YELLOW CAP, PLS 34580 w n m z POINT OF COMMENCEMENT WEST 1/4 CORNER SECTION 28 FOUND 3-1/4° BRASS CAP ITS 24962 IN RANGE BOX PER MON REC DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16209 NORTH -703049.56 LAT. 39°45'42.8801" N EAST=105260.72 LONG. 105°07'42.1328" W ELEV.-5454.70 PLAN VIEW SHEET 2 OF 2 Engineer's Cost Estimate Civil Engineering Services FAX: PHONE: JOB NAME: JOB LOCATION: CITY OF WHEAT RIDGE PUBLIC WORKS 1/25/2018 RECEIVED 1/25/2018 4th Submittal Quail Creek Estates - Public Improvements Office: 419 203 5000 n athan(o31 au di ckeno.com Quail Creek Estates DATE: 1/9/2017 Wheat Ridge, Colorado STORM QUANTITIESUNIT QUANTITY UNIT COST COST 1 Drive Aprons 1 30" RCP LF 169 $ 105.30 $ 17,795.70 2 48" HDPE LF624 $ 5,148.66 $ 166.51 $ 103,902.24 3 30" FES EA 1 $ 2,278.39 $ 2,278.39 4 48" FES JEA 1 1 $ 4,618.36 1 $ 4,618.36 5 5' DIA Manhole JEA 1 2 $ 4,345.57 1 $ 8,691.14 6 6' DIA Manhole JEA 1 4 $ 5,500.00 1 $ 22,000.00 TOTAL $ 159.285.83 ROAD QUANTITIES 1 Drive Aprons SQ. FT 1992 $ 15.00 $ 29,880.00 2 asphalt SQ YD 70.89 $ 72.63 $ 5,148.66 3 6'Vertical curb & gutter w 5' walk LF 1 550 $ 57.16 1 $ 31,438.00 4 Handicap Ramp EA 1 1 $ 2,500.00 1 $ 2,500.00 IU IAL $ bd,Ubb.bb Mobilization ILS 1 1 $ 5,000.00 1 $ 6,000.00 Contigency $ 58,313.12 Grand Total $ 291,565.61 OWNER / DEVELOPER WORKSHOP DENVER 4100 JASON ST. DENVER, CO 80211 CONTACT: BRAD WEIMAN PHONE: (720) 746-9240 EMAIL: BRAD@WORKSHOPDENVER.COM CIVIL ENGINEER B&B ENGINEERING, LLC 6324 XAV I ER CT. ARVADA, CO 80003 CONTACT: NATHAN LAUDICK, PE PHONE: (419) 203-5000 EMAIL: NATHAN@BBENG.CO LANDSCAPE ARCHITECT THE HENRY DESIGN GROUP 1501 WAZEE ST. UNIT#1-C DENVER, CO 80202 CONTACT: SAMANTHA MOCK PHONE: (303) 446-2368 UTILITIES PHONE: CENTURYLINK DEVELOPER CONTACT GROUP P.O. BOX 1720 DENVER, CO 80201 PHONE: (303) 451-2703 SANITARY SEWER DISTRICT: NORTHWEST LAKEWOOD SANITATION DISTRICT C/O SPECIAL DISTRICT MANAGEMENT SERVICES, INC. 141 UNION BLVD., SUITE 150 LAKEWOOD, CO 80228 VOICE:(303) 987-0835 FAX: (303) 987-2032 SURVEYOR SURVEY 303, LLC CONTACT: CHRIS MCELVAIN, PLS 5368 LYNN DR. ARVADA, CO 80002 PHONE: (303) 514-3668 LEGAL DESCRIPTION FIRE PROTECTION WEST METRO FIRE DEPARTMENT 433 S. ALLISON PARKWAY LAKEWOOD, CO 80226 PHONE: (303) 989-4307 CITY OF WHEAT RIDGE 7500 W. 29th AVENUE WHEAT RIDGE, CO 80241 PLANNING DEPARTMENT: CONTACT: LAUREN MIKULAK PHONE: (303) 235-2845 ENGINEERING DEPARTMENT: CONTACT: DAVE BROSSMAN PHONE: (303) 235-2864 STORMWATER MANAGEMENT: CONTACT: BILL LAROW PHONE: (303) 235-2871 GAS AND ELECTRIC: EXCEL ENERGY OF COLORADO 1123 WEST 3rd AVENUE DENVER, CO 80223 PHONE: (303) 534-6700 WATER: THE CONSOLIDATED MUTUAL WATER COMPANY 12700 W 27TH AVENUE LAKEWOOD CO 80215 CONTACT: ANDY ROGERS PHONE (303) 238-0451 A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS : BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89019'53" E AND MONUMENTED AS FOLLOWS: -WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. -CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28, THENCE N 89019'53" E ALONG THE SOUTH LINE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET, THENCE N 00030'57" W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00030'57" W ALONG THE EASTERLY LINE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809, THENCE N 8902301" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF QUAIL STREET, THENCE S 00027'43" E ALONG SAID WESTERLY RIGHT-OF-WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172, THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWING TWO (2) COURSES, 1) S 44026'05" W A DISTANCE OF 14.17 FEET; 2) S 89019'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. BENCH MARK BENCHMARK ELEVATION WAS PROVIDED BY THE CITY OF WHEAT RIDGE AS FOLLOWS: THE W-1/4 CORNER OF SECTION 28 (MONUMENT #16209), HAS AN ELEVATION OF 5454.70 (NAVD 88). BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST QUARTER OF SAID SECTION 28, BEING CONSIDERED TO BEAR NORTH 89019'53" EAST, A DISTANCE OF 2623.64 FEET. CONSTRUCTION PLANS QUAIL CREEK ESTATES COVER SHEET A PORTION OF THE NW 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO 5-6' 2' 5 -0 - Al IAGHLU -0" AlIAGHLU 2' SIDEWALK PARKING 24'-6' t 6' VERTICAL CURB AND GUTTER VICINITY MAP SCALE: 1 m=2000' 51'-6' ROW 22'-6' f NIS SHEET INDEX 38TH AVENUE Sheet Title 01 N SITE W GENERAL NOTES 9 9 04 OVERALL GRADING PLAN y OVERALL UTILILTY PLAN W i WHEAT RIDGE H.S. z 08 STORM PLAN & PROFILE - SD1 09 a_ 10 WQ POND AND OUTLET - SD3 � Y OVERFLOW CHANNEL PLAN & PROFILE 12 0 13 LOT TYPICAL 14 W. 32ND. AVENUE 15 INITIAL EROSION CONTROL CROWN HILL INTERIM EROSION CONTROL W FINAL EROSION CONTROL 18 W N 19 DETAILS 2 20 DETAILS 3 U) W. 26TH AVENUE s s rn W. 20TH AVENUE 5-6' 2' 5 -0 - Al IAGHLU -0" AlIAGHLU 2' SIDEWALK PARKING 24'-6' t 6' VERTICAL CURB AND GUTTER VICINITY MAP SCALE: 1 m=2000' 51'-6' ROW 22'-6' f NIS SHEET INDEX Sheet Number Sheet Title 01 COVER SHEET 02 GENERAL NOTES 03 OVERALL SITE PLAN 04 OVERALL GRADING PLAN 05 OVERALL UTILILTY PLAN 06 QUAIL ST. PLAN & PROFILE 07 QUAIL ST. WIDENING X -SECTIONS 08 STORM PLAN & PROFILE - SD1 09 STORM PLAN & PROFILE - SD2 10 WQ POND AND OUTLET - SD3 11 OVERFLOW CHANNEL PLAN & PROFILE 12 LANDSCAPE PLAN 13 LOT TYPICAL 14 LANDSCAPE DETAILS 15 INITIAL EROSION CONTROL 16 INTERIM EROSION CONTROL 17 FINAL EROSION CONTROL 18 DETAILS 19 DETAILS 2 20 DETAILS 3 LEGEND RIGHT—OF—WAY/ BOUNDARY LOT LINE SANITARY SEWER STORM SEWER WATER LINE WATER SERVICE SANITARY SERVICE EASEMENT LINE CONTOUR LINE CURB & GUTTER SECTION LINE FENCE SANITARY SEWER MH STORM SEWER MH WATER MH TELEPHONE MH WATER VALVE FIRE HYDRANT 8" SAN 8" SAN Lu H z Lu U z O E- < 1L O z J H LU o G U Y b Uz p W ccomm 0 cc o U J O 0<(') <0 0<�<> U Z V Z Q LL W 0 z W „i 7 0 TZ O O W O W 1003:W Z)z U v/ < J fy w Cy 2 m B B 17-006 51224 01/24/18 — —801— — 801 —x x x —x—x—x COPYRIGHT 2017 This document is an instrument of service, and as such ® remai ns the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: 8 D4 ►t �cr W 15'1 t 2't 1 5-6' 2'-6't THRU LANE ATTACHED SIDEWALK APPROVALS MENT SECTION I THESE CONSTRUCTION PLANS FOR THE QUAIL HOLLOW WERE PREPARED BY ME (OR UNDER MY DIRECT SOILS ENGINEER EXIST. CROWN I SUPERVISION) IN ACCORDANCE WITH THE REQUIREMENTS OF THE CITY OF WHEAT RIDGE "ENGINEERING CODE OF STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF PUBLIC IMPROVEMENTS. TYPICAL QUAIL STREET SECTION NTS NATHAN LAUDICK, P.E. NO. 51244 B&B ENGINEERING, LLC DATE CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-CVR.dwg COVER SHEET CITY OF WHEAT RIDGE PUBLIC WORKS DATE 1/25/2018 RECEIVED 1/25/2018 4th Submittal 01 OF 20 1"=30' B&B GENERAL NOTES: 1. ALL REMOVALS (TREES, FENCES, POST, SIDEWALK, CONCRETE, ETC) AND RUBBISH SHALL BE DISPOSED OF LEGALLY. 2. IT SHALL BE THE DESIGN ENGINEER'S RESPONSIBILITY TO RESOLVE CONSTRUCTION PROBLEMS WITH THE CITY DUE TO CHANGED CONDITIONS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY, PROPOSED ALTERATIONS TO THE SIGNED CONSTRUCTION PLANS INVOLVES SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK, OR TO THE FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DESIGN ENGINEER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY FOR REVIEW PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OCCURRENCE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND REPLACING ANY EXISTING SIGNS, STRUCTURES, FENCES, ETC., ENCOUNTERED ON THE JOB AND RESTORING THEM TO THEIR ORIGINAL CONDITIONS. 5. THE CONTRACTOR SHALL OBTAIN ALL NEEDED PERMITS. 6. THE CONTRACTOR SHALL COORDINATE ALL REMOVAL AND REPLACEMENT OFFENCES WITH ADJACENT LANDOWNERS. 7. B&B ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. THE CONTRACTOR SHALL INCLUDE ANY EXISTING UTILITY RELOCATION IN THE ORIGINAL CONTRACT. 8. IT IS RECOMMENDED THAT DURING PLACEMENT, ALL SOIL BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM 698. THE COMPACTED LIFT THICKNESS SHALL NOT BE MORE THAN 6". ADDITIONALLY, THE MOISTURE CONTENT OF THE COMPACTED BACKFILL SHALL BE WITHIN +/- 2% OF OPTIMUM AS DETERMINED BY ASTM D698. (CONTRACTOR TO COORDINATE WITH GEOTECHNICAL ENGINEER FOR COMPACTION REQUIREMENTS) 9. LANDSCAPE AND MONUMENT SIGNS SHALL BE INSTALLED IN SUCH A MANNER THAT A MINIMUM THREE FOOT CLEAR SPACE AND NO OBSTRUCTIONS TO THE FRONT OR PUMPER DISCHARGE NOZZLE ON FIRE HYDRANTS. 10. PROVIDE 4X 4 MARKER POST AT ENDS OF WATER SERVICES, SANITARY SEWER SERVICES AND CONDUIT ENDS. PAINT MARKER POST BLUE AT WATER LINE SERVICES, GREEN AT SANITARY SEWER SERVICES, ORANGE AT CONDUIT ENDS AND LABEL WATER, SANITARY OR CONDUIT. B&B GRADING NOTES: 1. COMPACT ALL FILL AREAS TO 95% OF MAXIMUM DENSITY PER AASHTO T-99 (STANDARD PROCTOR) AND WITHIN 2% OF OPTIMUM MOISTURE CONTENT. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION, PROTECTION, AND REPAIR OF UTILITIES ENCOUNTERED DURING CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. CONTRACTOR SHALL CONTACT REPRESENTATIVES OF THE RESPECTIVE UTILITIES AND HAVE ALL UTILITIES FIELD LOCATED PRIOR TO CONSTRUCTION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL LOCATIONS OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE DRAWINGS, TO ASCERTAIN WHETHER ANY STRUCTURES AND UTILITIES MAY EXIST, AND REPAIR AND/OR REPLACE ANY STRUCTURES AND/OR UTILITIES THAT ARE DAMAGED BY THE CONTRACTOR. 3. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ETC.) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BEAT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS 51 to] WE*]111111.9:G1111■2]alg149-011:WI11141F- 1.4Bill ►[yalI1:11111laxelal11x117p1101LOOM 0:1►lei 1101q:1:769:7xKe7LdL4:1►1Ill 1[*]►1 1. ALL WORK WITHIN THE PUBLIC RIGHT-OF-WAY OR EASEMENT SHALL CONFORM TO THE CITY OF WHEAT RIDGE ("CITY") ENGINEERING REGULATIONS AND DESIGN STANDARDS. IF NO CITY STANDARD EXISTS, THE COLORADO DEPARTMENT OF TRANSPORTATION M -STANDARDS SHALL APPLY. 2. AN APPROVED RIGHT-OF-WAY CONSTRUCTION PERMIT AND A MUNICIPAL CONTRACTOR'S LICENSE ARE REQUIRED PRIOR TO ANY WORK COMMENCING WITHIN THE PUBLIC RIGHT-OF-WAY. ANY WORK PERFORMED WITHIN THE STATE RIGHT-OF-WAY SHALL REQUIRE AN APPROVED STATE CONSTRUCTION PERMIT PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNER/DEVELOPER AND CITY INSPECTOR OF ANY PROBLEM ENCOUNTERED WHICH WOULD ALTER THE ORIGINAL DESIGN OR CAUSE NON-CONFORMANCE WITH THE ORIGINAL APPROVED CONSTRUCTION PLANS FOR ANY ELEMENT OF THE PROPOSED IMPROVEMENTS PRIOR TO ITS CONSTRUCTION. 4. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER DURING CONSTRUCTION ACTIVITIES TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGED CONDITIONS OR DESIGN ERRORS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY'S INSPECTOR, THE MODIFICATIONS PROPOSED BY THE DEVELOPER TO THE APPROVED PLANS INVOLVE SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK OR TO FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DEVELOPER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY OF WHEAT RIDGE FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF WORK. ANY IMPROVEMENTS CONSTRUCTED NOT IN ACCORDANCE WITH THE ORIGINAL APPROVED PLANS OR APPROVED REVISED PLANS SHALL BE REMOVED AND THE IMPROVEMENTS SHALL BE RECONSTRUCTED PER THE APPROVED PLANS. 5. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CALL C0811 AT 1.800.922.1987. 6. ALL UTILITY POLES SHALL BE RELOCATED PRIOR TO THE CONSTRUCTION OF THE PUBLIC IMPROVEMENTS. 7. WITH NOTIFICATION OF THE RESPECTIVE OWNER, ADJUST RIMS OF ALL CLEANOUTS, MANHOLES, VALVE COVERS AND SURVEY MONUMENTS PRIOR TO THE FINAL PAVING LIFT. 8. THE CONTRACTOR SHALL PROVIDE ALL LIGHTS, SIGNS, BARRICADES, FLAGMEN OR OTHER DEVICES NECESSARY TO PROVIDE FOR THE PUBLIC SAFETY IN ACCORDANCE WITH THE CURRENT MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. 9. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN INGRESS AND EGRESS TO PRIVATE PROPERTY ADJACENT TO THE WORK THROUGHOUT THE PERIOD OF CONSTRUCTION. PRIOR TO BEGINNING ANY WORK, THE CONTRACTOR SHALL OBTAIN A WRITTEN AGREEMENT FROM THE AFFECTED PROPERTY OWNER(S) IMPACTED BY THIS ACCESS. 10. PRIOR TO THE FINAL LIFT OF SURFACE PAVEMENT ALL UNDERGROUND UTILITY MAINS SHALL BE INSTALLED AND SERVICE CONNECTIONS STUBBED OUT BEYOND THE BACK OF CURB/SIDEWALK LINE WHEN ALLOWED BY THE UTILITY. SERVICE FROM PUBLIC UTILITIES AND FROM SANITARY SEWERS SHALL BE MADE AVAILABLE FOR EACH LOT IN SUCH A MANNER THAT WILL NOT BE NECESSARY TO DISTURB THE STREET PAVEMENT, CURB, GUTTER AND SIDEWALK WHEN CONNECTIONS ARE MADE. 11. UPON COMPLETION OF THE PUBLIC IMPROVEMENTS THE CONTRACTOR SHALL FURNISH "AS-BUILT"PLANS (RECORD DRAWINGS) PRIOR TO FINAL ACCEPTANCE OF THE WORK AND ISSUANCE OF ANY CERTIFICATES OF OCCUPANCY/COMPLETION. THE AS -BUILT PLANS SHALL BE AS FOLLOWS: a. I HARDCOPY, SIGNED & SEALED BY THE ENGINEER -OF -RECORD, IS TO BE DELIVERED ON 24" X 36" BOND PAPER, AND b. 1 SCANNED PDF OF THE SIGNED & SEALED HARDCOPY, AND c. 1 ELECTRONIC AUTOCAD DWG FILE FORMAT. (ALL SEX AND EXTERNAL REFERENCE FILES MUST BE INCLUDED PRIOR TO ACCEPTANCE). 12. AS -BUILT PLANS SHALL INCLUDE ALL OF THE FOLLOWING ELEMENTS THAT APPLY TO THIS PROJECT: a. STREETS: CROSS-SECTIONS AT REGULAR STATIONS AND OFFSETS AS ESTABLISHED BY THE DEPARTMENT OF PUBLIC WORKS SHALL BE PROVIDED. b. DETENTION POND: SUFFICIENT SPOT ELEVATIONS FOR THE ENGINEER -OF -RECORD TO DETERMINE THE PROPER POND VOLUME. c. STORM SEWER: ELEVATIONS ARE TO BE INCLUDED FOR, BUT NOT LIMITED TO, MANHOLES (PIPE INVERTS & RIM), DROP INLETS (FL GRATE AND INVERTS), OUTLET STRUCTURE(S), TRICKLE CHANNEL(S), FES, HEADWALLS AND OTHER DRAINAGE -RELATED STRUCTURES. d. LIGHTING: THE LOCATION OF ALL STREETLIGHTS, PEDESTRIAN LIGHTS, PULL -BOXES, AND ELECTRIC METERS. e. SIGNS: ALL REGULATORY SIGNAGE WITHIN THE PROJECT SHALL BE LOCATED ON THE PLANS. f. IRRIGATION: THE LOCATION SHALL BE PROVIDED FOR ANY IRRIGATION CONTROLLER BOXES, SPRINKLER HEADS, AND SPRINKLER VALVES THAT ARE TO BE MAINTAINED BY THE CITY. 13. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AT 303.235.2861 AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO THE DESIRED INSPECTION. 14. NO PORTION OF THE STREET MAY BE FINAL PAVED UNTIL ALL STREET LIGHTING IMPROVEMENTS, DESIGNED TO SERVE THE STREET AND/OR DEVELOPMENT HAVE BEEN COMPLETED. 15. STREET RIGHT-OF-WAY MONUMENTS SHALL BE SET PRIOR TO FINAL LIFT OF ASPHALT PAVEMENT. MONUMENT HARDWARE AND RANGE BOXES WILL BE PROVIDED BY THE CITY OF WHEAT RIDGE UPON REQUEST (303.235.2861). 16. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 17. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING STANDARDS. IF THE SEASON OR STOCKPILE MATERIAL PROHIBTTS TEMPORARY SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL BLANKETS OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS. 18. STOCKPILES OF ANY MATERIAL SHALL BE LOCATED FULLY WITHIN THE LIMITS OF CONSTRUCTION AND NO LESS THAN 100 -FEET FROM THE BANKS OF THE NEAREST DRAINAGEWAY. STOCKPILE AREAS SHALL BE SIZED TO FULLY CONTAIN THE MATERIAL BASED ON MAXIMUM ALLOWABLE STOCKPILE SIDE SLOPES OF 3 (HORIZONTAL) TO 1 (VERTICAL) CONSTRUCTION. 19. PERMANENT OR TEMPORARY SOIL STABILIZATION MEASURES SHALL BE APPLIED TO DISTURBED AREAS WITHIN THIRTY (30) DAYS AFTER FINAL GRADE IS ACHIEVED ON ANY PORTION OF THE SITE, OR TO DISTURBED AREAS THAT MAY NOT BE AT FINAL GRADE; BUT ARE TO BE LEFT DORMANT FOR A PERIOD OF TIME OF MORE THAN THIRTY (30) DAYS. 20. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED DURING THE COURSE OF CONSTRUCTION, AND SHALL BE INSTALLED IMMEDIATELY PER INSTRUCTIONS OF THE CITY INSPECTOR. 21. IF THE AREA OF DISTURBANCE FOR THE PROJECT IS GREATER THAN AN ACRE IN SIZE, EVEN IF THE PROJECT IS TO BE COMPLETED IN PHASES, REFER TO THE APPROVED STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION AND SEDIMENT CONTROL REQUIREMENTS. 22. THE CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. 23. NOTICE TO CONTRACTOR: IF MORE THAN THREE (3) STREET CUTS OCCUR WITHIN 250 LINEAR FEET, ADDITIONAL MILLING/OVERLAY REQUIREMENTS WILL APPLY. REFER TO THE TERMS OF THE CITY OF WHEAT RIDGE ROW CONSTRUCTION PERMIT (THAT MUST BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS, 303.235.2861, PRIOR TO COMMENCEMENT OF WORK). 24. PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES THE CONTRACTOR SHALL SCHEDULE A PRE -CONSTRUCTION MEETING WITH THE CITY OF WHEAT RIDGE PUBLIC WORKS AT 303.235.2861. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING ALL APPLICABLE UTILITY DISTRICTS FOR THIS MEETING. ♦e Clt Of DETAIL Y G -A03 GENERAL NOTES -PVT CODE TheatMidge GENERAL NOTES FOR DEPARTMENT OF PUBLIC WORKS PRIVATE DEVELOPEMENT G ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE ¢2116 W W H Z W U Z O F U LL F- 0 O H J H w o d U Y C� U z p W m O 10 O o U J O Lo 0Q0QO C � 0-) > U Z V Z 0-1 Q a w a om>.o =11110 �0U= w moss¢¢ row1= 0x 0 0 0 0 10 1x21. 1011 z 1111=o _- zwo11'U ww woo»w xw 0 0x1=13 011=13 0 Po0 10"'o, wii W III I I -d II � H II III N W 1� 1 I I I I I RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 RTA ZONING SHAWN & CATHY SWAINSON W VJ Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. WILFRED SUGAI SYLVESTER & MARY ROHR MONICA BRYM JOHN & JULIA JEPPESEN JOEE ANN & JEFF SCHLEUSNER I CLAY & AMY KETTERLING MINIMUM LOT WIDTH 100 FEET SHERYL MOSBARGER 3298 QUAIL ST. 3294 QUAIL ST. 3274 QUAIL ST. 3254 QUAIL ST. 3224 QUAIL ST. I 3204 QUAIL ST. I 11158 W. 33RD AVE. WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 I WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 III WHEAT RIDGE, CO. 80033 PID 39-282-06-007 I PID 39-282-06-006 PID 39-282-06-005 PID 39-282-06-004 I PID 39-282-06-003 PID 39-282-06-016 I III PID 39-282-06-008 RN 20270782 RN 2016088064 RN 2008065573 RN F1765881 RN 2015050034 RN F0984091 III RN 2016103865 III I LOT 28 LOT 29 LOT 30 LOT 31 LOT 32 LOT 33 LOT 1 y _ _ _ _ _ _ _ _ — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — CDOT TYPE 3 CURB CUT 1.5' ROW VERTICAL CURB W/ 5' C) N _ (TYP.), SEE SHEET 19_ _ DEDICATION _SIDEWALK, SEE DETAIL 4 __SHEET 18 W > 11 � l I Q I I 111'a I N III �I II I H o III I III W III I I III I Z III � I III o I �� I III III I�Noo �� III III ¢o�N o I VI III I�oo� a y / I III illi III III pl Ip III I III II III III Ililli ii'I II I II II i lu I SII I III I 111 I II �d u I I III II 5' 15' DRAIN., UTILITY, & ACCESS ESMT — RETAINING WALL I 5' DRAIN., PTILITY, & ACCESS ESMT 10' DRAIN.; UTILITY ESMT LOT 1 29,460 SQ. FT. aLUb 3rIDMUR 20' DRAIN. r' & UTILITY 86.01'_ Lo AREA DRAI ESMT (TYP) NO27'44'W iz I _ ® ® Ll BLDG SETBACK 126.61' 25' DRAINAGE_ TRACT A NO'30'5FW 7 1 TRACT ATER QUALITY POND STORMWATER OUTFALL AREA - .IEEE SHT. 11 & 18 ---------- --- II I APPLEWOOD III BAPTIST CHURCH I.I BLDG 30'�1 , 115' , Q 1s Le LOT 2 15,806 SQ. FT. I I I I Y 10' DRAIN. & I .4 - UTILITY ESMT (TYP) 1J 1 N 20' DRAIN. 15'J & UTILITY I I m FSMT (TYP)BLDG SETBACK 1 O •••••♦ P �OOi•OOi 1 � � �� P��K��d��A�A•��AAAAA�AF��A��E•��I•��.�i•4.7•.�..•T........�...w.A........!...A.w..��!�Q. AREA DRAIN AREA DRAIN EX. 10' GAS EASEMENT I 1 REC.# 76787571 BLDG SETBACK L=15.67', R=10.00' A-89.79' 22 DRAIN., I SMT D I I I �I � :20DRAINAGE 1 LOT 3 TR CT 16,547 SQ. FT. LOT 4 DRAIN. & UTILITY I Lid I 15,786 SQ. FT. ESMT (TYP) N 20DRAIN. c, �& UTILITY ESMT (TYP) m J •�� BLDG SETBACK _ S030'57"E _ _ o _ 70.88'_ - 110.00' AREA DRAIN N030'57'W TRACT A 20,226 SQ. FT. 557.56' _ LOT 1 -- __________________-------�_ APPLEWOOD BAPTIST CHURCH SUBDIVISION _ _ = 10' UTILITY EASEMENT- = = = _ _ _ -— - - RN ____________ REC. #76787571 �L R-11 ZONING NING — III — II'I II� =—III---- ----------=====- II III I i II III I �� LEGEND: RIGHT-OF-WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER BUILDING SETBACK BUILDING SETBACK EASEMENT LINE ASPHALT TO BE REMOVED PROPOSED PAVEMENT NOTES: I 5.5' ROW r DEDICATIO�l II II 11 EXISTING FENCE ".14TO BE REMIOVED I Q III r — D III Z� h II M II W III II III P OPOSED II RETAINING j p W LL III III — I III I I II I� I III � III I I II — I II g I III 1. ALL REMOVALS (TREES, FENCES, POSTS, SIDEWALKS, CONCRETE, ETC) AND RUBBISH SHALL BE LEGALLY DISPOSED OF. 2. FINAL PAVEMENT DESIGN TO BE DESIGNED BY SOILS ENGINEER AFTER OVERLOT GRADING HAS BEEN COMPLETED. 3. SEE LANDSCAPE PLANS OF PROPOSED FENCING, PLANTINGS AND IDENTIFIER SIGNS DETAILS. 4. ALL SIGNS SHALL CONFORM TO MUTCD STANDARDS AND SPECIFICATIONS. 5. ALL ELECTRICAL, IRRIGATION, ETC SLEEVES (CONDUITS ) SHALL BE INSTALLED PRIOR TO ANY PAVING. 6. EASEMENTS THAT ARE TO BE VACATED ARE NOT SHOWN FOR CLARITY. 7. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 8. TRACT A CONTAINS A STORMWATER QUALITY DETENTION AREA AND DRAINAGE FACILITIES THAT SHALL BE MAINTAINED BY THE HOA. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS GRANTED TO THE CITY OF WHEAT RIDGE. RESIDENTIAL -ONE (R-1) MAXIMUM HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% MINIMUM LOT AREA 12,500 SQUARE FEET MINIMUM LOT WIDTH 100 FEET SETBACKS FRONT 30 FEET REAR 30 FEET SIDE (INTERIOR) 15 FEET SIDE (ADJACENT TO STREET) 30 FEET 0_ w z w U z O Q U LL 0 z J H LU o d 0 Y b 0 z p LU m <om0 o U J O to U Q O Q D C 0 i 0 Z V Z ry Q a J o Q 0 a o JLaOz moo 0 < m m m�U0 z 0 S z 0 0020 0000= mOm'= owe _'0 z0 S mm W H H > > 0 'cruO Q 0m z m=aOwO mHz=ILO P" o0 ZOmH)� wQ¢z mU=smL 100 0 m z>zea om m:E d� m_¢�m ' W U / z W W 7 0 X00 vJ ♦�//�� TZ vJ Y � > O LU M�M 3: W W Q UUP J O� w O3: z 0 V G m B B 17-006 51224 01/24/18 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remai ns the propenyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 700ESITE PLAN.dwg OVERALL SITE PLAN 03 OF 20 1"=30' (TO BE STABILIZED WITH J St(: I IUN G -L; IRRIGATED SOD) SWALE :OMPACTED NATIVE SOIL ;TO BE STABILIZED WITH IRRIGATED SOD) SECTION B -B SWALE NOTES: 1. ALL GRADING SHOWN ON THIS PLAN FOR STREETS AND SWALES ARE FINISHED GRADE. 2. ALL FILL AREAS ON SITE SHALL BE COMPACTED TO 95% DENSITY OF THE STANDARD PROCTOR. 3. PROPOSED CONTOURS SHOWN DEPICT FINISHED STREET GRADE ELEVATIONS AND ROUGH OVERLOT GRADING WITHIN LOTS. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. ALL FILL MATERIAL AND COMPACTION SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATION. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL 9, MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, ASA WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN BUILD RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BESTABI10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN DISTRICT, D AGREED UPON IN THE CONTRACTOR, THE TWO (2) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM THE OCCURRENCE. OWNER OF SAID PROPERTY NTS NTS -�---I---I --�--- -- --I-- -- -- I -- -- -- -- -- -- -- -- -- - s LST. --------- QUAI \ �_ _ _ -- =WIDENING PLAN a DENINGPLAN -----___-- / -- `--_________________________________ _______________=----------__- -- _ _ - - - - - - - - - - - AND PROFILE --------------- jy- // SHEET 06, If I / 1+00 -/,:(+00 3+00 / / f - _ 4+00 1 - / - 5+00 - / 1 _ r _ -1 -- SEE SHEET 06 FOR FLOWLINE - - - �` - +_ - CDOT TYPE 3 CURB CUT (TYP) �-Hi - - - -� T 1 I I \ PROFILE AND SHEET 07 FOR - SEE DETAIL SHEET 19 \ \ 53.85\ CROSS SECTIONS `- I \ \ \ \ \ FG ��\ L_ �� I \\ 4871------------ \` --50' �\\ 50.78- - --\ - -� 52.62----- --- 53.90- - 4805 51.32 51.72 • 51.89 44.98 4573 - L --- - --- 47.95_-L -- - ----- ----- FL 51.17 -- FL R FL --- R _--------� •FL--- FL 4539 -- -------- - _ R FL 48 - FL FL FL - FL FG - FL 51.05 54.29 FL --- `---4845 49.21_ ---- FG FG 80T52.FG FG 12 _ FG 4838 - - - - 44.63 FG 4598 _ - ------ -- FG FGA FG ---- TOW 4845 45.104550 46.08 - - 4832 48.57 X70' 50,00 51.15 5078=51.50 51.90152.52 FG97�5264 3,22 - -54.64 43.91 - FG FG - - - - - - - - - - - FG - FG 4816 FG ` 3.31 _ - FG �J - - FG FG FG �Ih FG- FG - -T / I_ ,FG BOW FG FG - - FG- �- I \` _Ix 45.43 46.24 - - i- - - - - � - - - - - - - �� 4883 / \ 49.48 I > I r FG 33 � N 2.05 I FG 14 FG y� ^ - FG FG LO FG If /!30' STORM DRAIN.- 6a \ --� \ \ 1 t �' / SDISHEET08/ _ _/ /- STORM --- 41.62 BOW SEE SHEET 09 /LINENO.SD-2, �� FG M - 45.88' I I \ \ 1 FG 1 .� •`3 I 1 52.76 1 Ir 1 5446 FG 40.46 MW g / 5445 - - - - I \ I / C4 /I/ \ 32ND AVE. OVERFLOW Bow / - 40.84 _ I \5444 \\ I I \ 148.03 I /// �� J� 48.OFG6 47.66 4808 51.1G \ 50.80 FG53� I J CATDETAEL THIS SHEET I M TON - 5443 I I I FG I 46.26? FG FIFE = 5452.50 Fc 39,96 I \ FG FINAL FIFE TO BE / - l - I 1 . 1 ♦ \ X67 FG FIFE = 5451.50 FG I I / I 542 eow 1' �TOWF4G2.28- I\ \\ \ \ I FINAL FIFE TO BE DETERMINED WITH \ FIFE = 5454.50 00 I FIFE = 5447.50 \ \ \ I /1 DETERMINED WITH / - 39.68 FINAL FIFE TO BE \ \, / �\ \ I PLOT PLANS I PLOT PLANS I/ FINAL FFE TO IT S / eow 3�7 DETERMINED WITH \ \ \\I / / I // / 8 / I \ S DETERMINED WITH /I t.16 \r PLOT PLANS \\/ I s - is _� Iorn7' 39.41 I \ PLOT PLANS \ \ BO� \ / `j \\ \ \\ \\--- -\\ I I / I /\\�� -o ��_� ��/ VIIII 531 BO 39.36 /39.00 / BOW TOW PROPOSED MODULAR BLOCK \ ) 1 \ \ ��`* 1 \ Sr- `-- / I ' 8" MAX. HEIGHlIl \ y� \\ \- \s o-- / I \�RRETAINING WALL, 1 B °I0 / \ / /1 PROP I ED MODULAR 53.1 SEE DETAIL SHT. 18 BLOCK R TAINING WALL, I I 5442 BC 1, „ MAX. HEIGHT I / \ 1 \ \ n5i// o - �' - - i \ 41111 I ` _ a - ----- +e �/- �/ / / / f \ 50.00 STORMWATER WATER QUALITY /yQS� - \ ` - I \ - - ��- \ �46.79�j - - - - - - - J / / / j / / / / / / / 53.00 I R - - \ FG ffj46.48 ! 49.56 ( / / �/ / FG / I 7,74% OUTFALL AREA - POND SD3 SHEET 10 \ I \ - - - - - - - - \ I L FG - - - - - - - - / I FG 49.57 / / / 52.23 5 SEE SHT. 11818 \\ �� --/\ \---- \/ 7 / FG / 7/ / FG E 33.83' ICI IN � ,G -\ / ---� ----` STORM DRAIN NO.-----�--� -_ \\\ -�i ----- _\ /�� /I I // / / /� // / / / I EG I 34.19 _1 / 41.94 I I SD -1 SHEET 08 \ \ / / B, / �\ I 34.0613 FG 41.43 ----- 5439 \ I - - �- -ll- / OVERFLOW CHANNEL 191' FG37.50 3815 FG/HP 40.61 - 43.72 1.91' 46.20_1.91 AFL % / / / \ SHIT. 11 4895 /4835 033.89 .. TFL FL I - - - FG34.19 FL/LP a�� - - /�-'/FG/HP FL/LP FG/HP/ FG/HP FL/LP / ��.�..FIG 11 '5.13' / / / 5.13 `50.15, \\ , o, 3393 B W 1.26' 5.13'jIffAIR- f FG / cr I _ _ 37.59 3813 41.01 - 1 J FG i'_ - r 4T61 V. I BOW 0BOW 480 - - - - ^ - - - - - 45.8 ILM - / 4864 0 - 43.24" - -� FG et ? 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. 9V) I s+oo s+11 .r -I 53.97 I FG 54.67 FFG � I .04\\ FG� II I 1 tll � III III I I III II I II I II 54.83 TOW I I I \ II 5479 I I TOW I II � tll I II I II 54.75 Mill I I II II I II I 54.167 I I TOW I I II II III I III TOW 4 III 54.25 h TOW II I 4 0? �I ; 2 .. �ry 40.58 40.12 - 41.05- - - - FG `' - ��i 45.61 -� .. _... �... 5449=47.55` ILl M TOW - 5441 - +t FG 48.37 0 35.27 • .. _ .. 40.28 ,-r - -. - ok .4298 42 o. - .. ... . _ _ ... _ ... FG I L 00X, TOW TOW FG / .r_ 3863 1+00 FG -39.86' - -. . �- _ _... 90 ••_� �-^' N. - - M, FG - -5440' FG FG 45.54 / 48.30 FL \ 11 ' - - , Ff, - - . _ ,e� - - - / . FG i i+7 lel I FG /_ ._. 36.25 -- 37.46 FL _.. FL W .,.-- -- -. -_ ... .._... FL •'" .N -FL _. ._ . ._. ...- ..._ 5447-==== _ �- 5439 5440 _J 5441- 5442 5443�� 5444 5445/ 5446 / / _�� -- --- ----- -- _•__--�� --' -ice- /-�,- -_� Fill 5460 1 5460 ICMIJN%%:Il7a.'LTI; L -f EXISTING GRADE I PROPOSED WALL r SEE DETAIL SHT. 18 TYPE L RIPRAP PROPOSED BRICK FENCE - RE LANDSCAPE ARCH PROPOSED GRADE -1.50' 100 YR 5450 I FLOW DEP 5450 ALi PROPOSED ROW REVEGET TION � PROPOSED R � P OPOSED 48' PPE 5445 5445 -40 -30 -20 -10 0 10 32ND AVE. OVERFLOW CATCHMENT CHANNEL - SECTION A -A Existing/proposed grade not shown in profile. Please show riprap aprons on this sheet. / 13.28X-1-3 I I J LU o 0- U Y (7 U z p w < m OmO o U J O m �QoQO cH 0-) H > U Z V Z 0-1 Q J J m F o 3 i LXQ00 m O mossm< w < m w�U g 0 000 0 wm OwHZ o Iw,,F=o 6 � Lal w �0 L z 00w �0�z m=aowo mraz=00 o ;zm o0 rro>zJo z w< -L i y ,OM < z>z�ow 2 n P of , m K AHD �w� o mIoz�� W U/ W W Ifff- 7 0 BOO V J65 = W � > O LU M� WW o.Q CU U) < J O� w O3: Q z 0 02m B B 17-006 I / I COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-GWING.dwg OVERALL GRADING PLAN 04 OF 20 1"=20' I~ II I I N I 1 II I LU I 1 ------------- J 5'OSTMMH 36" STORM DRAIN 8"W ss"s LINE NO. SD -21 SEE SHEET 09 Ile IRT DGE COMBINATION INLET INLET (TRIPLE5' 0 STM MH El I I III I III III W III \I EXISTING PIPE TO BE REMOVED 17' EXISTING WATER - - - EXISTING _ �_-----=�_� -SANITARY =----_�-� 6.42` ---- �.W�SAWCUT-8"W 8"W 8"W 9.57 a cc a — LINES SS -9— _ ss.9 1n �A3 0 5' DRAIN. & `2 . " El E01 ❑ 1L°TRl'AI ., II I "a III I ACCESS ESMT-i L — — ❑ 111 M 111 1 ❑ STORM DRAIN NO. II I H 111 SD -3 SHEET 10 I V i l W i Ij I I 1�5' DRAINI., UTILITY, & ACCESS ESMT p l q I LCONCRETE BLDG SETBACK HEADWALL AND APRON RIM — 40.61 / INV. = 39.20 _ EXyIS11NG HEADWALL 39.m / 8" INV. WT 20.398.' INK=34.10 _' �... PVC ® --.--- TRACT A LOT 1 20' DRAIN. '& UTILITY ESMT (TYP) _ _119.15'. 8" PVC— i02%- 125' DRAINAGEI TRACT I I LOT 2 I 10' DRAIN. & UTILITY ESMT (TYP) 20' DRAIN. & UTILITY RIM = 43.02 ESMT (TYP) INV. = 41.58 104.92'- 8" PVC - 0 2% v I I Iq I III I III SAWCUT 8.W r 1 1 _ 3 MANHOLE TO TIE QUAIL STREET INTO EXISTING PIPE �I ■II�AIN:t 20 DRAINAll 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. J f1 'I STORM DRAIN NO. SD -1 SHEET 08 5.5' ROW /� I DEDICATION I I I II I II II I I II I II 32ND AVE. OVERFLOW CATCHMENT CHANNEL SEE SHEET 04 1 I IIS ui I I I II I III > II I I � III II Z cm II I I I � III III LU III — I 6 j III I I II I I III II I III I I I 111 — JII- I I II I LOT 3 I DRAIN. & UTILITY LOT 4 ESMT (TYP) 20' DRAIN. LtL-8"PVC LITY (TYP)L45.86 PROPOSED W I RIM = 45.60 HDPE STORM PIPE NV = 43.67 I 109.92' — I mo ®2% PROPERTY UNE TRACT A — _12" NYOPLAST BASIN W/ DOME — — --- LID (TYP.) - SEE DETAIL SHT. 19 I III �- S .ORMWATER — — — — —_ _ _ _ STORM DRAIN NO.. I-1111 —-- RIM=36.43 OU r`.ILAREA- it ' — —_------- I — — — — — — SD -1 SHEET 08 — —_ _ _ _ _ - 10 UTILITY EASEMENT= — — — - - - - - - 100 -YR FLOW LINE - - - - - -- I I I INV. = 34.26 — — — — — — — � III ' p SEE SHEET 11 & 18 REC. #76787571 I I III III I III III` �� — — — — -- — — PROP. WEST PROPERTY II 12" NYOPLAST BASIN W/ DOME APPLEWOOD _ _ _ LINE OVERFLOW CHANNEL II p I III I I I III LID (TYP.) -SEE DETAIL SHT. 19 J�— —III �� = SECTION - SEE SHEET 11 III' III III BAPTIST CHURCH III III ale` pl III III III III--III---------------==—=Jp /� 91i VII II� l� WWII 1—==lrr==-- \�i Inlet ana pipe snoula remain on property. Can pipe penetrate headwall slightly south to remain on property? Ideally, pipe centerline and inlet should be offset 2' from property line. Alternatively, can this be graded to drain into concrete area to eliminate need for inlet? Unclear since TOW elevation isn't shown here. POND ACCESS AREA - MINIMUM 10' WIDE - MAXIMUM 10% SLOPE - MUST BE KEPT OPEN FOR VEHICULAR ACCESS - NO OBSTRUCTING LANDSCAPING - GRASS, MULCH, OR CRUSHED GRANULAR ROCK ONLY GENERAL NOTES: 1. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 2. MORE THAN THREE (3) STREET -CUTS WITHIN A 250 LF SECTION OF ROADWAY WILL RESULT IN MILLING/OVERLAY PER CITY ROW PERMIT REQUIREMENTS. UTILITIES NOTES: 1. THIS PLAN IS FOR OVERALL SITE LAYOUT INFORMATION ONLY. WATER LINE NOTES: 1. ALL WATERLINE SERVICES ARE 3/4" TYPE "K" COPPER UNLESS OTHERWISE NOTED. 2. ALL WATER MAINS ARE 8" UNLESS OTHERWISE NOTED. SANITARY SEWER NOTES: 1. ALL SANITARY SEWER LINES ARE 8" PVC UNLESS OTHERWISE NOTED. 2. ALL SANITARY SERVICES ARE 4" PVC UNLESS OTHERWISE NOTED. UTILITY LEGEND WATER LINE All FIRE HYDRANT i GATE VALVE ►t BLOW -OFF 3/4' SERVICE W/METER -� W/S EXISTING SANITARY SEWER ,® SANITARY SEWER MANHOLE ®. 4" SANITARY SEWER SERVICE S/S STORM DRAIN FLARED END SECTION WHEAT RIDGE COMBINATION INLET (TRIPLE) STORM MANHOLE (5' 0) OUTLET STRUCTURE (TYPE C INLET) p WHEAT RIDGE VALLEY INLET o' w z z w U z 0 Q U LL H 0 z J D w 0 tl 0 Y (7 0 z p w m <OmO o U J O U Q O Q D C 0 i 0 Z V Z ry Q a a 0 a o _1 ,, ,zwLo momU< m m�U 00"02 1=2u. _0-_ mmom,z 0W �F-O o_ Z � 0 � � S wmm�"»� 2100 =m m==owoz m1z=,U P" o0 Zp- waa -o mU=smL zom��m z>z0ow .� rro= -Qm mSozL� LU V) Z W LU Ifff-z0 X00 U 65 TZ LLi � > O W M�M W W 1 Q UU) < J cr w O� 7 0 V G W B B 17-006 51224 01/24/18 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 700&UTIL.dwg OVERALL UTILITY PLAN 05 OF 20 1"=30' ,t- k� `II ION wuclrvn� saic i= av xowz -mu:mn -- e e e IN Flail FF AE Kill BE 0 BE VERTICAL CURVE FCRMUVS NOTES ED FOR GAS ELECTRICAL IRRIGATION BE INSTALLED PRIOR TO PAVING DO NSTRUCT ACTOR SHALL CONTACT THE UTILITY PAT E ON C EST TER OF C OLORADO AT LEAST OR DRAM By OR TO CONSTRUCTION CALLS11 CHECKED By ADS MATTER SET SHALL BE SCRAPED OR 0 A DEPTH AS RECOMMEND ED By THE INAL ENGINEER SECTION TO BE DETERMINED B" THE INAL ENGINEER AFTER OVER LOT PERATIONS ACTOR SHALL PROOFS OLL SURCEASE FOUR BE IN A MAN PER PC CEPTABLE TO • FOUR OLLIN 0 SHALL BE REFER TED B" • IOR TO INSTALLATION OF ASPHALT OF 5mz<_ �R�a 4 Is Rei°s ui w (n > W w Z 0 00- 0 a: UUU) w�Ir w�0 W m � a UUP JLL OS Q Z � -a m BB17-006 9..4 21 Off 2017 SION N DOCUMENTS 09252017 OF NFL N� y0 C: p QUAIL ST. PLAN & PROFILE 06 5450 5450 5440 5440 5435 5435 0 10 20 30 0+00.00 5450 5450 5460 -3.87 5450 5450 CC luo - 3.64' I 283' 5440 - -4.007 2.00%� 44- 3.24' 26.5' EXISTING -378 -- .200%a 0 PROP. GRADE (TYP)GRADE 5440 3.72' 5435 7F 5440 26.5' 5435 5435 0 10 20 30 1+25.00 0 10 20 30 2+50.00 ' MINI, 5450 5460 -3.87 5450 5450 - CC luo - 3.64' I 283' 5440 5445 26.5' 5435 44- 3.24' 26.5' AIM -378 -- .200%a 0 5450 PROP. - - 5435 7F 99% 5450 0 10 20 30 3+75.00 5460 5450 5460 -3.87 5450 5450 - - 5450 5445 luo - 3.64' I 283' 5440 5445 26.5' 0 10 20 30 5+00.00 P.) 5450 5450 5440 5440 5435 5435 0 10 20 30 0+25.00 5456 5450 5460 5450 - 2.00%� -3.91 3.64' I 5450 PROP GRADE (TYP. 5440 5440 5440 5435 I I 5435 0 10 20 30 1+50.00 A 0 10 20 30 2+75.00 5460 5460 5460 5450 - =w -3.91 2.00% 5450 PROP GRADE (TYP. 5440 5435 - - EXISTING RADE (TYP.) 5440 -jDRIVE RON 44- 3.24' 26.5' AIM -378 -- .200%a 0 10 20 30 2+75.00 5460 5460 5460 5450 - 5440 5435 -3.91 2.00% 5450 PROP GRADE (TYP. 5440 5435 - - EXISTING RADE (TYP.) 5440 -jDRIVE RON 44- 3.24' 26.5' _ -378 -- .200%a 0 5450 PROP. - - 5435 7F 99% 5450 5450 5435 5450 5450 0 10 20 30 4+00.00 CCM ' MEOW M-W!Z1 0 10 20 30 5+25.00 5450 5460 5450 L4i 5440 5435 a 6 2.00% 3.71' 5440 26.5' 5435 0 10 20 30 0+50.00 0 10 20 30 1+75.00 0 10 20 30 3+00.00 5460 5460 a 5460 �-a� �Q.II�L7 ��'• 5440 I 5435 lill Lo 1 5440 5435 Ine C, 1 -jDRIVE RON 0 10 20 30 1+75.00 0 10 20 30 3+00.00 5460 5460 a 5460 Loi p 5440 I 5435 lill Lo 1 5440 5435 Ine C, 1 -jDRIVE RON 5450 _ -378 -- .200%a 0 5450 PROP. - - - - -4.1121 99% 5450 5450 - 5450 5450 5445 5450 5440 5445 5450 5435 5445 26.5' 0 10 20 30 4+25.00 5460 5460 a 5460 Loi p 5440 I 5435 lill 15 2.00% I A 1 1 5440 5435 Ine C, 1 1 5450 _ -378 -- .200%a . 5450 PROP. ADE (TYP) \ GRADE (lYP 5450 4 - 5450 5445 26.5' 5445 0 10 20 30 5+50.00 SCALE: H: 1"=20' V: 1"=10' 5450 wi5450 EXISTING a GR ADE (IYP.) - - -4.0021 98% PROP, 5440 3.72' A40E (� ) 5435 5435 0 10 20 30 0+75.00 Lo 5450 a 5460 a 5450 Loi p 5440 I 5435 -4.00 15 2.00% I A 1 1 5440 5435 Ine C, 1 1 0 10 20 30 2+00.00 5460 5460 5460 Loi p Lill Or _2.00%� _ 5450 5445 X26.5 EXISTING00%� a Q Q ADE (TYP.) - 5450 2.00%18 5450 EXISTING 5450 PROP. ADE (TYP) I GRADE (lYP 3.3 8' - - 26.5' 5440 5450 5440 5435 5450 5435 0 10 20 30 3+25.00 5460 5460 5460 Lill Or _2.00%� _ 5450 5445 X26.5 EXISTING00%� a 5450 ADE (TYP.) - -4.00% 298' 5450 5445 0 10 20 30 4+50.00 5460 5460 5460 EXISTING00%� PROP. ADE (TYP.) - -4.00% 2 GRADE 5450 RON 5450 5445 5445 0 10 20 30 5+75.00 5450 Ui DRIVE 5450 a RON a - -4.0021.99% 5440 3.62' I 5440 26.5' 5435 5435 0 10 20 30 1+00.00 2 ��NA �MWE 5460 - DRIVE 5450 0 10 20 30 2+25.00 0 10 20 30 3+50.00 5460 5460 - DRIVE 5450 5445 RON a 5445 Ci - - -4.18%1997 5450 0 10 20 30 3+50.00 5460 5460 - DRIVE 5450 5445 RON a 5445 Q - - -4.18%1997 5450 5450 276' 5445 26.5' 5445 0 10 20 30 4+75.00 5460 5460 5450 5450 5445 5445 0 10 20 30 6+00.00 NOTES 1. ASPHALT DESIGN PER SOILS ENGINEER. 2. SEE WHEAT RIDGE VERTICAL CURB WITH SIDEWALK (CS) SECTION. DETAIL CODE "C LU 0 d U Y Oj U z p w m < 0 10 o U J O U Q 0 Q 0 M H rn H > U Z V Z Q J J m F L Quo TM �-0m�o zwc,<' w mom¢Q 0 w�0 z�xzo p 0 0 O Z rux�or 0 o, =' 0 0 owLr�o t as as z 0=10-6 � mxdowo mwzxwo p c)zmfAoo o z �mz Jo z wu<o-L Y z3p0� a >z�ow ��001 m-��N m O mxozwx LL z LU Ifff-Z� <Oo U) UTZW � � O Ui W �z J w �Z0 Cy 2 m B B 7- 51224 01/24/18 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the property of the Engineer. Peunissionforuse of this document is limited and can be extended only by wriden agreement with B&B Engineering, LLC. :7 X1/69 [•] SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006 -RD P$P.dw9 QUAIL ST. WIDENING X -SECTIONS - �MBINATIOII X. WHEAT RIDGE INLET (TRIPLE) i l`❑ `� I � I Ir ❑ 11 JEL�l LU IIIEl ` II IV I ° j 111 � yl\\ 'I I 111 III pl 7' I 11 EXISTING HEADWALL I IV / ' 15' DRAIN., ;I UTILITY, & / \ CCESS ESMT \ \\J I \ ti 15' DRAIN., UTILITY, & ACCESS ESMT LO 1 - ~ - - - - - _ - STA 6+69.17 - \ ® ®Ex Z / 1' 1 C--= 30 0 15 30 40 5449 \ 2 DRAIN.; 47 > .. \I MT / $�Sy I 5.5' ROW // ORIGINAL SCALE: 1"= 30' HORIZ. DEDICATION d 10' DRAIN. & / UTILITY ESMT (I \ \ 1 I LOT 2 LOT 1 \�\ \ \�2 10' DRAIN. & LOT 3` \ \ r ~ \ "sA " // { % UTILITY ESMT (TYP) " 20' DRAIN. _ ��$ \ � — 20' DRAIN. — '& UTILITY ` — " \-20 DRAIN. — — & UTILITY ~ / / / -- \ _ — — — —& UTILITY J �—1iS44ESMT (TYP) \ ` ESMT TYP) — `~� ESMT (TYP) — � — � — — ( ) �1 `� Ji LOT 4 / 10DRAIN. & U1ILITY ESMT (TYP) STM 4 TRA It appears that a portion of the pipe from the area drain III \ -- \_ _ -_ ______—_ APPLEWOOD is located on the adjacent (Quail BAPTIST CHURCH III / �\ \ \ III Hollow) property. I I ,The area drain shall be Prior to approval of located a minimum of two the design a (2) feet from any boundary permanent of the subdivision. Drainage Easement from Quail Hollow shall be reauired. 5455 5450 5440 5430 5425 a N� II S � M II Z gyv ��in`'� II sF 2 01.23% ae to the limited cover over the 48" DPE pipe. Public works recommends locating the spillway to the original ration on the north side of the pond. 140'% CONCRETE WO EMERGENCY SPILLWAY _ i 10' CONCRETE HEADWALL - SEE DETAIL SHT. 18 - EXISTING LOW FLOW CHANNEL WALL TO BE NOTCHED OUT WHERE NEW APRON TIES IN EXISTING GRADE " CONCRETE APRON W/ TOl - SEE DETAIL SHT. 16 - REINFORCING PER MOT M-601-20 DETAILS EXISTING DOUBLE BARREL HEADWALL GRADE i r/ a N LO d11II v~i ¢ )Di . UT1LIfY ESMT (TYP) 0 i I II 1 II I I Q II N 2 (6 DIA.) M II 5+64.421 I N III j � III I I III • I I II 6'W X 1.5' THICK BURIED TYPE L RIPRAP 6" TOPSOIL LAYER ON TOP — TIE INTO OVERFLOW CHANNEL BURIED RIPRAP — SEE DETAIL SHT. 11 (TYP.) I I II - PROPOSED OVERFLOW CHANNEL SEE DETAIL SHT. 11 / �L L- fill M Y7 .� Ln 25 ci IIz m� W -- v , N II O M N Upon further investigation, Public �• N Works recommends Neenah R-3303 or R-3305 to provide some screening !_ of debris/trash and eliminate a potential hazard with the large inlet ooenina on R-3256. 48" HDPE PROFILE - SD1 H:1 "=30' V:1 "=3' 1 NOTE: STORM MANHOLES 1, 2, & 3 TO HAVE NEENAH 256 INSTALLED DUE TO SURCHARGE CONDITIONS. INLET OPENINGS SHALL BE ORIENTED TOWARD OVERFLOW CHANNEL AS SHOWN BY ARROW ON PLAN ABOVE. d^o II aC" V + 'n ~ to II� N � Z 5455 NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP—RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER 0 COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS 9. ADS HDPE PIPE TO BE INSTALLED PER ADS MANUFACTURER RECOMMENDATIONS FOR PIPE IN SURCHARGE CONDITION 5425 UJ 0 o_ U YGJ U z p W <m 010 J O U Q p Q p C 0 i U Z V Z 0-1 Q J J m ' F Lw Quo MT ��mTUo zw�, w 0 U0 m w�� z=zo 0'- 0 0 wowz o 0wL=_o w Z 0.W w �0�il SIZ mm =�z=owo o ;zm.00 ru O> Z J O z w y zo0 m � =gy < z>z�ow e,s�, m=Qom o W Z W W 7 0 0- 0 v W � Y � � O LU W �z �) CQ Uvc J O� w O� 7 0 Lfill Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. 69101 SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SDIAW9 STORM PLAN & PROFILE — SD1 --7----- - - -- - ---��I 5' 0 STM MHt\ 1 - - i 1 �I` // LU - - - ® - - - �� - ~ �— \ �- 1 5' 0 STM MH �� '�� ~--~ I �\ `� '�I�QUAIL STREET -5 DRAIN. & UTILITY ESMT - - - - STM 1 (6' DIA )--'- - �MBINATIOII X. WHEAT RIDGE INLET (TRIPLE) i l`❑ `� I � I Ir ❑ 11 JEL�l LU IIIEl ` II IV I ° j 111 � yl\\ 'I I 111 III pl 7' I 11 EXISTING HEADWALL I IV / ' 15' DRAIN., ;I UTILITY, & / \ CCESS ESMT \ \\J I \ ti 15' DRAIN., UTILITY, & ACCESS ESMT LO 1 - ~ - - - - - _ - STA 6+69.17 - \ ® ®Ex Z / 1' 1 C--= 30 0 15 30 40 5449 \ 2 DRAIN.; 47 > .. \I MT / $�Sy I 5.5' ROW // ORIGINAL SCALE: 1"= 30' HORIZ. DEDICATION d 10' DRAIN. & / UTILITY ESMT (I \ \ 1 I LOT 2 LOT 1 \�\ \ \�2 10' DRAIN. & LOT 3` \ \ r ~ \ "sA " // { % UTILITY ESMT (TYP) " 20' DRAIN. _ ��$ \ � — 20' DRAIN. — '& UTILITY ` — " \-20 DRAIN. — — & UTILITY ~ / / / -- \ _ — — — —& UTILITY J �—1iS44ESMT (TYP) \ ` ESMT TYP) — `~� ESMT (TYP) — � — � — — ( ) �1 `� Ji LOT 4 / 10DRAIN. & U1ILITY ESMT (TYP) STM 4 TRA It appears that a portion of the pipe from the area drain III \ -- \_ _ -_ ______—_ APPLEWOOD is located on the adjacent (Quail BAPTIST CHURCH III / �\ \ \ III Hollow) property. I I ,The area drain shall be Prior to approval of located a minimum of two the design a (2) feet from any boundary permanent of the subdivision. Drainage Easement from Quail Hollow shall be reauired. 5455 5450 5440 5430 5425 a N� II S � M II Z gyv ��in`'� II sF 2 01.23% ae to the limited cover over the 48" DPE pipe. Public works recommends locating the spillway to the original ration on the north side of the pond. 140'% CONCRETE WO EMERGENCY SPILLWAY _ i 10' CONCRETE HEADWALL - SEE DETAIL SHT. 18 - EXISTING LOW FLOW CHANNEL WALL TO BE NOTCHED OUT WHERE NEW APRON TIES IN EXISTING GRADE " CONCRETE APRON W/ TOl - SEE DETAIL SHT. 16 - REINFORCING PER MOT M-601-20 DETAILS EXISTING DOUBLE BARREL HEADWALL GRADE i r/ a N LO d11II v~i ¢ )Di . UT1LIfY ESMT (TYP) 0 i I II 1 II I I Q II N 2 (6 DIA.) M II 5+64.421 I N III j � III I I III • I I II 6'W X 1.5' THICK BURIED TYPE L RIPRAP 6" TOPSOIL LAYER ON TOP — TIE INTO OVERFLOW CHANNEL BURIED RIPRAP — SEE DETAIL SHT. 11 (TYP.) I I II - PROPOSED OVERFLOW CHANNEL SEE DETAIL SHT. 11 / �L L- fill M Y7 .� Ln 25 ci IIz m� W -- v , N II O M N Upon further investigation, Public �• N Works recommends Neenah R-3303 or R-3305 to provide some screening !_ of debris/trash and eliminate a potential hazard with the large inlet ooenina on R-3256. 48" HDPE PROFILE - SD1 H:1 "=30' V:1 "=3' 1 NOTE: STORM MANHOLES 1, 2, & 3 TO HAVE NEENAH 256 INSTALLED DUE TO SURCHARGE CONDITIONS. INLET OPENINGS SHALL BE ORIENTED TOWARD OVERFLOW CHANNEL AS SHOWN BY ARROW ON PLAN ABOVE. d^o II aC" V + 'n ~ to II� N � Z 5455 NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP—RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER 0 COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS 9. ADS HDPE PIPE TO BE INSTALLED PER ADS MANUFACTURER RECOMMENDATIONS FOR PIPE IN SURCHARGE CONDITION 5425 UJ 0 o_ U YGJ U z p W <m 010 J O U Q p Q p C 0 i U Z V Z 0-1 Q J J m ' F Lw Quo MT ��mTUo zw�, w 0 U0 m w�� z=zo 0'- 0 0 wowz o 0wL=_o w Z 0.W w �0�il SIZ mm =�z=owo o ;zm.00 ru O> Z J O z w y zo0 m � =gy < z>z�ow e,s�, m=Qom o W Z W W 7 0 0- 0 v W � Y � � O LU W �z �) CQ Uvc J O� w O� 7 0 Lfill Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. 69101 SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SDIAW9 STORM PLAN & PROFILE — SD1 5455 5450 5445 5440 5435 5430 STORMWATER OUTFALL AREA` SEE SHT. 11 & 18� ❑// / 1 I )I EXISTING STORM II I STM 10 (5' DIA.) I I —_\ STA 124 I 55439 30' STM I � _ h 54415441- / —5442 �15' 1� LO 15' DRAIN. 15' S UTILITY, & c� ACCES! n 1 � 54451 u+ AIN., I II s & , i ESMT II 1 I I 1 I I 1 \ X 1 1 1 I STORM DRAIN SD -2 PROFILE H:1 "=20' V:1 "=4' PROPOSED GRADE MAX GRADE NOT TO EXCEED 4.1 EXISTING GRADE 10" CONCRETE HEADWALL — SEE DETAIL i 77 77777 / A � I Rue 01.29% i 90�zz I 01.00% ` 6" CONCRETE APRON W/ TOE WALL — SEE DETAIL SHT. 18 — REINFORCING PER CDOT M-601-20 DETAILS 10" CONCRETE WINGWALL W TOE WALL — SEE DETAIL SHT. 18 — REINFORCING PER CDOT M-601-20 DETAILS 0+00 1+00 2+00 01.00% ter' 2+67 5455 5450 5445 5440 5435 5430 N W + E S 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. POND ACCESS AREA - MINIMUM 10' - MAXIMUM 10% SLOPE - MUST BE KEPT OPEN FOR VEHICULAR ACCESS - NO OBSTRUCTING LANDSCAPING - GRASS, MULCH, OR CRUSHED GRANULAR ROCK ONLY NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS 9. ADS HDPE PIPE TO BE INSTALLED PER ADS MANUFACTURER RECOMMENDATIONS FOR PIPE IN SURCHARGE CONDITION w 0 d U Y OJ U z p w Dom0 o U J o � < <0 c H rn H > U Z V Z Q Jo.> - o '0z om mmU< Q 0 '1O z�W=z0 ow�o o_ou_ wcaow _0 zowe wu, u, �0 �o6 u, z m=�owo moz=00 P" o0 waaz-o W(JS�Od zo�ea0m z>z�ow w��od� m_¢2 m1ozm. L V J z L „j 7 BIn OO V) = L � Y O LU LZ)z U < J w 7 0 B B 17-006 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remai ns the grogenyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. NAriN101 CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD2.dwg STORM PLAN & PROFILE — SD2 I\ \ \ `�r� I \ II I 1 n 15 I \\ \ 4? I 1 I h — — — STM 23 (TYPE C) 0+39.2�7 i `\ "I 1./7 R -- —"* 5438 may' EMERGENCY SPILLWAY - Ie,. \ > I . s �. 1. OVERFLOW CHANNEL 5437 SEE DETAIL _ _ I I 100 -YR ELEVATION II I — — — II I I $ �•.. 5.437 — T — \ 0 5438 _ ... _ ... _ ... _ ... WATER QUALITY POND AND STORM DRAIN SD -3 PLAN AND PROFILE 5445 5445 M N� II + i`-' N C Z 5440 5440 PROPOSED GRADE . pNC —r5. 12" 11 PT TYPE VE 5435 BURIED RIPER P EXISTING GRADE 5435 u 5430 5430 0+00 0+91 SCALE: H:1" = 10' V:1"=2' V WQCV ELEV 5439.1 1/4" THICK GALVANIZED STEEL PLATE OVERLAPPEE 4" FROM GAP IN CONCRETE .,e SECTION A -A NTS NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION. 4" 12° 4" WQ PLATE --\ 6 -5/16" STAINLESS STEEL BOLTS n 'io v /f Flow 2 - 1/2" 0 CARBON STEEL 1 1/4°x1 e SPACED 0 20WELL SCREEN 1/2 ANGLE FRAME TRASH RACK SEE ATTACHED TO CHANN DETAIL THIS SHEET BY WELDING ALL AROUND 1 HEADWALL OPENING OUTLET STRUCTURE DETAIL MODIFIED TYPE'C' INLET PROPOSED WINGWALL REINFORCE PER M-601-20 00 4 CONCRETE FLOOR C14 TRASH RACK AND WATER QUALITY ORIFICE PLATE, SEE DETAILS —� 00 a .. .4 NTS (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 A '-. .d 10'-1" WINGWALLS WATER QUALITY ORIFICE PLATE TRASH RACK m 8 A WATER QUALITY TORIFICE PLATE Illillllllllll . A NTS (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 12" RCP ELEVATION 10 0 05 10 20 ORIGINAL SCALE: 1"= 10' HORIZ. NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFlNFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. IIIIIIIIIIIIIIIIIIII 6" 11.5" 12° APRON EXTEND TO TOP OF WALL (TYP) I FILTER STAINLESS . ... w VEE WIRE WITH ,. BETWEEN WIRES I. 6" 100 -YR ROW ELEVATION a- EL 5440.13 1� �Illlllllll�l�l�aill#93 IIIIIIIIIIIIIIIIIIII0.1390 WATER 10 QUALITY POND OVERFLOW 48' HDPE APRON .� dae (IIIIIIIIIIIIIIIIIIII (IIIIIIIIIIIIIIIIIIII N I a e. A..a.e E < 47" SECTION A -A NTS NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION. 4" 12° 4" WQ PLATE --\ 6 -5/16" STAINLESS STEEL BOLTS n 'io v /f Flow 2 - 1/2" 0 CARBON STEEL 1 1/4°x1 e SPACED 0 20WELL SCREEN 1/2 ANGLE FRAME TRASH RACK SEE ATTACHED TO CHANN DETAIL THIS SHEET BY WELDING ALL AROUND 1 HEADWALL OPENING OUTLET STRUCTURE DETAIL MODIFIED TYPE'C' INLET PROPOSED WINGWALL REINFORCE PER M-601-20 00 4 CONCRETE FLOOR C14 TRASH RACK AND WATER QUALITY ORIFICE PLATE, SEE DETAILS —� 00 a .. .4 NTS (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 A '-. .d 10'-1" WINGWALLS WATER QUALITY ORIFICE PLATE TRASH RACK m 8 A WATER QUALITY TORIFICE PLATE Illillllllllll . A NTS (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 12" RCP ELEVATION 10 0 05 10 20 ORIGINAL SCALE: 1"= 10' HORIZ. NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFlNFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. IIIIIIIIIIIIIIIIIIII 50 -YEAR OVERFLOW WSEL APRON EXTEND TO TOP OF WALL OVERFLOW CHANNEL I FILTER STAINLESS . ... w VEE WIRE WITH ,. BETWEEN WIRES I. IIIIIIIIIIIIIIIIIIII 100 -YR ROW ELEVATION a- EL 5440.13 1� �Illlllllll�l�l�aill#93 IIIIIIIIIIIIIIIIIIII0.1390 WATER 6" CONCRETE QUALITY POND OVERFLOW 48' HDPE APRON .� (IIIIIIIIIIIIIIIIIIII (IIIIIIIIIIIIIIIIIIII I w 0 N Z CARBON STEEL 1 1/4"x1 1/2" INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME CREST OF EMERGENCY SPILLWAY 50 -YEAR OVERFLOW WSEL APRON EXTEND TO TOP OF WALL OVERFLOW CHANNEL OVERFLOWS BEYOND 100 -YR ROW ELEVATION a- EL 5440.13 1� WATER 6" CONCRETE QUALITY POND OVERFLOW 48' HDPE APRON .� EMERGENCY SPILL WAY SECTION NTS TOP OF POND = 5440.35 TOP OF POND = 5440.35 4' CREST LENGTH BOT FG (AS SHOWN 1 ON PLAN NEW) 1 4' 1 EL = 5440.13 A TYPE II/ 6" CONCRETE BEDDING OVERFLOW APRON EMERGENCY SPILL WAY PROFILE NTS w o tL U Y CJ U z p LU m Do 10 o U J O U Q 0 Q p C 0 i U Z V Z 0-1 Q J J m F X m.Qs,o m J �o mom m u,mU0 Z 0 = Z O 0 000 z N0..= 0 "' O 0 '0 w w O» m z `c rx l ' m=aowo mlz=rru o'co"-000z z �o>zJo wU -L i y zo=gym < z>z�ow m�Qom� K m 0?m 0 LU U) z W w '-7 0 < O O v / W U) UTZ Y O W � � w Z U < J O� w O� Z 0 5L N L I�l B B 17-006 51224 01/24/18 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD3.dq WQ POND AND OUTLET — SD3 10 OF 20 1f,=10' � I rI i' /' __I I // _ l _ ice' —I I \ It/a �_ -.� v■y■R� �r=ill ■ �MGM ��•I 15' DRAIN., \ UTILITY, & I ACCESS ESMT \\ �5 IN., TILITY, & ACCESS ESMT I, LDG SETBACK \ LO `T/ ---_ "-- 38.98 4Z �t > 40.8 B o TO _405940.9741.20 — TOWLTOW TOW LOT 1\\ I /I \ 10 DRAIN. & - I �y �1TILITY ESMT (TYP)_ I _ / , —�� \ �\ \ \/LOT 4' \,20' DRAIN. ` \—�, —20' DRAIN. \�� _ 20 DRAIN. iUTILITY -- —\ --- & UTILITY — — — _ & UTILITY ESMT (TYP) ESMT (TYP) \ TT I-- _ \ —ESM O (TYP) _ _ \ \ —_ �— LOT 3 \/ /I // I �/ I z ' SEE BELOW FOR DETAIL _ — — —_ _ — — — — — — —_— — _ _ 1'= _ _ _�_� —= �0 __= — — / 5460 5455 5445 5440 5430 0+00 10' CONCRETE HEADWALL —SEE DETAIL SHT. 18 1 I \LLfr'-CONCRETE APRON -W/ TOEWAEL — SEE Bim -511.18 — REINFORCING PER CDOT M-601-20 DETAILS EXISTING DOUBLE BARREL HEA[WALL 1+00 2+00 — — — — -EXISTING -DUAL -54 DWALL— �. d rid i — — — — — FRONT WA OF 4 d LOW FLOW CHANNEL — — — — — — '-PU BE REMO -,/-------- / , 3 _ — 6' CONCRETEAl a _ BURIED / 1. 7' f FER TO CDOT M-601-10 FOR 10" HEADWALL DETAIL AND REINFORCEMENT WINGWALL g w� FOOTING ;, REFER TO CBOT M-601-20 FOR 10" WINGWALL AND -APRON DETAIL AND REINFORCEMENT LINE (TYP) ALL ANGLES 90' UNLESS OTHERWISE ANNOTATED . 1 39.05' HEADWALL If LJT I STORMWATER OUTFALL AREA DO�FLOWND SEE SHT. 18 FOR MORE DETAIL SCALE: 1" = 5' 3+00 OVERFLOW CHANNEL PLAN AND PROFILE H:1"=30' V:11 4+00 _STA= 4+00.00 ELEV=5444.12 5+00 DR A N. & UTILITY I II II 1 II ESMT (TYP) II r — i I III / 1 III I II _ \ i TWA CT A ✓_u_ )SE�OV6 99L CF�ANNEL EXISTING GRADE PROPOSED CHANNEL BOWLINE STA= TRANSITION CHANNEL 6+00 5460 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP—RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 46 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 7+00 7+52 5460 5455 5445 5440 5430 5460 5450 100—YR BOW DEPTH I low Jam•, TYPE L RIPRAP / f "TOPSOIL FOR REVEGETATION — — RE: LA OSCAPE SHEETS FOR — I ! b / , 3 _ — 6' CONCRETEAl a _ BURIED / 1. 7' f FER TO CDOT M-601-10 FOR 10" HEADWALL DETAIL AND REINFORCEMENT WINGWALL g w� FOOTING ;, REFER TO CBOT M-601-20 FOR 10" WINGWALL AND -APRON DETAIL AND REINFORCEMENT LINE (TYP) ALL ANGLES 90' UNLESS OTHERWISE ANNOTATED . 1 39.05' HEADWALL If LJT I STORMWATER OUTFALL AREA DO�FLOWND SEE SHT. 18 FOR MORE DETAIL SCALE: 1" = 5' 3+00 OVERFLOW CHANNEL PLAN AND PROFILE H:1"=30' V:11 4+00 _STA= 4+00.00 ELEV=5444.12 5+00 DR A N. & UTILITY I II II 1 II ESMT (TYP) II r — i I III / 1 III I II _ \ i TWA CT A ✓_u_ )SE�OV6 99L CF�ANNEL EXISTING GRADE PROPOSED CHANNEL BOWLINE STA= TRANSITION CHANNEL 6+00 5460 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP—RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 46 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 7+00 7+52 5460 5455 5445 5440 5430 5460 5450 100—YR BOW DEPTH PROPOSED GRADE 5450 TYPE L RIPRAP / f "TOPSOIL FOR REVEGETATION — — RE: LA OSCAPE SHEETS FOR — I SEEDING It 5440 5440 EXISTING GRADE W CH NNE - 01 SECTION A - H:10'=1 " V:5'= " 5430 5430 -30 -20 -10 0 10 20 30 LLI O d U Y CJ U z LU < ) J O U QO Q D ,= rn H > U Z V Z 0-1 Q J J m F L ..< M "0' ' 0 m � w momaQ m m"U =�=zo 0 000 Z r 0 O I 0 mm o'= 0 owL� oJ0o�> m=�owo m.z=00 — ;zm1oo z �o>zJo y zo��mm z>z�ow m-Q�m L_ LU U) z W W Ifff— 7 0 00 ii V) = W � CID Y O W 3: W CID I Z)z UU) < J O� w O3: Z ri Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property ofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE. 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD3.dq OVERLFOW CHANNEL -P&P 11 OF 20 1f,=10' ` [-RESEED DISTURBED AREAS 15' DRAIN UTILITY EAS I I I I I I 7m[-� 7m= NORTH 0' 30' 60' 90' 1"•30' _andscabe fide u i rements I Street Tree per 70 If of Street Frontage Quail Street Street Frontage = 563 If West 32nd Ave. Street Frontage = 165 If Quail Street Street Requirement = 0 Street Trees West 32nd Ave. Street Tree Requirement = 3 Street Trees GENERAL LANDSCAPING NOTES 1. ALL SHRUB BEDS SHALL BE MULCHED WITH V-2" RECYCLED LANDSCAPE MULCH (AVAILABLE FROM CITY OF WHEAT RIDGE) TO A MINIMUM DEPTH OF 4" AND SHALL BE PLACED OVER A WATER PERMEABLE WEED BARRIER FILTER FABRIC. ALL SHRUBS, IF NOT PLACED IN PLANTING BEDS, TO HAVE A MULCH RING NO SMALLER THAN 2' FROM THE ROOT AND 3' IN DIAMETER, AND NO LESS THAN X DEPTH. ALL TREES TO HAVE A MULCH RING NO SMALLER THAN 2' FROM THE TRUNK AND 4' IN DIAMETER, AND NO LESS THAN 3" DEPTH. MULCH TO BE KEPT 3" AWAY FROM TRUNK TO REDUCE INSECT AND TRUNK DAMAGE. 2. ALL PLANTING BEDS ADJACENT TO SOD AREAS SHALL BE SEPARATED WITH 8'"X 4" STEEL EDGER WITH A ROLLED TOP. 3. LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR DETERMINING FINAL LOCATION OF UTILITIES. ALL TREES SHALL BE PLANTED A MINIMUM OF 10' FROM ANY UTILITY LINE. 4. NO PLANTS SHALL BE PLANTED WITHIN 5' OF THE BUILDING PERIMETER. 5. THE CONTRACTOR SHALL WARRANTY ALL PLANT MATERIAL FOR A PERIOD OF ONE YEAR AFTER SUBSTANTIAL COMPLETION HAS BEEN ISSUED BY THE OWNER OR OWNER'S REPRESENTATIVE. 6. PROTECT EXISTING TREES SCHEDULED TO REMAIN AGAINST INJURY OR DAMAGE, INCLUDING CUTTING, BREAKING, OR SKINNING OF ROOTS, TRUNKS OR BRANCHES, SMOTHERING BY STOCKPILED CONSTRUCTION MATERIALS, EXCAVATED MATERIALS, OR VEHICULAR TRAFFIC WITHIN BRANCH SPREAD. 7. REPAIR TREES SCHEDULED TO REMAIN AND DAMAGED BY CONSTRUCTION OPERATIONS IN A MANNER ACCEPTABLE TO THE OWNER'S REPRESENTATIVE REPAIR DAMAGED TREES PROMPTLY TO PREVENT PROGRESSIVE DETERIORATION CAUSED BY DAMAGE. 8. REPAIR AND REPLACEMENT OF TREES SCHEDULED TO REMAIN AND DAMAGED BY CONSTRUCTION OPERATIONS OR LACK OF ADEQUATE PROTECTION DURING CONSTRUCTION OPERATIONS SHALL BE AT CONTRACTOR'S EXPENSE. 9. WATER QUALITY POND AND DRAINAGE CHANNEL SOD TO BE NATURE'S PRAIRIE BY TURF MASTER OR EQUAL. .4V I A 11 AMN95M f•T -__ r -1 6' PRIVACY FENCE OR BRICK WALL - T.B.D. PROPOSED TREE PLACEMENT ALONG WEST 32ND AVE. MAY VARY 4 DUE TO EX. BUS STOP - 2' CONTRACTOR TO FIELD VERIFY LOCATION 3 -LPL 5-MLM 5 -GAJ -5-SMG V0 Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Sod Native Seed Bio -Swale Plant Mix P-2" Rock Cobble 6' Privacy Fence or 5r i ck Wa I I - T.5.D. Open Ra i I Fence Proposed Contour Property Boundary + BIO-SWALE PLANT MIX: I SYMBOL COMMON NAME LATIN NAME SIZE , S TUIRF + + + + + + + Common Name Scientific Name variety PLS* Ibs / Acre Ounces / Acre NATUR£ PRAIRIE CANADA BLUE Sand bluestem Andropogon hallii Garden 5.3 2 STREAM BANK WHEATGRASS .. 5outeloua gracilis 2" CAL. 1.1 6 SMOOTH 5ROME Canada wildrye Elymus canadensis F5 W 5.2 Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Sod Native Seed Bio -Swale Plant Mix P-2" Rock Cobble 6' Privacy Fence or 5r i ck Wa I I - T.5.D. Open Ra i I Fence Proposed Contour Property Boundary + BIO-SWALE PLANT MIX: I SYMBOL COMMON NAME LATIN NAME SIZE , S TUIRF + + + + + + + Common Name Scientific Name variety PLS* Ibs / Acre Ounces / Acre NATUR£ PRAIRIE CANADA BLUE Sand bluestem Andropogon hallii Garden 5.3 2 STREAM BANK WHEATGRASS 5lue grama 5outeloua gracilis 2" CAL. 1.1 6 SMOOTH 5ROME Canada wildrye Elymus canadensis F5 W 5.2 s s CREEPING RED FESCUE Switchgrass Panicum virgatum 51ackwell 3.1 14 CHEWING FESCUE Western wheatgrass Pascopyrum smith -ii Ariba 5.5 BRD BIG BLUE STEM Yellow Indiangrass Sorghastrum nutans 30 3.5 DWARF NINEBARK TUFTED HAIR Sand dropseed Sporobolus cryptandrus LPL LEADPLANT 3.2 SHEEP FESCUE 51anket flower Gaillardia aristata MOHICAN vIBURNUM VIBURNUM LANTANA 'MOHICAN' a PRAIRIE JUNEGRASS Rocky Mountain Penstemon Penstemon strictus AMELANCHIER ALNIFOLIA 5 GALLON 1.6 SIDE OATS DRAMA Purple prairie clover Dalea purpurea COMPACT ANDORRA JUNIPER JUNIPERU5 'ANDORRA COMPACTA' 4.8 5 Mexican hat Ratibida columnifera 5ER5ERIS X EMERALD CAROUSEL 5 GALLON 1.6 RECOMMENDED LOW -GROW NATIVE SEED MIX Western yarrow Achillea millefolium GLAMAGROSTIS ACUTIFLORA 'KARLFOERSTER' I GALLON 0.3 25% EHRAIM CRESTED WHEATGRASS Sub -totals: MISCANTHUS SINENSIS 'MORNING LIGHT' I GALLON 23.1 19.5 25% SHEEP FESCUE Total Ibs per acre: I GALLON 52 24.9 VARIEGATED TUFTED HAIR GRASS 20% PERENNIAL RYEGRASS PLS• = Pure Live Seed 15% CHEWING FESCUE Plant List 10% CANADA BLUEGRASS SEEDING RATE : 20-25 L56 / ACRE CITE' OF WHEAT RIDGE ST,ANDAIRD LANDSCAPING NOTES 1. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CALL C0811 AT 1.800.922.1987 2. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 3. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING STANDARDS. IF SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL BLANKETS OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS 4. THE CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. QTY. I SYMBOL COMMON NAME LATIN NAME SIZE SHADE TREES a KC KENTUCKY COPFEETREE GYMNOCLADUS DIOICUS 2" CAL. 3 SKH SKYLINE HONEYLOCUST GLEDIT5IA TRIACANTH05 VAR INERM15 'SKYLINE' 2„ CAL. 2 SWO SWAMP WHITE OAK QUERCUS BICOLOR 2" CAL. ORNAMENTAL TREES 6 I PGP I PRAIRIE GEM PEAR PYRUS USSURIENSIS 'PRAIRIE GEM' F5 W DECIDUOUS SHRUBS s s 31 AC ALPINE CURRANT RISES ALPINUM 5 GALLON 14 APL APACHE PLUME FALLUGIA PARADOXA 5 GALLON 2 BRD BAILEY REDTWIG DOGWOOD CORNUS STOLONIFERA 'BAILEY' 5 GALLON 30 DN DWARF NINEBARK PHYSOCARPUS OPULIFOLIUS 'NANUS' 5 GALLON 9 LPL LEADPLANT AMORPHA CANESCENS 5 GALLON 10 MV MOHICAN vIBURNUM VIBURNUM LANTANA 'MOHICAN' 5 GALLON Z 55 SASKATOON SERVICEBERRY AMELANCHIER ALNIFOLIA 5 GALLON EVERGREEN SHRUBS 9 GAJ COMPACT ANDORRA JUNIPER JUNIPERU5 'ANDORRA COMPACTA' 5 GALLON 5 ECB EMERALD CAROUSEL BARBERRY 5ER5ERIS X EMERALD CAROUSEL 5 GALLON ORNAMENTAL GRASSES 92 KFG KARL FOERStER REEDGRASS GLAMAGROSTIS ACUTIFLORA 'KARLFOERSTER' I GALLON 10 MLM MORNING LIGHT MAIDEN GRASS MISCANTHUS SINENSIS 'MORNING LIGHT' I GALLON 5-7 SMG 51LKY SPIKE MELIC GRASS MELICA CILIATA I GALLON 52 VTG VARIEGATED TUFTED HAIR GRASS DESCHAMPSIA CESPITOSA 'NORTHERN LIGHTS' I GALLON LOUD FLOW CHANNEL LANDSCAPING NOTES 1. FOR CROSS SECTION OF CHANNEL, REFERENCE ENGINEER DRAWINGS. 2. THE TOPSOIL FOR THE COVER OF THE RIP RAP WITHIN THE CHANNEL SHALL BE AS FOLLOWS: BIORETENTION GROWING MEDIA PER URBAN DRAINAGE AND FLOOD CONTROL DISTRICT MANUAL VOLUME 3, PAGE B-7, TABLE B-1. 3. BIOSWALE SEED MIX TO BE PERMANENTLY IRRIGATED WITH OVERHEAD SPRAY IRRIGATION TO ENSURE ESTABLISHMENT AND CONTINUED HEALTH OF GRASSES AND PERENNIALS. X w z w 0 LF,`to °o mom* 2EUt - ZM oow.'� fmE , Ngk rc i00g O �i a3°w iN pp ,-2Soo UZmMP �O i �rc ° w2o map U' J ° 9 2 W w3ogtz moDo_M OO Of W z W W 7 O a _ O Mr WAY 0 Q W �� W Z)z ��Q U � J �w O� Z D 5`- G m B B 17-006 a � o 2 oo, 0 U aU O" fY � z H 02 z F5 W s s o� � co wo w i° =C40�IY LU W z� wv w > 0Q�mMOM This document is an instrument of service, and as such remains the property of the Engineer. Permission far use of V `L M Y � 0 LF,`to °o mom* 2EUt - ZM oow.'� fmE , Ngk rc i00g O �i a3°w iN pp ,-2Soo UZmMP �O i �rc ° w2o map U' J ° 9 2 W w3ogtz moDo_M OO Of W z W W 7 O a _ O Mr WAY 0 Q W �� W Z)z ��Q U � J �w O� Z D 5`- G m B B 17-006 a � o oo, W o 0 z W � w s s =�o COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission far use of this document Is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 01/25/2018 DRAWN BY: MK CHECKED BY: MK 3275Quail-LP-0th Submittal-1.25.18.dq LANDSCAPE PLAN 12 Mesa -----J-------ease, WINE _ ease, WINE ease 4 DECIDUOUS SI-IRU5S 1 EVERGREEN SHRUB QUAIL-,STREET4 DECIDUOUS SHRUBS 3 ORNAMENTAL GRA55ES _ _ 1 3 ORNAMENTAL GRASSES EVERGREEN SHRUB ----li -- IL Ile- -1 -------—1 UTILITY EASEMENT DRIVEWAY El 1 11i I i� ,5 yll�l_ 1 I t 1 I Ii I i li 1 1 I � I PROPOSED LOW FLOW CHANNEL 20' REAR SETBACK TYP. SHADE TREES SYMBOL COMMON NAME LATIN NAME MATURE SIZE (HALD SIZE ORNAMENTAL TREES CP CHANTICLEER PEAR PYRUS CALLERYANA 25'x ISI' 2" CAL. FAM FLAME AMUR MAPLE ACER GINNALA 'FLAME' IS' X IS' 2" CAL. WH WASHINGTON HAWTHORN CRATAEGUS PHAENPYRU'1 25' x 20' 2" CAL. DECIDUOUS SHRUBS AWS ANTHONY WATERER SPIREA SPIREA JAPONICA' ANTHONY WATERER' 2.5' X 3' 5 GALLON 5M BLIZZARD MOCI<ORANGE PHILADELPHUS LEWISII 'BLIZZARD' 1' X 1' 5 GALLON D15U DWARF BURNING BUSH EUONYMUS ALATUS 'COMPACTUS' 1' X 1' 5 GALLON DN DWARF NINE5ARK PHYSOCARPUS OPULIFOLIUS 'NANA' 4'X 4' 5 GALLON FOR j KUMSON FORSYTHIA F. VIRIDISSIMA KOREANA 'KUMSON' 5' X 5' 5 GALLON EVERGREEN SHRUBS EC5 EMERALD CAROUSEL 5AR5ERRY BERBERIS X EMERALD CAROUSEL 4.5' X 4.5' 5 GALLON MMP MOPPS MUCO PINE PINUS MUCO 'MOPPA' 3' X 3' 5 GALLON ORNAMENTAL GRASSES KFG KARL FOERSTER CALAMAGROSTIS ACUTIFLORA 'KARL FOERSTER' 4.5' x 2' 1 GALLON PMG PURPLE MAIDEN GRASS MISCANTHUS SINENSIS PURPURASCENS' 4'x 5' 1 GALLON QUAIL STREET I I 3 ORNAMENT L GRASSES _ - 30' BUILDING 3 DECIDUOUS SHRUBS SETBACK 5' WALK TYP. 5' UTILITY . ; . . . ........ . - 2 DECIDU ::EASEMENT SHRUBS ::. . . : .I 3 ORNAME GRASSES DR VEWAY ®® + I I oLIDi II 15' — —J SIDE 15' — — SETBACK SIDE TYP. SETBACK n'P• FENCING DEV TO BE INSTALL D BY DEVELOPER TYP. SIDE AND REAP, YARD TO 5E LANDSCAPED 5`iI HOMEOWNER TYP. I — — — —PROPOSED LOLU 1=LOW CI-4ANNEL ease =z — — — — Lardscabe Rsc;iuirements I. No less than 2551c, of the gross lot area and no less than 1005vo of the front yard (exclusive of driveway and sidewalk access to the home) shall be landscaped. 2. No more than 505c, of the total landscaped coverage on the lot shall be comprised of turf. � DECIDUOUS SHRU55 1 ORNAMENTAL TREE 5' NON - IRRIGATION BUFFER TYP. Note: Sod to be Texas 5luegrass Hybrid or Approved Equal. Legend Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Native Seed 1"-2" Rock Cobble 6' Privacy Fence or Brick Wall - T.5 -D. open Ra i I Fence Property Boundary X W Z W U Sidewalk + aV Corner Lot Size Patio + Total Landscape Sod Site (Lot 4) Driveway + Area on Building Area 22 33,398 sq. ft. 1,036 sq.ft. 26,362 sq. ft. Max Sod Allowed on Site = 13,184 sq. ft. Note: Sod to be Texas 5luegrass Hybrid or Approved Equal. Legend Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Native Seed 1"-2" Rock Cobble 6' Privacy Fence or Brick Wall - T.5 -D. open Ra i I Fence Property Boundary X W Z W U Sidewalk + aV Standard Lot Size Patio + Total Landscape Sod Site (Lot3) Driveway + Area on Building Area 22 15,551 sq. ft. 5710 sq. ft. 10,361 sq. ft. Max Sod Allowed on Site = 5,191 sq. ft. Note: Sod to be Texas 5luegrass Hybrid or Approved Equal. Legend Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Native Seed 1"-2" Rock Cobble 6' Privacy Fence or Brick Wall - T.5 -D. open Ra i I Fence Property Boundary X W Z W U of J ONQmdt �omuo "2to EUt www'Lo =,w mofm� Fm MWS H ,iagp zw ,22LLrj ,V zw mo?mO ymw F ZO>� wio roOam U' J Z_ 2 W W 3Eg� Z�� mem_ W Z W W 7 0 O a W —Y �.o W 03: W CO Q UUP J W O� Z D 5` 0 G m B B 17-006 a=o aV 00 0" o� G Z � Z l- 22 W IO fn W 0 o� ZcozW0 Z W z w i° = C4@) X:r� Z��w w� > oQ�riwow 5 `L M Y L of J ONQmdt �omuo "2to EUt www'Lo =,w mofm� Fm MWS H ,iagp zw ,22LLrj ,V zw mo?mO ymw F ZO>� wio roOam U' J Z_ 2 W W 3Eg� Z�� mem_ W Z W W 7 0 O a W —Y �.o W 03: W CO Q UUP J W O� Z D 5` 0 G m B B 17-006 a=o 00 o� G Z � o W IO � 0 2C W z w o = 5 S � o COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission far use of this document Is limited and can be extended only by wr"ten agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 01/25/2018 DRAWN BY: MK CHECKED BY: MK 3275Quail-LP4th Submittal-1.25.18.dwg LOT TYPICALS 13 OF 20 DO NOT CUT LEADER. PRUNE DAMAGED OR DEAD WOOD AFTER PLANTING AND STAKING. KEEP CROWN SHAPE TYPICAL OF SPECIES. 14 GUAGE GALV. WIRE WITH 112" TJX 18" WHITE PVC PIPE ON EACH WIRE. 6y:11*411M lIljIII:7NIAIRIr:7_17Id.]IW_1:#.ZUP[r)WIre16I1 SPECIFIED POSTS, 2 EA 618' HT. ALLIGN AS APPROVED. KEEP PLU MB WITH TOPS EVEN. DRIVE 12" INTO UNDISTURBED SUBGRADE OUTSIDE PLANTING PIT. TREE STAKES LOCATED INSIDE WATERING SAUCER ON TREESGREATER THAN 3" CAL. USE GUYS AS PER EVERGREEN TREES. WRAP ENTIRE SURFACE OF TRUNK UP TO BRANCHES WITH REQUIRED WRAPPING WHEN SPECIFIED. REFER TO SPECIFICATIONS. SECURE @ TOP WITH DUCT TAPE. 0"ATTRUNK4" DEPTH SPECIFIED MULCH AT EDGE OF RING, INSIDE 4" WATERING SAUCER. REMOVE SAUCER UPON SODDING/SEEDING IN IRRIGATED AREAS. PLANT TREE 2-4" ABOVE SURROUNDING GRADE LEVEL ON UNDISTURBED SOIL. SET TRUNK PLUMB. SPECIFIED BACKFILL MIXTURE. ADMENDMENTS AS SPECIFIED IN TOP 12" DEPTH. REMOVE ALL TWINE & WIRE FROM BALL. REMOVE WIRE BASKETS. INITIAL STABILIZING BACKFILL 1/3 DEPTH, COMPACTED. Il�l�l69x11:7:1��191■:Ir��Cr]Ji�7r7:71:7iZr]�:1_1��:I_R94 DECIDUOUS TREE PLANTING 4" IN. NOT TO SCALE NG DETAIL RECYCLES LANDSCAPE ROCK/MULCH OBTAIN FROM THE CITY OF WHEAT RIDGE CALL 303-235-2866 FOR PICK UP INFORMATION TYPAR T-3401 LANDSCAPE BARRIER FABRIC (OR APPROVED EQUAL) TIVE SOIL GRAVEL/MULCH LANDSCAPE TREATMENT NOTE: DO NOT PLANT ANY PLANT WITH ROOTBALL NOT IN CONFORMANCE WITH COLORADO NURSERYACT REQUIREMENTS. HOLD MULCH GRADE 1" BELOW EDGE OF WALK, EDGING OR CU RB. CONCRETE CURB, EDGING, OR SIDEWALK PRUN E ALL DAMAGED OR DEAD WOOD AFTER PLANTING AND MULCHING SET SH RUB AT GRADE GROWN IN CONTAINER OR GROWN IN NURSERY. SETTOP OF JUNIPER'S ROOTBALL TO FINISH GRADE OF MULCH APPLY SPECIFIED MULCH AT 3" DEPTH SCORE CONTAINER ROOTBALLS WITH ENCIRCLING ROOTS FILL PLANT PIT WITH SPECIFIED BACKFILL MIX. SEE SPECIFICATIONS FOR COMPOSITION REMOVE CONTAINER. PLACE ROOTBALL ON UNDISTURBED SOIL rTSHRUB PLANTING �J NOT TO SCALE B' O.C. (MAX.) 4X4 POST -ME 03:Ze]►jU►1 LIP ANGLE LIP ANGLE D. (6' RENCE ONLY) 2X4 RAIL (ON EDGE) FACE BOARDS ON BOTH I.. ; SIDES. (1"X4" OR 1"X6" CEDAR) 3' T 1' el a CLASS B CONCRETE NOTES: ALL FACE BOARDS SHALL BE OF CEDAR. 4"X4" POSTS ADN 2"X4" RAILS SHALL BE CEDAR OR PRESSURE TREATED FIR. PAY ITEM: PER LF OR 6' CEDAR FENCE HEIGHT (3 FT OR 6 FT) w z w U �`ozo rOz mzw Lu QQ ' EUt J "2 ¢mKi�O ZPO z Mwd� mFk m mN �i Zx 3w8 �.doo Uzwm�?O ymw Fm ZO>2 O w�MO U J m� z W w�3og z�� mem_ Of W z W W 7 O a _ 0 Mr WAY Q 0 W W �z a) VJ Q J Mw 0� Z D 5` 0 G m B B 17-006 00 N � o W 0 W Z = z w o s x � o COPYRIGHT 2017 This document is an instrument of service, and as such remain" the property of the Engineer. Permission far use of this document Is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 01/25/2018 DRAWN BY: MK CHECKED BY: MK 3275Quall-LP-3rd SubmItWl-1.25.18.dwg DETAILS 14 2 0 U aU O" fY � Z 1-- 02 0z rn W o� �COzw0 WmLUWN0 CID 0 �T z w4 >- W of > o Q� ri LU W M 0 `L Y � 0 �`ozo rOz mzw Lu QQ ' EUt J "2 ¢mKi�O ZPO z Mwd� mFk m mN �i Zx 3w8 �.doo Uzwm�?O ymw Fm ZO>2 O w�MO U J m� z W w�3og z�� mem_ Of W z W W 7 O a _ 0 Mr WAY Q 0 W W �z a) VJ Q J Mw 0� Z D 5` 0 G m B B 17-006 00 N � o W 0 W Z = z w o s x � o COPYRIGHT 2017 This document is an instrument of service, and as such remain" the property of the Engineer. Permission far use of this document Is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 01/25/2018 DRAWN BY: MK CHECKED BY: MK 3275Quall-LP-3rd SubmItWl-1.25.18.dwg DETAILS 14 � I I I I I I I I I III I M i l k I I I I I I I III I 41 E C�IP jLi Oil //gam— �,6 t —I I' ,�►°1 — �_I — 1" — i_— _ i _�T _ N. LOCLS �. LOC �\ IP \ Imo\\ I \\ \ _ UAIL STET Oil _ I�-ow��R1�— — X544$ I 5447,\ $F 6/////�/ I II / ) \I -': _ /// 'eIII ,I y s nom ®� _j L > �.. 1 1 // / f P / / SF r CWA\ 4// 11 100, `LOC 11 i SF I\ II 1 \ '`•.�`_))' ,SSA qq (•M•• ..T'. SF W II /_ l J 39 � .5a4t ti � � )� � \ � �/• I 1...= 9436 — \— — --_ T= -mss_=� ;—=_1 �— _ —LOC —= __— _—===T_ -- — LOCI = LDC�— / II ►I// \\�\\ 1 1 rr ,I� I APPLEW004 Ih III1I /I �I \ 1 ►1 I1 I1 I —1 — BAPTIST CHURH I 11 I I I III III/ IIII II II \I —�I INITIAL PHASE: INITIAL SITE GRADING, INSTALLATION OF OVERFLOW DITCH, WQ POND AND STORM SEWERS. INTERIM PHASE: STREET IMPROVEMENTS, UTILITY SERVICE LINE CONNECTIONS, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: EXISTING BOUNDARY LINE EXISTING SECTION LINE — — — PROPOSED LOT LINE PROPOSED FLOWLINE 5400 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR w O d U Y (7 U z p LU m < 0 10 o U J O U Q O Q D C 0 i U Z I- Z ry Q Q J o Q 0 >a,0 JmaOz m�o mom=a m " z wU0 S z 0 0010 m=00m wwO0= 0.E, zI Qa, U ww w H H > > ea 210 Pea ca=xrorrcaw z ca", mIL P" o0 10"'o, maaz-o .0 �wd zoSm��m Ch w tx � � w-QoDoca m m1ozL L.1_ LU U) z W W 7 0 < O O v W U) UTZ i � � O W M W W)z U v' < J O� w O� Q z 0 m B B 17-006 51224 01/24/18 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remains the propenyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. SB SEDIMENT BASIN CONSTRUCTION DOCUMENTS DATE: 09/25/2017 O VEGETATIVE BUFFER DRAWN BY: RL CHECKED BY: NAL OP OUTLET PROTECTION 700&SWMPdwg INITIAL EROSION T5D TEMPORARY SLOPE DRAIN CONTROL 15 OF 20 1"=30' SF SILT FENCE DD DIVERSION DITCH RRB RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CF CONSTRUCTION FNECE RR PROPOSED RIP—RAP RCS ROUGH CUT STREET CONTROL CD CHECK DAM QE)INLET PROTECTION t+t. ;_.`r,:;..•-'^ SSA STABILIZED STAGING AREA vTC VEHICLE TRACKING CONTROL ® CW CONCRETE WASHOUT AREA ® RS ROCK SOCK FOR STREET 6mzz RS ROCK SOCK FOR SWALES W W SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET OEXISTING WETLANDS ® SCL SEDIMENT CONTROL LOG w O d U Y (7 U z p LU m < 0 10 o U J O U Q O Q D C 0 i U Z I- Z ry Q Q J o Q 0 >a,0 JmaOz m�o mom=a m " z wU0 S z 0 0010 m=00m wwO0= 0.E, zI Qa, U ww w H H > > ea 210 Pea ca=xrorrcaw z ca", mIL P" o0 10"'o, maaz-o .0 �wd zoSm��m Ch w tx � � w-QoDoca m m1ozL L.1_ LU U) z W W 7 0 < O O v W U) UTZ i � � O W M W W)z U v' < J O� w O� Q z 0 m B B 17-006 51224 01/24/18 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remains the propenyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. SB SEDIMENT BASIN CONSTRUCTION DOCUMENTS DATE: 09/25/2017 O VEGETATIVE BUFFER DRAWN BY: RL CHECKED BY: NAL OP OUTLET PROTECTION 700&SWMPdwg INITIAL EROSION T5D TEMPORARY SLOPE DRAIN CONTROL 15 OF 20 1"=30' rI II\\ III M III 1 1 1 1 1 111 I III II M l 1 dN 11 j W i— — — l---_= -- =— ------�--====---—_�—_�= _—_�' �� h _ _ _ _ _ _ = = — — T-- — _ _ — — — — - — — — — — — — — _ — — — — — — — — — 7 — IP ---->— -- -- — IP RS \ LOC — 1' \ RS _ , j IF \ RS RS '1 — UAIL S RS �I I� LOC RS OOIL I1 7t— — — _ — —� �— SF SF /�7 geP�' \ ^ yp� 1 54g8 ,�eh` '0`� ° '0� i •r i �\ 4_ Ji— 5447,� • V" ♦ -`�� .--�cv��' =� t� ��' Y- ►- ► .�—:,. - .w��u:��iI.' 151814,I�`�:; r" -�� '� �►. .IS �Ii� Iql �. ..wn��I '�� 0�:�� ♦ i ��i� -'T- AZ��Z� j� V ��► �� G_I s IfNAN1100 0 � �+�I �� r �� '+ Will, M I _f► ��`=�•�i��-� — _-- -- ,' ' T � —=� � SII ■��i� �� 1. 1., la oil fill ii�X�'!►��.1�i� T�+��'��r LE i ,►� i�-��%��d.•s�_��•E�-��;v ��C�. � • N�wt� -�3 •n:R, .�lr�.��0_—. L_•L.��''�e,t.../�a�G�i:�� PIC ::sa'C�i.��A.v,a.f��A�`-1��.�� \,.. '':�>7A E=�• ��~p�_��o ��.��♦��..�i�0�i��iI'1 � _ �:�'L�"��L��..�7 ��VA��_�,_A�.'_:� ��`��a:�K ��w?� _�': •r`� �7a� i3-SL_�r. 3�!•L �YO:�� ,•--�T9 mar ��V �+��r��V�V O�.•_�a �n`!�V�� •'� ��'�Z'�''_�AV�o�.:'�< � . I� �1 A� aIN ��_ �.V�?�� e'��Z��iT��i�i:�: �Gc=v��A��.,.'►:�: ��_��Iy��-�V�Vi��i��s-�-_...►��..�.—�V��___ � t " ► .►� — �! �� _ _ �_ �•. � �.c = 4! o�_�� ---_ .u- �iVt.. ��:.•.-� �Vir ^ �� V�C _=.V�rc��.�-r��C =��c�� .: a.— S+ -i - ��..i..� G_— �� 7rm�::��iNA��_T:>_F��i'►i�_i7�iy��p.��ir��_.� �a��r�� _ ��T��►�Z �� 7�� L a PROJECT PHASING INITIAL PHASE: INITIAL SITE GRADING, INSTALLATION OF OVERFLOW DITCH, WQ POND AND STORM SEWERS. INTERIM PHASE: STREET IMPROVEMENTS, UTILITY SERVICE LINE CONNECTIONS, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: EXISTING BOUNDARY LINE EXISTING SECTION LINE — — — PROPOSED LOT LINE PROPOSED FLOWLINE 5400 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR ® SF SILT FENCE ® DD DIVERSION DITCH RRB RRB FOR CULVERT PROTECTION LOC LIMITS OF CONSTRUCTION ECB CONSTRUCTION FNECE OEXISTING RR PROPOSED RIP—RAP ® RCS ROUGH CUT STREET CONTROL ® CD CHECK DAM IP INLET PROTECTION OP STABILIZED STAGING AREA TSD TEMPORARY SLOPE DRAIN VTC VEHICLE TRACKING CONTROL ® Cw CONCRETE WASHOUT AREA ® RS ROCK SOCK FOR STREET RS ROCK SOCK FOR SWALES SEEDING AND MULCHING ECB EROSION CONTROL BLANKET OEXISTING WETLANDS ® SCL SEDIMENT CONTROL LOG SB SEDIMENT BASIN O VEGETATIVE BUFFER OP OUTLET PROTECTION TSD TEMPORARY SLOPE DRAIN w o d U Y (7 U z p LU m < 0 10 o U J O U Q 0 Q 0 C 0 i U Z V Z 0-1 Q J J m ( i '_�Q.0o m =' ��- 0- w mo, �Pro, =zo 0=2u z 1_ the, Ow'= 0 o -wL=_o 0�- Lal w »� = .at n=d0 0 01,=,u 0 ;zm o0 0 .o>zJo = w�=0 y z0=gym < z>zea o, m=QOm 0 .10 0w� o =oz�= z W W 0 Z^ 0- �00 TZ U) v / (n w 0 W W �z U < J O� w O Z� Cy 2 m B B 17-006 51224 01/24/18 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. NAT/ 69 [•] CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SWMP.dwg INTERIM EROSION CONTROL 16 OF 20 1"=30' II L I I II II I I I II I M f M i l I l H I I f RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CF CONSTRUCTION FNECE 4 II II II II II II II II II uI II III II r — PROPOSED RIP—RAP RCS J � CHECK DAM I III I I III 8.W ^" Jll iLOC T . ��+► i - 1I 1 1 1 1 1 1 II PROJECT PHASING INITIAL PHASE: INITIAL SITE GRADING, INSTALLATION OF OVERFLOW DITCH, WQ POND AND STORM SEWERS. INTERIM PHASE: STREET IMPROVEMENTS, UTILITY SERVICE LINE CONNECTIONS, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: EXISTING BOUNDARY LINE EXISTING SECTION LINE — — — PROPOSED LOT LINE PROPOSED FLOWLINE 5400 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR SF SILT FENCE DD DIVERSION DITCH f RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CF CONSTRUCTION FNECE 4 II II II II II II II II II uI II III II r — PROPOSED RIP—RAP INITIAL PHASE: INITIAL SITE GRADING, INSTALLATION OF OVERFLOW DITCH, WQ POND AND STORM SEWERS. INTERIM PHASE: STREET IMPROVEMENTS, UTILITY SERVICE LINE CONNECTIONS, RETAINING WALLS, FINAL OVERLOT GRADING CONFIGURATION FINAL PHASE: SOIL STABILIZATION, SEEDING NOTICE TO CONTRACTOR REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS INLET PROTECTION SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ACHIEVED 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: EXISTING BOUNDARY LINE EXISTING SECTION LINE — — — PROPOSED LOT LINE PROPOSED FLOWLINE 5400 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR o' w z z w U z O F U LL H O z J D w O d U Y (7 U z p LU m < 010 o U J O U Q 0 Q 0 C 0 i U Z V Z ry Q a a o a o =F ¢oz "S mo wxx 00x02w�U oo�o � L=0ru' wwow1z owLL�-, Z� 0 W. W. S w� ww »- �wo�o� caw z ca", 0IL PzmW000 Zo- wQQ Jo wU sma zo��m W'Pow m_xom m1ozW LU V) Z W w 7 0 BOO U W TZ � i E O W 3: W �z � � Q U � J O� w O3: Q z 0 5 N L L.IM_ B B 17-006 51224 01/24/18 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remains the propehyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. SB SEDIMENT BASIN CONSTRUCTION DOCUMENTS DATE: 09/25/2017 VB VEGETATIVE BUFFER DRAWN BY: RL CHECKED BY: NAL OP OUTLET PROTECTION 700 SWMP dwg FINAL EROSION TSD TEMPORARY SLOPE DRAIN CONTROL 17 OF 20 1"=30' SF SILT FENCE DD DIVERSION DITCH RRB RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CF CONSTRUCTION FNECE RR PROPOSED RIP—RAP RCS ROUGH CUT STREET CONTROL CD CHECK DAM IP INLET PROTECTION .<•' ,: r•'•';:,<.: ;, Y' SSA STABILIZED STAGING AREA vTC VEHICLE TRACKING CONTROL ® CW CONCRETE WASHOUT AREA ® RS ROCK SOCK FOR STREET RS ROCK SOCK FOR SWALES W W W SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET OEXISTING WETLANDS ® SCS SEDIMENT CONTROL LOG o' w z z w U z O F U LL H O z J D w O d U Y (7 U z p LU m < 010 o U J O U Q 0 Q 0 C 0 i U Z V Z ry Q a a o a o =F ¢oz "S mo wxx 00x02w�U oo�o � L=0ru' wwow1z owLL�-, Z� 0 W. W. S w� ww »- �wo�o� caw z ca", 0IL PzmW000 Zo- wQQ Jo wU sma zo��m W'Pow m_xom m1ozW LU V) Z W w 7 0 BOO U W TZ � i E O W 3: W �z � � Q U � J O� w O3: Q z 0 5 N L L.IM_ B B 17-006 51224 01/24/18 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remains the propehyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. SB SEDIMENT BASIN CONSTRUCTION DOCUMENTS DATE: 09/25/2017 VB VEGETATIVE BUFFER DRAWN BY: RL CHECKED BY: NAL OP OUTLET PROTECTION 700 SWMP dwg FINAL EROSION TSD TEMPORARY SLOPE DRAIN CONTROL 17 OF 20 1"=30' i L CURB AND GUTTER TYPE 2 (SECTION IIB) (6 IN. BARRIER - 2 FT. GUTTER) SEE PLANS FOR WIDTH (4'MIN.) A SEE GEN. NOTES �--- 2% MAXIMUM SLOPE 411 SEE PLANS FOR A TOOLED JOINT IS REQUIRED WHETHER CURB &GUTTER THE CURB AND SIDEWALK ARE POURED TYPE SEPARATELY OR MONOLITHICALLY. CONCRETE SIDEWALK I/2" PREFORMED JOINT MATERIAL NOTES: 1. EXPANSION JOINTS SHALL BE PLACED IN THE SIDEWALK AT INTERVALS OF NOT MORE THAN 500 FT. 2. EXPANSION JOINTS MAY BE SEALED WHEN SPECIFIED ON THE PLANS. SIDEWALK EXPANSION JOINT -"W"-VARIABLE (SEE PLANS) W/2 W/2 0 2" SLOPE 1"/FT.MAX. SLOPE ?/FT. MAX. 6„ A 02 IN. DEPTH WHEN USED AS A CROSSPAN IN AN INTERSECTION GUTTER TYPE 2 GENERAL NOTES 1. ON ROADWAY CURVES WITH A RADIUS OF 1,900 FT. OR LESS, CURBS AND GUTTERS ARE TO BE PLACED ON THE ARC OF THE CURVE, UNLESS OTHERWISE NOTED ON THE PLANS.A MAXIMUM CHORD LENGTH OF 10 FT. MAY BE USED WHEN THE CURVE RADIUS IS GREATER THAN 1,900 FT. 2. CONCRETE SHALL BE CLASS B. 3. PROFILE GRADE OF CURBS AND GUTTERS SHALL BE LOCATED AT THE FLOW LINE. 4. CURB TYPE 4 (KEY -WAY) MAY BE USED IN LIEU OF CURB AND GUTTER TYPE 2 (SECTIONS IB AND IM) UNLESS OTHERWISE SPECIFIED ON THE PLANS. 5. GUTTER CROSS SLOPES MAY BE ADJUSTED TO FACILITATE DRAINAGE FOR PROFILE GRADES AS SHOWN ON THE PLANS. 6. THICKNESS OF CURB AND GUTTER SECTION SHALL MATCH CONCRETE PAVEMENT THICKNESS IF SHOWN ON THE PLANS. CURB AND GUTTER SHALL BE CLASS P CONCRETE IF PLACED MONOLITHICALLY WITH CONCRETE PAVEMENT. 7. INCREASE SIDEWALK THICKNESS TO 6 IN. AT LOCATIONS SHOWN ON THE PLANS. 8. MINIMUM SIDEWALK WIDTH IS 4 FT. EXPANSION JOINTS SHALL BE INSTALLED WHEN ABUTTING EXISTING CONCRETE OR FIXED STRUCTURE. EXPANSION JOINT MATERIAL SHALL BE �/2 IN. THICK AND SHALL EXTEND THE FULL DEPTH OF CONTACT SURFACE. OGUTTER CROSS SLOPES SHALL BE �/2 IN./FT. WHEN DRAINING AWAY FROM CURB AND IIN./FT.WHEN DRAINING TOWARD CURB (WITH EXCEPTION TO IMMEDIATELY ADJACENT TO CURB RAMPS - SEE STANDARD PLAN M-608-1 FOR SLOPE REQUIREMENTS). WHEN TIE BARS ARE REQUIRED,THE GUTTER THICKNESS SHALL BE INCREASED TO THE PAVEMENT THICKNESS M. BARS SHALL BE EPDXY-COATED #4 CONFORMING TO AASHTO M 284 AND SPACED AT 3 FT. INTERVALS. THEY SHALL BE INSERTED T/2 AND 1#2 LENGTH INTO THE GUTTER. LEGEND FOR RADII A =�/a" TO /aN B =1" C =1�/2" D =1%2" TO 2" GUTTER (TYPE 2) GUTTER (TYPE 2) IS NOT REQUIRED IS REQUIRED ®THIS AREA SHALL BE POURED MONOLITHICALLY WITH CURB AND GUTTER AND PAID FOR AS "CONCRETE PAVEMENT". ■ FLOW LINE LOCATION WILL BE ESTABLISHED BY W/2 SHOWN ON PLANS. CONSTRUCTION OF CONCRETE GUTTERS AT INTERSECTION Computer File Information R -X R -X R -X R -X Sheet Revisions Colorado Department of TransportationCURB GUTTERS STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DLM Date: Comments Date: Comments 4201 East Arkansas Avenue M-609-1 Full Path: www. color adodot.info/business/designsup port Last Modification Date: 05/16/14 Initials: LTA R -X 07/24/12 Changed Tie Bar spacing from 30" to 361. Issued By: Project Development Branch on July 4, 2012 _ L) T �� Denver, Colorado 80222 Phone: (303) 757-9083 AND SIDEWALKS M-609-1 05/16/14 Full Path: www. color adodot.info/business/designsup port R -X Revised Gutter Cross slope Note to exclude ADA Ramp , _ Drawing File Name: 609010104.dgn R -X PARTMENi OF iRANSPORTA Fax: (303) 757-9820 Project Development Branch DLM/LTA Sheet No. 1 of 4 Issued By: Project Development Branch on July 4, 2012 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X POURED JOINT I �'A" TO ''/4" MATERIA----_,__J1, A A 2" o 6" p o . NOTE: RECOMMENED JOINT SPACING IS EVERY 8 FOOT ALONG THE WIDTH AND LENGTH OF DRIVEWAY. FOR DRIVEWAYS WIDER THAN 12 FEET, JOINTS ARE REQUIRED. TRANSVERSE CONTRACTION JOINT FOR CONCRETE PAVEMENT (DRIVEWAYS) Computer File Information R -X R -X R -X R -X Sheet Revisions Colorado Department of TransportationCURB 4201 East Arkansas Avenue U % Denver, Colorado 80222 �� _ Phone: (303) 757-9083 DEPARTMENT OF iRANSPORTA Fax: (303) 757-9820 Project Development Branch DD/LTA GUTTERS AND SIDEWALKS STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DD Date: Comments Last Modification Date: 07/04/12 Initials: LTA M-609-1 Full Path: www. color adodot.info/business/designsup port Drawing File Name: 609010204.dgn Sheet No. 2 Of 4 Issued By: Project Development Branch on July 4, 2012 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English I1 8" Min. Low Permeable Soil Unit Drainage Fill (3/4" Crushed Rock or Stone) Approximate Limits of Excavation 4" Perforated PVC Drainage Tile Wrapped in Filter Fabric (If Required) / Allan Block Cap Unit Allan Block Unit 1/2" x 5 1/4" Fiberglass Pins " -1 1/4" 8" Finished Grade 1A" - Unreinforced Concrete Leveling Pad A 3'-O" and Less Retainin Walls STORMWATER OUTFALL HEADWALL AND WINGWALL PLAN & PROFILE 5445 H: 1 "=20' V: 1 "=2' 5445 STA= 0+48.41 ELEV=5439.86 STA= 0+39.99 ELEV=5439.86 5440 STA= 0+27.95 E V=5438.61 STA 0+18.66 STA= 01+17.60 ELEV=5437.55 HANDRAIL START STA= 0+1 .19- ELEV=543 .68 STA= 0+18.61 ELEV=5434.18 / 5435 STA= 0+02.95 ELEV=5433.89 WINGWALL STA= 0+18.60 ELEV=5431.18 5430 0+00 \ 48„ - HDPE 12" PVC STA= 0+48.41 ELEV=5438.19 STA= 0+50.19 ELEV=5437.75 HANDRAIL STOP -STA= 0+52.72 ELEV=5436.92 STA= 0+57.68 �ELEV=5435.28 5440 i STA= 0+68.2 ELEV=5437.74 HANDRAIL STO TSTA= 0+79.73 ELEV=5436.44 STA= 0+79.73 ELEV=5436.44 DOWEL WING LL 12" INTO EXISTINC STRUCTURE #4 - 2'-0" 10 V-6' (HANDRAIL STAR 1STA= 0+65.81 8" I PVC _JVERFLOW CHANNEL TOP OF 6" CONCRETE APRON 30" RCP STA= 0+68.24 ELEV=5431.18 HEADWALL WINGWALL NOTE: 1. REFER TO CDOT M STANDARDS (THIS SHEET) FOR REINFORCING DETAILS 2. REFER TO SHT. 19 FOR HANDRAIL DETAILS STA= 0+79.73 w1*'--ELEV=5434.18 ,STA= 0+68.24 ELEV=5434.18 5430 0+85 W I - z W U z O a U LL H O z I- J_ H W O a U 1 CD U_ z W QM 0 �M�1 J O V LO U Q Co O Q D U z 4 z < fN w EW Jr [0 rQ J = LLr J Q a_ �cn> Q �O '� ��°o Ld Do Do w < _ m a � Uz W , U z ?:= z O J Z aO2( Of 0 W u- 0 0 zz F 0 a Fy U w W�»a` 0 0 W Z �w°>�z U= a O W 0 (n Fz=LLU o �zm-oo Z O W ~ F Z w<<fr w U= O m o I Y OJ 7¢Ucn Q-z z III w F ir 0 F co < O u) Of w5 F Ir 'i W F-- 0 O 0070 Zof 1, ry W Lu Z LU � z D BOO z Ld � Y � > O W m� Wo� z ' U�< J w 0 3: z Q � Q m BB17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILSAW9 DETAILS 18 OF 20 1"=30' BID ITEM 6' DRIVEWAY WIDTH SHOWN ON PLANS 6' B DRIVEWAY SLOPE VARIES WING (TYP.) LOPE CONCRETE SIDEWALK VARIES A 2% 27 2% 2% 2% A SIDEWALK WIDTH 12:1 SHOWN ON PLANS 12:1 B CONCRETE CU AND GUTTER CONCRETE DRIVEWAY ENTRANCE TYPE 3 6' DRIVEWAY WIDTH 6' TRANSITION SHOWN ON PLANS TRANSITION DRIV 4" 6" 4" WIN( 611 611 CONCRETE SIDEWALK CONCRETE CONCRETE SIDEWALK SECTION A -A PAVEMENT DRIVEWAY TRANSITION SIDEWALK WIDTH SHOWN ON PLANS SHOWN ON PLANS 6.. 6.. MARIE_ S � 2% e ° ° e e A e e e • DRIVEWAY (BY OTHERS) SECTION B -B CURB & GUTTER NOTES 1. DRAINAGE STRUCTURES, TRAFFIC SIGNAL EQUIPMENT, JUNCTION BOXES, AND OTHER OBSTRUCTIONS SHOULD NOT BE PLACED IN FRONT OF THE DRIVEWAY RAMP ACCESS AREAS. 2. FOR THE CURB AND GUTTER SHOWN, SEE PLANS FOR CURB TYPE. 3. RAMP SLOPES SHALL BE 12:1 OR FLATTER. FZZ-'Z,, ON r;FA CONCRETE CURB & GUTTER i:1V TYPE 3 ISOMETRIC VIEW Computer File Information Sheet Revisions Colorado Department of TransportationCURB GUTTERS,STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DD Date: Comments 4201 East Arkansas Avenue > Last Modification Date: 07/04/12 Initials: LTA R -X C �� % Denver Colorado 80222 M-60-1 Full Path: www.coloradodot.info/business/designsupport R -X Phone:�(303) 757-9083 AND SIDEWALKS 79 Drawing File Name: 609010404.dgn R -X D ARMM Qk s aiN Fax: (303) 757-9820 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X Project Development Branch DD/LTAIssued By: Project Development Branch on July 4, 2012 Sheet No. 4 of 4 P ZrAJ, WAWA IN 6' _I_ 4' MIN. _I_ 61 RAMP TURNING SPACE RAMP VARIES 4" TO 8" ------------------- 611 ------ -------611 -------------- ---- 6 ° e 4" CONCRETE 4" PEDESTRIAN CURB CE n-rTnKl Q—o (SEE NOTE 3) ISOMETRIC VIEW CONCRETE PEDESTRIAN CURB (SEE NOTE 3) r►' A �A CURB RAMP TYPE 2B SEE NOTE 1 11111111111121 1. CURB RAMP TYPE 2B MAY BE USED IN MID -BLOCK. 2. DIAGONAL CURB RAMPS (ON THE APEX) ARE NOT PREFERRED IN NEW CONSTRUCTION. A SINGLE DIAGONAL CURB RAMP (ON THE APEX) WILL ONLY BE PERMITTED DURING RECONSTRUCTION OR ALTERATION WHERE PHYSICAL OR SITE CONSTRAINTS PREVENT TWO CURB RAMPS FROM BEING INSTALLED. THE ENGINEER SHALL PROVIDE APPROVED JUSTIFICATION DOCUMENTATION (COOT CURB RAMP DESIGN VARIANCE REQUEST FORM). ALL CURB RAMPS INSTALLED ON THE APEX MUST MEET THE STANDARDS AS DEFINED IN M-608-1. 3. THE PEDESTRIAN CURB MAY BE OMITTED IF THE GROUND SURFACE AT THE BACK OF THE CURB RAMP OR LANDING IS THE SAME ELEVATION AS THE CURB RAMP OR LANDING AND THERE IS NO MATERIAL TO RETAIN. A PEDESTRIAN CROSSWALK (TYP.) Computer File Information THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH Sheet Revisions Colorado Department of Transportation 3130 VERONA AVE STANDARD PLAN NO. Creation Date: 12/01/16 Initials: JBKO Date: Comments 00 4201 East Arkansas Avenue CURB RAMPS OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 03-25-10 d and revised the Curb Ramp details '1� PHN (770) 932-2443 Last Modification Date: 02/23/17 Initials: LTA R -X 02/23/17 ane dGeneral Notes. ` Denver, Colorado 80222 r� ♦ NyIO IaS l FAX (770) 932-2490 M-608-1 Full Path:www.coloradodot.info/business/designsupport R -X TECHNICAL INFORMATION SHOWN HEREIN • Phone: (303) 757-9021 3 8" - 30" DOME GRATES HAVE NO LOAD RATING REPRODUCTION OF THIS PRINT OR ANY INFORMATION Drawing File Name: 6080102010.dgn R -X TITLE ,. Fax: (303) 757-9820 Project Development Branch JBK/LTA CONTAINED HEREIN, OR MANUFACTURE OF ANY Sheet No. 2 of 10 Issued By: Project Development Branch on July 4, 2012 INLINE DRAIN WITH DOME GRATE CAD Ver.: MicroStotion V8 Scale: Not to Scale Units: English R -X PEC INSTALLATION DETAIL IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN NYLOPLAST INLINE DRAIN WITH DOME GRATE (1) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. a 00® 1 MINIMUM PIPE BURIAL DEPTH PER PIPE INVERT ACCORDING TO MANUFACTURER PLANS/TAKE OFF RECOMMENDATION (3) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 11►1�I►1��7:7_11►1 Handrail Po! 1/ "x 5" x 5" Mild Steel Plate 2-1/2 x 6" Anchor Bolts J J ( Where Applicable ) 8'-0" Maximum TYPE 1 op Of eodwoll T yp ANCHOR PLATE DETAIL Handrail Pc 1/4 x 5" x 5" Mild Steel Plate 4-3/g x 5 Expansion Bolts In Shrink - Proof Epoxy ypical) Grind Smooth (Typical) MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) T HEIGHTS ZDING TO )FF) a INTEGRATED DUCTILE IRON 0 GRATE TO MATCH BASIN 0. D. 8" - 30" (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" BASED ON MANUFACTURING REQ.) 4" MIN ON 8" - 24" 6" MIN ON 30" NYOPLAST DRAIN DETAILS NTS tical Posts Equally Spaced 2" — Long Radius Elbow 8'-0" Maximum Typical Ends Prior Grind N Smooth Melding (Typical) N Top Of N Headwall II I L Anchor Connection Type 1, 2, Or 3 Per Plans ELEVATION TYPE 2 Handrail Post "out Under Plate _T as needed Max. /2" 0„ x 2 1/2„ 0 :)p Of Standard �odwall Pipe EXPANSION BOLT DETAIL 1/4 „ x 5" x 5" Mild Steel Plate Pipe To Extend 1/2" Above Top Of Heodwoll TYPE 3 M ID PIPE SLEEVE DETAIL HEADWALL HANDRAIL DETAIL NTS CONSTRUCTION NOTES 1. Paint handrail per MAG Specifications Section 530. Color per client. 2. Vertical posts to be evenly spaced. I..1. W U z 0 Q U_ IL 0 z W 0 U U z Q W CO Q O m }; z LO co C 2 oN 2 Q i U Z�ZQ (N W Lu J J 0 o Q Q L, LLcn>�0 Q LD M J w< 0 W QQ M 55zw�v Z3: Z0 Q J Z d 0 0 = 0 w�Owi.-z of U) �� w wi=g� UJI L»u Z U=aoW- o UZ=E C) WO (Dzmu;00 Z0 0 wQ>Z o Z Luv=Oopa Q Z r° ZZ UJ M Ld tY a H W- -a F-Ld H O [ODD—of D LL UJ � z W w Z 0 <Oo 0 LIJ w m UJ J 0 � < Z U' �m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS 2 THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE 1 8" 30" DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT �/� BUFORD, GA 30518 2 -DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO TIGHTNESS AGED321 OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 03-25-10 '1� PHN (770) 932-2443 NES RANCOR DUAL WALL), ASTM FOR CORRUGATED HDPE N-12 HP, &PVC SEWER (4" - 24"). TRANSFER, OR LICENSE THE USE OF THE DESIGN OR r� ♦ NyIO IaS l FAX (770) 932-2490 REVISED BY NMH PROJECT NO./NAME TECHNICAL INFORMATION SHOWN HEREIN www.nyloplast-us.com 3 8" - 30" DOME GRATES HAVE NO LOAD RATING REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 03-1 - INLINE DRAIN WITH DOME GRATE ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS PEC INSTALLATION DETAIL IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. ©2013 NnoPL IZE A SCALE 1:40 SHEET 1 OF 1 DWG NO. -057 REV D 11►1�I►1��7:7_11►1 Handrail Po! 1/ "x 5" x 5" Mild Steel Plate 2-1/2 x 6" Anchor Bolts J J ( Where Applicable ) 8'-0" Maximum TYPE 1 op Of eodwoll T yp ANCHOR PLATE DETAIL Handrail Pc 1/4 x 5" x 5" Mild Steel Plate 4-3/g x 5 Expansion Bolts In Shrink - Proof Epoxy ypical) Grind Smooth (Typical) MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) T HEIGHTS ZDING TO )FF) a INTEGRATED DUCTILE IRON 0 GRATE TO MATCH BASIN 0. D. 8" - 30" (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" BASED ON MANUFACTURING REQ.) 4" MIN ON 8" - 24" 6" MIN ON 30" NYOPLAST DRAIN DETAILS NTS tical Posts Equally Spaced 2" — Long Radius Elbow 8'-0" Maximum Typical Ends Prior Grind N Smooth Melding (Typical) N Top Of N Headwall II I L Anchor Connection Type 1, 2, Or 3 Per Plans ELEVATION TYPE 2 Handrail Post "out Under Plate _T as needed Max. /2" 0„ x 2 1/2„ 0 :)p Of Standard �odwall Pipe EXPANSION BOLT DETAIL 1/4 „ x 5" x 5" Mild Steel Plate Pipe To Extend 1/2" Above Top Of Heodwoll TYPE 3 M ID PIPE SLEEVE DETAIL HEADWALL HANDRAIL DETAIL NTS CONSTRUCTION NOTES 1. Paint handrail per MAG Specifications Section 530. Color per client. 2. Vertical posts to be evenly spaced. I..1. W U z 0 Q U_ IL 0 z W 0 U U z Q W CO Q O m }; z LO co C 2 oN 2 Q i U Z�ZQ (N W Lu J J 0 o Q Q L, LLcn>�0 Q LD M J w< 0 W QQ M 55zw�v Z3: Z0 Q J Z d 0 0 = 0 w�Owi.-z of U) �� w wi=g� UJI L»u Z U=aoW- o UZ=E C) WO (Dzmu;00 Z0 0 wQ>Z o Z Luv=Oopa Q Z r° ZZ UJ M Ld tY a H W- -a F-Ld H O [ODD—of D LL UJ � z W w Z 0 <Oo 0 LIJ w m UJ J 0 � < Z U' �m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS 2 24" DIA. MANHOLE FINAL RING AND COVER GRADE 2-501 IN TOP SLAB (TYP.) 3-1103 x 5'-0" 0 3" 503 @ 12" sr� 5-402 @ 12" i } z orgOA i i i 9-401 ORGROUTECCENTRIC CONE _J J�'] o SPACE (TYP.) 9 2 -0 9 • (11-2" MIN.) o 0°sl tif�c (TYP.) 96 FLEXIBLE _J 4-1102 x 2'-8" LONG 3-502 48 MIN. JOINT SEAL - _ J 16" + W + LD./ 16" MAX. z o (PLACE DIAGONALLY • SHALL CONFORM 1 CD AROUND OPENING) - - - - - - - - OR TO WITHIN : (UNIFORM SPACING TO AASHTO M 198 Z o C" TOP SLAB PLAN CYLINDRICAL OP (TYP.) J cn -' 1'-011 BETWEEN STEPS) 511 SLAB o H N a 2-501 IN TOP SLAB (TYP.) 5-402 12�4 PIPE _ _ _ _ _ _ - _ 3 - 502 x 5'-0" 503 g W -1 (TYP.) CLASS B CONCRETE N 503 a 11 MARK I.D. ° + 0 _ I D FORMULAS 12 60 �� 1/2" SLOP ;° 3-1103 x 5'-0" 96 e D .e D -. (TYP.) � N o .- MIN. H ID/4 18 0 311 18 18 18 18 401 401 + U) 0.668 9-401 8'-1" 8'-8" 9'-3" 9'-10" 4-1101 x 21" + 2W + I.D. 12'-2" ° 4:1 SLOPELL!SPACE ° 4:1 Q EIGHT 97.2 104.2 EVENLY 118.2 132.3 146.3 AASHTO M 199 (ASTM C 478). 504 @ 12" (TYP.) SPACE @ 3" (OVER (PLACE WITHIN e O O D4 D 5 5 5 a > 5 (TYP.) 402 4 III 0.668 ° ; .' CYLINDRICAL OPENING) 6'-7" \• / 8'-4" 9'-6" BAR LENGTH = I.D. + 2W CLASS B WEIGHT * e 4:1 SLOPE 1 22.0 501 & 502 1 27.8 31.7 e e e ePl- NO. REQ'D. CONCRETE 311 :,: 17 ° 17 17 501 501 5 1 1.043 LENGTH �D Vie• ��n��.D °. 8'-7" 9'-2" 28"+2W+I.D. 11'-6" 6" MIN. DEPTH GRANULAR (VARIES T-2" TO 11'-109 BEDDING MATERIAL EU FSECTION 152.2 162.5 183.2 203.9 A SECTION A 9-401 (N0. REQ'D. MANHOLE BOX BASE 25 26 MARK SIZE TYPE #/T.FT. BARS I D FORMULAS 54 60 �� 66 72 �� 84 96 311 ECCENTRIC CONE MAY BE USED WHEN THE MANHOLE "H" HEIGHT 3" MIN. (TYP.) CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English MIN. MIN. 0. REQ'D. 18 18 18 18 18 18 401 401 4 I 0.668 fLENGTH 8'-1" 8'-8" 9'-3" 9'-10" 11'-0" 12'-2" BAR LENGTH = 32" + 2W + I.D. ° 4:1 Q EIGHT 97.2 104.2 111.2 118.2 132.3 146.3 AASHTO M 199 (ASTM C 478). 504 @ 12" (TYP.) 6. CAST -IN-PLACE MANHOLES SHALL BE CLASS B CONCRETE. (PLACE WITHIN REQ'D. 5 5 5 5 5 5 402 402 4 III 0.668 �NO. LENGTH 5'-5" 6'-0" 6'-7" 7'-2" 8'-4" 9'-6" BAR LENGTH = I.D. + 2W WEIGHT * 18.1 20.0 1 22.0 23.9 1 27.8 31.7 NO. REQ'D. 17 17 17 17 17 17 501 501 5 1 1.043 LENGTH 7'-5" 8'-0" 8'-7" 9'-2" 10'-4" 11'-6" BAR LENGTH = 24" + I.D. + 2W WEIGHT 131.5 141.8 152.2 162.5 183.2 203.9 (N0. REQ'D. 22 23 25 26 29 32 502 r 24+I.D.+2W 1 502 5 1 1.043 LENGTH WEIGHT 5'-0"' 114.7 5'-0" 119.9 5'-0" 130.41 5'-0" 135.6 5'-0" 151.2 5'-0" 1 166.9 NUMBER BARS REQ'D. = 3 + ` +1 @ 5 11 503 5 II 1.043 (N0. REQ'D. 16 16 18 18 20 24 503 2 / 13+I.D.+2W 1 +1 jILENGTH WEIGHT 12'-10' 214.2 13'-5" 223.9 14'-0 262. 14'-7" 273.8 15'-9" 328.5 16'-11" 423.5 NUMBER BARS REQ'D. = 1 @ 1211 I BAR LENGTH = 4'-9"+2(16+W+I.D./2) REQT. 12 14 14 16 18 20 504 2W+I.D.-4 504 5 1 1.043 fNO- LENGTH 8'-1" 8'-8" 9'-3" 9'-10" 11'-0" 12'-2" NUMBER BARS REQ'D. = 2 ( 11 +1 } 12 WEIGHT 101.2 126.6 135.1 164.1 206.5 253.8 BAR LENGTH = 32"+2W+I.D. REQ'D. 4 4 4 4 4 4 1101 1101 11 1 5.313LENGTH fNO. 7'-2" 7'-9" 8'-4" T-11" 10'-1" 11'-3" BAR LENGTH = 21" + I.D. + 2W WEIGHT 152.3 164.7 177.1 189.5 214.3 239.1 REQ'D. 4 4 4 4 4 4BENDING 1102 I1 1 5.313 fNO. LENGTH 2'-8" 2'-8" 2'-811 2'-8" T-8" 56.7 TYPE I WEIGHT 56.7 56.7 56.7 56.7 56.7 T-8" STRAIGHT N0. REQT. 3 31 3 31 31 31 TYPE II I~4'-9" 1103 11 1 5.313 LENGTH 51-011 51-011 51-011 11 51-011 N 51-011 1I 51-011 WEIGHT 79.7 79.7 79.7 79.7 79.7 79.7 16"+W+I.D./2 REINFORCING STEEL TOTAL 965.6 1,037.5 1,127.2 11204.0 1,380.2 1,601.6 1. 1 TYPE III 11.2.1�� CONCRETE - CUBIC YARDS - TOTAL 6.0 6.6 7.3 8.0 9.5 11.1 711 NOTE: QUANTITIES ARE BASED ON SAME SIZE PIPE ENTRANCE TO AND EXIT FROM �+ BASE AND A 4 FT. MANHOLE ENTRANCE INTO TOP SLAB OF BASE. I.D.+2W-38" --- � 502 @ 5" CC. PIPE PLAN 503 a FIn rr, THROUGH PIPE ONE LATERAL QUANTITIES FOR CONCRETE MANHOLE BOX BASE Computer File Information Sheet Revisions Colorado Department of Transportation Creation Date: 07/04/12 Initials: DD Date: Comments 4201 East Arkansas Avenue Last Modification Date: 07/04/12 Initials: LTA Denver, Colorado 80222 Full Path: www.coloradodot.info/business/designsupport Phone: (303) 757-9083 Drawing File Name: M06040200103.dgn R -X DEPARTMENT OF TRANSPORTATION Fax: (303) 757-9820 CAD Ver.: MicroStation V8 Scale: Not to Scale units: English R -x Project Development Branch DD/LTA C BASE MAY BE POURED SQUARE AT CONTRACTOR'S OPTION. D. ° ° B �' D BENCH \ B + ° \.. STE LC PLAN MANHOLE I.D. E#4 11_011 TYPIICAL TIE BAR D L SECTION A -A (STEEL IN BOTTOM OF BASE) B CONCRETE USED FOR LIZATION D D D D1 - - Di MIN � I TOE POCKETS AT 16" O.C. IF TOP FLEXIBLE OF BENCH >_ 18" ABOVE INVERT JOINT SEAL DIMENSIONS SHOWN ARE TYPICAL. ACTUAL DIMENSIONS AND STANDARD PLAN NO. SHALL CONFORM Date: Comments REQUIRED IN THE WORK. MANHOLE RISER TO AASHTO M 1981 311 ECCENTRIC CONE MAY BE USED WHEN THE MANHOLE "H" HEIGHT 3" MIN. (TYP.) CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English MIN. MIN. CLASS B �2" SLOPE CONCRETE BASE o f D . D 5'-4" DETAILS ON SHEETS 2 AND 3. #4 U ® 12" #4 12'1 D : ALL BASES ° 4:1 Q 3" IS REQUIRED FOR 450 OR GREATER. 5. PRECAST MANHOLES AND REINFORCEMENT SHALL CONFORM TO AASHTO M 199 (ASTM C 478). 504 @ 12" (TYP.) 6. CAST -IN-PLACE MANHOLES SHALL BE CLASS B CONCRETE. (PLACE WITHIN " 3" OF CYLINDRICAL OPENING) 3 FT. -6 IN. AND SHALL CONFORM TO AASHTO M 199. MANHOLE RISER O.D.+ 6 INCHES MIN. VERTICAL STEEL SHALL BE PLACED AT CENTERLINE OF WALL. ALL SECTION 13-13 C BASE MAY BE POURED SQUARE AT CONTRACTOR'S OPTION. D. ° ° B �' D BENCH \ B + ° \.. STE LC PLAN MANHOLE I.D. E#4 11_011 TYPIICAL TIE BAR D L SECTION A -A (STEEL IN BOTTOM OF BASE) B CONCRETE USED FOR LIZATION D D D D1 - - Di MIN � I INVERTS, SPECIAL BASE/CHANNEL DETAILS WILL BE SHOWN ON THE PLANS. 10. FLOW CHANNELS AND INVERTS SHALL BE FORMED BY SHAPING WITH CLASS B CONCRETE OR APPROVED GROUT. 9-401 11. STUB -OUTS SHALL EXTEND 2 FT. MINIMUM BEYOND OUTSIDE WALL SURFACE OF MANHOLE AND BE SATISFACTORILY PLUGGED. 12. THE SLOPE OF THE MANHOLE COVER SHALL MATCH THE ROADWAY PROFILE AND CROSS SLOPE. WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER I/q" MIN. TO I/2" MAX. CURVED DEFLECTOR D2 REQUIRED D1 el D 2 MIN. ANGLED LATERALS TYPICAL CHANNELIZATION DETAILS 48" MIN. 9" MIN. CLASS B CONCRETE. REINFORCING CONFORMING TO ASTM C 47 I.D./4 ° %2" SLOPE f ; D° SEE TYP. TIE BAR D Q D. ° #4 @ 12", EACH WAY g11 . D �3" CLEAR MIN. ``.`��`��`��`��`� MANHOLE RING AND COVER 611 MIN. SHARP ANGLE STANDARD PLAN NO. MANHOLES M-604-20 Issued By: Project Development Branch July 4, 2012 Sheet No. 1 of 3 FE Lm.- E PLAN D (RIM ELEVATION) A FINAL GRADE IN UNPAVED AREA USE CEMENT GROUT GRADE RINGS OR 2411 BRICK COURSES ° > ° • :[8" e g 61I D PRECAST MANHOLE - SECTIONS °O -, e D e ♦ WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER ° I/4" MIN. TO %2" MAX. FLAT TOP SECTION DETAIL MANHOLE RING AND COVER - A FINAL GRADE SEE SHEET 3 FOR CONCRETE A �� A U 0000000 ❑COCOC❑ ❑00000 ❑OOOO❑� 1" 00000�� Coco SLOT 111 � 26" 24" 3411 TOTAL WEIGHT: APPROXIMATELY 400 LBS. SHALL BE GRAY OR DUCTILE CAST IRON IN ACCORDANCE WITH SUBSECTION 712.06. SECTION A -A MANHOLE RING AND COVER COLLAR DETAILS GRADE RINGS OR BRICK COURSES eeD ee PRECAST FLAT TOP D D D 2411 811 1811 Q 611 LEGEND 4' DIA. MANHOLE RISER SECTIONS oo D VARIES 12" MIN. H SUITABLE SUBGRADE PRECAST FLAT TOP GRANULAR BEDDING MATERIAL FLEXIBLE JOINT SEAL CONFORMING ° ;° CONCRETE TO AASHTO M 198 ° (TYP.) 5' TO 8' DIA. ° 1611 e MAX. FLOW 'FLOW 61-611 FLOW FLOW D° MANHOLE MIN. PRECAST MANHOLE BASES NOTES: D D ' STEPS _ 1. THE BASE SLAB SHALL BE POURED MONOLITHICALLY WITH BOTTOM RISER SECTION. INVERT ELEVATION INVERT ELEVATION SHOWN IN PROFILE 2. PRECAST MANHOLE BASES SHALL FIT THE CONDITIONS AND LOCATIONS FOR WHICH SHOWN IN PROFILE INVERT ELEVATION INVERT ELEVATION THEY ARE INTENDED WITHOUT ANY FIELD MODIFICATIONS. ANY MANHOLE BASE SECTION C -C SHOWN IN PROFILE SHOWN IN PROFILE FLOW CHANNEL WHICH REQUIRES FIELD CUTTING OR MODIFICATION IN ORDER TO FIT THE LOCATIONS ��` INTENDED WILL BE REJECTED BY THE ENGINEER AND REMOVED AND REPLACED BY CAST -IN-PLACE SLAB BASE SECTION E -E THE CONTRACTOR AT NO COST TO THE DEPARTMENT. 3. PRECAST MANHOLE BASES SHALL BE BEDDED ON AN APPROVED GRANULAR BEDDING PRECAST SLAB BASE MATERIAL AS SHOWN ABOVE. MANHOLE RISER DETAIL GENERAL NOTES R -X R -X R -X 1. SINCE ALL PIPE ENTRIES INTO THE BASE ARE VARIABLE, THE Colorado Department of Transportation 4201 East Arkansas Avenue 10 Denver, Colorado 80222 Phone: (303) 757-9083 DEPARTMENT OF TRANSPORTATION Fax: (303) 757-9820 Project Development Branch DD/LTA DIMENSIONS SHOWN ARE TYPICAL. ACTUAL DIMENSIONS AND STANDARD PLAN NO. QUANTITIES FOR CONCRETE AND REINFORCEMENT SHALL BE AS Date: Comments REQUIRED IN THE WORK. 2. THE PRECAST FLAT TOP MAY BE USED ON ANY MANHOLE. THE Full Path: www.coloradodot.info/business/designsupport Drawing File Name: M06040200203.dgn ECCENTRIC CONE MAY BE USED WHEN THE MANHOLE "H" HEIGHT Sheet No. 2 of 3 Issued By: Project Development Branch July 4, 2012 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English IS AT LEAST 8 FT. 3. THE MANHOLE RING FRAME SHALL BE SET IN A BED OF GROUT. THE FRAME SHALL BE SURROUNDED WITH A CEMENT GROUT IN UNPAVED AREA, OR A CONCRETE COLLAR IN PAVED AREA. SEE 5'-4" DETAILS ON SHEETS 2 AND 3. 4. DESIGN OF BOX BASE IS BASED ON STRAIGHT RUNS OF PIPE OR CHANGE IN DIRECTION OF LESS THAN 450. SPECIAL DESIGN IS REQUIRED FOR 450 OR GREATER. 5. PRECAST MANHOLES AND REINFORCEMENT SHALL CONFORM TO AASHTO M 199 (ASTM C 478). 504 @ 12" (TYP.) 6. CAST -IN-PLACE MANHOLES SHALL BE CLASS B CONCRETE. (PLACE WITHIN 7. STEPS SHALL BE REQUIRED WHEN THE MANHOLE DEPTH EXCEEDS 3" OF CYLINDRICAL OPENING) 3 FT. -6 IN. AND SHALL CONFORM TO AASHTO M 199. 8. ALL REINFORCING STEEL SHALL BE GRADE 60 AND EPDXY COATED. VERTICAL STEEL SHALL BE PLACED AT CENTERLINE OF WALL. ALL BARS SHALL HAVE A 2 IN. MINIMUM CLEARANCE. 9. ALL PIPE ENTRIES INTO THE BASE OF MANHOLE SHALL BE CONNECTED BY OPEN CHANNELIZATION ADJUSTED FOR PIPE SIZE, SHAPE, SLOPE, AND DIRECTION OF FLOW. DETAILS SHOWN ARE TYPICAL FOR INSTALLATIONS WITH ALL INVERTS OF SAME RELATIVE 5n3 ELEVATION. FOR EXCESSIVE ELEVATION DIFFERENCE BETWEEN INVERTS, SPECIAL BASE/CHANNEL DETAILS WILL BE SHOWN ON THE PLANS. 10. FLOW CHANNELS AND INVERTS SHALL BE FORMED BY SHAPING WITH CLASS B CONCRETE OR APPROVED GROUT. 9-401 11. STUB -OUTS SHALL EXTEND 2 FT. MINIMUM BEYOND OUTSIDE WALL SURFACE OF MANHOLE AND BE SATISFACTORILY PLUGGED. 12. THE SLOPE OF THE MANHOLE COVER SHALL MATCH THE ROADWAY PROFILE AND CROSS SLOPE. WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER I/q" MIN. TO I/2" MAX. CURVED DEFLECTOR D2 REQUIRED D1 el D 2 MIN. ANGLED LATERALS TYPICAL CHANNELIZATION DETAILS 48" MIN. 9" MIN. CLASS B CONCRETE. REINFORCING CONFORMING TO ASTM C 47 I.D./4 ° %2" SLOPE f ; D° SEE TYP. TIE BAR D Q D. ° #4 @ 12", EACH WAY g11 . D �3" CLEAR MIN. ``.`��`��`��`��`� MANHOLE RING AND COVER 611 MIN. SHARP ANGLE STANDARD PLAN NO. MANHOLES M-604-20 Issued By: Project Development Branch July 4, 2012 Sheet No. 1 of 3 FE Lm.- E PLAN D (RIM ELEVATION) A FINAL GRADE IN UNPAVED AREA USE CEMENT GROUT GRADE RINGS OR 2411 BRICK COURSES ° > ° • :[8" e g 61I D PRECAST MANHOLE - SECTIONS °O -, e D e ♦ WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER ° I/4" MIN. TO %2" MAX. FLAT TOP SECTION DETAIL MANHOLE RING AND COVER - A FINAL GRADE SEE SHEET 3 FOR CONCRETE A �� A U 0000000 ❑COCOC❑ ❑00000 ❑OOOO❑� 1" 00000�� Coco SLOT 111 � 26" 24" 3411 TOTAL WEIGHT: APPROXIMATELY 400 LBS. SHALL BE GRAY OR DUCTILE CAST IRON IN ACCORDANCE WITH SUBSECTION 712.06. SECTION A -A MANHOLE RING AND COVER COLLAR DETAILS GRADE RINGS OR BRICK COURSES eeD ee PRECAST FLAT TOP D D D 2411 811 1811 Q 611 LEGEND 4' DIA. MANHOLE RISER SECTIONS oo D VARIES 12" MIN. H SUITABLE SUBGRADE PRECAST FLAT TOP GRANULAR BEDDING MATERIAL FLEXIBLE JOINT SEAL CONFORMING ° ;° CONCRETE TO AASHTO M 198 ° (TYP.) 5' TO 8' DIA. ° 1611 e MAX. FLOW 'FLOW 61-611 FLOW FLOW D° MANHOLE MIN. PRECAST MANHOLE BASES NOTES: D D ' STEPS _ 1. THE BASE SLAB SHALL BE POURED MONOLITHICALLY WITH BOTTOM RISER SECTION. INVERT ELEVATION INVERT ELEVATION SHOWN IN PROFILE 2. PRECAST MANHOLE BASES SHALL FIT THE CONDITIONS AND LOCATIONS FOR WHICH SHOWN IN PROFILE INVERT ELEVATION INVERT ELEVATION THEY ARE INTENDED WITHOUT ANY FIELD MODIFICATIONS. ANY MANHOLE BASE SECTION C -C SHOWN IN PROFILE SHOWN IN PROFILE FLOW CHANNEL WHICH REQUIRES FIELD CUTTING OR MODIFICATION IN ORDER TO FIT THE LOCATIONS ��` INTENDED WILL BE REJECTED BY THE ENGINEER AND REMOVED AND REPLACED BY CAST -IN-PLACE SLAB BASE SECTION E -E THE CONTRACTOR AT NO COST TO THE DEPARTMENT. 3. PRECAST MANHOLE BASES SHALL BE BEDDED ON AN APPROVED GRANULAR BEDDING PRECAST SLAB BASE MATERIAL AS SHOWN ABOVE. MANHOLE RISER DETAIL Computer File Information R -X R -X R -X Sheet Revisions Colorado Department of Transportation 4201 East Arkansas Avenue 10 Denver, Colorado 80222 Phone: (303) 757-9083 DEPARTMENT OF TRANSPORTATION Fax: (303) 757-9820 Project Development Branch DD/LTA MANHOLES STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DDO Date: Comments Last Modification Date: 07/04/12 Initials: LTA M-604-20 Full Path: www.coloradodot.info/business/designsupport Drawing File Name: M06040200203.dgn Sheet No. 2 of 3 Issued By: Project Development Branch July 4, 2012 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English NOTE: Typical asphalt detail not included. Please include this detail (Standard City Detail S -E-01 HMA) . Detail appears to be a duplicate. Please eliminate or indicate why additional detail is needed. CL OF RIGHT OF WAY 2' UTILITY FL ZONE PL 28' 19' - 6" 17' 2', , 5'MIN. 11' THRU LANE SIDEWALK *2% 1 /4"/FT TYP. 1_T e 3: MAX SUBGRADE COMPACTED TO MINIMUM DENSITY PER SOIL CLASSIFICATION, CDOT SECTION 203.07 4" HMA (GR S, PG 64-22) HOT MIX ASPHALT AS SPECIFIED ON DRAWING BOND BREAKER HERE WHEN ABUTTING EXISTING CONC. SAWCUT EXISTING WHEN REQ' VERTICAL CURB WITH SIDEWALK 6" MIN. COMPACTED SUBGRADE 2" HMA (GR SX, PG 64-22) 53' MIN. ROW LANEAGE SECTION NOT TO SCALE RECOMMENDED RESIDENTIAL STREET WITH PARKING (VCG) *1 % MIN. - 4% MAX. i o _ City of S -A01 LOC.RESID.VCG DETAIL Wh6atR,,,,,.__ge CODE LOCAL RESIDENTIAL STREETS DEPARTMENT OF PUBLIC WORKS WITH PARKING SENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 CL OF RIGHT OF WAY 2' UTILITY FL ZONE PL 28' 19' 6" 5 17' � 2' 'MIN. 11' THRU LANE SIDEWALK o"/FT' 1 /4"/FT *2% /o TYP. 13:'� AX �� a 1_ _MAX COMPACTED TO MINIMUM DENSITY PER SOIL CLASSIFICATION, CDOT SECTION 203.07 4" HMA (GR S, PG 64-22) HOT MIX ASPHALT AS SPECIFIED ON DRAWING BOND BREAKER HERE WHEN ABUTTING EXISTING CONC. SAWCUT EXISTING WHEN REQ' VERTICAL CURB WITH SIDEWALK 6" MIN. COMPACTED SUBGRADE 2" HMA (GR SX, PG 64-22) 53' MIN. ROW LANEAGE SECTION NOT TO SCALE RECOMMENDED RESIDENTIAL STREET WITH PARKING (VCG) *1% MIN. - 4% MAX. City of S -A01 LOC.RESID.VCG at id e g LOCAL RESIDENTIAL STREETS DEPARTMENT OF IC WORKS WITH PARKING ENGINEERING DI APPROVED BY: SN APP ATE 10/2016 DETAIL CODE S FAM W 0 U U z Q W CO Q 0 m }; z LO co � 2 CCN < E�aj�i UZ�z< Vi w w J m W • of Q Q Z O=QL° W m Jzw°o U ED M zz=�UO O J • z co=�C)= UJ of c U °~o~"" zJwofof= X 'i > > Z S= a O z CO z=LLC) Z o <zmUii u;oo zp 0 wQ>z-o z wv=oma J z Q Oz zw g w��aE ED J QO U J oa of J_ w � O m=ozof= V_ UJ z W 0 O W z Q UJ B B 17-006 51224 01/24/18 COPYRIGHT 2017 This docu ent is an instrument of service, and as such remains the operty of the Engineer. Permission for use of this docume is limited and can be extended only by written a Bement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS 3 Laudick & Laudick Engineering, LLC QUAIL CREEK ESTATES FINAL DRAINAGE REPORT September 25, 2017 Revised: January 24th, 2018 Prepared By: Laudick & Laudick Engineering, LLC Contact: Nathan Laudick, PE Email: nathan@laudickeng.com Phone 419-203-5000 Prepared For: Workshop Denver Contact: Brad Weiman Email: brad@workshopdenver.com Phone 720-749-9240 CITY OF WHEAT RIDGE PUBLIC WORKS DATE 1/25/2018 RECEIVED 1/25/2018 4th Submittal 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC Engineer's Certification "This Final Drainage Report for the Quail Creek Estates Subdivision was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Wheat Ridge Site Drainage Requirements and was designed to comply with the provisions thereof' Nathan Laudick, PE Registered Professional Engineer State of Colorado No. 51224 51224 01/24/18 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC Table of Contents I. INTRODUCTION.................................................................................................................................. 4 A. SITE LOCATION...............................................................................................................................4 B. SITE DESCRIPTION.........................................................................................................................4 C. PROPOSED PROJECT DESCRIPTION..........................................................................................5 D. FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO SITE .............................................. 5 II. HISTORIC DRAINAGE SYSTEM......................................................................................................... 5 A. MAJOR DRAINAGE BASINS............................................................................................................5 B. SUB -BASINS AND SITE DRAINAGE...............................................................................................5 III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM............................................................................ 6 A. CRITERIA..........................................................................................................................................6 B. RUNOFF........................................................................................................................................... 7 C. DETENTION......................................................................................................................................8 D. STREETS..........................................................................................................................................9 E. OPEN CHANNEL FLOW.................................................................................................................. 9 F. STORM SEWERS...........................................................................................................................10 IV. CONCLUSIONS..................................................................................................................................11 A. Discuss Impact of Improvement......................................................................................................11 B. State Compliance with Applicable Criteria......................................................................................12 C. Flood Hazard Zone —Wheat Ridge Zoning Ordinance...................................................................12 V. REFERENCES...................................................................................................................................13 APPENDIX A — Proposed Drainage Map....................................................................................................... APPENDIX B — Hydrologic Calculations......................................................................................................... APPENDIX C — Hydraulic Calculations........................................................................................................... APPENDIX D - NRCS Soils Report................................................................................................................ APPENDIXE —FIRM Map.............................................................................................................................. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC INTRODUCTION A. SITE LOCATION The Quail Creek Estates Subdivision (the Site) is an approximate 2.28 -acre residential subdivision located in the City of Wheat Ridge, Jefferson County, and is situated along Quail Street and 32"' Ave. The site lies north of W. 32"' Avenue, east of the Applewood Baptist church and south of recent Quail Hollow Subdivision. The parcel is described as Lot 6, Applewood Knolls, 12th Filing and is located in the NW Ya of Section 28, Township 3 South, and Range 69 West of the 6th P.M. VICINITY MAP SCALE: 1"=2000' B. SITE DESCRIPTION The Quail Creek Estates Subdivision is comprised of approximately 2.28 acres. The site has one residential structure and is mostly open with several trees along the drainage, an unnamed Tributary to Lena Gulch, which traverses the property from the southeast to the northerly property line. The Site is bordered to the east, north, and south by single family residential subdivisions and to the west by Applewood Baptist Church. The Site predominantly slopes from south to north and slightly east to west. The Site is comprised of slopes ranging from two percent in the southerly portion to ten percent on the easterly side. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC The site is comprised of type C hydrologic soils group (refer to appendix E for soils report and map). There are no known significant geologic features or known irrigation ditches that exists on site. C. PROPOSED PROJECT DESCRIPTION The proposed land is a single family residential subdivision consisting of 4 residential lots and street improvements that provide access. All residential lots are located outside the mapped FEMA 100 -year floodplain. The unnamed tributary to Lena Gulch will be piped along the southern property boundary to a concrete channel along the west property line of the project. An overflow channel has been proposed to capture overflowfrom 32"' Ave and convey to the same said concrete channel. D. FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO SITE The unnamed tributary that runs through the site is the most relevant drainage hazard to the site. Studies of Lena Gulch have been authorized by the Urban Drainage and Flood Control District and the City of Wheat Ridge and have been used as reference material in this report. These reports analyze the unnamed tributary. Below are the references of the reports and studies used in preparation of this report: Flood Hazard Area Delineation (FHAD) Lena Gulch (Lower), dated October 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. Major Drainageway Planning Lena Gulch (Lower Drainageway Hydrology Report, dated April 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. HISTORIC DRAINAGE SYSTEM A. MAJOR DRAINAGE BASINS There are no 100 -year floodplains that affect the site. B. SUB -BASINS AND SITE DRAINAGE The site is impacted by an unnamed tributary to Lena Gulch which traverses the site from the south-east to the north-west where it outfalls ultimately to Lena Gulch. The unnamed tributary to Lena Gulch is comprised of sub -basins 85 and 86 as well as a portion of sub basin 87 (approximately 1/3) as studied in the report entitled Major Drainageway Planning Lena Gulch (Lower) Drainageway Hydrology Report (ref. 5). The Applewood Baptist Church currently occupies the area within sub -basin 87. Due to fact that the church area does not drain to the unnamed 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC tributary to Lena Gulch, the area has been removed from the analysis. Peak 100 - year runoff values for these sub -basins (85 and 86) are 301 cfs and 136 cfs, respectively. These flow rates have been updated using the NOAA 14 rainfall data and using CUHP 2.0.0. The results from the updated CUHP model can be found in Appendix B. This results in a total 100 -year runoff of 437 cfs conveyed to the headwall built as part of the Quail Hollow Subdivision. The Peak 5 -year runoff values for these sub -basins are 62 cfs and 27 cfs, respectively. This results in a total 5 -year runoff of 89 cfs. It is assumed that, through pipe flow or overland flow, the 301 cfs from sub -basin 85 will impact the site from the south. However, field investigation found only a 30" RCP discharging to the site from the east along approximately the 33rd Avenue alignment. There are no other discharge points from the east to the property. Analysis of the pipes showthat they do not convey the 62 cfs as indicated for sub - basin 86. In discussions with the City for the Quail Hollow subdivision, it was agreed that the full 62 cfs from sub -basin 86 does not reach the site. The unnamed tributary to Lena Gulch is not a FEMA designated 100 -year floodplain nor is it a flood hazard area identified by UDFCD. For the 48" pipe and overflow catchment channel it was assumed that the system would convey approximately 301 cfs. The 30" RCP in sub -basin 86 will be intercepted in Quail St. and conveyed along the north property line of the site. It will discharge the 42 cfs (capacity of 30" RCP flowing full at 1.00%) into the area just upstream of the new headwall built for the Quail Hollow Subdivision. III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM A. CRITERIA 1.) The existing site was subdivided into nine basins. The nine basins consist of sub -basins Al, A2, A3, A4, A6, 0-1, 0-2, 0-3, and 0-4. All A -Basins will contribute runoff to the water quality pond, while the O -Basins either flow offsite or through the site without being captured by the water quality pond. 2.) The storm water runoff calculations in this report were performed based on methods outlined in the Manual. Due to relatively small sub -basin areas (less than 5 acres) the rational method was used to calculate storm runoff peaks for the minor and major storm events. Design rainfall was taken from the NOAA 14. Overland flow times where calculated based on Equation 6-2 of the Manual. The run-off coefficient values used in this report were taken from Table 6-4 in the Manual. 3.) The Minor Drainage System is designed to transport the runoff from the 5 -year recurrence interval with a minimum disruption to the lots. Minor storm drainage can be conveyed in the curb and gutter area of the street (subject to street classification and capacity), by storm sewer, swales between lots, and open channels. The Major Drainage System is designed to convey runoff from the 100 -year recurrence interval flood to minimize health and life hazards, damage to structures and interruption to traffic and services. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC B. RUNOFF Sub -basin Al (DP 1) (Q5 = 0.18 cfs, Q,00 = 1.03 cfs) is approximately 0.30 acres and is composed primarily of the western portion of the proposed Lot 4 and the southern 5' of Lot 3. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the 12" nyoplast inlet on the NW corner of the property. The grading was designed so that the minor storm would enter the inlet, and once the flow was constrained by the 8" PVC pipe the water would pool and spill into the adjacent overflow channel before entering the lot to the north. Sub -basin A2 (DP 2) (Q5 = 0.18 cfs, Q,00 = 1.02 cfs) is approximately 0.30 acres and is composed primarily of the western portion of the proposed Lot 3 and the southern 5' of Lot 2. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the 12" nyoplast inlet on the NW corner of the property. The grading was designed so that the minor storm would enter the inlet, and once the flow was constrained by the 8" PVC pipe the water would pool and spill into the adjacent overflow channel before entering the lot to the north. Sub -basin A3 (DP 3) (Q5 = 0.18 cls, Q,00 = 0.98 cfs) is approximately 0.29 acres and is composed primarily of the western portion of the proposed Lot 2 and the southern 5' of Lot 1. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the 12" nyoplast inlet on the NW corner of the property. The grading was designed so that the minor storm would enter the inlet, and once the flow was constrained by the 8" PVC pipe the water would pool and spill into the adjacent overflow channel before entering the lot to the north. Sub -basin A4 (DP 4) (Q5 = 0.34 cls, Q,00 = 1.60 cfs) is approximately 0.46 acres and is composed primarily of the western portion of the proposed Lot 1. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the 12" nyoplast inlet on the NW corner of the property. The grading was designed so that the minor storm would enter the inlet, and once the flow was constrained by the 8" PVC pipe the water would pool and spill into the adjacent overflow channel before entering the water quality pond to the north. Sub -basin A6 (DP 6) (Q5 = .01 cfs, Q,00 = 0.14 cfs) is approximately 0.04 acres and is composed of direct drainage to the Water Quality Pond A. The Water Quality Pond required storage is calculated as 0.025 acre feet. The pond outlet structure is proposed as a modified Type C inlet with a notch out for a water quality plate as detailed in the construction plans. The water quality plate is designed to release runoff over a maximum of 40 hours, based on the area of imperviousness draining to the pond. The Type C inlet is designed to pass 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC approximately the 25 -yr peak inflow of 2.5 cfs without overtopping the spillway. This is due to 100 -yr flows being conveyed directly to the overflow channel conveying the unnamed tributary through the site. The pond outlet structure is proposed to outfall to the north via a proposed 12" PVC and outfall into headwall built for the Quail Hollow subdivision and ultimately end up in the Lena Gulch. The expected flowrate to enter the adjacent sewer system is 0.02 cfs which is the peak water quality outflow from the pond. In storm events larger than the approximate 1.5 year storm (exceeding the WQ Volume), the pond will flow through the grate of the modified Type C inlet and through the 12" PVC. In event that the Type C inlet is clogged the pond will overtop the 5 -foot emergency spillway and flow north into the above said headwall. Because the flow into the Water Quality pond is restricted by the conveyance potential of the 8" pipe, which is 1.8cfs, the Type C inlet, with 4" of ponding over the grate, and the 5' emergency overflow will have an abundance of excess capacity to handle any event that may reach the pond. Sub -basin 0-1 (DP 7) (Q5 = 0.55 cfs, Q,00 = 1.98 cfs) is approximately 0.50 acres and is composed of front 30' of all four lots along Quail Street. The residential lots drain to roadside curb and gutter. Stormwater is conveyed to an existing triple Wheat Ridge combination inlet. This inlet was designed as part of the Quail Hollow Improvements to convey 100 -year flows without overtopping Quail Street. Sub -basin 0-2 (DP 5) (Q5 = .05 cfs, Q,00 = 1.01 cfs) is approximately 0.36 acres and is composed of Tract A, which is the overflow drainage channel. The drainage channel was designed to have a 2.5% slope. This basin collects offsite flows to convey and discharge them into the headwall built as part of the Quail Hollow Subdivision. Sub -basin 0-3 (DP 8) (Q5 = 0.02 cfs, Q,00 = 0.34 cfs) is approximately 0.10 acres and is composed primarily of rear lot drainage from Lott. Drainage is conveyed down the access area of the WQ pond and, ultimately, all the drainage from this basin will be conveyed to the unnamed tributary to Lena Gulch. Sub -basin 0-4 (DP 9) (Q5 = 0.01 cfs, Q,00 = 0.17 cfs) is approximately 0.05 acres and is composed primarily a 10' section of Tract A. Stormwater from this basin runs into a swale along the shared property line with the church and ultimately ends up at the headwall built as part of the Quail Hollow Subdivision. C. DETENTION 1.) Due to the proximity of Lena Gulch, a major drainageway, no 5 -year or 100 - year storm water detention is required. Water quality treatment will be employed for on-site stormwater runoff. 2.) The Water Quality Pond required storage is calculated as 0.025 acre feet. The pond outlet structure is proposed as a modified Type C inlet with a notch out for a water quality plate as detailed in the construction plans. The water 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC quality plate is designed to release runoff over a maximum of 40 hours, based on the area of imperviousness draining to the pond. The Type C inlet is designed to pass approximately the 25 -yr peak inflow of 2.5 cfs without overtopping the spillway. This is due to 100 -yr flows being conveyed directly to the overflow channel conveying the unnamed tributary through the site. The pond outlet structure is proposed to outfall to the north via a proposed 12" PVC and outfall into headwall built for the Quail Hollow subdivision and ultimately end up in the Lena Gulch. The expected flowrate to enter the adjacent sewer system is 0.02 cfs which is the peak water quality outflow from the pond. In storm events larger than the approximate 1.5 year storm (exceeding the WQ Volume), the pond will flow through the grate of the modified Type C inlet and through the 12" PVC. In event that the Type C inlet is clogged the pond will overtop the 5 - foot emergency spillway and flow north into the above said headwall. Because the flow into the Water Quality pond is restricted by the conveyance potential of the 8" pipe, which is 1.8cfs, the Type C inlet, with 4" of ponding over the grate, and the 5' emergency overflow will have an abundance of excess capacity to handle any event that may reach the pond. D. STREETS Quail Street is the only street with flow from the project being introduced to it. All from from 32nd Ave is assumed to overtop the curb and enter the proposed overflow channel. The flow coming from the east on 32nd will travel along the eastern edge of Quail St. The basin 0-1 will sheet flow into the proposed Quail St. west curb and gutter and travel north until it reaches the existing type -r inlets at the NE property corner. The flow rates are 0.55 and 1.98 cfs during the 5 -yr and 100 -yr storm, respectively. Velocities are 2.88 and 4.12 fps during the 5 -yr and 100 -yr storm, respectively. The flow depth in the curb and gutter will be 0.11 ft and 0.18 ft during the 5 -yr and 100 -yr storm, respectively. The spread is 3.63 ft and 5.48 ft during the 5 -yr and 100 -yr storm, respectively. E. OPEN CHANNEL FLOW A proposed overflow channel is located along 32nd Ave and directs overflow from 32nd Ave. into the overflow channel that runs along the western property line. The first portion runs parallel to 32nd ave. The swale is trapezoidal, with a 2.50 ft. depth and side slopes of 3H:1 V and a 2 -ft. wide bottom. This yields a total width of 17.00 ft. This will only see flow when the capacity of the 36" and 42" pipe that lead to the existing box manhole at 32nd and Quail is exceeded and flow enters directly into the Quail Creek Estate site after overtopping the north curb line of 32nd Ave. The longitudinal slope of the channel is 3.00 %. The maximum depth generated in the swale during the 100 -year storm event is 1.50 ft. The channel was designed to carry 63.34 cfs at this flow depth. The maximum velocity generated in the swale during the 100 -year storm event is 6.50 fps. The swale will be grass lined with buried riprap reinforcing. A manning's n -value of 0.035 was assumed. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC After the channel described above begins to flow to the north along the west property line it flattens down to 2.5%. The channel is 17.58' wide and 2.44' deep. The swale is trapezoidal, with a 2.44 ft. depth and side slopes of 3H:1 V and a 3 -ft. wide bottom. The channel will have a consistent 2.50% longitudinal slope. The channel discharges through a proposed headwall and onto a concrete apron. The apron ties into the low flow channel of the existing headwall built for Quail Hollow. In larger events the water will overpass the lowflow channel and plunge down into the existing dual 54" pipes. The maximum depth generated in the swale during the 100 -year storm event is 1.44 ft. The channel was designed to carry 63.34 cfs at this flow depth. The maximum velocity generated in the swale during the 100 -year storm event is 6.08 fps. It is proposed that the overflow channel will be irrigated to insure vegetation will successfully take root on the 3:1 side slopes. Along with additional landscaping to soften the steep side slopes and block the view of the grass swale from the public, we think the 3:1 side slopes should be allowed. This channel will only see minor flow in 10 -yr or larger storms from the lot inlets overtopping, and major flows in larger than 50 -yr storms so the irrigation and other efforts should be sufficient to stabilize this channel. Because of the rarity of the storms in the open channel we believe the maintaining the tract by manpower is more than feasible. There should be no buildup of material that would require a skid steer to enter into overflow channel. Cross sections have been provided in the Appendix C that show the anticipated 100 -year flow through each section of the natural channel. F. STORM SEWERS There is a total of four separate storm sewer systems related to the development of the proposed Site. Pipe sizes on site range from a minimum of 8" PVC at the back of the lots to the 48" HDPE pipe conveying portions of the unnamed tributary flow. A 30" RCP pipe extension will intercept the existing flow discharging into the NE portion of the site and convey it along the north property line to the proposed headwall and concrete apron. The 30" RCP is a continuation of the existing 30" RCP and will convey the required 42 cfs. The Pond outlet in Water Quality Pond A is a modified Type C inlet with a notch out to install a water quality orifice plate. 12" PVC pipe will discharge from the Type C inlet onto the concrete discharge pad. The proposed 48" HDPE pipe through a proposed headwall and onto a concrete apron. The apron ties into the low flow channel of the existing headwall built for Quail Hollow. In larger events the water will overpass the low flow channel and plunge down into the existing dual 54" pipes. The 48" HDPE has a capacity of 237 cfs. To achieve greater cover over the 48" the two northern sections of pipe were run at a lower slope. This causes the system to become surcharges and flow under pressure. Therefore, we propose the use of Neenah R-3256 manhole 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC lids to direct flow that may surcharge out of the top of storm manholes 1, 2, &2 towards the overflow channel. Buried rip -rap is also called out to protect from erosion during events spilling from the manhols. A bolt -down manhole lid is called out for storm manhole 4. The remaining 63.34 cfs not carried in the 48" pipe in the 100 -yr storm is assumed to jump the curb on 32"' Ave at approximately the existing handicap ramp and enter the overflow channel. IV. CONCLUSIONS A. Discuss Impact of Improvement 1.) Solutions to mitigate any adverse impacts include a water quality pond constructed to provide WQCV forthe drained area. Storm sewers are designed to convey 100 -year flows within the Site meeting criteria set forth by UDFCD. The drainage patterns created by this development are consistent with the typical drainage patterns for a single-family residential subdivision. Developed storm runoff will be directed away from proposed structures to prevent damage that could otherwise occur. The developed storm runoff will flow overland in grass swales, curb and gutter, and pans to the storm inlets that will direct the flow into an underground storm sewer system. The underground storm sewer system will direct the flow to the water quality pond. The pond will store the storm runoff, treat it for water quality and release flows at acceptable rates. The facilities to be built with this subdivision will effectively prevent damage to property due to storm water runoff and will not have any adverse impacts on the 100 -year water surface elevations of Lena Gulch nor have any adverse effects on downstream properties. The streets flows, depths, velocities, and spread meet all applicable requirements. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC B. State Compliance with Applicable Criteria 1.) There are no detention ponds located within the Site due to relatively small drainage areas and proximity to the Lena Gulch Floodplain. 2.) There is an application for a U.S. Army Corps of Engineers Nationwide 29 permit associated with wetland impacts as related to the proposed development. C. Flood Hazard Zone — Wheat Ridge Zoning Ordinance The proposed development of the Site will not have any adverse impacts on the 100 -year water surface elevations of Lena Gulch nor have any adverse effects on downstream properties. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC V. REFERENCES 1. Urban Storm Drainage and Flood Control District Drainage Criteria Manual, Volumes 1, 2, and 3, Denver Regional Council of Governments, April 2008. 2. Jefferson County Storm Drainage Design and Technical Criteria, Jefferson County Colorado, October 2013. 3. FEMA FIRM 08059CO213F & 08059CO194F effective date February 5, 2014. 4. Flood Hazard Area Delineation (FHAD) Lena Gulch (Lower), dated October 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. 5. Major Drainageway Planning Lena Gulch (Lower Drainagewav Hydrology Report, dated April 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. 6. National Resources Conservation Service Web Soil Survey Golden Area, Colorado, Quail Hollow U.S. Department of Agriculture Soil Conservation Service, March 12, 2014. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC APPENDIX A — Proposed Drainage Map 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO II l l i II I I I I II I I I I I I I �I I I III II I I I O-1 .50 .38 .59 -- -- ----low=--- I--------- ----- ----- kVNi:- -- AlWIIIIi \ /" loe LA I I III I I I III 111 r �■ � �� ■iii'■ %K �� pp�4j'�- , �h� - _�h ... I - / I II III .10 1 .6 .51 ■ I III y � I Y III III I 'i I SII � I Til � /i�' ,l••, 5 s� S -5438 III 1 A-6 Ip � lit r Iq i 1 I I 04 .15 III I I I I 1 1 1 .50 III I 11 II 11111 1 Its III III \ II I I II � 1000' � -• s s s s � s� � s� / I �.� 8 \ \I \. _ � , _ - . ' '" �- �.� Al A4 / `N- A3 A2 / ..29s� -- .30 .27 0.4656 1 .55 0.29 . 30 . .56 55 _ Iru I - ' I / l J / , - �I 5438.• 439 440 ••• 41 - 43 4 4 5449 5450 - I -�0-2/ I o� 0.4(L'Ad 1 1 1 1 1 / II- �� 1 1 I V I I I �'� ! 1 .36 .16 I .05 I I r r �� = 1 .51 I .51II \ I► I I III III ' _ III /Z L i 'o" /O ' �'�� Ill // 1 1 � .it1 /# PROPOSED WINGWALL REINFORCE PER M-601-20 00 •e ° e, a a Q a d. e • CONCRETE FLOOR N 00 a aA a WATER QUALITY WSEL=5439.90 TRASH RACK AND WATER QUALITY ORIFICE PLATE, SEE DETAILS °e e d . ea' a NTS (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 BTM POND=5437.38 zr ee a a •d a 10'-1" WINGWALLS WATER QUALITY ORIFICE PLATE A WATER QUALITY ORIFICE PLATE fl f 12" PVC a A a� :e (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M A STANDARD M-604-11 TRASH RACK A Af ° a C 47" 7 WQCV ELEV 5439.c. CREST OF EMERGENCY SPILLWAY w 50 -YEAR OVERFLOW WSEL APRON EXTEND TO TOP OF WALL U) OVERFLOW CHANNEL OVERFLOWS BEYOND DESIGN POINT 100 -YR ROW ELEVATIONVis- - - EL 5440.13 1/4" THICK GALVANIZED 3 - WATER STEEL PLATE OVERLAPPED 4" FROM GAP IN 6" CONCRETE QUALITY POND CONCRETE OVERFLOW 48" HDPE 2 APRON 14.55' 1011 0.22 EMERGENCY SPILL WAY SECTION 3 NTS 0.22 TOP OF POND = 5440.35 TOP OF POND = 5440.35 4' CREST LENGTH 1 BOT FG (AS SHOWN 1 ON PLAN VIEW) CV �j 4.1 EL = 5440.13 q.;1 • ...• 6 A'. .. 12" RCP TYPE II 6" CONCRETE BEDDING OVERFLOW APRON ELEVATION N15 EMERGENCY SPILL WAY PROFILE Nn U.S. FILTER STAINLESS STEEL WELL SCREEN OR APPROVED EQUAIL USING #93 VEE WIRE WITH - 0.139" OPENINGS BETWEEN WIRES o N � z 1 I -on \ CARBON STEEL 1 1/4"x1 1/2" INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME 47" 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. w U) z DESIGN POINT BASIN CONTRIBUTIN AREA (AC.) Q5 CFS Q100 CFS 1 U.S. FILTER STAINLESS STEEL WELL SCREEN OR APPROVED EQUAIL USING #93 VEE WIRE WITH - 0.139" OPENINGS BETWEEN WIRES o N � z 1 I -on \ CARBON STEEL 1 1/4"x1 1/2" INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME 47" 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. 6 -5/16" STAINLESS STEEL BOLTS i - 1/2" o SPACED ® 20" LEGEND BASIN ID 5 YR. RUNOFF COEFFICIENT 100 YR. RUNOFF COEFFICIENT AREA IN ACRES DESIGN POINT PROPERTY LINE DRAINAGE BASIN BOUNDARY FLOW ARROW NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION. d" 19" d" CARBON STEEL 1 1/4"x1 WELL SCREEN 1/2" ANGLE FRAME TRASH RACK SEE ATTACHED TO CHANN DETAIL THIS SHEET BY WELDING ALL AROUND HEADWALL OPENING NTS OUTLET STRUCTURE DETAIL MODIFIED TYPE 'C' INLET NTS i 10' MIN 5' MIN 5' MIN W W z z J J CL: of i 5:1 MAX 5.1 .�/A COMPACTED NATIVE SOIL (TO BE STABILIZED WITH IRRIGATED SOD) SECTION B -B SWALE NTS 0 LU y a_ 0) Y a) o Qo � z U) C: �M� = CN = a Z �Z UQ (N w Lu in w ~Q Q 0 Of z w ��<0z - w m0,< �zw�0 Z z5-Lzo o - 00 0Lu Qo �w°�1 U _ °IrIr C7 z J w LL w�owo� D�Z` �owc�oO LL Qwu;00 z1Po c�zm�� zow of Z wQQz° o - J ' c _jzazw w - Of 2 z � of Lu o JD0_I�LL- COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DRAINAGE PLAN DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL P-7006-DRN.dwg PROP. DRAINAGE PLAI DRN OF 20 1"=30' DEVELOPED RUNOFF DI RECT DESIGN POINT BASIN CONTRIBUTIN AREA (AC.) Q5 CFS Q100 CFS 1 Al 0.30 0.23 1.01 2 A2 0.30 0.22 0.99 3 A3 0.29 0.22 0.95 4 A4 0.46 0.37 1.51 6 A6 0.50 0.02 0.14 7 0-1 0.36 0.51 1.74 5 0-2 0.10 0.16 1.04 8 0-3 0.10 0.05 0.37 9 1 0-4 1 0.05 1 0.03 1 0.18 6 -5/16" STAINLESS STEEL BOLTS i - 1/2" o SPACED ® 20" LEGEND BASIN ID 5 YR. RUNOFF COEFFICIENT 100 YR. RUNOFF COEFFICIENT AREA IN ACRES DESIGN POINT PROPERTY LINE DRAINAGE BASIN BOUNDARY FLOW ARROW NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION. d" 19" d" CARBON STEEL 1 1/4"x1 WELL SCREEN 1/2" ANGLE FRAME TRASH RACK SEE ATTACHED TO CHANN DETAIL THIS SHEET BY WELDING ALL AROUND HEADWALL OPENING NTS OUTLET STRUCTURE DETAIL MODIFIED TYPE 'C' INLET NTS i 10' MIN 5' MIN 5' MIN W W z z J J CL: of i 5:1 MAX 5.1 .�/A COMPACTED NATIVE SOIL (TO BE STABILIZED WITH IRRIGATED SOD) SECTION B -B SWALE NTS 0 LU y a_ 0) Y a) o Qo � z U) C: �M� = CN = a Z �Z UQ (N w Lu in w ~Q Q 0 Of z w ��<0z - w m0,< �zw�0 Z z5-Lzo o - 00 0Lu Qo �w°�1 U _ °IrIr C7 z J w LL w�owo� D�Z` �owc�oO LL Qwu;00 z1Po c�zm�� zow of Z wQQz° o - J ' c _jzazw w - Of 2 z � of Lu o JD0_I�LL- COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DRAINAGE PLAN DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL P-7006-DRN.dwg PROP. DRAINAGE PLAI DRN OF 20 1"=30' Laudick & Laudick Engineering, LLC APPENDIX B — Hydrologic Calculations 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO PROJECT: QUAIL CREAK ESTATES Civil Engineering Services SUBJECT: JOB #, BB17-006 DATE: 1/2/2018 By: NAL Basin Name Square Footage Acres Lawns/ Landscaped (sf) Lawns/ Landscaped (Acres) Asphalt/ Concrete (sf) Asphalt/ Concrete (Acres) Roofs (sf) Roofs (Acres) Cz Soil Type "C" Composite Runoff Factors Ce C10 Coro I Al 13,064 0.30 10,064 0.23 0 0.00 3,000 0.00 0.15 0.22 0.29 0.57 22.21 A2 13,234 0.30 10,234 0.23 0 0.00 3,000 0.07 0.15 0.21 0.29 0.57 21.95 A3 12,689 0.29 9,689 0.22 0 0.00 3,000 0.07 0.16 0.22 0.30 0.58 22.81 A4 19,832 0.46 14,053 0.32 1,721 0.04 4,058 0.09 0.20 0.27 0.34 0.60 28.51 A6 1,658 0.04 1,658 0.04 0 0.00 0 0.00 0.01 0.05 0.15 0.49 2.00 0-1 1 21,822 0.50 1 12,464 0.29 9,358 0.21 0 1 0.00 0.33 0.40 0.46 0.66 44.03 0-2 15,594 0.36 15,594 0.36 0 0.00 0 0.00 1 0.01 0.05 0.15 0.49 2.00 0-3 4,235 0.10 4,235 0.10 0 0.00 0 0.00 0.01 0.05 0.15 0.49 2.00 0-4 2,313 0.05 2,313 0.05 0 0.00 0 0.00 0.01 0.05 0.15 0.49 2.00 Tals: ot 104,441 2.40 80,304 1.84 11,079 0.25 13,058 0.30 0.16 0.22 0.19 0.58 23.40 Lans Use Imp., I LawnsAandscaped 2 Asphas/Concrete 100 Roofs 90 IMP P-700WRN xlse 1/L20184. 03 PM PROJECT: QUAIL CREAK ESTATES SUBJECT: TIME OF CONCENTRATION Civil Engineering Services TIME OF CONCENTRATION JOB#: BB17-006 DATE: 1/2/2018 BY: NAL **NOTE: ARVADA REQUIRES MIN. Tc=10 MIN. * Tvoe of Land Sirlace for Overland Travel Time TIME (Ti) [Mx 300 1 = Heavy Meadow 1 2.5 TRAVEL TIME (TO 2 5 3 = Short pasture & lawns 3 Tc CHECK (Urbanized Basins) FINAL Tc Time to 10 Basin No. Area (acres) 5Yr. co-eff. Elevations Upstream Downstream Dist. R Slope (-) Ti (min) Elevations Upstream Downstream Dist. (ft) Slope (/) Vel. (fps) Tt (min) Tc Length (ft) Tc (min) (min) Peak-* Flow Re Al 0.30 0.22 5455 5449 104 5.8 9.1 5449 5446.28 102 2.7 3 1.2 1.4 10.5 206 11.1 10.5 10.5 Developed A2 0.30 0.21 5449.33 5445 115 3.8 11.0 5445 5444.05 36 2.6 3 1.2 0.5 11.5 151 10.8 10.8 10.8 Developed A3 0.29 0.22 5447.05 5442.64 118 3.7 11.1 5442.64 5441.94 27 2.6 3 1.2 0.4 11.5 145 10.8 10.8 10.8 Developed A4 0.46 0.27 1 5445 5439.15 150 3.9 11.6 1 5439.15 5438.8 22 1.6 3 0.9 0.4 12.1 172 11.0 1 11.0 11.0 1 Developed A6 0.04 0.05 5441 5438 12 25.0 2.2 5438 5437.2 30 2.7 6 3.2 0.2 2.4 42 10.2 2.4 5.0 Developed 0-1 0.50 0.40 5455.11 5452.56 73.4 3.5 7.2 5452.56 5444.61 470.93 1.7 6 2.4 3.2 10.4 544 13.0 10.4 10.4 Developed 0-2 1 0.36 0.05 5454.74 5452.77 10 19.7 2.2 5452.77 5435.4 675 2.6 3 1.2 9.5 11.7 685 13.8 11.7 11.7 Developed 0-3 0.10 0.05 5445.4 5440.78 41 11.3 5.4 5440.78 5435 103 5.6 3 2.0 0.9 6.3 144 10.8 6.3 6.3 Developed 0-4 1 0.05 0.05 5443.29 5442.67 24 2.6 6.7 5442.67 5436.8 247 2.4 5 2.3 1.8 8.5 271 11.5 8.5 8.5 Developed **NOTE: ARVADA REQUIRES MIN. Tc=10 MIN. * Tvoe of Land Sirlace for Overland Travel Time VELOCIi COEFFIG 1 = Heavy Meadow 1 2.5 2= Tillage /Field 2 5 3 = Short pasture & lawns 3 7 4 = Nearly bare ground 4 10 5 = Grassed waterway 5 15 6 = Paved areas and shallow paved swales 6 20 Tc P-7006 DRNxIs: 1020184 03 PM Civil Engineering Services CALCULATED BY: DATE: CHECKED BY: NAL 112118 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) JOB NO: BB17-006 PROJECT: QUAIL CREAK ESTATES DESIGN STORM: 2 Year 2 YR P-m� DRN ds: 1=01D103 PM DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME BASIN a a` € a E Q € a E Q - o € REMARKS Al 1 Al 0.30 0.15 10.49 0.05 2.08 0.09 A2 2 A2 0.30 0.15 10.84 0.04 2.04 0.09 A3 3 A3 0.29 0.16 10.81 0.05 2.04 0.09 A4 4 A4 0.46 0.20 10.96 0.09 2.04 0.19 A6 6 A6 0.04 0.01 5.00 0.00 2.60 0.00 61 7 0-1 0.50 0.33 10.41 0.17 2.08 0.34 62 5 0-2 0.36 0.01 11.74 0.00 1.98 0.01 63 8 0-3 0.10 0.01 6.27 0.00 2.48 0.00 64 9 0-4 0.05 0.01 8.50 0.00 2.28 0.00 2 YR P-m� DRN ds: 1=01D103 PM Civil Engineering Services CALCULATED BY: DATE: CHECKED BY: NAL 112118 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) JOB NO: BB17-006 PROJECT: QUAIL CREAK ESTATES DESIGN STORM: 5 Year 5 vR P-m� DRN ds: 1=01D103 PM DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME BASIN a a` € a E Q € a E Q - o € REMARKS Al 1 Al 0.30 0.22 10.49 0.06 2.78 0.18 A2 2 A2 0.30 0.21 10.84 0.06 2.74 0.18 A3 3 A3 0.29 0.22 10.81 0.06 2.74 0.18 A4 4 A4 0.46 0.27 10.96 0.12 2.74 0.34 A6 6 A6 0.04 0.05 5.00 0.00 3.50 0.01 61 7 0-1 0.50 0.40 10.41 0.20 2.78 0.55 62 5 0-2 0.36 0.05 11.74 0.02 2.68 0.05 63 8 0-3 0.10 0.05 6.27 0.00 3.33 0.02 64 9 0-4 0.05 0.05 8.50 0.00 3.05 0.01 5 vR P-m� DRN ds: 1=01D103 PM Civil Engineering Services CALCULATED BY: DATE: CHECKED BY: NAL 112118 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) JOB NO: BB17-006 PROJECT: QUAIL CREAK ESTATES DESIGN STORM: 100 YEAR 100 vR P-m� DRN ds: 1=01D103 PM DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME BASIN a a` € a E Q € a E Q - o € REMARKS Al 1 Al 0.30 0.57 10.49 0.17 5.96 1.03 A2 2 A2 0.30 0.57 10.84 0.17 5.87 1.02 A3 3 A3 0.29 0.58 10.81 0.17 5.87 0.98 A4 4 A4 0.46 0.60 10.96 0.27 5.87 1.60 A6 6 A6 0.04 0.49 5.00 0.02 7.60 0.14 61 7 0-1 0.50 0.66 10.41 0.33 5.96 1.98 62 5 0-2 0.36 0.49 11.74 0.18 5.73 1.01 63 8 0-3 0.10 0.49 6.27 0.05 7.20 0.34 64 9 0-4 0.05 0.49 8.50 0.03 6.56 0.17 100 vR P-m� DRN ds: 1=01D103 PM DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD -Detention, Version 3.07 (February 2017) Project: Basin ID: I.I. _ _ IFICES POOL xr Example Zone Configuration (Retention Pond) Required Volume Calculation Length (ft Wdth TO Selected BM P Type= EDB Arae Watershed Area- 229c es Watershed Length= 583 ft Watershed Slope= 0031 Rft Watershed Imperviousness- 2337% percent Percentage Hydrologic Soil Group A= 00% percent Percentage Hydrologic Soil Group B= 00% percent Percentage Hydrologic Soil Groups Up- 1000% percent Desired WQCV Drain Time= 40.0 hours Location for Ur Rainfall Depths =Wheat Ridge 015 Water Quality Capture Volume(WQCV) - 0025 acre fast Excess Urban Runoff Volume(EURV) - 0048 acre fast 2yr Runoff Volume (P1=078 in 0028 acre fast Syr Runoff Volume (P1=104 in 0053 acre fast 10 yr Runoff Volume (P1=128 in 0085 acre fast 25 yr Runoff Volume (P1=103 in 0.181 acre fast 50 yr Runoff Volume (P1=101 in 0215 acre fast 100 yr Runoff Volume (P1=221 in 0285 acre fast 500 yr Runoff Volume (P1=298 in 0438 acre fast Approximate 2yr Detention Volume= 0028 acre fast Approximate Syr Detention Volume= 0050 acre fast Approximate 10 yr Detention Volume=losEo crApproxmeto 2S yr Detention Volume 589 raApproxmeto 50 yr Detention Volume= cre fast Appro;ameto 100 yr Detention Volume= 594 acre fast Stage -Storage Calculation 0.017 225 Zone 1 Volume (WQCV) - 0025 acre fast Zone 2 Volume (User Defined Zone 1)= 0004 acre feet Select Zone 3 Storage Volume (Optonal)=cre 250 fast Total Detention Basin Volume= 0029 acre feet Initial Surcharge Volume (ISV)= user ft3 Initial Surcharge Depth (ISD)= user ft Total Available Detention Depth (H,avi)= user ft Depth of Tnckle Channel(Fl - user ft Slope of Trickle Channel (ST) - user BID Slopes of Main Basin Sides(Sn,,�)= 0020 IT Basin Length to Wdth Ratio (Rya)=user Initial Surcharge Arae Surcharge Volume Lenglt Surcharge Volume Wdth Depth of Basin Floor (IL Length of Basin Floor (L Wdth of Basin Floor (0 Arae of Basin Floor (F Volume of Basin Floor 0 Depth of M am Basin (I Length of Mein Basin Want of Mein Basin N Celculetotl Total Basin Optional User Override 1 -hr Precipitation inches inches inches inches inches inches inches Total detention volume is less than 100 -year volume. Optional StageStorageStege Override Desai Oon ft Stage ft) Length (ft Wdth TO Arae fM2 Optional Override Arae RA Arae Volume fM3(ac Volume ft Top of Micropool - 000 - - - 37 0001 025 152 0003 22 0.001 - 050 - - - 271 0006 74 0.002 015 346 0008 150 0.003 100 392 0009 242 0.006 125 440 0010 345 0.008 150 489 0011 401 0.011 115 540 0012 589 0.014 200 594 0014 730 0.017 225 651 0015 892 0.020 250 714 0016 1,003 0.024 215 782 0018 1,250 0.029 300 857 0020 1455 0.033 Copy of JE Detontion_v307 xlsm, Basin 1/212018, 248 PM Detention Basin Outlet Structure Design Project: Basin ID: User Input: Orifice at Underdrain Outlet atypically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth -i N/A ift(distance below the 5ltration media surface) Underlain Orifice Area= N/A ftz Underdrain Orifice Diameter -1 N/A inches Underlain Orifice Centroid= N/A feet User Input Office Plate with one or more orifices or Elliptical Slot Weir a xo"„eoxet Calculated Parameters for Plate InvertofOrifice= 0.00 ft(rdatias to basin bottom at Stage =Oft) ...-. ...-... ftz Stage )k) Zone Volume)aok) Outlet Type _T 1 vawMlx� IwO�' N/A Zone 1(WQCV) 2.52 i 0.025 Ddfce Plate Elliptical Slot Centroid= oxnwe Zone 2)User) 2.75 0.004 Weir&Pi do (Oren let) xr gEa wa oninoss zone 31 Not utilized Example Zone Configuration(Retention Pond) 0.024 0.047 0.029 Total User Input: Orifice at Underdrain Outlet atypically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth -i N/A ift(distance below the 5ltration media surface) Underlain Orifice Area= N/A ftz Underdrain Orifice Diameter -1 N/A inches Underlain Orifice Centroid= N/A feet User Input Office Plate with one or more orifices or Elliptical Slot Weir atypically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate InvertofOrifice= 0.00 ft(rdatias to basin bottom at Stage =Oft) WQ Orifice Are a pe r Row= 1.250E-03 ftz Depth at top of Zone using Orifice Plate= 2.52 k(relative to basin bottom at Stage=oft) Elliptical Hal6Witlth= N/A feet Orifice Plate: Orifice Vertical Spacing= 20.00 inches Elliptical Slot Centroid= N/A feet Orifice Plate: Orifice Area per Row= 0.18 sq. Inches (diameter -1/2Inch) Elliptical Slot Area= N/A ftz User Input: Stage and Total Area of EachC Stage of Orifice Carl Orifice Area (sq. Stage of Orifice Conoid Orifice Area (sq. Inch Invert of Vertical Orifice = Depth at top arcane using Vertical Orifice = Vertical Orifice Diameter= Not Selected Not Sele Red N/A N/A N/A N/A N/A N/A It(relatias to basin bottom at Stag e=Oft) Vertical Orifice R(relative to basin bottom at Stage =Oft) Vertical Orifice Car Inches I Not Selected I Not Selected I User Input Overflow Weir)Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow Weir Overflow Weir Front Edge Height, Ho= Overflow Weir Front Edge Length = Overflow Weir Slope = Hand. Length of Weir Sides= Overflow Gate Open Area %_ Debris Clogging %_ Zone 2 Weir Not Selected 2.52 N/A 3.00 N/A 0.00 N/A 3.00 N/A 80% N/A 50% N/A It (chit vem basin bottom at stage=0 In feet Ho( (enter zero for fat grate) feet %, grate open area/total area % User Input: Outlet Pipe w/ Flow Restriction Plate )Circular Orifice, Restrictor Plate, or Rectangular Orifice) Zone 2 Circular Not Selected Depth to Invert of Outlet Pipe= 0.00 N/A ft( distance below basin bottom at Stage=0 h) Circular Orifice Diameter= 12.00 N/A inches Height of Grate Upper Edge, H,= Over Flow Weir Slope Length = Grate Open Area / 100 yr Orifice Area = Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Zone 2 Weir Not Selected 2.52 N/A 3.00 N/A 9.17 N/A 7.20 N/A 3.60 N/A Calculated Parameters for Outlet Pipe w/ Flow Restriction Plat Outlet Orifice Area - Outlet Orifice Centroid- Half Central Angle of Restrictor Plate on Pipe = Zone 2Circular Not Selected 0 5 N/A 0.50 N/A N/A N/A User Input Emergency Spillway )Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage=2]5 k(relatias to basin bottom at Stage =oft) Spill way Design Fl ow Depth- 0.38 feet Spill way Crest Length = 5.00 feet Stage at Top of Freeboard= 3.38 feet Spit lway End Sl opes= 4.00 H:V Basin Area at Top of Freeboard= 0.02 acres Freeboard above Max Water Surface= 0.25 feet Routed Hydrograph Results Design Starm RBWm Period = One Hour RBlnfell Depth (in)= Calculated Runoff Volume (acre It)- OPTIONAL Override Runoff Volume (acre It)- Inflow Hydmgraph Volume (acre It) - Prodevelopment Unit PBBk Flow, q PD/acre) - Prodevelopment Peak Q (Us) - Peek Inflow G (ds) - Peek Outflow G (ds) - Ratio PBBk Outflowto Prodevelopment Q- Structure Contralling Flaw- Max Velocity through Gram 1 (fps )= Max Velaorythmugh Grath 2(fps)- Timate Drain 87% of Inflaw Valume (hours)= Timate Drain 88% of Inflaw Valume (hours)= Ma imum Ponding Depth (ft)= Area atMa imum Ponding Depth (acres)= Ma imum Volume Stored (acre It)= Wages, EURV 2Year 5Year 10 Year 25 Year 50 Year 100Year 0.53 1.07 0.78 1D4 1.28 1.63 1.91 2.21 0.025 0.048 0.028 0.053 0.085 0.161 0.215 0.285 0.024 0.047 0.028 0.052 0.084 0.161 0.215 0.284 0.00 0.00 0.01 0.08 0.22 0.58 0.80 1.09 0.0 0.0 0.0 0.2 0.5 1.3 1.8 2.5 0.4 0.7 0.5 0.8 1.3 2.5 3.4 4.4 0.0 0.7 0.0 0.6 1.6 2.8 4.3 6.2 N/A N/A N/A 3.5 3.1 2.1 2.3 2.5 Plate Overflow Grate Overflow Grate Overflow Grate Overflow Grate Overflow Grate Spillway Spillway N/A 0.09 0.00 1 0.1 0.2 0.4 0.6 0.8 N/A N/A N/A N/A N/A N/A N/A N/A 37 37 39 37 34 29 26 22 39 40 41 40 39 37 35 34 2.36 2.60 2.53 2.59 2.66 2.73 2.79 2.85 0.02 0.02 0.02 0.02 0.02 1 0.02 0.02 0.02 0.022 0.026 0.025 1 0.026 0.027 1 0.028 0.029 0.031 Laudick & Laudick Engineering, LLC APPENDIX C — Hydraulic Calculations 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO 0+95 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 2+05 2+10 2+15 2+20 2+25 2+30 2+35 2+40 2+45 2+50 2+55 2+60 2+65 2+70 Station (ft) Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (Rift): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): 10 (P -7006 -STM (1)) 5445.35 5444.76 5436.75 5435.97 5434.43 6.10 6.09 5445.35 5443.95 5436.29 (P -7006 -STM (1)).11 (P -7006 -STM (1)) (P -7006 -STM (1)).13 (P -7006 -STM (1)) 58.60 110.01 2.50 2.50 0.0100 0.0139 5436.75 5435.97 5436.17 5434.43 Profile Plot 43.99 43.63 9.24 9.59 2.50 2.15 V Main Street Storm Sewer 1 1 1 I I I I I 1 1 5448.5 o .--w --�------ L------L ------ ------'------'------'------1------'-------L---------nt-'------'------'------'------1-------L-------L------�----- F '------'------'------'------1-------L-------L-------L------------'------'------'------i------L-------L ---- ,---- 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5 448 1 v-W--'------IL-------L-------------------'------'------'------I------L------L 1 1 1 1 I i --o 1 -'-----'------'------'------'------L------L------L----- 1 1 1 '------'------'------'------I-------L-------L------- 1 1 1 1 1 1 1 ------------1------i------'------'------.L------- 1 1 ---- 1 :w 1 1 1 1 1 1 1 1 ddr______r______r______r______r______r___________r______r______r______r______r______r___________i______r______r______r__-___r______r______r_____I______I______r______r_____ 1 1 1 p 1 I w 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 5,447.5----P N � --=------=------= W --------------;------------;------;------',------;------; _____ --r--'------ NI ;------ ;------------•------'------L------L------'------'------'------'------•------•------•------L------'------'------J------J------'------•------� 1 1 1 1 1 1 1 5,447 co 1 ----<e -r d•--------- 1 1 •------ Y...... 1 '------- '------ '------ •-------------------- 1 1 •------ •--0` -4d1-m---- '------ 1 '------ '------------- •------ •...... Y------'------'...... 1 '------'-------------------- 1 1 1 •------ •------ 1 '------------- •------ '------------- I 1 1 •------•---- 5,446.5 N N 1 ♦ ____H � � 1 1 ; Y 1 1 4 i 1 ♦ ♦ • Y r7 1_M____,______ 4 • ♦ ! ! F 4 4 1 ♦ ! ! Y 1 4 i i ♦ • Y I 5,446 N M 1 _ ___m r______r______r 1 1 1 ----- ,______ _____ ____________r_____ r 1 1 _____ _____ r_ 5 c,_e____,______,______,______r______r______r______r______,------ 1 1 1 1 1 1 1 1 1 r ______,______,______r______r______r______r______,______ 1 1 1 1 ______,______,______r______r______r____ 1 I I 1 5,445.5 ---- ° '�---_ ------ �------r ------ ------- �--------------------*------*------r------r---- H �-w----�� 1 --- --- 1 1 1 -- --- -- I I I I I 1 1 1 _____r______r______r_ Ir Ir1 1 1 1 m m i i 5,445 1 ____r______r______r 1 1 1 ______r r ___ ______ 1 ______r______r __ 0 � �___i______i______r______r______r______r______r______r_____�______i______r______r______r_ �_ 1 1 1 1 1 1 1 __r______r______r_____�______r______r______r______r______r____ 1 1 1 1 1 1 1 1 ---------r------r------r------r------r-----r-----r------r------r-----r------r-- 1 1 1 1 1 1 --- 1 ------r-----r------r------r------r------r------r-----------r-----r-----r-----r------r------r------r-----r-----r------r------r------r------r---- 1 1 1 I 1 1 1 1 1 1 1 1 I5,444.5----- 51444 1 1 1 r------r--------------------------------T------7 1 1 1 1 1 1 1 - ---- ----- ------ ---- ----- 1 1 1 ----------- - -- - - ----- 1 - 1 ----- 1 1 ---- ----- ---- ---------------- 1 1 ----- ----- 5,443.5 I ----- ----'------ 1 L ------ L 1 1 -----' ------'------'------'------1------`------L------L-- 1 I I I I I 1 1 ------ '------ 1 ' ------ - ---'------ 1 1 I I L ------ I L ------ � -----'------'------'------'------'------�------L------�-----'------'------'------'------i------L------L---- I I I 1 1 1 1 1 1 1 I I I I 1 1 51443 I ---------'------�------�-----'------ 1 1 1 '------'------'------'------I------L------�-- 1 I I I I I 1 1 ------'------'------'------'---- 1 1 1 1 �------�------�----- I '------'------'------'------'------L------L------�-----'------'------'------'------'------L------L I I I 1 1 1 1 1 1 1 I I I I ---- 5,442.5 ---------•------•------ ----- '------'------'------'------'------'------•------I-- ------'------'-------------•----- ---- --- ----------'------'------'------ ------•------•------L------'------'------J------J------'------•------L---- 5,442 ----- ---- • ------ • ------ L ------ -----'------'------'------'------•---- --- -- ---- --- ---- ---- ----- ----- - ---- ---- ---- -- - -- -; -----; ----- ------ J------ -----;------ ------ ; ---- ; n ---- ^ : LinkID_�P-7006-�aTM(1jj.11 (P-IOO6-STMI(1jj ' V5,441.5 Y Y Y Y ft-I------I------T------r------r-- 5,441 - -T-- -- ---- ------ 13ia-2.30 R -- ---- --- -----T-----------r------r�rnk1D"(P 7006-y 3"(P 70©6STpl"4�)3 --�------�----- --------------------------- ------�-- -r---- ic0 1 1 1 1 1 ' i 5,440.5 -r----- ------S7ope-D.[}100•itgE_______________________________ ______ ______ _____________r______r______r______r_____ ;______--_____L6Rff}14d. - _ ______�____ _ _____------------------------------------------ ______-____ m 5,440 UpJnvef543Ci75i� ------- ---- --- ---- --- --- ---- �-- --- - � - -- - -- I I ;JZa25Qit __r_____ -- __r______r______r_____�______r______r______r______r__ � o WI _ r____ ' ' 1 1 1 1 DN Invert 5436.17 ft 1 1 1 1 1 Slope 0.01 �9 ftIft 1 1 1 1 $,439.5 ----- ---- ------ r------r- -----r------r-----r-----r------r- -----r- -----r------r-- I ------r-----r-----r------r------r------r------r- -----r -----�----U-I------ r------r------r- p overt 54'd5.97 ft 1 --r------r-----r -----r------r------r------r---h - 7?r---- w VI 51439 = ' ' i ------ ------I-- I "13ri ipvert a4�"4"43 1 I - ---- 1 1 - --- ----- ----- � a - 5,438.5 ---- _ - -.NT VL I 1 1 1 1 1 I N 51438 ----- ------- -'------ '------ '------ L ------ `------ L------ ------'------'--- -'------ i------L--A -L---- 1 1 1 H �I I 5,437.5 ,----- ----'------ ------ ;------; ----- ,------'--� m; ---- 5,437----- PL 0+95 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 2+05 2+10 2+15 2+20 2+25 2+30 2+35 2+40 2+45 2+50 2+55 2+60 2+65 2+70 Station (ft) Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (Rift): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): 10 (P -7006 -STM (1)) 5445.35 5444.76 5436.75 5435.97 5434.43 6.10 6.09 5445.35 5443.95 5436.29 (P -7006 -STM (1)).11 (P -7006 -STM (1)) (P -7006 -STM (1)).13 (P -7006 -STM (1)) 58.60 110.01 2.50 2.50 0.0100 0.0139 5436.75 5435.97 5436.17 5434.43 43.99 43.63 9.24 9.59 2.50 2.15 1 1 1 I I I I I 1 1 1 I ddr______r______r______r______r______r___________r______r______r______r______r______r___________i______r______r______r__-___r______r______r_____I______I______r______r_____ _____ I r______r______r______r______r______r_________________r______rr______r______r_____I__________________r______r______r______r______r_____I-______--______r______ r______ r______ r______ r_____ i______ --______ r______ r______ r 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I I i i 0+95 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 2+05 2+10 2+15 2+20 2+25 2+30 2+35 2+40 2+45 2+50 2+55 2+60 2+65 2+70 Station (ft) Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (Rift): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): 10 (P -7006 -STM (1)) 5445.35 5444.76 5436.75 5435.97 5434.43 6.10 6.09 5445.35 5443.95 5436.29 (P -7006 -STM (1)).11 (P -7006 -STM (1)) (P -7006 -STM (1)).13 (P -7006 -STM (1)) 58.60 110.01 2.50 2.50 0.0100 0.0139 5436.75 5435.97 5436.17 5434.43 43.99 43.63 9.24 9.59 2.50 2.15 Profile Plot Main Street Storm Sewer 51460 .... ......................... .......... •........-•........-. -------- ,--------- ,--------- •........-. 20 (P -7006 -STM (1)) --------- --------- .--------- ........... --------- --------- .--------- .--------- .--------- --------- ,--------- .--------- ........... -------- ,--------- .--------- ...........--------- --------- .--------- .------...,--------- ,.. 5,459 ..._ ....:......:.........:.........:.........:..................:....................................:............................:.............................1....................................................................................................................................... 5440.82 5447.29 5443.67 :............ 5,458 .....I m w N...._�........ �..................--------- .y-------- ........ .--------- .......... .--------- .......... ....................................... --------- --------- ..... .... .... ..... --------- ..... .... ..... ..... ..... ..... .... ..... ..... --------- i 5452.35 5443.82 5438.35 IP 7006 STM [1)).3(P-7006-STM(1)) (P-7006-STM(1)).6(P 7006 STM (1)) {P 7006 STH (1)).6(1)(P-7006-STM(1)) {P-7006- ;TM (1)).22(P-7006STM (1)) 104.45 5,457 r 399.29 33.33 ---------------------- 4.00 4.00 4.00 4.00 0.0326 0.0364 $,456 G a i� -.--r a w..............,_-_--_-_-,-_-_._.-_._-_-_. „+....._._._.,._.._._._,_-_-_--_- -_-_-_--_ _-_-_-_..._._._._,_.__._._.,._._.._._ _-_-_-__,_-_-_-_-_,-_-_-_-_-a-__-_-_-_._-__-_-_,_-_-_--_.,--------- .--------- .--------- -------- ,--------- ,--------- --------- --------- --------- --------- --------__._._.__,_. 5440.27 N N Ra> m 5443.88 5440.49 , s,a55 ---------•--------- -------- 252.21 247.80 213.14 213.51 � M d 22.16 17.01 16.99 5,454 - � h1Cf9:45 iC......i_._._....I -.........------ y.. .------------------ ,--------- _--------- .------------------ .--------- _--------- .------------------ _--------- .--------- .--------- _-------- _--------- .--------- _--------- .------------------ .--------- _--------- ._._._.._._. Dia '_._._.._. m o , y 5,453 ..... ................$fdpe 0D32GCtt7fl. ...•.........' -n'---`----_._........_ ._._..a...w_._._. -.._._._._._.._._._.._._.._._ _._._.__._._._._._ -------------------- _._.._._._._._.._.._._._._. --------- ------------------------------ ------------------------------ --------- ------------------------------- Up Inved 5447,29 tt 5,452 ..... ............... _ _ rl nve ...-------- ,--------- ,_._... .�._ ._._--- --.-.-.---;--...-.-.;--------- o --------- -.-------;.-.---- -.-.- --.- ---. .---- -.--- .-.-- -.-. .--.- ----. .---- -.--- .-.- ...-. .--.- ---- d 5,457 ...__._......__........................___ _. ..L'mK-ItrjP-7886 1- j.@(P-7886=Si4(1J) - d �o------- --------- ,--------- ..----.-.-`--------- -.-.-.---,.-.-.----•-.-.-.-.-`--...-.-'------.-.,.-.----..�-.-.-.-.-�.-.-.-.---...-.-.,.-.--.-.-,------...�.-.-.-----.-.-.--'-.-.-.-.-,--...-.-...----.-.-------.. � ` ` - Length 9 . N 5,450................... ................ Dia 4i+0 ft;............_q w ...---,-...-.-.-.--...-. .--.. ---- ......... .-.-. ..-.- ......... .......... ......... ......... --------- ..-. ....- ......... ......... ---------- ......... ...-. ....- ---- Slope 0.0364 ftttt ° d 5,499 ...-....'i ------------Wi; hrc2rt5949$Btt......i ______ ________ _.-.-.1.........1........ -.-. ---- ----- ----- ---- ---- ----------..... �.-. ..-.- .. �.. -.;.. ..-. .....-.--- .-.-. -.--- .--- ----- ----- -.-. Dminverf 5440.49 It 5,498 . .... ..... ..... .... .... ......... ......... ......... .... ..... ..... ......... ..... ......... ......... ..... .... .-. m Lek D P 7006 STM 700 -STM (1 j) - - (h))�(�j c 5447 ...;.... � � � � .................... .Lengl 3&9.9...,.........�........,.........,.........,.........�.........,.........,......�.,.........�........., fl . r IDie 4.00 tt 'm 5446 ......L .................. ,________`______ ________'_________,----- ____•________`________'_.......,........ .____ ........�.........�........,.........,.........L.........L........ S1ope1f.0 ;40 HAt ; :.........,......W ................... H w , 40.27 ft 5,445 ......--------- .--------- .........j___ -___ _________________;_________;_________',, ________:------- ----- ----- .... �1fri lnJerF5 .......... ..... ..... ..... .... .. ..... ..... ..... ..... .... ....o ......... p y 5,444 ........................... I _---- ___________............ -----------.... ----- ..... ---- ---------.------. ..... ---I --------. ----- ..... ..... .... .. - .+ M m------- .. F N d i y d 51442 .--------- . --. --------- .--------- -,- r -------- ,--------- ,------ ...,------- Lin, k lD a h33. 3ttA "'..._. 5,491 _ .__----------------------_----_-,-_-_---_._-_-__-.�._._._. _�........,. ...... .................. .................."n °P _ _..... _ x Die 4.00 d jt 0.0100 ttll- d..._. 5,490 - .__....................„__...._..._._...._._._.__...._._._._.,......... _.... .. ............. ........ -- - .------- -------_--------- ----- -- .. ._. :.........:.........i_._-_-_----_-_-_-_-.------_- ---------_-_----------_-------._._._._...._._._._._...._._._._._.._._._. D Inver15434 35 5,439 _._...j_._._._. _-........ ._.... 5,438 ................................................................ ...................................... .................. .................. ................................... ..... 5,437 ------ :--------- :--------- _._...._.;._._...._;_._._._..r._._._._.-.._._._.,. � . 5,436 ------ --------- .--------- --------- ...........--------- .--------- L -------- ,--------- ,--------- L --------- L --------- --------- 5,435 ---------------------------------------------•--------...-.------•-.-.----,---...-.-•- .... ..... .--- ----. .---- ---' ---- ----- -------- ----.--.-.-..--------- ' -.-.--- -.-... -------- . -.---- --------- --------- ------- 5,434 q ------ j --------- I..................I......... i......... k --------- ;.................... ..... .................... ......... ......... --------- ......... ......... .-.-. ..-... . ...... -...... ... .......� --------- ......... ...... . j ......... ......... ......... ....... ..-... j ------------ -7 ------- --- 5,433 .. ..... .... ..... ..... ..... ..... .... ..... ..... ..... ..... .... ..... ..... .... .... .-... ..-.- .... .... ..... -.-.- ...-. .... ....- ..... ...-. ....- ......... ......... .....-.-----.. 1+00 1+2D 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+20 7+40 Station (It) Node ID: Rim (it): Invert (it): Min Pipe Cover (It): Max HGL (It): Link ID: Length eft): Dia (It): Slope (Wit): Up Invert (It): Dn Invert (It): Max Q (cfs): Max Vel (Itls): Max Depth (It): 2 (P -7006 -STM (11) 20 (P -7006 -STM (1)) 17 [P 7006 STM (1)) 5454.79 5452.16 5449.35 5440.82 5447.29 5443.67 5440.27 5434.68 5434.35 3.30 4.28 4.86 2.14 5460.79 5458.16 5452.35 5443.82 5438.35 IP 7006 STM [1)).3(P-7006-STM(1)) (P-7006-STM(1)).6(P 7006 STM (1)) {P 7006 STH (1)).6(1)(P-7006-STM(1)) {P-7006- ;TM (1)).22(P-7006STM (1)) 104.45 93.25 399.29 33.33 4.00 4.00 4.00 4.00 0.0326 0.0364 0.0140 0.0100 5447.29 5443.88 5440.27 5434.68 5443.88 5440.49 5434.68 5434.35 252.21 247.80 213.14 213.51 21.31 22.16 17.01 16.99 4.00 1 4.00 1 4.00 14.00 Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 100 -YR FLOW RATE - REACH ALONG 32NDS Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 100.00 Slope (%) = 3.00 N -Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 63.34 Elev (ft) Section 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Jan 9 2018 = 1.50 = 63.34 = 9.75 = 6.50 = 11.49 = 1.65 = 11.00 = 2.16 2 4 6 8 10 12 14 16 18 20 22 Reach (ft) Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 M n rn Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. Friday, Dec 29 2017 100 -YR - Overflow channel - Parralel to West Property Line Trapezoidal Highlighted Bottom Width (ft) = 3.00 Depth (ft) = 1.43 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 63.34 Total Depth (ft) = 2.43 Area (sgft) = 10.42 Invert Elev (ft) = 100.00 Velocity (ft/s) = 6.08 Slope (%) = 2.50 Wetted Perim (ft) = 12.04 N -Value = 0.035 Crit Depth, Yc (ft) = 1.52 Top Width (ft) = 11.58 Calculations EGL (ft) = 2.00 Compute by: Known Q Known Q (cfs) = 63.34 Elev (ft) Section 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 2 4 6 8 10 12 14 16 18 20 22 Reach (ft) Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 M n rn Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 5 -YR - STREET DEPTH Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 1.55 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 0.55 Elev (ft) Section 101.00 08181ME 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.11 = 0.550 = 0.22 = 2.47 = 3.73 = 0.14 = 3.63 = 0.20 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 5 -YR - STREET DEPTH Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 2.30 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 0.55 Elev (ft) Section 101.00 08181ME 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.10 = 0.550 = 0.19 = 2.88 = 3.50 = 0.14 = 3.40 = 0.22 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 100 -YR -STREET DEPTH Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 1.55 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 1.98 Elev (ft) Section 101.00 08181ME 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.18 = 1.980 = 0.55 = 3.57 = 5.63 = 0.25 = 5.45 = 0.38 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 100 -YR - STREET DEPTH - MAX VEL Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 2.30 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 1.98 Elev (ft) Section 101.00 08181107 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.16 = 1.980 = 0.48 = 4.12 = 5.27 = 0.25 = 5.10 = 0.43 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 8 INCH PVC Circular Highlighted Diameter (ft) = 0.67 Depth (ft) Q (cfs) Area (sgft) Invert Elev (ft) = 100.00 Velocity (ft/s) Slope (%) = 1.50 Wetted Perim (ft) N -Value = 0.011 Crit Depth, Yc (ft) Top Width (ft) Calculations EGL (ft) Compute by: Q vs Depth No. Increments = 10 Elev (ft) 101.00 100.50 100.25 100.00 99.75 Tuesday, Jan 9 2018 = 0.60 = 1.889 = 0.33 = 5.65 = 1.68 = 0.62 = 0.40 = 1.10 Section 0 1 Reach (ft) Laudick & Laudick Engineering, LLC 16/17 APPENDIX D - NRCS Soils Report 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties September 23, 2017 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/healthn and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. Contents Preface........................................................................................................... How Soil Surveys Are Made........................................................................ SoilMap......................................................................................................... SoilMap...................................................................................................... Legend........................................................................................................ MapUnit Legend......................................................................................... MapUnit Descriptions................................................................................. Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties............................................................................................ 44—Englewood-Urban land complex, 0 to 2 percent slopes ............... 106—Nunn-Urban land complex, 2 to 5 percent slopes ...................... References................................................................................................... . Cl How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes, the general pattern of drainage, the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components, the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. Cusum Soil Resource Report Soil Map r+sscAemx1i N ° v m A °�o��m webMa� � m�� o E�ne � 34 9 MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils 0 Soil Map Unit Polygons Wet Spot Soil Map Unit Lines Other Soil Map Unit Points Special Point Features () Blowout Transportation Borrow Pit Rails Clay Spot 0 Closed Depression Gravel Pit Gravelly Spot a Landfill ALava Flow 46 Marsh or swamp Mine or Quarry 0 Miscellaneous Water 4 Perennial Water V Rock Outcrop + Saline Spot Sandy Spot f Severely Eroded Spot O Sinkhole ,A Slide or Slip Sodic Spot Custom Soil Resource Report rur Interstate Highways US Routes Major Roads }y Local Roads Background . Aerial Photography IN MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2014—Aug 21, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Spoil Area Q Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation �..ty Rails rur Interstate Highways US Routes Major Roads }y Local Roads Background . Aerial Photography IN MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2014—Aug 21, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background ILYAM»XH4L1U Custom Soil Resource Report 11 LVA MaI L1 I ; M N LVA UT4 I M L1 I imagery displayed on these maps. As a result, some minor shiftinq of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (C0641) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 44 Englewood -Urban land complex, 0 to 2 percent slopes 0.9 35.5% 106 Nunn -Urban land complex, 2 to 5 percent slopes 1.6 64.5% Totals for Area of Interest 2.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The if: Custom Soil Resource Report delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 13 Custom Soil Resource Report Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties 44—Englewood-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: jpp0 Elevation: 5,200 to 6,500 feet Mean annual precipitation: 13 to 17 inches Frost -free period. 126 to 142 days Farmland classification: Not prime farmland Map Unit Composition Englewood and similar soils: 65 percent Urban land: 20 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Englewood Setting Landform: Alluvial fans, drainageways Down-slope shape: Linear Across -slope shape: Linear Parent material: Clayey, calcareous alluvium Typical profile H1 - 0 to 9 inches: clay loam H2 - 9 to 39 inches: clay, clay loam H2 - 9 to 39 inches: clay loam, clay H3 - 39 to 60 inches: H3 - 39 to 60 inches: Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Very high (about 17.4 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Foothill (R049BY208CO) Other vegetative classification: CLAYEY FOOTHILL (048AY208CO) Hydric soil rating: No Ml Custom Soil Resource Report Description of Urban Land Typical profile H1 - 0 to 6 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No Minor Components Typic haplaquolls Percent of map unit: 15 percent Landform: Flood -plain steps Hydric soil rating: Yes 106—Nunn-Urban land complex, 2 to 6 percent slopes Map Unit Setting National map unit symbol: jpkk Elevation: 5,200 to 6,500 feet Mean annual precipitation: 13 to 17 inches Frost -free period. 126 to 142 days Farmland classification: Not prime farmland Map Unit Composition Nunn and similar soils: 65 percent Urban land: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Alluvial fans, mesas, terraces Down-slope shape: Linear Across -slope shape: Linear Parent material: Clayey, calcareous alluvium Typical profile H1 - 0 to 6 inches: clay loam H2 - 6 to 30 inches: clay, clay loam H2 - 6 to 30 inches: clay loam, loam H3 - 30 to 60 inches: H3 - 30 to 60 inches: Properties and qualities Slope: 2 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained iN Custom Soil Resource Report Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: Very high (about 19.3 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Foothill (R049BY208CO) Other vegetative classification: CLAYEY FOOTHILL (048AY208CO) Hydric soil rating: No Description of Urban Land Typical profile H1 - 0 to 6 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No i[ References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L. M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ n res/detail/nati o na I/soils/?cid= n res 142 p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www. nres. usda. gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www. nres. usda. gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid= nres142 p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detai I/natio na l/l anduse/rangepasture/?cid=stel prdbl 043084 17 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ n res/deta i I/soi Is/scienti sts/?cid=nres142 p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE DOCUM ENTS/n res142p2_052290. pdf iE: Laudick & Laudick Engineering, LLC 17/17 APPENDIX E - FIRM Map 6324 Xavier Ct. 419-203-5000 ph laudick@gmail.com Arvada, CO MAP SCALE 1" = 500' 50 0 500 1000 FEET METER z J JV 11 I FIRM to LVIVG r1G5376 L vaw iy In 0<_ 29TH AVE w COLORADO OA K RA � W 30TH AVE 5389 5380' O a AGF��Fw (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CO CONTAINS: F RAN VIEW ANGEVIE� F2 W 38TH AVE JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F 28TH PL Q W 29TH Avg ` CER T\NILI GyT z O W 29TH AVE w rn P 5386 ::.::::::::::::::::.::. Notice to User: The Map Number shown below ZONE AE a Z)oR u7 �z -441 �,,• �� used on insurance applications for the subject 28TH AVE C� rn En Lo w o C7 2 5388 M YNRMAP NUMBER C' O u 12 ' f •C ti � O 2 '9 O O v x o MAP REVISED I M ZONE AE � s a r n 2 v s co Q Lena Gulch 27TH cn z d. 9 tS Q�c� (3� Q o LQ I W 37TH PL 4402000mN O � QO �cflV)wo 00 0 LQ:::.: �c,� .:.:.:: .:##::# W 36TH �O � U) U) U 2 U) U) .c� d O .::�::::.'.::: .:::'::�:::" ::::: ::..... PL O O z 5414 01 .::::::::" .::::::::::::"' d T N� W 36TH J Y 5415 4' �' ...::.'' .:.. W 36TH AVE � U) AVE � w w z 5416 W N::::#:''#::':'::::::' H v J J J W O z W 36TH (I� �+J _ O W 35TH PL 2 z ZONE AE W 35TH PL Y ZUi Cn � 5418 co w o 0 5419 21 W 35TH AVE W 35TH AVE 54171 y z 5422-"sQ�,p s 5418 � z Q`' o ° W 34TH p < 3°�N AVE z W 34TH PL 3��N C/) 2� 3 U) w 34T 11 AVF r Y v Pv E W 33RD AVE C/) W MAP SCALE 1" = 500' 50 0 500 1000 FEET METER �^ `1•v1 ^' A^` V....................................................CO JV 11 I FIRM to FLOOD INSURANCE RATE MAP L In ................................ ......................... ........................ ........................... 29TH AVE COLORADO OA K RA � W 30TH AVE 4401 000m PANEL 213 OF 675 O a AGF��Fw (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAINS: RAN VIEW ANGEVIE� F2 O� JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F 28TH PL Q W 29TH Avg ` CER T\NILI GyT W 29TH AVE o� Notice to User: The Map Number shown below a Z)oR _ 5o �� z -441 �,,• �� used on insurance applications for the subject 28TH AVE C� P� 28 T H Q C7 2 � 5 YNRMAP NUMBER O u 12 ' f •C ti � O 2 '9 O O v x o MAP REVISED I P a r n 2 v s Q 27TH R0 y I O I v P 2 U) .c� J _ ......................................... MAP SCALE 1" = 500' 50 0 500 1000 FEET METER This is an official copy a of portion of the above referenced flood map. It p p was extracted usingF-MIT On -Line. This ma does not reflect changes p 9 or amendments which may have been made subsequent to the date on the Y q title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov D PANEL 0213F FIRM to FLOOD INSURANCE RATE MAP In JEFFERSON COUNTY, ® COLORADO AND INCORPORATED AREAS PANEL 213 OF 675 a (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAINS: COMMUNITY NUMBER PANEL SUFFIX JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F WHEAT RIDGE, CITY OF 085079 0213 F Notice to User: The Map Number shown below should be used when placing map orders; the Community Number shown above should be used on insurance applications for the subject a community. YNRMAP NUMBER 1 08059CO213F x o MAP REVISED 'J'° g FEBRUARY 5, 2014 Federal Emergency Management Agency This is an official copy a of portion of the above referenced flood map. It p p was extracted usingF-MIT On -Line. This ma does not reflect changes p 9 or amendments which may have been made subsequent to the date on the Y q title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov rd Review January 19, 2018 City of Wheatljc PUBLIC WORKS Memorandum TO: Zack Wallace Mendez, Planner II FROM: Jordan Jefferies, P.E. DATE: January 19, 2018 SUBJECT: MS -17-08/ Weiman- 3275 Quail Street I have completed my review of the 3`d submittal of documents for the Quail Creek Estates property located at 3275 Quail Street received on January 10th, 2018, and I have the following comments: PLANNING & ZONING Sheet 1: 1. All previous comments have been adequately addressed. Sheet 2: 1. Please note that for all pins other than the P.O.B. and the found NW corner, please provide the City -based coordinates for all property pins TO BE SET (subsequent to ROW dedication). 2. Please include an arrow pointing from the P.O.B. text to the point (since there is another point only 5' away). 3. The following comments pertain to the Tract A area: a. The text removing the 100 -year drain geway needs to be relocated to Lot 2 where there is all kinds of room to place it. b. Similarly, the 10' dimensioning along the south line of the 15' U, A, & D Easement needs to be located within the proposed 10' U & D Easement, and the text moved as shown. c. And to accommodate the re -positioning of the 10' easement text, the Lot 1 information needs to slide easterly (up the sheet) a touch for clarity. d. The 15' UTILITY, ACCESS, & DRAINAGE EASEMENT along the northerly portion of Lot 1 needs to be extended to the south and wrap around the comer to the west to the limits of Tract A. This will allow for maintenance access to the WQ structure. CIVIL ENGINEERING Final Drainage Report: QvlCmak tges_Review-3mo-doc: Public Works Engineering January 19, 2018 Page 2 Page 24/25 - Please provide information and/or cut sheets for the proposed HDPE pipe including DR, type of joints, etc. Verify with manufacturer that the pipe joints can withstand the anticipated surge pressure. Civil Construction Plans: Sheet 4 (Overall Grading Plan): 1. Slight regrading in Lot 1 is recommended to limit the extent of potential ponding adjacent to the water quality control pond. See comments on plans. 2. A small swale is created along the west property boundary with the regrading of the site. Please provide finish grade spot elevations at the outlet of this swale to verify that the swale will drain into the existing our proposed concrete drainage structures. See comments on plans for clarification. 3. Note that the wall on the north side of the site has significant length where the top of wall is less than'/2-foot from the bottom of wall. If the purpose of the wall is for grading tie-in, note that the extents of the wall may be reduced with slight grading. 4. Note that the wall on south side of the site has callouts where the top of wall is below the bottom of the wall. Please revise. Extent of wall may possibly be reduced. 5. The typical section shown for the swales that run along property lines needs to be renamed SECTION B -B instead of C -C as currently shown. 6. Please extend Section C -C to just past the westerly subdivision boundary line as shown on the redlined sheet. Sheet 6 (Quail Street Plan & Profile 1. Since the proposed gutter pan will control the ride quality of the roadway for the future, please provide an engineered profile rather than simply matching the existing flowline. Just drawing a quick and dirty line it appears only one grade break and a couple of vertical curves will be necessary (any grade breaks over 0.50% shall include a vertical curve). Sheet 8 (Storm Plan & Profile — SDO: 1. Due to the surcharge in the pipe, a manhole top with an inlet opening, such as Neenah R- 3256, is recommended for MHs STM1, STM2, & STM20. Inlet opening should be oriented toward the overflow channel as indicated in the markups. Riprap or other erosion protection should be provided at the inlet openings. Quail CreekEstates_Review-3_JJ.Ih.doc Public Works Engineering January 19, 2018 Page 3 R-3256 Inlet frame, lid, Access lid Meavy Duty t]' • 191'x' Large lid furnished standard with straight face as shown. Also available for 8 -foot or 20 -foot comer radius. Not recommended for use in areas where large gutter trash objects are prevalent. Curb opening, without gutter grate, allows large trash to enter catch basin and clog lines. 2. The small swale over the 8" storm drain shall have a consistent cross section. There are several areas where the contours don't reflect the proposed swale cross section. Please revise contours to reflect a consistent swale over the 8" storm drain. 3. Add the following callout to the plans where indicated in markups: "Minimum cover shall be 1.511". 4. Public works suggests minoring the profile view (right-to-left) to match the orientation of the plan view. 5. Please provide a verticanorizontal scale for the profile view. If possible, the horizontal scale of the profile view should match the horizontal scale of the plan view. 6. Public works recommends slightly revising alignment of the 48" pipe so the centerline is a minimum of 7.5ft east of the top of the overflow channel bank. Preferred easement off of centerline to the east is 15' due to the increase in depth of the pipe. Sheet 9 (Storm Plan & Profile — SD2): 1. In the plan view, a 15' Utility, Access, and Drainage Easement is provided for on the plat along the northerly side of Lot 1, so it is assumed that this area is going to be used as the maintenance access to the WQ facility. Please provide a design for the required maintenance access "road" that will allow for equipment to drive from Quail St. to the WQ facility. 2. The following comments pertain to the profile: QvlCmaEstges_krview-3 mo- a"c: Public Works Engineering January 19, 2018 Page 4 a. Please provide a vertical/horizontal scale for the profile view. If possible, the horizontal scale of the profile view should match the horizontal scale of the plan view. b. State that the maximum grade shall not exceed 4:1 in the area indicated. Sheet 10 (WQ Pond and Outlet— SD3): 1. The rim elevation of the outlet structure in the profile doesn't match the detail or the drainage report. Revise the rim elevation indicated in the profile to 5439.90. 2. Public Works recommends moving the pond spillway to the inlet side of the pond to minimize mixing in pond during overflow events. Erosion protection will be required at new spillway location. Sheet 15 (Initial Erosion Control): 1. CWA and SSA may be more accessible on the other side of the tributary during initial phase of construction. 2. Plan is showing the inclusion of street cuts along Quail Street during the initial phase. If this is accurate, please provide inlet protection for the 2 inlets south of the intersection of Quail Street & W 33`d Ave. 3. Please include the following Note: NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION & SEDIMENT CONTROL REQUIREMENTS. Sheet 16 (Interim Erosion Control 1. Add inlet protection at the 2 inlets south of the intersection of Quail Street & W 33`d Ave. 2. Silt fence along the eastern property boundary would be beneficial during construction of the homes. 3. Please add a note that indicates that inlet protection shall remain in place until final stabilization of the site has been achieved. 4. It would be helpful to provide a very brief summary of construction activities taking place during each phase (initial, interim, and final) to assist in a determination of whether proposed erosion control measures are adequate. 5. Please include the following Note: NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION & SEDIMENT CONTROL REQUIREMENTS. Sheet 17 (Final Erosion Control 1. Please add a note that indicates that inlet protection shall remain in place until final stabilization of the site has been achieved. 2. Please include the following Note: NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION & SEDIMENT CONTROL REQUIREMENTS. Sheet 18 (Details): 1. Show extents of handrail in headwall and wingwall plan view. Quail CreekEstates_Review-3_JJ.Ih.doc Public Works Engineering January 19, 2018 Page 5 Sheet 19 (Details 2): 1. Include Sheets 1, 2, and 4 of CDOT M-609-1, Curb, Gutter, and Sidewalks (not just Sheet 4). Sheets 1 & 2 detail the c & g & sw that are also needed in these plans. 2. Include a title for the railing detail. Sheet 20 (Details 3): 1. Please note that the manhole details are duplicated on Sheet 18. Please remove duplicate manhole details. 2. Please remove the OLD City detail for attached sidewalk. The City now uses the CDOT M -Standards M-609-1, Curb, Gutter, and Sidewalks and is moving away from using our own details. 3. Need to include the following Standard City Details in this plan set: a. Typical Asphalt Detail (detail S -E-01 HMA.dwg) Itemized Engineer's Cost Estimate: 1. All previous changes to the Cost Estimate have been made; the Estimate will be approvable upon seal and signature. Please note that the fire hydrant is not a requirement of the City and can be removed, which lowers the total to $291,566.00 ($233,252. + 25% contingency of $58,313.). Please include one PDF and one AutoCAD (2013 or older) DWG file of the Final Plat and one PDF of all revised Civil Documents with the next submittal. 1. CDPS Permit & Stormwater Management Plan: This site in general is greater than one acre in size and the area of disturbance will meet or exceed one (1) acre, so a Stormwater Management Plan (SWMP) associated with the required State CDPS Permit shall be submitted to the City of Wheat Ridge for review and approval. The SWMP must be approved by the City prior to issuance of any Demolition, Grading, ROW Construction, or Building Permits. The CDPS Permit is generally obtained from the Colorado Department of Public Health and Environment by the contractor at time of Building Permit Application. A copy of the CDPS must accompany the final submittal of the SWMP. Please contact Bill LaRow, Stormwater Program Manager at 303.235.2871 for further information). It is highly recommended that the SWMP be submitted as soon as possible to avoid delays in the issuance of required Permits. 2. Subdivision Improvement Agreement: Prior to the issuance of any Building or Right -of -Way Construction Permits or the commencement of any construction activities, a Subdivision Improvement Agreement (SIA) shall be executed by the project owner/developer. The project owner/developer will need to contact the Dept. of Community Development at 303.235.2846 to obtain Quail CreekEstates_Review-3_JJ.Ih.doc Public Works Engineering January 19, 2018 Page 6 a copy of the SIA. Please note that an approved engineer's itemized cost estimate for the public improvements will be included in the SIA (refer to Other Requirement #2 below). SIAs are recorded at the Jefferson County Clerk & Recorder's Office with the Final Plat. 3. Public Improvements Cost Estimate & Guarantee: Upon acceptance of the Itemized Engineer's Cost Estimate, an Irrevocable Letter of Credit (ILOC) in the amount of reflecting the total amount of the approved cost estimate plus 25% (125% of the total estimate) shall be submitted by the owner/developer for review and approval at the time of SIA submittal. The total amount required for the Irrevocable Letter of Credit is $291,566.00. The ILOC shall remain in force for the entire duration of the project, and the City reserves the right to request the ILOC be renewed if deemed necessary. A photocopy of both the itemized cost estimate and ILOC will be attached to the SIA and recorded at the county. 4. 2 -Year Warranty Period and Guarantee for Public Improvements Upon completion of all public improvements and Final Acceptance has been granted by the City Inspector, the original Irrevocable Letter of Credit shall be surrendered. At that time a 2 -year warranty period for the completed and approved public improvements shall commence. If at any time during said 2 -year Warranty Period the City Inspector deems that the constructed public improvements are in such condition as to require repairs or replacement, the Developer shall complete such work upon request. Upon commencement of the 2 -year Warranty Period, a 2°d Letter of Credit in the amount of 25% of the original itemized engineer's cost estimate shall be submitted to the City of Wheat Ridge and be dated as to expire on the 2 -year anniversary of the Warranty Period commencement date. The City shall retain said Letter of Credit for the entire 2 -year Warranty Period. Upon completion of the 2 -year Warranty Period, the 2°d Letter of Credit shall be surrendered by the City of Wheat Ridge. Right -of -Way Construction Permit(s)/Licensing: a. ROW Permits. Prior to any construction within the public right-of-way (ROW), the necessary Right -of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and easement or ROW dedications b. Licensing. All work within the public Right -of -Way shall only be performed by a municipally -licensed contractor. 6. Pre -Construction Meeting: Prior to commencement of any construction activities the contractor shall schedule a pre -construction meeting with the city of Wheat Ridge public works at 303.235.2861. The contractor shall be responsible for contacting all applicable utility districts for this meeting. Quail CreekEstates_Review-3_JJ.Ih.doc Public Works Engineering January 19, 2018 Page 7 7. Drainage Certification/ As -Built Plans/ SMA and O & M Plan: Please note the following items required prior to the issuance of the first Certificate of Occupancv for the subdivision: a. Drainage Certification: Upon completion of the drainage improvements, the Engineer -of -Record shall provide to the City of Wheat Ridge a written, signed and sealed Drainage Certification Letter (DCL) stating that the overall site grading was completed per the approved Grading and Drainage Plans, all drainage facilities were constructed per the approved construction plans and shall function as defined in the approved Final Drainage Report/Plan, and that the site has been accurately surveyed to confirm that the grading and construction of all drainage facilities was completed in accordance with these documents. The DCL shall be submitted to the City for review and approval, and shall be accompanied with As -Built Plans on the Current City Datum for all constructed drainage facilities prior to issuance of the first Certificate of Occupancy. b. As -Built Plans: The following items shall be included in the As -Built Plan prior to City acceptance: Storm Sewer (this info referenced in DCL) 1. Detention/WQ pond volume (sufficient spot elevations for engineer to calculate the volume). 2. Detention/WQ pond Outlet Structure elevations. 3. Manholes, rim and invert elevations. 4. Drop Inlets, grate and invert elevations ii. Lighting within Public ROW only) 1. Streetlight locations. 2. Pedestrian light locations. 3. Pull Box locations. 4. Electric meter location(s) Three (3) copies of the "As -Built" Plans are to be submitted as follows: i. One (1) hardcopy is to be signed & sealed on 24" X 36" bond paper, and ii. Two (2) electronic Files are to be delivered on DVD/CD-ROM as follows: 1. One (1) file in AutoCAD 2013 DWG or older format, AND 2. One (1) file in PDF format (of the signed & sealed sheets). 8. Information pertaining to the Public Works development requirements, Site Drainage Requirements, the City's Street Construction Standards & Details in AutoCAD@ DWG format, ROW maps, and City -based coordinate and land surveying information (i.e., Current City Datum), is all available on the Public Works, Development Review page of the City of Wheat Ridge website at: www.ci.wheatiridge.co.us Quail CreekEstates_Review-3_JJ.Ih.doc QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 2 I f I I I SURVEYOR'S CERTIFICATE W. 26TH AVE. I, CHRISTOPHER H. McELVAIN DO HEREBY CERTIFY THAT THE SURVEY OF THE BOUNDARY OF QUAIL CREEK ESTATES WAS MADE BY ME OR UNDER MY DIRECT SUPERVISION AND TO THE BEST OF MY KNOWLEDGE, INFORMATION AND BELIEF, IN ACCORDANCE WITH ALL APPLICABLE VICINITY MAP COLORADO STATUTES, CURRENT REVISED EDITION AS AMENDED, THE ACCOMPANYING PLAT ACCURATELY REPRESENTS SAID SURVEY. 1"_1000' CHRISTOPHER H. McELVAIN, PLS 36561, FOR AND ON BEHALF OF SURVEY303, LLC WE, TIFFANY LEEANNA GRUNERT AND DANIEL E. BARNHART, BEING THE OWNER(S) OF REAL PROPERTY CONTAINING 2.2866 ACRES DESCRIBED AS FOLLOWS: LOT 6, APPLEWOOD KNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE-HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE-HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A UNE DESCRIBED AS STARTING AT A POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. METES AND BOUNDS DESCRIPTION OF PROVIDED DESCRIPTION: A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH UNE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89'19'53" E AND MONUMENTED AS FOLLOWS: -WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. -CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28; THENCE N 8999'53" E ALONG THE SOUTH LINE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET; THENCE N 00'30'57' W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00'30'57" W ALONG THE EASTERLY UNE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809; THENCE N 89'23'01" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF QUAIL STREET; THENCE S 00'27'43" E ALONG SAID WESTERLY RIGHT-OF-WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWING TWO (2) COURSES; 1) S 44'26'05" W A DISTANCE OF 14.17 FEET; 2) S 8919'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. HAVE LAID OUT, SUBDIVIDED AND PLATTED SAID LAND AS PER THE DRAWING HEREON CONTAINED INTO LOTS AND TRACTS UNDER THE NAME AND STYLE OF QUAIL CREEK ESTATES, A SUBDIVISION OF A PART OF THE CITY OF WHEAT RIDGE, COLORADO AND BY THESE PRESENTS DO DEDICATE TO THE CITY OF WHEAT RIDGE AND THE PUBLIC THOSE PORTIONS OF REAL PROPERTY SHOWN AS RIGHT-OF-WAY, AND DO FURTHER DEDICATE TO THE CITY OF WHEAT RIDGE AND THOSE MUNICIPALLY OWNED AND/OR MUNICIPALLY FRANCHISED UTILITIES AND SERVICES THOSE PORTIONS OF REAL PROPERTY SHOWN AS EASEMENTS FOR THE CONSTRUCTION, INSTALLATION, OPERATION, MAINTENANCE, REPAIR AND REPLACEMENT FOR ALL SERVICES. THIS INCLUDES BUT IS NOT LIMITED TO TELEPHONE AND ELECTRIC LINES, GAS LINES, WATER AND SANITARY SEWER LINES, HYDRANTS, STORMWATER SYSTEMS AND PIPES, DETENTION PONDS, STREET LIGHTS AND ALL APPURTENANCES THERETO. TIFFANY LEEANNA GRUNERT AKA TIFFANY L BARNHART STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _SAY OF - 20BY WITNESS MY HAND AND OFFICIAL SEAL NOTARY PUBLIC MY COMMISSION EXPIRES ILIzI140aI-Nz19/_31 STATE OF COLORADO ) )SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _SAY OF - 20_ BY- WITNESS Y - WITNESS MY HAND AND OFFICIAL SEAL NOTARY PUBLIC MY COMMISSION EXPIRES THE CITY OF WHEAT RIDGE, COLORADO, HEREBY ACCEPTS THE DEDICATION AND CONVEYANCE TO THE CITY OF THOSE LOTS, TRACTS, EASEMENTS, AND OTHER INTERESTS IN REAL PROPERTY DENOTED ON THIS PLAT AS BEING DEDICATED TO THE CITY FOR PUBLIC PURPOSES. MAYOR SEAL: CITY CLERK COMMUNITY DEVELOPMENT DIRECTOR DIRECTOR OF PUBLIC WORKS APPROVED THIS _ DAY OF 20_ BY THE CITY OF WHEAT RIDGE. - NO COMMENTS THIS SHEET - PLANNING COMMISSION CERTIFICATION RECOMMENDED FOR APPROVAL THIS DAY OF 20 - BY THE WHEAT RIDGE PLANNING COMMISSION. CHAIRPERSON ACCEPTED FOR RECORDING IN THE OFFICE OF THE COUNTY CLERK AND RECORDER OF JEFFERSON COUNTY AT GOLDEN, COLORADO THIS DAY OF. JEFFERSON COUNTY CLERK AND RECORDER BY: DEPUTY CLERK 20_ P.M. 1) ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE SURVEYOR'S CERTIFICATE SHOWN HEREON. 2) PER COLORADO REVISED STATUTES SEC. 38-51-106 (L) ALL LINEAL UNITS DEPICTED ON THIS PLAT ARE U.S. SURVEY FEET. ONE METER EQUALS 39.37 DIVIDED BY 12 U.S. SURVEY FEET ACCORDING TO THE NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY. 3) ANY PERSON WHO KNOWINGLY REMOVES, ALTERS OR DEFACES ANY PUBLIC LAND SURVEY MONUMENT, LAND SURVEY BOUNDARY MONUMENT OR ACCESSORY COMMITS A CLASS TWO (2) MISDEMEANOR PURSUANT TO STATE STATUTE 18-4-508, C.R.S. 4) BASIS OF BEARINGS: BEARINGS ARE BASED ON THE ASSUMPTION THAT THE SOUTH UNE OF THE NORTHWEST QUARTER OF SECTION 28 BEARS N 89'19'53" E BETWEEN MONUMENTS AS SHOWN WITHIN THIS PLAT BETWEEN CITY OF WHEAT RIDGE CONTROL POINTS 16309 AND 16209. 5) GUARDIAN TITLE AGENCY, LLC FILE NO. 5717-46692A , EFFECTIVE DATE: BASIC AT 7:00 A.M. (COVER DATED 8-23-17)WAS ENTIRELY RELIED UPON FOR RECORDED RIGHTS—OF—WAY, EASEMENTS AND ENCUMBRANCES IN THE PREPARATION OF THIS SURVEY. 6) SURVEY303 LLC HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR RECORDED/UNRECORDED EASEMENTS, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. 7) ALL LOT CORNER MONUMENTS SHALL BE SET PER COLORADO STATE STATUTE 38-51-105. 8) THE GEODETIC POINT COORDINATE DATA SHOWN HEREIN HAS BEEN DERIVED FROM THE NAD 83 HARN STATE PLANE COLORADO CENTRAL FIPS 0502 COORDINATE SYSTEM, AND HAS A HORIZONTAL ACCURACY CLASSIFICATION OF 0.07 U.S. SURVEY FEET AT 95% CONFIDENCE LEVEL, AS DEFINED IN THE GEOSPATIAL POSITIONING ACCURACY STANDARDS OF THE FEDERAL GEODETIC CONTROL SUBCOMMITTEE (FGDC—STD-007.2-1998). 9) THIS PLAT IS ON THE CITY OF WHEAT RIDGE "CURRENT CITY DATUM", DEFINED AS FOLLOWS: A. THE CURRENT CITY DATUM COORDINATE SYSTEM USED IS A GROUND—BASED MODIFIED FORM OF THE NAD83 / 92 STATE PLANE COORDINATE SYSTEM, COLORADO CENTRAL ZONE 0502. B. VERTICAL DATUM USED IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) C. GROUND TO GRID COMBINED SCALE FACTOR IS 0.99974780300, SCALED FROM BASE POINT PHAC 1 (PERMANENT HIGH ACCURACY CONTROL POINT #1) HAVING THE FOLLOWING NAD83 / 92 STATE PLANE COORDINATES: PHAC NORTHING 1701258.75, EASTING 3118217.58, ELEVATION 5471.62. 10) TRACT A IS HEREBY DEDICATED TO THE QUAIL CREEK ESTATES HOMEOWNERS ASSOCIATION FOR LANDSCAPING, ACCESS AND DRAINAGE. SPECIFIC IMPROVEMENTS WILL BE DETERMINED BY THE DEVELOPER AND STAFF. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS HEREBY GRANTED BY THIS PLAT TO THE CITY OF WHEAT RIDGE, SEE NOTE 13. THE 100 YEAR DRAINAGEWAY IS ENTIRELY CONTAINED WITHIN TRACT A. TEN—FOOT (10') VIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL PUBLIC STREETS AND FRONT AND REAR PROPERTY LINES ON EACH LOT IN THE SUBDIVISION OR PLATTED AREA. FIVE—FOOT (5') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL SIDE LOT LINES OF EACH LOT IN THE SUBDIVISION OR PLATTED AREA. THESE EASEMENTS ARE DEDICATED FOR THE INSTALLATION, MAINTENANCE, AND REPLACEMENT OF ELECTRIC, GAS, TELEVISION CABLE, DRAINAGE AND TELECOMMUNICATIONS FACILITIES. PERMANENT STRUCTURES AND WATER METERS SHALL NOT BE PERMITTED WITHIN SAID UTILITY EASEMENTS. 12) PROPERTY IS ZONED RESIDENTIAL—ONE (R-1) 13) THE STORMWATER QUALITY AREA HEREIN SHOWN AS "TRACT A" SHALL BE CONSTRUCTED AND MAINTAINED BY THE OWNER AND SUBSEQUENT OWNERS, HEIRS, SUCCESSORS AND ASSIGNS. IN THE EVENT THAT SUCH CONSTRUCTION AND MAINTENANCE IS NOT PERFORMED BY SAID OWNER, THE CITY OF WHEAT RIDGE SHALL HAVE THE RIGHT TO ENTER SUCH AREA AND PERFORM NECESSARY WORK, THE COST OF WHICH SAID OWNER, HEIRS, SUCCESSORS, AND ASSIGNS AGREES TO PAY. NO BUILDING OR STRUCTURE WILL BE CONSTRUCTED IN TRACT A AND NO CHANGES OR ALTERATIONS AFFECTING THE HYDRAULIC CHARACTERISTICS OF THE STORMWATER FACILITIES LYING WITHIN TRACT A WILL BE MADE WITHOUT THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS. 14) ALL EASEMENTS NOTED HEREIN AS "HEREBY VACATED BY THIS PLAT" ARE TO BE RELEASED, TERMINATED, AND EXTINGUISHED UPON THE RECORDATION OF THIS PLAT. PARCEL NAME SQUARE FEET ACRES LOT 1 31,004 0.7117 LOT 2 15,805 0.3628 LOT 3 16,547 0.3799 LOT 4 15,786 0.3624 TRACT A 18,683 0.4289 FRGHT OF WAY1 1,780 0.0409 TOTAL SITE 99,605 2.2866 COVER SHEET SHEET 1 OF 2 CITY OF WHEAT RIDGE PUBLIC WORKS 1/10/2018 RECEIVED 1/10/2018 3rd Submittal SHEET 1 OF 2 COVER SHEET SHEET 2 OF 2 PLAN VIEW NORTH 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP ITS 13212 IN RANGE BOX PER MON REG DATED 9-14-11 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 15309 NORTH -7057S7.48 LAT. 39°46'09.3304" N EAST=107869.65 LONG. 105°07'08.5892" W ELEV.-5402.08 LEGEND: EXISTING PARCEL LINE CENTERLINE CORPORATE BOUNDARY — - — - — - — SECTION UNE LOT LINE BOUNDARY UNE EASEMENT LINE DRAINAGEWAY UNE - - - - FOUND SECTION CORNER AS DESCRIBED SET 18" NO. 4 REBAR WITH RED PLASTIC CAP O PLS 36561 FOUND MONUMENT 0 AS DESCRIBED Or QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 U)rn M ac' Z wM00Z nrnz o�o JN00°2744W 86.0 LOT 28 3N LOT 29 Addaspacjy,n'hereyR. <03- IS PLAT DOjN 80023784 IQs Qom. easement needs to be VACATED BY THIS carried around the J corner as well since TRACT A 0 20,226 S.F. - - the WQ structure is - 0.4643 ACRES further south. - Q N o w � 1.50' 12.23' z PW s gests S00°2T47 a N: 703649.892 E:106580.58351 29,460 S.F. up it for clarity o� � _ — 03°35' 46'1 ).6763 ACRES Q a UTILITY, ACCESS;, & DRAINAGE EASEMENT I I EXISTING RETRY GRANTED BY THIS PLAT 10' GAS ESMT LOT LINES HEREBY CREATED RN 75787571 L Drainaeewavtext to Qw L -1 10' DRNG. ESMT. Da RN 76787571 M�o HEREBY VACATED �o N N BY THIS PLAT �Q 'UTILITY, DRAINAGE E ED ANTED BYUj U)rn M ac' Z wM00Z nrnz o�o JN00°2744W 86.0 DRAINAGEW/ 3N The "ACCESS" Addaspacjy,n'hereyR. <03- IS PLAT DOjN 80023784 o�� easement needs to be VACATED BY THIS carried around the J corner as well since TRACT A 0 20,226 S.F. - - the WQ structure is - 0.4643 ACRES FOUND 1-1/2" YELLOW CAP PLS 34580 N: 703647.986 E:106403.313 V 10' Relocate mh= 0 15 30 1 INCH = 30 FEET CENTER 1/4 CORNER SECTION 28 FOUND CAP FS 2496 EAST LINE OF THE NW 1/4 OF SECTION 28 BOX/PER MONS REG DATED 5-51N06RANGE N00°18'48"W 2657.35' CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16309 NORTH -70S080.17 LAT. 39°45'42.8801" N EAST -107884.18 LONG. 105°07'42.1328" W ELEV.-5461.94 RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 LOT 30 LOT 31 R1A ZONING LOT 32 QUAIL STREET 50' ROW 1.50' RIGHT—OF—WAY HEREBY DEDICATED BY THIS PLAT. 1,780 S.F. 0.0408 ACRES S00'27'43"E 552.90' 212.40' S00°27'43'EE 105.00' -141.81' 5' UTILITY AND DRAINAGE ) HEREBY The "ACCESS" 15,806 S.F. IS PLAT 0.3628 ACRES � easement needs to be carried around the corner as well since the WQ structure is further south. - Q o w � �Q z PW s gests -w a LOT 1 slidi theLotinfo 29,460 S.F. up it for clarity o� � ).6763 ACRES Q a UTILITY, ACCESS;, & DRAINAGE EASEMENT z RETRY GRANTED BY THIS PLAT LOT LINES HEREBY CREATED BY THIS PLAT (TYP) Drainaeewavtext to LAT on r6.5' UTILITY AND DRAINAGE EASEMENT (TYP) 126.61' 100. D_RAINAGEWAY CONTAINED ITHIN TRACT A— — — — DRAINAGE easement needs to I carried to the east line of Tract A 22' c5 "' LOT 33 LOT 1 a o L=15.67' � CB=S44°26'05"W CD=14.12' I 39' A=89°47'36"° a N R-10.00' z o 1.50' RIGHT-OF-WAY I w HEREBY DEDICATED BY N: 703097.014 THIS PLAT. 1,780 S.F. E: 106585.040 $44*26'05"W _ o 0.0408 ACRES 14,17 S00°27'43"E 110.00' F—_ S00°27'43"E 110.00' 22.00' a lc� EXISTIN� N: 703086.898 Q10' GAS ESMT �E:106575.121RN 76787571 0 z oz oo zQ 100 YR. DRAINAGEWAY (POOR DOC.) ax `zRN 80023784 HEREBY VACATED BY THIS PLAT22w 40' LOT 3 ,-� wl< LOT 4 awco o 16,547 S.FZ.' 15,786 S.F. o L14 Q 0.3799 ACRES a� 0.3624 ACRES w 31: 11-1 Z \_ m N w aX 3j z 20' z U U 100 YR. DRAINAGEWAY (POOR I DOC.) RN 80023784 HEREBY VACATED BY THIS PLAT 1 16.5' UTILITY AND DRAI EXISTING 10' UTILITY ESMT RN 76787571 NUV JV JO 557.56' N N0030'57"W 563.06 LOT 1 APPLEWOOD BAPTIST CHURCH SUBDIVISION RN 2006142621 R-1 ZONING NOTE: For all pins other than the P.O.B. and the found NW corner, please provide the City -based coordinates for all property pins TO BE SET (subsequent to ROW dedication). �ACATIONIRN 93155172 AWS\ \� �PSEM r o� 5.50' RIGHT-OF-WAY 61 HEREBY DEDICATED BY ,�,&ACSEMENT (TYP) ��h THIS PLAT. 1,780 S.F. 70'88 0.0408 ACRES TRACT A 100 YR DRAINAGEWAY CONTAINED 1 2.00''S7"W — —27726-7.F— — — — 5.50' 22.00' (TIE) 0.4643 ACRES v POINT OF BEGINNING Please point FOUND 1-1/2" YELLOWtothe P.O.B CAP, PLS 34580 1 "1 LOT 1 APPLEWOOD KNOLLS EIGHTH FILING RN 68270803 - QUAIL STREET 60' ROW LOT 13 BLOCK 24 APPLEWOOD KNOLLS SECOND FILING LOT LINE ADJUSTMENT NO. 1 PLAT RN 2012095409 N: 703084.952 Q E:106408.382 w n m �I z POINT OF COMMENCEMENT WEST 1/4 CORNER SECTION 28 FOUND 3-1/4° BRASS CAP ITS 24962 IN RANGE BOX PER MON REG DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16209 NORTH -703049.56 LAT. 39°45'42.8801" N EAST=105260.72 LONG. 105°07'42.1328" W ELEV.-5454.70 PLAN VIEW SHEET 2 OF 2 LOT 2 w 15,806 S.F. 0.3628 ACRES 22' c5 "' LOT 33 LOT 1 a o L=15.67' � CB=S44°26'05"W CD=14.12' I 39' A=89°47'36"° a N R-10.00' z o 1.50' RIGHT-OF-WAY I w HEREBY DEDICATED BY N: 703097.014 THIS PLAT. 1,780 S.F. E: 106585.040 $44*26'05"W _ o 0.0408 ACRES 14,17 S00°27'43"E 110.00' F—_ S00°27'43"E 110.00' 22.00' a lc� EXISTIN� N: 703086.898 Q10' GAS ESMT �E:106575.121RN 76787571 0 z oz oo zQ 100 YR. DRAINAGEWAY (POOR DOC.) ax `zRN 80023784 HEREBY VACATED BY THIS PLAT22w 40' LOT 3 ,-� wl< LOT 4 awco o 16,547 S.FZ.' 15,786 S.F. o L14 Q 0.3799 ACRES a� 0.3624 ACRES w 31: 11-1 Z \_ m N w aX 3j z 20' z U U 100 YR. DRAINAGEWAY (POOR I DOC.) RN 80023784 HEREBY VACATED BY THIS PLAT 1 16.5' UTILITY AND DRAI EXISTING 10' UTILITY ESMT RN 76787571 NUV JV JO 557.56' N N0030'57"W 563.06 LOT 1 APPLEWOOD BAPTIST CHURCH SUBDIVISION RN 2006142621 R-1 ZONING NOTE: For all pins other than the P.O.B. and the found NW corner, please provide the City -based coordinates for all property pins TO BE SET (subsequent to ROW dedication). �ACATIONIRN 93155172 AWS\ \� �PSEM r o� 5.50' RIGHT-OF-WAY 61 HEREBY DEDICATED BY ,�,&ACSEMENT (TYP) ��h THIS PLAT. 1,780 S.F. 70'88 0.0408 ACRES TRACT A 100 YR DRAINAGEWAY CONTAINED 1 2.00''S7"W — —27726-7.F— — — — 5.50' 22.00' (TIE) 0.4643 ACRES v POINT OF BEGINNING Please point FOUND 1-1/2" YELLOWtothe P.O.B CAP, PLS 34580 1 "1 LOT 1 APPLEWOOD KNOLLS EIGHTH FILING RN 68270803 - QUAIL STREET 60' ROW LOT 13 BLOCK 24 APPLEWOOD KNOLLS SECOND FILING LOT LINE ADJUSTMENT NO. 1 PLAT RN 2012095409 N: 703084.952 Q E:106408.382 w n m �I z POINT OF COMMENCEMENT WEST 1/4 CORNER SECTION 28 FOUND 3-1/4° BRASS CAP ITS 24962 IN RANGE BOX PER MON REG DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16209 NORTH -703049.56 LAT. 39°45'42.8801" N EAST=105260.72 LONG. 105°07'42.1328" W ELEV.-5454.70 PLAN VIEW SHEET 2 OF 2 Engineer's Cost Estimate Civil Engineering Services FAX: PHONE: JOB NAME: JOB LOCATION: Quail Creek Estates - Public Improvements Office: 419 203 5000 in athari au di ckeno.com Quail Creek Estates DATE: 1/9/2017 Wheat Ridge, Colorado STORM QUANTITIESUNIT QUANTITY UNIT COST COST 1 Drive Aprons 1 30" RCP LF 169 $ 105.30 $ 17,795.70 2 48" HDPELF $ 72.63 624 $ 166.51 $ 103,902.24 3 30" FES EA 1 $ 2,278.39 1 $ 2,278.39 4 48" FES JEA 1 1 $ 4,618.36 1 $ 4,618.36 5 5' DIA Manhole JEA 1 2 $ 4,345.57 1 $ 8,691.14 6 6' DIA Manhole JEA 1 4 $ 5,500.00 1 $ 22,000.00 TOTAL $ 159,285.83 ROAD QUANTITIES 1 Drive Aprons SQ. FT 1992 $ 15.00 $ 29,880.00 2 asphalt SQ YD 70.89 $ 72.63 $ 5,148.66 3 6'Vertical curb & gutter w 5' walk LF 550 $ 57.16 $ 31,438.00 4 HandicapRam EA 1 $ 2,500.00 $ 2,500.00 TOTAL Mobilization ILS 1 1 $ 5,000.00 1 $ 6,000.00 Contigency $ 59,813.12 Grand Total $ 299,065.61 CITY OF WHEAT RIDGE PUBLIC WORKS DATE 1/10/2018 RECEIVED 1/10/2018 3rd Submittal OWNER / DEVELOPER WORKSHOP DENVER 4100 JASON ST. DENVER, CO 80211 CONTACT: BRAD WEIMAN PHONE: (720) 746-9240 EMAIL: BRAD@WORKSHOPDENVER.COM CIVIL ENGINEER B&B ENGINEERING, LLC 6324 XAV I ER CT. ARVADA, CO 80003 CONTACT: NATHAN LAUDICK, PE PHONE: (419) 203-5000 EMAIL: NATHAN@BBENG.CO LANDSCAPE ARCHITECT THE HENRY DESIGN GROUP 1501 WAZEE ST. UNIT#1-C DENVER, CO 80202 CONTACT: SAMANTHA MOCK PHONE: (303) 446-2368 UTILITIES PHONE: CENTURYLINK DEVELOPER CONTACT GROUP P.O. BOX 1720 DENVER, CO 80201 PHONE: (303) 451-2703 SANITARY SEWER DISTRICT: NORTHWEST LAKEWOOD SANITATION DISTRICT C/O SPECIAL DISTRICT MANAGEMENT SERVICES, INC. 141 UNION BLVD., SUITE 150 LAKEWOOD, CO 80228 VOICE:(303) 987-0835 FAX: (303) 987-2032 SURVEYOR SURVEY 303, LLC CONTACT: CHRIS MCELVAIN, PLS 5368 LYNN DR. ARVADA, CO 80002 PHONE: (303) 514-3668 LEGAL DESCRIPTION FIRE PROTECTION WEST METRO FIRE DEPARTMENT 433 S. ALLISON PARKWAY LAKEWOOD, CO 80226 PHONE: (303) 989-4307 CITY OF WHEAT RIDGE 7500 W. 29th AVENUE WHEAT RIDGE, CO 80241 PLANNING DEPARTMENT: CONTACT: LAUREN MIKULAK PHONE: (303) 235-2845 ENGINEERING DEPARTMENT: CONTACT: DAVE BROSSMAN PHONE: (303) 235-2864 STORMWATER MANAGEMENT: CONTACT: BILL LAROW PHONE: (303) 235-2871 GAS AND ELECTRIC: EXCEL ENERGY OF COLORADO 1123 WEST 3rd AVENUE DENVER, CO 80223 PHONE: (303) 534-6700 WATER: THE CONSOLIDATED MUTUAL WATER COMPANY 12700 W 27TH AVENUE LAKEWOOD CO 80215 CONTACT: ANDY ROGERS PHONE (303) 238-0451 A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS : BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89019'53" E AND MONUMENTED AS FOLLOWS: -WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. -CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28, THENCE N 89019'53" E ALONG THE SOUTH LINE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET, THENCE N 00030'57" W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00030'57" W ALONG THE EASTERLY LINE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809, THENCE N 8902301" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF QUAIL STREET, THENCE S 00027'43" E ALONG SAID WESTERLY RIGHT-OF-WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172, THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWING TWO (2) COURSES, 1) S 44026'05" W A DISTANCE OF 14.17 FEET; 2) S 89019'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. BENCH MARK BENCHMARK ELEVATION WAS PROVIDED BY THE CITY OF WHEAT RIDGE AS FOLLOWS: THE W-1/4 CORNER OF SECTION 28 (MONUMENT #16209), HAS AN ELEVATION OF 5454.70 (NAVD 88). BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST QUARTER OF SAID SECTION 28, BEING CONSIDERED TO BEAR NORTH 89019'53" EAST, A DISTANCE OF 2623.64 FEET. CONSTRUCTION PLANS QUAIL CREEK ESTATES COVER SHEET A PORTION OF THE NW 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO 5-6' 2' 5 -0 - Al IAGHLU -0" AlIAGHLU 2' SIDEWALK PARKING a VICINITY MAP SCALE: 1 m=2000' 51'-6' ROW 24'-6' t c -V 22'-6' f 6' VERTICAL CURB AND GUTTER NIS 15'1 t 2't 1 5-6' 2'-6't THRU LANE ATTACHED SIDEWALK i _PAVEMENT SECTION PER SOILS ENGINEER — — — EXIST. CROWN i TYPICAL QUAIL STREET SECTION SHEET INDEX 38TH AVENUE Sheet Title 01 N SITE W GENERAL NOTES 9 9 04 OVERALL GRADING PLAN y OVERALL UTILILTY PLAN W i WHEAT RIDGE H.S. z 08 STORM PLAN & PROFILE - SD1 09 a_ 10 WQ POND AND OUTLET - SD3 � Y OVERFLOW CHANNEL PLAN & PROFILE 12 0 13 LOT TYPICAL 14 W. 32ND. AVENUE 15 INITIAL EROSION CONTROL CROWN HILL INTERIM EROSION CONTROL W FINAL EROSION CONTROL 18 W N 19 DETAILS 2 20 DETAILS 3 U) W. 26TH AVENUE s s rn W. 20TH AVENUE 5-6' 2' 5 -0 - Al IAGHLU -0" AlIAGHLU 2' SIDEWALK PARKING a VICINITY MAP SCALE: 1 m=2000' 51'-6' ROW 24'-6' t c -V 22'-6' f 6' VERTICAL CURB AND GUTTER NIS 15'1 t 2't 1 5-6' 2'-6't THRU LANE ATTACHED SIDEWALK i _PAVEMENT SECTION PER SOILS ENGINEER — — — EXIST. CROWN i TYPICAL QUAIL STREET SECTION SHEET INDEX Sheet Number Sheet Title 01 COVER SHEET 02 GENERAL NOTES 03 OVERALL SITE PLAN 04 OVERALL GRADING PLAN 05 OVERALL UTILILTY PLAN 06 QUAIL ST. PLAN & PROFILE 07 QUAIL ST. WIDENING X -SECTIONS 08 STORM PLAN & PROFILE - SD1 09 STORM PLAN & PROFILE - SD2 10 WQ POND AND OUTLET - SD3 11 OVERFLOW CHANNEL PLAN & PROFILE 12 LANDSCAPE PLAN 13 LOT TYPICAL 14 LANDSCAPE DETAILS 15 INITIAL EROSION CONTROL 16 INTERIM EROSION CONTROL 17 FINAL EROSION CONTROL 18 DETAILS 19 DETAILS 2 20 DETAILS 3 LEGEND RIGHT–OF–WAY/ BOUNDARY LOT LINE SANITARY SEWER STORM SEWER WATER LINE WATER SERVICE SANITARY SERVICE EASEMENT LINE CONTOUR LINE CURB & GUTTER SECTION LINE FENCE SANITARY SEWER MH STORM SEWER MH WATER MH TELEPHONE MH WATER VALVE FIRE HYDRANT APPROVALS 8" SAN 8" SAN —801— — 801 Lu H z Lu U z O E- < 1L O z J H LU o G U Y b Uz p W ccomm 0 cc o U J O 0<(') <0 0<�<> U Z V Z Q LL W 0 z W „i 7 0 TZ O O W O W 1003:W Z)z U v/ < J fy w Cy 2 m B B 17-006 x —x—x—x COPYRIGHT 2017 This document is an instrument of service, and as such ® remai ns the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: 6 N ►t �cr W THESE CONSTRUCTION PLANS FOR THE QUAIL HOLLOW WERE PREPARED BY ME (OR UNDER MY DIRECT SUPERVISION) IN ACCORDANCE WITH THE REQUIREMENTS OF THE CITY OF WHEAT RIDGE "ENGINEERING CODE OF STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF PUBLIC IMPROVEMENTS. NATHAN LAUDICK, P.E. NO. 51244 B&B ENGINEERING, LLC DATE CITY OF WHEAT RIDGE PUBLIC WORKS DATE 1/10/2018 RECEIVED 1/10/2018 3rd Submittal CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-CVR.dwg COVER SHEET 01 OF 20 1"=30' B&B GENERAL NOTES: 1. ALL REMOVALS (TREES, FENCES, POST, SIDEWALK, CONCRETE, ETC) AND RUBBISH SHALL BE DISPOSED OF LEGALLY. 2. IT SHALL BE THE DESIGN ENGINEER'S RESPONSIBILITY TO RESOLVE CONSTRUCTION PROBLEMS WITH THE CITY DUE TO CHANGED CONDITIONS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY, PROPOSED ALTERATIONS TO THE SIGNED CONSTRUCTION PLANS INVOLVES SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK, OR TO THE FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DESIGN ENGINEER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY FOR REVIEW PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OCCURRENCE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND REPLACING ANY EXISTING SIGNS, STRUCTURES, FENCES, ETC., ENCOUNTERED ON THE JOB AND RESTORING THEM TO THEIR ORIGINAL CONDITIONS. 5. THE CONTRACTOR SHALL OBTAIN ALL NEEDED PERMITS. 6. THE CONTRACTOR SHALL COORDINATE ALL REMOVAL AND REPLACEMENT OFFENCES WITH ADJACENT LANDOWNERS. 7. B&B ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. THE CONTRACTOR SHALL INCLUDE ANY EXISTING UTILITY RELOCATION IN THE ORIGINAL CONTRACT. 8. IT IS RECOMMENDED THAT DURING PLACEMENT, ALL SOIL BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM 698. THE COMPACTED LIFT THICKNESS SHALL NOT BE MORE THAN 6". ADDITIONALLY, THE MOISTURE CONTENT OF THE COMPACTED BACKFILL SHALL BE WITHIN +/- 2% OF OPTIMUM AS DETERMINED BY ASTM D698. (CONTRACTOR TO COORDINATE WITH GEOTECHNICAL ENGINEER FOR COMPACTION REQUIREMENTS) 9. LANDSCAPE AND MONUMENT SIGNS SHALL BE INSTALLED IN SUCH A MANNER THAT A MINIMUM THREE FOOT CLEAR SPACE AND NO OBSTRUCTIONS TO THE FRONT OR PUMPER DISCHARGE NOZZLE ON FIRE HYDRANTS. 10. PROVIDE 4X 4 MARKER POST AT ENDS OF WATER SERVICES, SANITARY SEWER SERVICES AND CONDUIT ENDS. PAINT MARKER POST BLUE AT WATER LINE SERVICES, GREEN AT SANITARY SEWER SERVICES, ORANGE AT CONDUIT ENDS AND LABEL WATER, SANITARY OR CONDUIT. B&B GRADING NOTES: 1. COMPACT ALL FILL AREAS TO 95% OF MAXIMUM DENSITY PER AASHTO T-99 (STANDARD PROCTOR) AND WITHIN 2% OF OPTIMUM MOISTURE CONTENT. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION, PROTECTION, AND REPAIR OF UTILITIES ENCOUNTERED DURING CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. CONTRACTOR SHALL CONTACT REPRESENTATIVES OF THE RESPECTIVE UTILITIES AND HAVE ALL UTILITIES FIELD LOCATED PRIOR TO CONSTRUCTION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL LOCATIONS OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE DRAWINGS, TO ASCERTAIN WHETHER ANY STRUCTURES AND UTILITIES MAY EXIST, AND REPAIR AND/OR REPLACE ANY STRUCTURES AND/OR UTILITIES THAT ARE DAMAGED BY THE CONTRACTOR. 3. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ETC.) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BEAT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS 51 to] WE*]111111.9:G1111■2]alg149-011:WI11141F- 1.4Bill ►[yalI1:11111laxelal11x117p1101LOOM 0:1►lei 1101q:1:769:7xKe7LdL4:1►1Ill 1[*]►1 1. ALL WORK WITHIN THE PUBLIC RIGHT-OF-WAY OR EASEMENT SHALL CONFORM TO THE CITY OF WHEAT RIDGE ("CITY") ENGINEERING REGULATIONS AND DESIGN STANDARDS. IF NO CITY STANDARD EXISTS, THE COLORADO DEPARTMENT OF TRANSPORTATION M -STANDARDS SHALL APPLY. 2. AN APPROVED RIGHT-OF-WAY CONSTRUCTION PERMIT AND A MUNICIPAL CONTRACTOR'S LICENSE ARE REQUIRED PRIOR TO ANY WORK COMMENCING WITHIN THE PUBLIC RIGHT-OF-WAY. ANY WORK PERFORMED WITHIN THE STATE RIGHT-OF-WAY SHALL REQUIRE AN APPROVED STATE CONSTRUCTION PERMIT PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNER/DEVELOPER AND CITY INSPECTOR OF ANY PROBLEM ENCOUNTERED WHICH WOULD ALTER THE ORIGINAL DESIGN OR CAUSE NON-CONFORMANCE WITH THE ORIGINAL APPROVED CONSTRUCTION PLANS FOR ANY ELEMENT OF THE PROPOSED IMPROVEMENTS PRIOR TO ITS CONSTRUCTION. 4. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER DURING CONSTRUCTION ACTIVITIES TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGED CONDITIONS OR DESIGN ERRORS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY'S INSPECTOR, THE MODIFICATIONS PROPOSED BY THE DEVELOPER TO THE APPROVED PLANS INVOLVE SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK OR TO FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DEVELOPER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY OF WHEAT RIDGE FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF WORK. ANY IMPROVEMENTS CONSTRUCTED NOT IN ACCORDANCE WITH THE ORIGINAL APPROVED PLANS OR APPROVED REVISED PLANS SHALL BE REMOVED AND THE IMPROVEMENTS SHALL BE RECONSTRUCTED PER THE APPROVED PLANS. 5. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CALL C0811 AT 1.800.922.1987. 6. ALL UTILITY POLES SHALL BE RELOCATED PRIOR TO THE CONSTRUCTION OF THE PUBLIC IMPROVEMENTS. 7. WITH NOTIFICATION OF THE RESPECTIVE OWNER, ADJUST RIMS OF ALL CLEANOUTS, MANHOLES, VALVE COVERS AND SURVEY MONUMENTS PRIOR TO THE FINAL PAVING LIFT. 8. THE CONTRACTOR SHALL PROVIDE ALL LIGHTS, SIGNS, BARRICADES, FLAGMEN OR OTHER DEVICES NECESSARY TO PROVIDE FOR THE PUBLIC SAFETY IN ACCORDANCE WITH THE CURRENT MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. 9. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN INGRESS AND EGRESS TO PRIVATE PROPERTY ADJACENT TO THE WORK THROUGHOUT THE PERIOD OF CONSTRUCTION. PRIOR TO BEGINNING ANY WORK, THE CONTRACTOR SHALL OBTAIN A WRITTEN AGREEMENT FROM THE AFFECTED PROPERTY OWNER(S) IMPACTED BY THIS ACCESS. 10. PRIOR TO THE FINAL LIFT OF SURFACE PAVEMENT ALL UNDERGROUND UTILITY MAINS SHALL BE INSTALLED AND SERVICE CONNECTIONS STUBBED OUT BEYOND THE BACK OF CURB/SIDEWALK LINE WHEN ALLOWED BY THE UTILITY. SERVICE FROM PUBLIC UTILITIES AND FROM SANITARY SEWERS SHALL BE MADE AVAILABLE FOR EACH LOT IN SUCH A MANNER THAT WILL NOT BE NECESSARY TO DISTURB THE STREET PAVEMENT, CURB, GUTTER AND SIDEWALK WHEN CONNECTIONS ARE MADE. 11. UPON COMPLETION OF THE PUBLIC IMPROVEMENTS THE CONTRACTOR SHALL FURNISH "AS-BUILT"PLANS (RECORD DRAWINGS) PRIOR TO FINAL ACCEPTANCE OF THE WORK AND ISSUANCE OF ANY CERTIFICATES OF OCCUPANCY/COMPLETION. THE AS -BUILT PLANS SHALL BE AS FOLLOWS: a. I HARDCOPY, SIGNED & SEALED BY THE ENGINEER -OF -RECORD, IS TO BE DELIVERED ON 24" X 36" BOND PAPER, AND b. 1 SCANNED PDF OF THE SIGNED & SEALED HARDCOPY, AND c. 1 ELECTRONIC AUTOCAD DWG FILE FORMAT. (ALL SEX AND EXTERNAL REFERENCE FILES MUST BE INCLUDED PRIOR TO ACCEPTANCE). 12. AS -BUILT PLANS SHALL INCLUDE ALL OF THE FOLLOWING ELEMENTS THAT APPLY TO THIS PROJECT: a. STREETS: CROSS-SECTIONS AT REGULAR STATIONS AND OFFSETS AS ESTABLISHED BY THE DEPARTMENT OF PUBLIC WORKS SHALL BE PROVIDED. b. DETENTION POND: SUFFICIENT SPOT ELEVATIONS FOR THE ENGINEER -OF -RECORD TO DETERMINE THE PROPER POND VOLUME. c. STORM SEWER: ELEVATIONS ARE TO BE INCLUDED FOR, BUT NOT LIMITED TO, MANHOLES (PIPE INVERTS & RIM), DROP INLETS (FL GRATE AND INVERTS), OUTLET STRUCTURE(S), TRICKLE CHANNEL(S), FES, HEADWALLS AND OTHER DRAINAGE -RELATED STRUCTURES. d. LIGHTING: THE LOCATION OF ALL STREETLIGHTS, PEDESTRIAN LIGHTS, PULL -BOXES, AND ELECTRIC METERS. e. SIGNS: ALL REGULATORY SIGNAGE WITHIN THE PROJECT SHALL BE LOCATED ON THE PLANS. f. IRRIGATION: THE LOCATION SHALL BE PROVIDED FOR ANY IRRIGATION CONTROLLER BOXES, SPRINKLER HEADS, AND SPRINKLER VALVES THAT ARE TO BE MAINTAINED BY THE CITY. 13. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AT 303.235.2861 AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO THE DESIRED INSPECTION. 14. NO PORTION OF THE STREET MAY BE FINAL PAVED UNTIL ALL STREET LIGHTING IMPROVEMENTS, DESIGNED TO SERVE THE STREET AND/OR DEVELOPMENT HAVE BEEN COMPLETED. 15. STREET RIGHT-OF-WAY MONUMENTS SHALL BE SET PRIOR TO FINAL LIFT OF ASPHALT PAVEMENT. MONUMENT HARDWARE AND RANGE BOXES WILL BE PROVIDED BY THE CITY OF WHEAT RIDGE UPON REQUEST (303.235.2861). 16. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 17. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING STANDARDS. IF THE SEASON OR STOCKPILE MATERIAL PROHIBTTS TEMPORARY SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL BLANKETS OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS. 18. STOCKPILES OF ANY MATERIAL SHALL BE LOCATED FULLY WITHIN THE LIMITS OF CONSTRUCTION AND NO LESS THAN 100 -FEET FROM THE BANKS OF THE NEAREST DRAINAGEWAY. STOCKPILE AREAS SHALL BE SIZED TO FULLY CONTAIN THE MATERIAL BASED ON MAXIMUM ALLOWABLE STOCKPILE SIDE SLOPES OF 3 (HORIZONTAL) TO 1 (VERTICAL) CONSTRUCTION. 19. PERMANENT OR TEMPORARY SOIL STABILIZATION MEASURES SHALL BE APPLIED TO DISTURBED AREAS WITHIN THIRTY (30) DAYS AFTER FINAL GRADE IS ACHIEVED ON ANY PORTION OF THE SITE, OR TO DISTURBED AREAS THAT MAY NOT BE AT FINAL GRADE; BUT ARE TO BE LEFT DORMANT FOR A PERIOD OF TIME OF MORE THAN THIRTY (30) DAYS. 20. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED DURING THE COURSE OF CONSTRUCTION, AND SHALL BE INSTALLED IMMEDIATELY PER INSTRUCTIONS OF THE CITY INSPECTOR. 21. IF THE AREA OF DISTURBANCE FOR THE PROJECT IS GREATER THAN AN ACRE IN SIZE, EVEN IF THE PROJECT IS TO BE COMPLETED IN PHASES, REFER TO THE APPROVED STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION AND SEDIMENT CONTROL REQUIREMENTS. 22. THE CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. 23. NOTICE TO CONTRACTOR: IF MORE THAN THREE (3) STREET CUTS OCCUR WITHIN 250 LINEAR FEET, ADDITIONAL MILLING/OVERLAY REQUIREMENTS WILL APPLY. REFER TO THE TERMS OF THE CITY OF WHEAT RIDGE ROW CONSTRUCTION PERMIT (THAT MUST BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS, 303.235.2861, PRIOR TO COMMENCEMENT OF WORK). 24. PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES THE CONTRACTOR SHALL SCHEDULE A PRE -CONSTRUCTION MEETING WITH THE CITY OF WHEAT RIDGE PUBLIC WORKS AT 303.235.2861. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING ALL APPLICABLE UTILITY DISTRICTS FOR THIS MEETING. Clt Of DETAIL Y G -A03 GENERAL NOTES -PVT CODE TheatMidge GENERAL NOTES FOR DEPARTMENT OF PUBLIC WORKS PRIVATE DEVELOPEMENT G ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE ¢2116 W W H Z W U Z O F U LL F- 0 O H J H w o d U Y C� U z p W m O 10 O o U J O Lo 0Q0QO C � 0-) > U Z V Z 0-1 Q a w a om>.o =11110 �0U= w moss¢¢ row1= 0x 0 0 0 0 10 1x21. 1011 z 1111=o _- zwo11'U ww woo»w xw 0 0x1=13 011=13 0 Po0 10"'o, wii W III I I -d II � H II III N W 1� 1 I I I I I RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 RTA ZONING SHAWN & CATHY SWAINSON W VJ Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. WILFRED SUGAI SYLVESTER & MARY ROHR MONICA BRYM JOHN & JULIA JEPPESEN JOEE ANN & JEFF SCHLEUSNER I CLAY & AMY KETTERLING MINIMUM LOT WIDTH 100 FEET SHERYL MOSBARGER 3298 QUAIL ST. 3294 QUAIL ST. 3274 QUAIL ST. 3254 QUAIL ST. 3224 QUAIL ST. I 3204 QUAIL ST. I 11158 W. 33RD AVE. WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 I WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 III WHEAT RIDGE, CO. 80033 PID 39-282-06-007 I PID 39-282-06-006 PID 39-282-06-005 PID 39-282-06-004 I PID 39-282-06-003 PID 39-282-06-016 I III 1 PID 39-282-06-008 RN 20270782 RN 2016088064 RN 2008065573 RN F1765881 RN 2015050034 RN F0984091 III R RN 2016103865 Z c_02 cn DRAIN. & UTILITY m III I LOT 28 LOT 29 LOT 30 LOT 31 LOT 32 LOT 33 LOT 4 LOT 1 y _ _ _ _ _ _ _ _ — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — CDOT TYPE 3 CURB CUT 1.5' ROW VERTICAL CURB W/ 5' C) C4 `` _ (TYP.), SEE SHEET 19__ DEDICATION _SIDEWALK, SEE DETAIL 4 __SHEET 18 W I ji II l I Q I I 111'a I N III �I I I II I H o III I III W III III I Z III � I III o �m l IEms I �� I III III I�Noo I II I ul III IVoN� a y / I III III III III Ip III I III I III III I I I illi i ii I I I II II I III I III I I iiI I iII I II �d u I � III II 5' 15' DRAIN., UTILITY, & ACCESS ESMT — 10' DRAIN.; UTILITY ESMT In rRETAINING p �,LOT 1 PRO OriIN � 29,460 SQ. FT. 10 DRAIN. & WALL UTILITY ESMT (TYP) BLDG SETBACK 16.5' DRAIN. & UTILITY 86.01' I gREp DRAIN ESMT (TYP) NO 27-44'W ® LZ N BLDG SE ® N Imo, 126.61' LZ 25' DRAINAGE TRACT A N030'55'W TRACT ATER QUALITY POND STORMWATER OUTFALL AREA -.IEEE SHT. 11 & 18 —________- --- II I APPLEWOOD III BAPTIST CHURCH I.I n BLDG SETBACK III I m III w I � I c� 0 m 15'� 30 15' . AREA DRAIN 10' DRAIN. & UTILITY ESMT (TYP) 15 1 15' 16.5' DRAIN. J & U1ILITY m ESMT (TYP) BLDG SETBACK I L _ S003IY57NE — 105.00' AREA DRAIN O rev_ �•�. 1:�.-`;!.!. 1 1 ...... ..... ..... ...... �ii•OOii P ' �OOi•OOi 1 ' 0 Ilk _111211 EX. 10' GAS EASEMENTI J I T REC.# 76787571 IDIOD] LOT 3 16,547 SQ. FT. 16.5' DRAIN & UTILITY ESMT (TYP) LO _ 5(30'57"E — 110.00' AREA DRAIN 557.56' _ LOT 1 APPLEWOOD BAPTIST CHURCH SUBDIVISION _ _ = 10' UTILITY EASEMENT -_._J= RN 2006142621 REC. #76787571 — _____ �L R-1 ZONING III — II'I II�=—III_______________- II III I i II III I �� LEGEND: RIGHT—OF—WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER BUILDING SETBACK BUILDING SETBACK EASEMENT LINE ASPHALT TO BE REMOVED PROPOSED PAVEMENT NOTES: O I 5.5' ROW r DEDICATIO�l II II 11 EXISTING FENCE '.14TO BE REMIOVED I Q III r — D III Z� h C4 II CV) p W III II III P OPOSED II RETAINING j p W LL III III — I III I I II I� I III � III I I II — I II gl Iii 1. ALL REMOVALS (TREES, FENCES, POSTS, SIDEWALKS, CONCRETE, ETC) AND RUBBISH SHALL BE LEGALLY DISPOSED OF. 2. FINAL PAVEMENT DESIGN TO BE DESIGNED BY SOILS ENGINEER AFTER OVERLOT GRADING HAS BEEN COMPLETED. 3. SEE LANDSCAPE PLANS OF PROPOSED FENCING, PLANTINGS AND IDENTIFIER SIGNS DETAILS. 4. ALL SIGNS SHALL CONFORM TO MUTCD STANDARDS AND SPECIFICATIONS. 5. ALL ELECTRICAL, IRRIGATION, ETC SLEEVES (CONDUITS ) SHALL BE INSTALLED PRIOR TO ANY PAVING. 6. EASEMENTS THAT ARE TO BE VACATED ARE NOT SHOWN FOR CLARITY. 7. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 8. TRACT A CONTAINS A STORMWATER QUALITY DETENTION AREA AND DRAINAGE FACILITIES THAT SHALL BE MAINTAINED BY THE HOA. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS GRANTED TO THE CITY OF WHEAT RIDGE. RESIDENTIAL -ONE (R-1) 0' 35 FEET MAXIMUM BUILDING COVERAGE 25% 30' BLDG SETBACK- L=15.67, R-- MINIMUM LOT WIDTH 100 FEET SETBACKS FRONT A-89.79' REAR 30 FEET SIDE (INTERIOR) 24.5 DRAIN., 30 FEET I I U MT ciI 04 20 DRAINAGE I R TR Ci Z c_02 cn DRAIN. & UTILITY m ESMT (TYP) LOT 4 15,786 SQ. FT. 513ro`�� • • I I yah 70.88' _ NOW57OW _ TRACT A 20,226 SQ. FT. 557.56' _ LOT 1 APPLEWOOD BAPTIST CHURCH SUBDIVISION _ _ = 10' UTILITY EASEMENT -_._J= RN 2006142621 REC. #76787571 — _____ �L R-1 ZONING III — II'I II�=—III_______________- II III I i II III I �� LEGEND: RIGHT—OF—WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER BUILDING SETBACK BUILDING SETBACK EASEMENT LINE ASPHALT TO BE REMOVED PROPOSED PAVEMENT NOTES: O I 5.5' ROW r DEDICATIO�l II II 11 EXISTING FENCE '.14TO BE REMIOVED I Q III r — D III Z� h C4 II CV) p W III II III P OPOSED II RETAINING j p W LL III III — I III I I II I� I III � III I I II — I II gl Iii 1. ALL REMOVALS (TREES, FENCES, POSTS, SIDEWALKS, CONCRETE, ETC) AND RUBBISH SHALL BE LEGALLY DISPOSED OF. 2. FINAL PAVEMENT DESIGN TO BE DESIGNED BY SOILS ENGINEER AFTER OVERLOT GRADING HAS BEEN COMPLETED. 3. SEE LANDSCAPE PLANS OF PROPOSED FENCING, PLANTINGS AND IDENTIFIER SIGNS DETAILS. 4. ALL SIGNS SHALL CONFORM TO MUTCD STANDARDS AND SPECIFICATIONS. 5. ALL ELECTRICAL, IRRIGATION, ETC SLEEVES (CONDUITS ) SHALL BE INSTALLED PRIOR TO ANY PAVING. 6. EASEMENTS THAT ARE TO BE VACATED ARE NOT SHOWN FOR CLARITY. 7. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 8. TRACT A CONTAINS A STORMWATER QUALITY DETENTION AREA AND DRAINAGE FACILITIES THAT SHALL BE MAINTAINED BY THE HOA. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS GRANTED TO THE CITY OF WHEAT RIDGE. RESIDENTIAL -ONE (R-1) MAXIMUM HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% MINIMUM LOT AREA 12,500 SQUARE FEET MINIMUM LOT WIDTH 100 FEET SETBACKS FRONT 30 FEET REAR 30 FEET SIDE (INTERIOR) 15 FEET SIDE (ADJACENT TO STREET) 30 FEET 0_ w z w U z O ILLQ U 0 z J H LU o d 0 Y b 0 z p LU m <om0 o U J O to U Q O Q D C 0 i 0 Z V Z ry Q a J o Q 0 a o JLaOz moo 0 < m m m�U0 Z 0 S Z 0 0020 L=0'E mmOm'= owe _'o Z0 S mm W H H > > 0 'cruO Q 0m m=aOw6 m0Z=ILO P" o0 10"'o, wQ¢z mOS0md zo0l�m "',,0. w�¢�01� m_m W U/ Z W W 7 0 BOO vJ ♦�//�� TZ vJ Y �> O LLJ0M W W Q UU) < J O� w O� Q z 0 Cy 21010, B B 17-006 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remai ns the propenyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. zimll CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 700ESITE PLAN.dwg OVERALL SITE PLAN 03 OF 20 1"=30' 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL 9. MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, ASA RESULT OF GROUNDWATER ENCOUNTERED DURING THE WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN BUILD CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BESTABI10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN DISTRICT, D AGREED UPON IN THE CONTRACTOR, THE TWO (2) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OCCURRENCE. OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY W Z 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. NTS NTS -- -------I --�--- -- -- -- -- -- -- -- -- -- -- -- -- -- -- �,,.- �x �+ } s 1 QUAIL T. -_--------------===============---==== 1 - / - - - - W NTNG PLAN \ yi -----------------_________-=�i�r-====-- - AND PROFILE ---------------- -- ------ ------------- // Tg - / / SHEET 06 I // / - // I I I / _ _/ 5+001 / 6+0It t+oo -1 / dao 1 3+00 / / 1- -4+00 1 - - - I - -I / T _ _ / SEE SHEET 06 FOR FLOWLINE - - - - t - CDOT TYPE 3 CURB CUT (TYP) - - <-T I z -� - - SEE DETAIL SHEET 19 \ PROFILE AND SHEET 07 FOR - CROSS SECTIONS I \ 53.85 �\ I \� 4871-------------- \` --�' �\� 50.67 \� - 3 J _-I 5266----- --- 5390 FG - X97 4805 51.30 51.96 51.9 44.98 45.48 - L-------� --- - ---- I -47.95_-L -- - --- ----- FL 51.17 -- FL FL FL _ --------X44.85--- FL 45.39 -- - --_ FL FL 4859"- R - FL FL R FL FG FG ---R FL 45.98 --- -- `--_4845 FL - ----_ 51.05 -- FG80�52.G 3.16- <�.54.29 \\ 49.21 _ 45.35 FG - - - FGA FG - - - - - - FG 507851.50 5204�52s8 - -54.50 FG 54.50 5527 45.13 FG --- _ _ - ------ --- -4391 TOW - 45.45 45.1045 50 _ il 6.08 ` - - - - - - - - -1 - --48.3 - � 4816-48 FG' ` 0.31 -50.00 ` J - 51.15 - FG 51.90 52.56 FG FG FG �- - - - =,�1 FG FG FG - - FG FG FG _ FG FG -- FGA �- > - 51.33 _5214_ 52.59 53.42� - /// 6GW, - ---------- __ 4863/ 1 --- 52.05 -�tij 1( _ - - - - - - - - - - 49.48- FG acv FG FG h FIG '�/ // / / I 54.91 If / - 45.43- _ - - - - _ - _ 46.24 - -FG �------- -7 I FG \FG I r - 1_ vn•�FG v� / // \ \ FG - - - 57 I \ `� str$ h - I / ?�--STORM DRA N NO. \ I FG 27 FL 84 Fyyy ----- / / 30" STORM DRAIN.- I / l rg \�--- / -- -\\ \ / /---- SD -1 ` \ \\ F. I ylj\ -- / LINENO.SD-z, --1 - \/ �I / $ \ -- - /' all has zero .62 / \ �- W - 45,881 SEE SHEET 09 / / 48.85 ight here. Is wall I ` FG grade tie-in? I I .- i s / I 50.55 \ c 52.6 7 _y159 )pears that length 1 79 5446, FG I III wall could be 1.46 r / 5445 `- - - - - - - 1 I / w \ �I/ \ 32NCATi AVE. OVERFLOW I � NEL Juced N' / T5444, �O6 st.t4 50� 51.53 DETAIL THIS SHEET I / I I I _ 5443 I 146.03 / , � FG 48 32 Inificantly with - - 47.s7 FFE = 5452.50 IF Fc FG 1 I - \ I I 1 FG 46.29 FG 54.83 nor rearading. 1 / \ I 45.67 FG FFE = 5451.50 FG I FINAL FFE TO BE I / / 1 TOW BO1 W 40. 41.23 � � I\ \\ \ \ \ FINAL FFE TO BE I I DETERMINED WITH / \ FFE = 5454.50 BOW ) I 1 row FG FG FIF = 5447.50 \ \ I 1 DETERMINED WITH I - - - 39.68 \ \ I / I / PLOT PLANS I FINAL FFE TO BE / sA / I \ I BOW 3x.97 FINAL FE TO BE \\ \ \, �'\ \\ / I PLOT PLANS I / / / �� \ DETERMINED WITH ss I 2 \, I I I Tow DETER ED WITH \ \ \I iQ?' I \\psi I 16.67' 54.7s \ I 13 I sir PLOT PLANS I ,39.41 / \ PLOT NS \ Recommend slight \ / `�ir� 8x - n^I li TOW V BOW 39.54 \ \ regrading 59 \ / / TOW / \ re radin to limit I / \ / 1 / / BOW I I t I � I // �� \ any potential \ \ I / � I 1 -�,�� I I / t2 - ponding on Lot 1. / W PROPOSED MODULAR BLOCK p g \ \$\ INsI IL `-�6 / r I / "� f' 3 I RETAINING WALL, 1' 8' MAX. HEIGH 54.7 5 TOW SEE DETAIL SHT. 18 B 2 PROPOSED MODULAR T 5443 II 53 07 BLOCK RETAINING WALL, 38.68 / 11 WATER QUALITY \ \� , /��-/ -/ J �� _/ �� I\_-\�) \ 1 / �\ / // // / 1'11"MAX. HEIGHT II BOW / _ 1 \ „// N / \ ae / 3830 s POND SD3SHEET IO �� ` \ y - - ��\ I"-- �/ ��\ \/ �� / / / 50.00 � I TOW I- --►----��A�' ----� �� / I / / / / / �1 54.67 1 I ks ORMWPAR - /K ��\ 4s.57�i / 37.97 3809 ^"? LL AREA - I \ _ - I - \ - - - FGI I - G.s7 - - - - v - - - - / I FG ( / 49.63 / / / / / 52.15 5263 / I TOW S 5442 - _ `� - - - � \ - %FG / / FG BOW I BOW S¢39 5441 / - STORM DRAIN NO.- -I- �` - - I I / / / / / 1 I 33.83' --� �\ ----� -� - / �� ----- -\ i�� / I / / / / BOW III EG�3s.62 34.19 5440 \ 41.94 I - - SD -1 SHEET 08 - / / (..BOW \,, FG FG 41.44" ----�� TOW III 5439 _ 1 91• 60 - �� / OVERFLOW CHANNEL 1.01 / 1190X x.49 I ��P 40.61 - ^FLAPS �T/ SHT. 11 / \ / 33.89 i' .. - 44,05 1.91 _ 46.20 _ • 48.95 48 35 r. FG '34.19 y�' / /_ ' .FL/LP�� f - - - FL/LP I FG/HP� FG/HP \\ 54.19 FG 40.06 / - •. \ v / / / It 3393` �y 1.26' \ I 5.13' \ �� 5gpyy TOW '5.13' / / �`/ 5.13' \ \Fc \ raw NI"� FG. {�= - x'37.60 38.13 h _ - - - - - -45-7 - - - o. o MIM i �" TOWS"/` B\ BOW BOW - - -7 _ _ -/ 48.64 - III If aafi7 / $ I 1 SII �rn1�•�I: 2 ��40.60 41.12 41.43 40.88-- - _54_41 - - �_ - -- at / 45.61 FG 48.37 FG c1 5449-47.55` _ u� I t OOfi•FG - ��_� FG 42.90 - r i FG - 45.54 / i FGM 48.30 ,n .. .. .. 35.27 TOW 3863 TO�FG_39.86 FG - - - - -5440" / sem\ 4297 _ FG / _ 34.09 J FG FG a�- ----- '-- -- -- FG-- - "� / 45.86 13.28X - FG 3 1� -w 5439 _ 40.4s w 43.10 _ w / x.25_ 37.46 / FL'' w / _ / FL _ _ _ R 5440 5441- 5442 05443 ' 5444 - 5445 \\�-_� /�/ ---'- _-_---_- _ --------1C \ ✓ J 1 -/ -' ice-- ji i i \ / T Swale IScreated along I property line. Provide FG ------------- -1� // �� / I I 1 /��/--------- --- -r-- -� \ / / - <_=______-- spot elevations in this area �\ / I I I / / I III 1r o� / Please extend Section C -C to just \ % to ensure this area is graded past the westerly subdivision line ' \ to allow swale to drain. as shown. 5460 1 5460 EXISTING SIDEWALK _\ - - EXISTING GRADE 5450 l I PROPOSED WALL SEE DETAIL SHT. 18 TYPE L RIPRAP PROPOSED BRICK FENCE - RE LANDSCAPE ARCH PROPOSED GRADE -\ 1.50' 100YR FLOW SE - - - - 5450 PROPOSED ROW�Lrl-i-7.5-42'�-7.5l I REVEGLT ON PROPOSED R P OPOSED 48' PPE 5445 5445 -40 -30 -20 -10 0 10 32ND AVE. OVERFLOW CATCHMENT CHANNEL - SECTION A -A LLI o o U Y Gj U z p w <m 010 J O �<mi< c H H U Z V Z Q J J w � ( i as L as Q-0oT 1 IS ��mo zw<< w wo w¢x �� 0= �w=zo p �o eao Z ru0ru w o0w 0 z Oom�r�o U of 2 w w »L 0w10dz mxaowo - mo"000 o ;zm o0 W00" Z w<1 -L i y zp=� z>z�ow c ow w=Q� K �o �w� o W U/ W W Ifff-7 0 < O O vU) UTZ W O W W ffjz U v/ < J O� w O3: 7 0 02m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. :I M1/69 L•T CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-GWING.dwg OVERALL GRADING PLAN 04 OF 20 1"=20' II NOTES: 10' MIN 1 10' MIN 4.5' 5' MIN 5' MIN 5' MIN 5' MIN 1. ALL GRADING SHOWN ON THIS PLAN FOR STREETS AND SWALES ARE FINISHED GRADE. Z Z Z Z 2. ALL FILL AREAS ON SITE SHALL BE COMPACTED TO 95% Carry Section C -C to just a 3 a DENSITY OF THE STANDARD PROCTOR. west of the subdivision 55 o l o l o� boundary line. 3. PROPOSED CONTOURS SHOWN DEPICT FINISHED STREET GRADE 4:1 x 5.1 MAX MpX 5' 5: ELEVATIONS AND ROUGH OVERLOT GRADING WITHIN LOTS. / 5:1 / / 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO COMPACTED NATIVE S / ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED (TO BE STABILIZED WITH IRRIGATED OD) B -B GRADES AS SHOWN. COMPACTED NATIVE SOIL (TO BE STABILIZED WITH IRRIGATED SOD) SECTION C -C SECTIONS 5. ALL FILL MATERIAL AND COMPACTION SHALL BE PER THE SWALE SWALE GEOTECHNICAL ENGINEER'S RECOMMENDATION. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL 9. MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, ASA RESULT OF GROUNDWATER ENCOUNTERED DURING THE WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN BUILD CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BESTABI10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN DISTRICT, D AGREED UPON IN THE CONTRACTOR, THE TWO (2) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OCCURRENCE. OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY W Z 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. NTS NTS -- -------I --�--- -- -- -- -- -- -- -- -- -- -- -- -- -- -- �,,.- �x �+ } s 1 QUAIL T. -_--------------===============---==== 1 - / - - - - W NTNG PLAN \ yi -----------------_________-=�i�r-====-- - AND PROFILE ---------------- -- ------ ------------- // Tg - / / SHEET 06 I // / - // I I I / _ _/ 5+001 / 6+0It t+oo -1 / dao 1 3+00 / / 1- -4+00 1 - - - I - -I / T _ _ / SEE SHEET 06 FOR FLOWLINE - - - - t - CDOT TYPE 3 CURB CUT (TYP) - - <-T I z -� - - SEE DETAIL SHEET 19 \ PROFILE AND SHEET 07 FOR - CROSS SECTIONS I \ 53.85 �\ I \� 4871-------------- \` --�' �\� 50.67 \� - 3 J _-I 5266----- --- 5390 FG - X97 4805 51.30 51.96 51.9 44.98 45.48 - L-------� --- - ---- I -47.95_-L -- - --- ----- FL 51.17 -- FL FL FL _ --------X44.85--- FL 45.39 -- - --_ FL FL 4859"- R - FL FL R FL FG FG ---R FL 45.98 --- -- `--_4845 FL - ----_ 51.05 -- FG80�52.G 3.16- <�.54.29 \\ 49.21 _ 45.35 FG - - - FGA FG - - - - - - FG 507851.50 5204�52s8 - -54.50 FG 54.50 5527 45.13 FG --- _ _ - ------ --- -4391 TOW - 45.45 45.1045 50 _ il 6.08 ` - - - - - - - - -1 - --48.3 - � 4816-48 FG' ` 0.31 -50.00 ` J - 51.15 - FG 51.90 52.56 FG FG FG �- - - - =,�1 FG FG FG - - FG FG FG _ FG FG -- FGA �- > - 51.33 _5214_ 52.59 53.42� - /// 6GW, - ---------- __ 4863/ 1 --- 52.05 -�tij 1( _ - - - - - - - - - - 49.48- FG acv FG FG h FIG '�/ // / / I 54.91 If / - 45.43- _ - - - - _ - _ 46.24 - -FG �------- -7 I FG \FG I r - 1_ vn•�FG v� / // \ \ FG - - - 57 I \ `� str$ h - I / ?�--STORM DRA N NO. \ I FG 27 FL 84 Fyyy ----- / / 30" STORM DRAIN.- I / l rg \�--- / -- -\\ \ / /---- SD -1 ` \ \\ F. I ylj\ -- / LINENO.SD-z, --1 - \/ �I / $ \ -- - /' all has zero .62 / \ �- W - 45,881 SEE SHEET 09 / / 48.85 ight here. Is wall I ` FG grade tie-in? I I .- i s / I 50.55 \ c 52.6 7 _y159 )pears that length 1 79 5446, FG I III wall could be 1.46 r / 5445 `- - - - - - - 1 I / w \ �I/ \ 32NCATi AVE. OVERFLOW I � NEL Juced N' / T5444, �O6 st.t4 50� 51.53 DETAIL THIS SHEET I / I I I _ 5443 I 146.03 / , � FG 48 32 Inificantly with - - 47.s7 FFE = 5452.50 IF Fc FG 1 I - \ I I 1 FG 46.29 FG 54.83 nor rearading. 1 / \ I 45.67 FG FFE = 5451.50 FG I FINAL FFE TO BE I / / 1 TOW BO1 W 40. 41.23 � � I\ \\ \ \ \ FINAL FFE TO BE I I DETERMINED WITH / \ FFE = 5454.50 BOW ) I 1 row FG FG FIF = 5447.50 \ \ I 1 DETERMINED WITH I - - - 39.68 \ \ I / I / PLOT PLANS I FINAL FFE TO BE / sA / I \ I BOW 3x.97 FINAL FE TO BE \\ \ \, �'\ \\ / I PLOT PLANS I / / / �� \ DETERMINED WITH ss I 2 \, I I I Tow DETER ED WITH \ \ \I iQ?' I \\psi I 16.67' 54.7s \ I 13 I sir PLOT PLANS I ,39.41 / \ PLOT NS \ Recommend slight \ / `�ir� 8x - n^I li TOW V BOW 39.54 \ \ regrading 59 \ / / TOW / \ re radin to limit I / \ / 1 / / BOW I I t I � I // �� \ any potential \ \ I / � I 1 -�,�� I I / t2 - ponding on Lot 1. / W PROPOSED MODULAR BLOCK p g \ \$\ INsI IL `-�6 / r I / "� f' 3 I RETAINING WALL, 1' 8' MAX. HEIGH 54.7 5 TOW SEE DETAIL SHT. 18 B 2 PROPOSED MODULAR T 5443 II 53 07 BLOCK RETAINING WALL, 38.68 / 11 WATER QUALITY \ \� , /��-/ -/ J �� _/ �� I\_-\�) \ 1 / �\ / // // / 1'11"MAX. HEIGHT II BOW / _ 1 \ „// N / \ ae / 3830 s POND SD3SHEET IO �� ` \ y - - ��\ I"-- �/ ��\ \/ �� / / / 50.00 � I TOW I- --►----��A�' ----� �� / I / / / / / �1 54.67 1 I ks ORMWPAR - /K ��\ 4s.57�i / 37.97 3809 ^"? LL AREA - I \ _ - I - \ - - - FGI I - G.s7 - - - - v - - - - / I FG ( / 49.63 / / / / / 52.15 5263 / I TOW S 5442 - _ `� - - - � \ - %FG / / FG BOW I BOW S¢39 5441 / - STORM DRAIN NO.- -I- �` - - I I / / / / / 1 I 33.83' --� �\ ----� -� - / �� ----- -\ i�� / I / / / / BOW III EG�3s.62 34.19 5440 \ 41.94 I - - SD -1 SHEET 08 - / / (..BOW \,, FG FG 41.44" ----�� TOW III 5439 _ 1 91• 60 - �� / OVERFLOW CHANNEL 1.01 / 1190X x.49 I ��P 40.61 - ^FLAPS �T/ SHT. 11 / \ / 33.89 i' .. - 44,05 1.91 _ 46.20 _ • 48.95 48 35 r. FG '34.19 y�' / /_ ' .FL/LP�� f - - - FL/LP I FG/HP� FG/HP \\ 54.19 FG 40.06 / - •. \ v / / / It 3393` �y 1.26' \ I 5.13' \ �� 5gpyy TOW '5.13' / / �`/ 5.13' \ \Fc \ raw NI"� FG. {�= - x'37.60 38.13 h _ - - - - - -45-7 - - - o. o MIM i �" TOWS"/` B\ BOW BOW - - -7 _ _ -/ 48.64 - III If aafi7 / $ I 1 SII �rn1�•�I: 2 ��40.60 41.12 41.43 40.88-- - _54_41 - - �_ - -- at / 45.61 FG 48.37 FG c1 5449-47.55` _ u� I t OOfi•FG - ��_� FG 42.90 - r i FG - 45.54 / i FGM 48.30 ,n .. .. .. 35.27 TOW 3863 TO�FG_39.86 FG - - - - -5440" / sem\ 4297 _ FG / _ 34.09 J FG FG a�- ----- '-- -- -- FG-- - "� / 45.86 13.28X - FG 3 1� -w 5439 _ 40.4s w 43.10 _ w / x.25_ 37.46 / FL'' w / _ / FL _ _ _ R 5440 5441- 5442 05443 ' 5444 - 5445 \\�-_� /�/ ---'- _-_---_- _ --------1C \ ✓ J 1 -/ -' ice-- ji i i \ / T Swale IScreated along I property line. Provide FG ------------- -1� // �� / I I 1 /��/--------- --- -r-- -� \ / / - <_=______-- spot elevations in this area �\ / I I I / / I III 1r o� / Please extend Section C -C to just \ % to ensure this area is graded past the westerly subdivision line ' \ to allow swale to drain. as shown. 5460 1 5460 EXISTING SIDEWALK _\ - - EXISTING GRADE 5450 l I PROPOSED WALL SEE DETAIL SHT. 18 TYPE L RIPRAP PROPOSED BRICK FENCE - RE LANDSCAPE ARCH PROPOSED GRADE -\ 1.50' 100YR FLOW SE - - - - 5450 PROPOSED ROW�Lrl-i-7.5-42'�-7.5l I REVEGLT ON PROPOSED R P OPOSED 48' PPE 5445 5445 -40 -30 -20 -10 0 10 32ND AVE. OVERFLOW CATCHMENT CHANNEL - SECTION A -A LLI o o U Y Gj U z p w <m 010 J O �<mi< c H H U Z V Z Q J J w � ( i as L as Q-0oT 1 IS ��mo zw<< w wo w¢x �� 0= �w=zo p �o eao Z ru0ru w o0w 0 z Oom�r�o U of 2 w w »L 0w10dz mxaowo - mo"000 o ;zm o0 W00" Z w<1 -L i y zp=� z>z�ow c ow w=Q� K �o �w� o W U/ W W Ifff-7 0 < O O vU) UTZ W O W W ffjz U v/ < J O� w O3: 7 0 02m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. :I M1/69 L•T CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-GWING.dwg OVERALL GRADING PLAN 04 OF 20 1"=20' I~ II I I W II I LU I __= J J 1 -------------IV 5' 0 STM MH 36" STORM DRAIN 8"w ss°s LINE NO. SD -2, SEE SHEET 09 EA IRT DGE \C��INATIOINI INLET (TRIPLE I I III I III ❑ El III W III \I III'C III I L ElIII M III — — I II I M III ❑ It III H III II I jll I � III I I EXIIST1NG'HEADWALL III I III I II III ' III I 5' 0 STM MH EXISTING PIPE TO BE REMOVED 17' EXISTING WATER — — — EXISTING _ _-----=�_� -SANITARY=------=�—�—� 6.42` ---- �w__L_SAWCUT-sow a°w 8"W 19.57' a � LINES SS -9— _ ss -9 0 5' DRAIN. & `6 I 15' DRAIN., UTILITY, & ACCESS ESMT STORM DRAIN NO. LOT 1 SD -3 SHEET 10 D 10' DRAIN. & UTILITY CONCRETE ESMT (TYP) 16.5' DRAIN. HEADWALL AND APRON 1 & UTILITY ESMT (TYP) RIM = 40.61 INV. = 39.20 119.15' 39.00 I 8" PVC - 8° INV. WT It 2% 20.39' 25' DRAINAGI 8" PVC — TRACT ®iX TRACT A I I III I III I III SAWCUT ------------------ ra"w <r MANHOLE TO TIE QUAIL STREET INTO EXISTING PIPE I EX. 10' GAZASEMENT I I REC.# 76787571 Fm- 16.5 DRAIN., SMT �• II p� I II B I I I , 8 20 DRAINA( JTR CI LOT 2 I LOT 3 I DRAIN. & UTILI 10' DRAIN. & I I LOT 4 ESMT (TYP) UTILITY ESMT (TYP) 16.5' DRAIN. _ I 16.5' DRAIN. & UTILITY & UTILITY RIM =4302 ESMT (TYP) RIM = 45.6o I ESMT (TYP) RIM = 48.35 I PROPOSED 48° INV. = 41.58 I 10492' INV. =4367 L HDPE STORM PIPE _ I 109.92' INV. =4586 80 PVC 8" PVC All ®2% ®2% I/, -12" NYOPLAST BASIN W/ DOME TRA CT A -LID (TYP.) - SEE DETAIL SHT. 19 LU VJ Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. J I STORM DRAIN NO. SD -1 SHEET 08 5.5' ROW DEDICATION I I II I II II I I II I II 32ND AVE. OVERFLOW CATCHMENT CHANNEL SEE SHEET 04 I I III uj I I I II I III > II I I � III II z u j I I � III III LU III — I I III �STORMWATER----------�STORMDRAINNO.. ----- OUTFALL AREA - — – SDA SHEET 08 V _— —_ _ - 10' UTILITY EASEMENT -J: — �` 100 -YR ROW LINE _ — — _ _ SEE SHEET 11 & 18 III � � REC. #76787571 IL PROP. WEST PROPERTY �II- �I -- —_ -- — — _ _ LINE OVERFLOW CHANNEL III Ili ---I APPLEWOOD —--- — II I BAPTIST CHURCH SECTION - SEE SHEET 11 III Il�j illi ==========-== M/ �/ VIII GENERAL NOTES: 1. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 2. MORE THAN THREE (3) STREET -CUTS WITHIN A 250 LF SECTION OF ROADWAY WILL RESULT IN MILLING/OVERLAY PER CITY ROW PERMIT REQUIREMENTS. UTILITIES NOTES: 1. THIS PLAN IS FOR OVERALL SITE LAYOUT INFORMATION ONLY. WATER LINE NOTES: 1. ALL WATERLINE SERVICES ARE 3/4" TYPE "K" COPPER UNLESS OTHERWISE NOTED. 2. ALL WATER MAINS ARE 8" UNLESS OTHERWISE NOTED. SANITARY SEWER NOTES: 1. ALL SANITARY SEWER LINES ARE 8" PVC UNLESS OTHERWISE NOTED. 2. ALL SANITARY SERVICES ARE 4" PVC UNLESS OTHERWISE NOTED. UTILITY LEGEND WATER LINE FIRE HYDRANT i GATE VALVE ►t BLOW -OFF 3/4° SERVICE W/METER�W/S EXISTING SANITARY SEWER ,® SANITARY SEWER MANHOLE ®. 4" SANITARY SEWER SERVICE S/S STORM DRAIN FLARED END SECTION WHEAT RIDGE COMBINATION INLET (TRIPLE) STORM MANHOLE (5' 0) OUTLET STRUCTURE (TYPE C INLET) p WHEAT RIDGE VALLEY INLET o' w z z w U z 0 Q U LL H 0 z J D W 0 tl 0 Y (7 0 z p LU m Do 10 o U J O U Q O Q D C i i 0 Z V Z ry Q a a 0 a o _1QOz ,zwLo momU< m m�U 00"02 1=2u 1=2u. _0-_ mmOm,z 0W �F-O O_ Z � 0 � � S wmm�"»-, 2=O o0 =m m==OwOz m1z=,u P" o0 10"'o, waaz-o m0=Omd zom��m z>z0ow m - Qom mSozL� LU V) Z W LU 7 0 < O O TZ U) U�/)�Cl W vJ Y O W 11203:W Z)z Q U < J O� w O� Q z 0 CC G m B B 17-006 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remai ns the grogenyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. :7 MIT/ 691O CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 700&UTIL.dwg OVERALL UTILITY PLAN 05 OF 20 1"=30' N: 703676.47 i E: 106605.37 T \ fill \0+00_)N N \ cJil i PCR STA 0+27.66, 17.26'R / \� FL ELEV=54�.45 l I � PCR STA I I 0+31.97, 18.98'R I I FL ELEV=51444.50 III 1 � ❑ I Il�if\i i 4�I�\ J j � J 5460 CURB CUT STI - 0+78.06, 19.001 ,FL ELEV=5444.9i CURB I I 1+02.06, I I I I I I ul I I I rIF- 1 / E / 1+ m00 - N N 2+00 M 7 I / oo rn cr 14+00 / a / M- �6+00 - 6+1 .18 N M _ N _ N _ II \ -- -�� --- ---- - - ---- \� - --- ---- - --L- I\� ------��- -�--� -- ®mss - - - - - - - �54.31 I N: 703065.31 - - - _ Aij, _ < _ `FIG E: 106610.30 CURB CUT STA - CURB CUT STA - _ \ CURB CUT STA CURB CUT STA7SA CURB CUT STA - _ _ - \ _ 54'F� V` - T - -1+40.79, 19.00'R- - - �- - "" - 2+59.37, 19.00'R �� 3+65.03, 19.00'R 4+13.16, 19.00'R4+73.87, 19.00'RPCR STA- FL ELEV=5448.05 1 - -FL ELEV=5450.67 FL ELEV=5451.93 - - - - \ 5+77.31, 19.00 R O FL ELEV=5446.03 - 1� FL 65.03, 449.74 \_ -- - fL ELEV=5453.87 r -CURB CUT STA CURB CCURB CUT STA �1 I ISTA I� CURB CUT STA CURB CUT STA�� 30'R \ 1+56.85, 19.00'R 2+83.37, 19.00'R - / \ - - , 3+80.29, 19.00'R - 4+37.16, .- 4+97.87, 19.00'R / / PCR STA" 1 =_ FL ELEV=5448.59 FL ELEV=5450.09 FL ELEV=5451.36 FL ELEV=5452.53 5+97.31, 3&87'R I I 5.39 FL ELEV=5446.30 - - - - FL ELEV=Y?? I 5460 0+00 1+00 2+00 3+00 4+00 5+00 PROPOSED FLOWLINE PROFILE - 19' OFFSET FROM QUAIL ST. CENTERLINE 6+006+11 w VJ Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. NOTES 1. ALL ELEVATIONS ARE TO FLOWLINE UNLESS OTHERWISE NOTED. 2. ADJUST EXISTING MANHOLES, VALVES ETC TO FINISHED GRADE. 3. ALL SLEEVES FOR GAS, ELECTRICAL, IRRIGATION ETC SHALL BE INSTALLED PRIOR TO PAVING OPERATIONS. 4. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 5. THE SUBGRADE MATERIAL SHALL BE SCARIFIED OR REMOVED TO A DEPTH AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. 6. PAVEMENT SECTION TO BE DETERMINED BY THE GEOTECHNICAL ENGINEER AFTER OVERLOT GRADING OPERATIONS. 7. THE CONTRACTOR SHALL PROOFROLL SUBGRADE AND BASE COURSE IN A MANNER ACCEPTABLE TO THE CITY. PROOFROLLING SHALL BE INSPECTED BY THE CITY. PRIOR TO INSTALLATION OF ASPHALT PAVEMENT. w z z w U z 0 Q U H 0 z H J H w 0 tL 0 Y Gj 0 z p w m <OmO o U J O to U Q O Q D C < < ry 0 Z V Z Q aJ o >�o JF¢mo omi 5450 5450 5440 1 5440 5435 5435 0 10 20 30 0+00.00 -30 5450 Lu 5460 5450 =w py DRIVE RON 3.02' �a 5450 5440 5450 '00 2.00%� 3.24' 26.5' EXISTING 26.5' 0 PROP. GRADE (TYP.)-14-4-1- 5440 3.72' 5435 GRADE 5440 26.5' 5435 5435 0 10 20 30 1+25.00 0 10 20 30 2+50.00 V 5460 Lo -j azo 5450 - - -4.60 5440 Lu 5460 5460 =w -3.91 DRIVE RON 3.02' �a 5450 5440 5450 '00 5435 3.24' 26.5' 5445 26.5' 0 15435 3.72' - - 0 10 20 30 3+75.00 5460 Lu 5460 5460 =w -3.91 - 5450 5445 � a -3.87. 95% 1 5450 '00 283' 3.24' 26.5' 5445 26.5' 0 0 10 20 30 5+00.00 P.) 5450 5450 5440 5440 5435 5435 :] 0 10 20 30 0+25.00 0 10 20 30 1+50.00 A Lu 5460 5450 - =w -3.91 Illililillmm 5450 PROP GRADE (TYP. 5440 MINE - - '00 RON 3.24' 26.5' _ - -3.787 0 0 10 20 30 1+50.00 A 0 10 20 30 2+75.00 5460 Lu 5460 5450 - =w -3.91 Illililillmm 5450 PROP GRADE (TYP. 5440 -11111M - - EXISTING RADE (TYP.) 5440 RON 3.24' 26.5' _ - -3.787 0 10 20 30 2+75.00 5460 awl 5460 5450 - �QI<iT.L7 -3.91 2.00% 5450 PROP GRADE (TYP. 5440 - - - - EXISTING RADE (TYP.) 5440 RON 3.24' 26.5' _ - -3.787 0 5440 3.72' - - 5435 99 a 5450 5450 5435 5450 5450 --=� 0 10 20 30 4+00.00 ��M , MEOW M -M 0 10 20 30 5+25.00 0 10 20 30 0+50.00 0 10 20 30 1+75.00 awl M - �QI<iT.L7 a -4.007 Lai DRIVELp - - a 2.00%� Q Q RON 0 10 20 30 1+75.00 0 10 20 30 3+00.00 5460 wi5450 a 5460 nm�mn a -4.007 Lai DRIVELp - - a 2.00%� Q Q RON PROP. 0 10 20 30 3+00.00 5460 wi5450 a 5460 EXISTING a -4.007 Lai DRIVELp - - a 2.00%� Q Q RON PROP. _ - -3.787 0 5440 3.72' - - - - -4.11%1 99 a 5450 5450 - 5450 5450 --=� 5440 5450 5440 5445 5450 5435 1 5445 26.5' 0 10 20 30 4+25.00 5460 wi5450 a 5460 EXISTING a -4.007 ADE (TYP.) - - a 2.00%� Q Q a PROP. _ - -3.787 2.00%� 5440 3.72' ADE (TYP) 5435 GRADE (TYP 5450 3.38 - 5450 --26.v--:--15445 5445 --=� 5440 0 10 20 30 5+50.00 5450 wi5450 a 5450 EXISTING a -4.007 ADE (TYP.) - - a 2.00%� Q Q ADE (TYP.) - PROP. 2.00% 5450 rM 5440E ( ) 5440 3.72' ADE (TYP) 5435 GRADE (TYP 5435 0 10 20 30 0+75.00 Lo 5450 a 1 a 5450 5460 5440 5435 -4.007 2.00% 5440 5435 a 2.00%� Q Q ADE (TYP.) - 0 10 20 30 2+00.00 5460 1 5460 5460 , Lai Or _ _ 5450 5445 X26.5' EXISTING a 2.00%� Q Q ADE (TYP.) - 5450 2.00% 5450 EXISTING 5450 PROP. ADE (TYP) ' GRADE (TYP 3.38 - Mam 26.5' --=� 5440 5450 5440 5435 5450 5435 0 10 20 30 3+25.00 5460 5460 5460 , Lai Or _ _ 5450 5445 X26.5' EXISTING a 2.00%� 5450 ADE (TYP.) - -4.00 2.00%� 298' 5450 5445 0 10 20 30 4+50.00 5460 5460 5460 , EXISTING Lai PROP. ADE (TYP.) - -4.00 2.00%� GRADE 5450 RONa 5450 5445 5445 5445 0 10 20 30 5+75.00 5450Ui DRIVE 5450 ZZ 1PRON a -4.28%1.99% 5440 3.62 I \ 5440 26.5' 5435 5435 0 10 20 30 1+00.00 2 0 10 20 30 2+25.00 MRSEEMM NEW 5460 , M"s�N Lai --MM 5450 0 10 20 30 2+25.00 MRSEEMM 5460 - Lai DRIVE 5450 5445 RONa 5445 Or - Mam -4.18%199% --=� 5450 0 10 20 30 3+50.00 5460 5460 - Lai DRIVE 5450 5445 RONa 5445 Or - - -4.18%199% 5450 5450 276' 5445 26.5' 5445 0 10 20 30 4+75.00 5460 5460 5450 5450 5445 5445 0 10 20 30 6+00.00 NOTES 1. ASPHALT DESIGN PER SOILS ENGINEER. 2. SEE WHEAT RIDGE VERTICAL CURB WITH SIDEWALK (CS) SECTION. DETAIL CODE "C LU O 0- C) U z p w Dom m0 QoaU �QoQO c H rn H > U 0-1 Z I- Z Q J J m 0 < i W L Q0o E�m-,o w mo ,00--= -,< x6° � p oo,o Z x0or w 0 . 0 z O o�r�o t � o Jo�� w w »50 �wcrorrz zmxdowo mwzxwo p<0-000 zO> Z J O wU�o-L � y zpx�mm "W. 2 w,�wx, m=�om ouimxoz�x LL z LU �Z� <Oo U) UTZW �e � O LU W Z)z U�/ / �/ / 2 J w 7 0 L Cy 2 m 13131 7-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. :7 X1/69 [•] SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006 -RD P$P.dw9 QUAIL ST. WIDENING X -SECTIONS ------_— ® it - _ -_ r� rI / i II i 11 // I w 5' 0 STM / : — �� ® �� MHS — �— �I �;— 1. —L �— — — — \®® 1 \ 5;0 STM MH I ��\ `� --I\QUAIL STREET \ ---L -------- —5 DRAIN. &-------- -- --- --- U) — — ----------- —�---- ----- — U1ILITYESMT----L--I—� —�--� --' --�� —_ — - — — _ -- STM 1 (6' DIA.) � I �s STA 0+47.25 — ® ® Z X. WHEAT RIDE v// / \ \\ COMBINATION INLET (TRIPLE) 11 — h — — — [ X111 — — — — — — \ 1 / I \ \ 1 ` — — \ \ \ — — L — — — — �I r' 20' DRAINAGE I — II I I + ° _ I r. I 1 I(\ \ — / / I — / \ — — I \ 1RALI n I z 1 _ _ 30 0 5 30 40 / I I \ \ / / II I I Ill I III \� \ I Z — — — 544_9 1 JEE�] I ° \ ? — I ,5447 5448 \1 \/ // I / ORIGINAL SCALE: 1"= 30' HORIZ. 5.5' ROW 1\ \DEDICATIONL 15' DRAIN., I \ \ / II°\UTILITY, &CCESS ESMT \? \ \ \10' DRAIN. &Orient inlet o enin s so flow is Tf E I \\ UTILITY ESMT (TYP) / \ pipe CL to be J / 1p� I p g/\\ \ cI II directed into overflow channel. minimum of 7.5' / / 1 I\ \/Jai \ 9 r I Provide note on drawings to \ I I / / LJ n east of to of the / II 9 \ \ Mi / \ \ — I I y p J DRA . & UT1LIfl I I\ I / �/ 0 DRAIN. & \ \-- \ 2 I —� / `�> I I \ overflow channel. DRAIN. & ESMT TYP II indicate inlet opening I I ) \ I I 1 UTILITY ESMT (TYP) g' — I I 10 DRAIN. & I f ( ) I W II r —orientation. I _ (TYP) �\ �� Ideally easement TY ESMT (TYP) [ I I 1 II UTILITY ESMT TYP \ � , 16.5' DRAIN. \ \ — �� would extend 15' / S — JI6.5 DRAIN. 2 16.5 DRAIN. & U1ILITY — — —& UTILITY \ — — — — &UTILITY off pipe CL to east. K — ? ESMT �TYP) — _ — — t\ -- — — ESMT (TYP) — — \ — — /1+51.70 II ESMT (TYP) / - LOT 3 I / / LOT 4 N \ I I � K /� � // // � �•—s4¢o `�—�—\\ � __ \� c "Ac � / I g3,�5�/ l 1 l ?` — — — BLDG TI3A 1_BLDG SE CK — — -f LQ �B / 1 f I EXISTING HEADWALL �.; . I \ � � — / � �/ �� / 1�•.;7: [ — I Provide erosion v CIS Yll 4' �►1�41.48 — 25' DRAINAGE _� / — _� — \ / 5'I0 STMMH W SII I protection / i S (p_ 1RACT — '48' STM _399.29 I II armoring at inlet I •�4; — _ — STM 20 (6' l II I openings. �/ STM 17 (6 DIA.) — — — � I STA 6+44.24 — — Contours TRACT A = STA 2 1— \�� I encroaching on �W\ I I —/T/ I I — — — — swale. Revise to J _ _ I I > / \ \ — — — — — — — — — — — PROPOSED OVERFLOW — maintain swale — — — — — — — — — — — — - __—PROPOSED OVERFLOW CHANNEL -77 -PROPOSED III \_ — — APPLEWOOD _ — cross-section for—��__--_��-----�`�--- SEE DETAIL SHT 08�------ _ � �------ -111 `— CHANNEL DROP i \-----�.��I I III __— ---- BAPTIST CHURCH 111j �jSTRUCTURE (TYP.)� —entire length. \\ \I // ----- �I III 1 I I, 11Ali Swale cross - 5460 section shall be 5460 Manhole with inlet opening such as Neenah maintained for full — R-3256 is recommended for MHs STM 1, length.LO AIPITCC Lei WTO II +A RU= 5455 5440 5430 5425 STM 2, & STM 20 due to surcharge condition. Inlet opening should be oriented toward the overflow channel. i 1D445 Gc _ M �F SD1 NOTE: ALL 6' MANHOLES TO HAVE BOLT DOWN LIDS EXISTING GRADE PROPOSED GRADE Provide horizontal and vertical scale for profile view. Horizontal scale for profile view should match that of plan view if possible. 48" HDPE PROFILE - S131 Suggest mirroring the profile view (right-to-left) to match the plan view. d'�40�\ Add the following callout to plans: "Minimum cover shall be 1.5ft" 01.22% 4 " HDPE 10' CONCRETE HEADWALL - SEE DETAIL SHT. 18 6' CONCRETE APRON W/ TOEWALL - SEE DETAIL SHT. 18 - REINFORCING PER CDOT M-601-20 DETAILS I EXISTING DOUBLE BARREL HEADWALL 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS 5440 EXISTING LOW ROW CHANNEL WALL TO BE NOTCHED OUT WHERE NEW APRON TIES IN 5430 5425 LU 0 0- U Y GJ U z p w <m 010 J O Lo 5QoQo C 0)H i U Z V Z 0-1 Q J J m ' F L Quo 6j, zw<� � w momaQ m 0 00 0 0 W O oOm�=,0 w w z �0 L w111'1.z m=�owo moz=00 o ;zm1oo L, <0s- ,, 0 s - w, � y zp=�m-L < z 11"m 0 ssI m — Q I m cY H IL W H o mIQ zII LU U) z W LCL 7 0 X00 ii TZ v / w � Y �e O � W CO3:W �z � U) CQ U J O� w O3: Z 0 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. NATANIOR SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD1.dq STORM PLAN & PROFILE - SD1 08 OF 20 1"=30' 5455 5450 5445 5440 5435 A . r A 15' Utility, Access, and Drainage Easement is provided for on the plat along here, so it is assumed that this area is going to be used as the maintenance access to the WQ facility. Please provide a design for the required maintenance access "road" that will allow for equipment to drive from Quail St. to the WQ facility. STORMWATER OUTFALL AREA ` SEE SHT. & 18 / EXISTING STORM / I I II I \ STM 10(5DIA.) II — STA 1�+62.24 1 1 i �I Provide horizontal and vertical scale for profile view. Horizontal scale for profile view should match that of plan view if possible. 10" CONCRETE HEADWALL — SEE DETAIL / A � I 5430 0+00 i 7777777 STORM DRAIN SD -2 PLAN AND PROFILE draum grade shall exceed 4:1. PROPOSED GRADE EXISTING GRADE Rue 01.29% i 01.00% 6" CONCRETE APRON W/ TOE WALL — SEE DETAIL SHT. 18 — REINFORCING PER CDOT M-601-20 DETAILS 10" CONCRETE WINGWALL Will TOE WALL — SEE DETAIL SHT. 18 — REINFORCING PER CDOT M-601-20 DETAILS 1+00 2+00 01.00% ter' 5455 5450 5445 5440 5435 5430 2+67 N W + E S 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS a J¢-0oOZ mFoo 0 < m m 0 ozo o o� W 0. '0 z�L��L u, u, w �0 O O m=ao6w m0z=00 <zm0oo waaWOz-d o S�m zortl�m "W. m_aom LU V J z W W �Z0 X00 V J = WAY W W �Z U < J w Z 0 B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD2.dwg STORM PLAN & PROFILE - SD2 — 1II M aNrz0 CSI +`~ N v 01.00% 6" CONCRETE APRON W/ TOE WALL — SEE DETAIL SHT. 18 — REINFORCING PER CDOT M-601-20 DETAILS 10" CONCRETE WINGWALL Will TOE WALL — SEE DETAIL SHT. 18 — REINFORCING PER CDOT M-601-20 DETAILS 1+00 2+00 01.00% ter' 5455 5450 5445 5440 5435 5430 2+67 N W + E S 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 8. REFER TO SHT. 20 FOR 5' AND 6' CDOT MANHOLE DETAILS a J¢-0oOZ mFoo 0 < m m 0 ozo o o� W 0. '0 z�L��L u, u, w �0 O O m=ao6w m0z=00 <zm0oo waaWOz-d o S�m zortl�m "W. m_aom LU V J z W W �Z0 X00 V J = WAY W W �Z U < J w Z 0 B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD2.dwg STORM PLAN & PROFILE - SD2 i o / / 5438 Rim elevation �7 WQCV ELEV 5439.1 WATER QUALITY POND AND STORM DRAI PLAN AND PROFILE 1/4" THICK GALVANIZED STEEL PLATE OVERLAPPEE 4° FROM GAP IN CONCRETE 6" 11.5" 12° — STAINLESS (Typ) I FILTER STAINLESS . ... VEE WIRE WITH ,. BETWEEN WIRES I. 6" a al e c ' v a 10 Flow d"e �2-1/2°0 SPACED ®20° CARBON STEEL 1 1/4°x1 WELL SCREEN 1/2 ANGLE FRAME N TRASH RACK SEE ATTACHED TO CHANN BY WELDING ALL AROUND DETAIL THIS SHEET I a a — d.< a as , f 47" 1 06 I / EMERGENCY SPILLWAY SEE DETAIL / 1 >` STM 23 (TYPE C) STA 0+51.60 i o / / 5438 Rim elevation �7 WQCV ELEV 5439.1 WATER QUALITY POND AND STORM DRAI PLAN AND PROFILE 1/4" THICK GALVANIZED STEEL PLATE OVERLAPPEE 4° FROM GAP IN CONCRETE NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION. 4" 6 –5/16" 6" 11.5" 12° — STAINLESS (Typ) I FILTER STAINLESS . ... VEE WIRE WITH ,. BETWEEN WIRES I. 6" a al e c ' v a 10 Flow d"e �2-1/2°0 SPACED ®20° CARBON STEEL 1 1/4°x1 WELL SCREEN 1/2 ANGLE FRAME N TRASH RACK SEE ATTACHED TO CHANN BY WELDING ALL AROUND DETAIL THIS SHEET I a a — d.< a as , f 47" 1 NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION. 4" 6 –5/16" — STAINLESS I FILTER STAINLESS . ... VEE WIRE WITH ,. BETWEEN WIRES I. STEEL BOLTS a al e c ' v a Flow �2-1/2°0 SPACED ®20° CARBON STEEL 1 1/4°x1 WELL SCREEN 1/2 ANGLE FRAME TRASH RACK SEE ATTACHED TO CHANN BY WELDING ALL AROUND DETAIL THIS SHEET HEADWALL OPENING 011TI FT .RTRI IC:TI IRF nFTAII 30 0 15 30 60 ME ME ME ME ME IN IN IN IN ORIGINAL SCALE: 1"= 30' HORIZ. NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFlNFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. IIIIIIIIIIIIIIIIIIII I FILTER STAINLESS . ... VEE WIRE WITH ,. BETWEEN WIRES I. IIIIIIIIIIIIIIIIIIII �Illlllllllllll�aill#93 IIIIIIIIIIIIIIIIIIII0.1390 (IIIIIIIIIIIIIIIIIIII (IIIIIIIIIIIIIIIIIIII I CARBON STEEL 1 1/4"x1 1/2" INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME PROPOSED WINGWALL A WATER QUALITY CREST OF EMERGENCY SPILLWAY REINFORCE PER M-601-20 :: ORIFICE PLATE 50 -YEAR OVERFLOW WSEL WATER TOP OF POND MATCH a. .. ; aQUALITY POND OVERFLOWS BEYOND EXISTING CONCRETE FLOOR EL 5440.13 4 12° PVC 1� \ TRASH RACK AND WATER QUALITY TYPE L ~`"• ``` " '\�\ \ / ORIFICE PLATE, SEE DETAILS —� RIP -RAP\ \ 3, TYPE II BEDDING PLAN (1) STANDARD CDOT CLOSE MESH EMERGENCY SPILL WAY SECTION GRATES - INSTALL PER CDOT M NTS LA STANDARD M-604-11 NTS (1) STANDARD CDOT CLOSE MESH TOP OF POND = 5440.35 GRATES - INSTALL PER CDOT M TOP OF POND = 5440.35 STANDARD M-604-11 5' CREST LENGTH f WSEL=5439.90 BOT FG (AS SHOWN WATER QUALITY " 1 ON PLAN NEW) 1 ORIFICE PLATE 4.1EL = 5440.13 A•,1 \ \ \ \ \ \ \ \ n TRASH 12° RCP '` RACK TYPE II %� .. w . ....::,:... ,::,:.:;•:, / .. ;0i7.38 BEDDING TO BE STABILIZED WITH UDFCD SEED MIX FOR HIGH WATER 12" DEPTH TYPE L TABLE CONDITIONS BURIED RIP–RAP 10'-1" WANGWALLS 47• ELEVATION NTS EMERGENCY SPILL WAY PROFILE T NTS W w l z w U z O Q U 0= O z J D W o o_ U Y OJ U z p LU m Do 10 o U J O U Q O Q D C 0-) 1-— i U Z V Z 0-1 Q a J a 0 >,,o 'E< moo o mmaQ m w�U0 z01z0 1=2u. L� wwOw'= ow�P_0 z - 0 . . I w ww0 0w »� `crxO�o m=aOwz O 0Hz=ILO P" o0 10"'o, wQQoJo w0=smL zo��m z>z�ow w_QOmJ m�ozL� LU U) z W w '— 7 0 X00 v / W � Y O W 3: LU � Z U < J O� w O3: Z 0 L MN 0 2 W B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD3.dq WQ POND AND OUTLET - SD3 10 OF 20 1"=30' It /a _I I %® — — � — 1 — -- L\ -------- \ ------ `\�--�---- \--- ---------`----L---\-------\� --1--�--------- — — (\/ �111� — h°P I \ I /\ I \\ —L — I 1, / / 1 + zz 1 I\\ \ _ / / 4 1_ 16.5' DRAIN., 1�15' DRAIN., I I �` / �� > .. 1 / 'pMT / C UTILITY, & `' �� I \\ I I I — N ACCESS ESMT I \ \ \ \ \ LOT 1 0 DRAIN. & \ _ \�'s,0 I ) 10' DRAIN. & - I I( UTILITY ESMT (TYP) y �1TILITY ESMT (TYP) I ' `�� \I 1V \ f I \ 1 . 1 / \ / LOT 4 ` \ \ _ 16.5 DRAIN. 16.5' DRAIN. � ` _ — —16.5' DRAIN. \ \ & UTILITY \ — — \ \ — _ & UTILITY LD ETBACK — — _ _ & UTILITY _ r / ESMT (TYP) — — _ \ �� — —\ —ESMT (TYP)ESMT (TYP) �� LOT 2 \ \ — — _— -LOT 3 — FG FG TRACT -- ---�-- ~� / �— II — 11 I _ — — — ' SEE BELOW FOR DETAILRO 5460 5455 5445 5440 I 0+37.03 v �I 10' CONCRETE HEADWALL - SEE DETAIL SHT. 18 1 III 5430 ' CONCRETE APRON -W/ TOEWAEL - SEE BET*I:-511 -18 - REINFORCING PER CDOT M-601-20 DETAILS EXISTING DOUBLE BARREL HEAL 0+00 1+00 � u Q EXISTING DUAL 54 HEADWALL °°a 4 1230'510' FRONT WALL OF 4 a LOW BOW CHANNEL 0 BE REMO a � d 4 2+00 0 CIL° 14.16'co ° DOWEI APR ` ro CONCRETE 12 INCHES n' ` ~-2' /4 X 2'-0' 0 1'-6' OC `I - - - - 3 6' CONCRETE APRON 6.41' ° WINGWALL BURIED i', r � � � fF�FER TO CDOT M-601-10 FOR 10" HEADWALL DETAIL AND REINFORCEMENT FOOTING ;, REFER TO CDOT M-601-20 FOR 10" WINGWALL AND APRON DETAIL AND REINFORCEMENT LINE (TYP)Cl ALL ANGLES 90' UNLESS OTHERWISE ANNOTATED i 39.05' HEADWALL If 77 STORMWATER OUTFALL AREA DO�FLOWND SEE SHT. 18 FOR MORE DETAIL o oo SCALE: 1" = 5' V1w 3+00 OVERFLOW CHANNEL PLAN AND PROFILE 4+00 _STA= 4+00.00 ELEV=5444.12 5+00 I I II ✓El _u_ )SE�OVEQFLO CHANNEL EXISTING GRADE PROPOSED CHANNEL BOWLINE STA= TRANSITION CHANNEL 6+00 5460 30 0 15 30 60 ORIGINAL SCALE: 1"= 30' HORIZ. NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP—RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 46 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 7+00 7+52 5460 5455 5445 5440 5430 5460 5450 100—YR BOW DEPTH PROPOSED GRADE 5450 TYPIPRE L RAP 43. f " TOP SOIL FOR REVEGETA11ON — — RE: LA OSCAPE SHEETS FOR SEEDING 5440 5440 EXISTING GRADE 10 0 10 20 01 IGINAL SCALE: 1"= 10' HORZ. OVE RFLO CHAN 4EL - CTI -O C A -A 5430 5430 -30 -20 -10 0 10 20 30 LU 0 0- U Y CJ U z LU �Om0 Qo@U 5Qz Lo oQO M H H U Z V Z 0-1 Q J J m F 3 i Q.0o m J 0--o M 3 O z � w mOQ 0 WHO 0 o 02 o � z w WWL0 W�o= 0 o�_ Uca J O W W O w z w L -0 w1.z m=LOwO moz=oo o P" 'co -c000 z �o>zJo y m < z>z�ow 1� W=QOm K o .1 W H W V) Z W W Ifff— 7 0 O O V)= W � Y O W 3: W CID I Z)z � U1 CQ U J O� w O� Z C� 200 B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remainsthepropenyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD3.dq OVERLFOW CHANNEL—P&P 11 OF 20 1 " = 10' X[ -RESEED DISTUR5ED AREAS 15' DRAIN AND UTILITY EASEMEI II I I III 7m[-� 7m= NORTH 0' 30' 60' 90' 1"•30' _andscabe fide u i rements I Street Tree per 70 If of Street Frontage Quail Street Street Frontage = 563 If West 32nd Ave. Street Frontage = 165 If Quail Street Street Requirement = 0 Street Trees West 32nd Ave. Street Tree Requirement = 3 Street Trees GENERAL LANDSCAPING NOTES 1. ALL SHRUB BEDS SHALL BE MULCHED WITH V-2" RECYCLED LANDSCAPE MULCH (AVAILABLE FROM CITY OF WHEAT RIDGE) TO A MINIMUM DEPTH OF 4" AND SHALL BE PLACED OVER A WATER PERMEABLE WEED BARRIER FILTER FABRIC. ALL SHRUBS, IF NOT PLACED IN PLANTING BEDS, TO HAVE A MULCH RING NO SMALLER THAN 2' FROM THE ROOT AND 3' IN DIAMETER, AND NO LESS THAN X DEPTH. ALL TREES TO HAVE A MULCH RING NO SMALLER THAN 2' FROM THE TRUNK AND 4' IN DIAMETER, AND NO LESS THAN 3" DEPTH. MULCH TO BE KEPT 3" AWAY FROM TRUNK TO REDUCE INSECT AND TRUNK DAMAGE. 2. ALL PLANTING BEDS ADJACENT TO SOD AREAS SHALL BE SEPARATED WITH 8'"X 4" STEEL EDGER WITH A ROLLED TOP. 3. LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR DETERMINING FINAL LOCATION OF UTILITIES. ALL TREES SHALL BE PLANTED A MINIMUM OF 10' FROM ANY UTILITY LINE. 4. NO PLANTS SHALL BE PLANTED WITHIN 5' OF THE BUILDING PERIMETER. 5. THE CONTRACTOR SHALL WARRANTY ALL PLANT MATERIAL FOR A PERIOD OF ONE YEAR AFTER SUBSTANTIAL COMPLETION HAS BEEN ISSUED BY THE OWNER OR OWNER'S REPRESENTATIVE. 6. PROTECT EXISTING TREES SCHEDULED TO REMAIN AGAINST INJURY OR DAMAGE, INCLUDING CUTTING, BREAKING, OR SKINNING OF ROOTS, TRUNKS OR BRANCHES, SMOTHERING BY STOCKPILED CONSTRUCTION MATERIALS, EXCAVATED MATERIALS, OR VEHICULAR TRAFFIC WITHIN BRANCH SPREAD. 7. REPAIR TREES SCHEDULED TO REMAIN AND DAMAGED BY CONSTRUCTION OPERATIONS IN A MANNER ACCEPTABLE TO THE OWNER'S REPRESENTATIVE REPAIR DAMAGED TREES PROMPTLY TO PREVENT PROGRESSIVE DETERIORATION CAUSED BY DAMAGE. 8. REPAIR AND REPLACEMENT OF TREES SCHEDULED TO REMAIN AND DAMAGED BY CONSTRUCTION OPERATIONS OR LACK OF ADEQUATE PROTECTION DURING CONSTRUCTION OPERATIONS SHALL BE AT CONTRACTOR'S EXPENSE. 9. WATER QUALITY POND AND DRAINAGE CHANNEL SOD TO BE NATURE'S PRAIRIE BY TURF MASTER OR EQUAL. ,4V I A 11 AMN95M t•T 6' PRIVACY FENCE OR BRICK WALL - T.B.D. PROPOSED TREE PLACEMENT ALONG WEST 32ND AVE. MAY VARY 4 DUE TO EX. BUS STOP - 2' CONTRACTOR TO FIELD VERIFY LOCATION 3 -LPL 5-MLM 5 -GAJ -5-SMG V0 Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Sod Native Seed Bio -Swale Plant Mix P-2" Rock Cobble 6' Privacy Fence or 5r i ck Wa I I - T.5.D. Open Ra i I Fence Proposed Contour Property Boundary + BIO-SWALE PLANT MIX: I SYMBOL COMMON NAME LATIN NAME SIZE , S TUIRF + + + + + + + Common Name Scientific Name variety PLS* Ibs / Acre Ounces / Acre NATUR£ PRAIRIE CANADA BLUE Sand bluestem Andropogon hallii Garden 5.3 2 STREAM BANK WHEATGRASS .. 5outeloua gracilis 2" CAL. 1.1 6 SMOOTH 5ROME Canada wildrye Elymus canadensis fn W 5.2 Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Sod Native Seed Bio -Swale Plant Mix P-2" Rock Cobble 6' Privacy Fence or 5r i ck Wa I I - T.5.D. Open Ra i I Fence Proposed Contour Property Boundary + BIO-SWALE PLANT MIX: I SYMBOL COMMON NAME LATIN NAME SIZE , S TUIRF + + + + + + + Common Name Scientific Name variety PLS* Ibs / Acre Ounces / Acre NATUR£ PRAIRIE CANADA BLUE Sand bluestem Andropogon hallii Garden 5.3 2 STREAM BANK WHEATGRASS 5lue grama 5outeloua gracilis 2" CAL. 1.1 6 SMOOTH 5ROME Canada wildrye Elymus canadensis fn W 5.2 s s CREEPING RED FESCUE Switchgrass Panicum virgatum 51ackwell 3.1 14 CHEWING FESCUE Western wheatgrass Pascopyrum smith -ii Ariba 5.5 BRD BIG BLUE STEM Yellow Indiangrass Sorghastrum nutans 30 3.5 DWARF NINEBARK TUFTED HAIR Sand dropseed Sporobolus cryptandrus LPL LEADPLANT 3.2 SHEEP FESCUE 51anket flower Gaillardia aristata MOHICAN vIBURNUM VIBURNUM LANTANA 'MOHICAN' a PRAIRIE JUNEGRASS Rocky Mountain Penstemon Penstemon strictus AMELANCHIER ALNIFOLIA 5 GALLON 1.6 SIDE OATS DRAMA Purple prairie clover Dalea purpurea COMPACT ANDORRA JUNIPER JUNIPERU5 'ANDORRA COMPACTA' 4.8 5 Mexican hat Ratibida columnifera 5ER5ERIS X EMERALD CAROUSEL 5 GALLON 1.6 RECOMMENDED LOW -GROW NATIVE SEED MIX Western yarrow Achillea millefolium GLAMAGROSTIS ACUTIFLORA 'KARL FOERSTER' I GALLON 0.3 25% EHRAIM CRESTED WHEATGRASS Sub -totals: MISCANTHUS SINENSIS 'MORNING LIGHT' I GALLON 23.1 19.5 25% SHEEP FESCUE Total Ibs per acre: I GALLON 52 24.9 VARIEGATED TUFTED HAIR GRASS 20% PERENNIAL RYEGRASS PLS• = Pure Live Seed 15% CHEWING FESCUE Plant List 10% CANADA BLUEGRASS SEEDING RATE : 20-25 L56 / ACRE CITE' OF WHEAT RIDGE ST,ANDAIRD LANDSCAPING NOTES 1. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CALL C0811 AT 1.800.922.1987 2. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 3. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING STANDARDS. IF SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL BLANKETS OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS 4. THE CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. QTY. I SYMBOL COMMON NAME LATIN NAME SIZE SHADE TREES a KC KENTUCKY COPFEETREE GYMNOCLADUS DIOICUS 2" CAL. 3 SKH SKYLINE HONEYLOCUST GLEDIT5IA TRIACANTH05 VAR INERMIS 'SKYLINE' 2„ CAL. 2 SWO SWAMP WHITE OAK QUERCUS BICOLOR 2" CAL. ORNAMENTAL TREES 6 I PGP I PRAIRIE GEM PEAR PYRUS USSURIENSIS 'PRAIRIE GEM' fn W DECIDUOUS SHRUBS s s 31 AC ALPINE CURRANT RISES ALPINUM 5 GALLON 14 APL APACHE PLUME FALLUGIA PARADOXA 5 GALLON 2 BRD BAILEY REDTWIG DOGWOOD CORNUS STOLONIFERA 'BAILEY' 5 GALLON 30 DN DWARF NINEBARK PHYSOCARPUS OPULIFOLIUS 'NANUS' 5 GALLON 9 LPL LEADPLANT AMORPHA CANESCENS 5 GALLON 10 MV MOHICAN vIBURNUM VIBURNUM LANTANA 'MOHICAN' 5 GALLON Z 55 SASKATOON SERVICEBERRY AMELANCHIER ALNIFOLIA 5 GALLON EVERGREEN SHRUBS 9 GAJ COMPACT ANDORRA JUNIPER JUNIPERU5 'ANDORRA COMPACTA' 5 GALLON 5 ECB EMERALD CAROUSEL BARBERRY 5ER5ERIS X EMERALD CAROUSEL 5 GALLON ORNAMENTAL GRASSES 92 KFG KARL FOERSTER REEDGRASS GLAMAGROSTIS ACUTIFLORA 'KARL FOERSTER' I GALLON 10 MLM MORNING LIGHT MAIDEN GRASS MISCANTHUS SINENSIS 'MORNING LIGHT' I GALLON 5-7 SMG 51LKY SPIKE MELIC GRASS MELICA CILIATA I GALLON 52 VTG VARIEGATED TUFTED HAIR GRASS DESCHAMPSIA CESPITOSA 'NORTHERN LIGHTS' I GALLON LOUD FLOW CHANNEL LANDSCAPING NOTES 1. FOR CROSS SECTION OF CHANNEL, REFERENCE ENGINEER DRAWINGS. 2. THE TOPSOIL FOR THE COVER OF THE RIP RAP WITHIN THE CHANNEL SHALL BE AS FOLLOWS: BIORETENTION GROWING MEDIA PER URBAN DRAINAGE AND FLOOD CONTROL DISTRICT MANUAL VOLUME 3, PAGE B-7, TABLE B-1. 3. BIOSWALE SEED MIX TO BE PERMANENTLY IRRIGATED WITH OVERHEAD SPRAY IRRIGATION TO ENSURE ESTABLISHMENT AND CONTINUED HEALTH OF GRASSES AND PERENNIALS. X w z w 0 LF,`to °o mom* 2EUt - ZM oow.'� fmE , Ngk rc i00g N �i a3°Ow pp i ,-2Soo UZmMiP�rc �O i ° w2o map U' J ° 9 2 W w of a: moDo_M OO Of W z W W 7 O a _ O Mr WAY 0 Q W �� W Z)z ��Q U � J �w O� Z D 5`- G m B B 17-006 a � o 2 oo, 0 U z G E, aU � O" �N�o� fY � z H 22 z fn W s s o� �co Z =�o i° =C40�IY LUW zco T wv W > 0Q�mMOM This document is an instrument of service, and as such remains the property of the Engineer. Permission far use of V `L M Y � 0 LF,`to °o mom* 2EUt - ZM oow.'� fmE , Ngk rc i00g N �i a3°Ow pp i ,-2Soo UZmMiP�rc �O i ° w2o map U' J ° 9 2 W w of a: moDo_M OO Of W z W W 7 O a _ O Mr WAY 0 Q W �� W Z)z ��Q U � J �w O� Z D 5`- G m B B 17-006 a � o oo, z G E, ,.. � � �N�o� W o 0 z W Z � w s s =�o COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission far use of this document Is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 01/05/2018 DRAWN BY: MK CHECKED BY: MK 3275Quail-LPSrd Submittal-15.18.dwg LANDSCAPE PLAN 12 3 DECIDUOUS SHRUBS X \( „ 3 ORNAMENTAL TREES 2 EVERGREEN SHRUBS PROPOSED STORM PIPE 3 DECIDUOUS SHRUBS 2 EVERGREEN SHRUBS 3 ORNAMENTAL GRASSES 3 DECIDUOUS SHRUBS _ I \ Ij I 15' DRAIN AND IX/ UTILITY EASEMENT l I \ El ' I 15' Q SIDE ETBACK o TYP. —1 I cel N I ' 111 I � – � I I Mesa ra�� a�rara�ease, WINE �ease, WINE ease 4 DECIDUOUS SHRUBS 1 EVERGREEN SHRUB QUA-I-L—,STREET4 DECIDUOUS SHRUBS 3 ORNAMENTAL GRA55ES _ _ 1 3 ORNAMENTAL GRASSES 1 EVERGREEN SHRUB ----li -- IL Ile -------—1 DRIVEWAY II PROPOSED LOW FLOW CHANNEL 16.5' EAR SETBACK TYP.- -_ C i C was, SHADE TREES SYMBOL COMMON NAME LATIN NAME MATURE SIZE (HALD SIZE ORNAMENTAL TREES CP CHANTICLEER PEAR PYRUS CALLERYANA 25'x ISI' 2" CAL. FAM FLAME AMUR MAPLE ACER GINNALA 'FLAME' IS' X IS' 2" CAL. WH WASHINGTON HAWTHORN CRATAEGUS PHAENPYRUM 25' x 20' 2" CAL. DECIDUOUS SHRU55 AWS ANTHONY WATERER SPIREA SPIREA JAPONICA' ANTHONY WATERER' 2.5' X 3' 5 GALLON BM BLIZZARD MOCI<ORANGE PHILADELPHUS LEWISII 'BLIZZARD' 1' X 1' 5 GALLON DBU DWARF BURNING BUSH EUONYMUS ALATUS 'COMPACTUS' 1' X 1' 5 GALLON DN DWARF NINEBARK PHYSOCARPUS OPULIFOLIUS 'NANA' 4'X 4' 5 GALLON FOR j KUMSON FORSYTHIA j F. VIRIDISSIMA KOREANA 'KUMSON' j 5' X 5' 5 GALLON EVERGREEN SHRU55 ECB EMERALD CAROUSEL BARBERRY BERBERIS X EMERALD CAROUSEL 4.5' X 4.5' 5 GALLON MMP MOPPS MUCO PINE PINUS MUCO 'MOPPA' 3' X 3' 5 GALLON ORNAMENTAL GRASSES KFG KARL FOERSTER CALAMAGROSTIS ACUTIFLORA 'KARL FOERSTER' 4.5' x 2' 1 GALLON PMG PURPLE MAIDEN GRASS MISCANTHUS SINENSIS PURPURASCENS' 4'x 5' 1 GALLON I I 3 ORNAMENT L G ASSES 3 DECIDUOUS SHRUBS T 2 DEC[DU 5' UTILITY SHRUBS EASEMENi 3 ORNAME GRASSES- CFRIVEU W QUAIL STREET I ® II I I o I I I °ip IIII 15' SIDE — I SETBACK TYP, FENCING TO BE INSTALL D BY DEVELOPER TYP. SIDE AND REAR YARD TO BE LANDSCAPED B HOMEOWNER TYP. 15 SIDE SETBACK TYP. II I� I PROPOSED LOW FLOW CHANNEL _ Cease =z sees- Lardscabe Rsc;iuiremerts I. No less than 2551c, of the gross lot area and no less than 1005vo of the front yard (exclusive of driveway and sidewalk access to the home) shall be landscaped. 2. No more than 505c, of the total landscaped coverage on the lot shall be comprised of turf. � DECIDUOUS SHRUBS 1 ORNAMENTAL TREE 5' NON - IRRIGATION BUFFER TYP. Note: Sod to be Texas Bluegrass Hybrid or Approved Equal. Le erd 0 Sidewalk + 2 Corner Lot Size Patio + Total Landscape Sod Site (Lot 4) Driveway + Area on Building Area 0" 33,398 sq. ft. 1,036 sq.ft. 26,362 sq. ft. Max Sod Allowed on Site = 13,184 sq. ft. Note: Sod to be Texas Bluegrass Hybrid or Approved Equal. Le erd 0 Sidewalk + 2 Standard Lot Size Patio + Total Landscape Sod Site (Lot3) Driveway + Area on Building Area 0" 15,551 sq. ft. 5710 sq. ft. 10,361 sq. ft. Max Sod Allowed on Site = 5,191 sq. ft. Note: Sod to be Texas Bluegrass Hybrid or Approved Equal. Le erd 0 Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Native Seed 1"-2" Rock Cobble 6' Privacy Fence or Brick Wall - T.B.D. open Ra i I Fence Property Boundary X W Z W 0 a 2 00 0 a q G z � a U a 0" Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses Landscape Edging Concrete Native Seed 1"-2" Rock Cobble 6' Privacy Fence or Brick Wall - T.B.D. open Ra i I Fence Property Boundary X W Z W 0 >of J CF4Qop F p or momugF to o' 00 Ij Z jur at R, Ng1= rc i�9 ON �iaZ. w ip F22o0 UZm%�O Zp E= m HMOa � p W Q Q ap U J Z_ � 2 W Z Z Z�� moo_ W Z W W 7 0 Q O IL 0 W i � O 0 W �� W D Q U � J W O� 7 D L 0�W B B 17-006 a=o 2 00 0 q G z � a U 0" 0� Z l- 22 z fn LU o = 5 o� Z10zWO Z S � o . = C4 =LUU @) Y t5 Z LU w� It LU > 0Q�riwow This document is an instrument of service, and as such remains the property of the Engineer. Permission far use of V `L M Y � 0 >of J CF4Qop F p or momugF to o' 00 Ij Z jur at R, Ng1= rc i�9 ON �iaZ. w ip F22o0 UZm%�O Zp E= m HMOa � p W Q Q ap U J Z_ � 2 W Z Z Z�� moo_ W Z W W 7 0 Q O IL 0 W i � O 0 W �� W D Q U � J W O� 7 D L 0�W B B 17-006 a=o 00 G z � o W o 0 z W Z z w o = 5 S � o COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission far use of this document Is limited and can be extended only by wr"ten agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 01/05/2018 DRAWN BY: MK CHECKED BY: MK 3275Quail-LPSrd Submittal-15.18.dwg LOT TYPICALS 13 OF 20 DO NOT CUT LEADER. PRUNE DAMAGED OR DEAD WOOD AFTER PLANTING AND STAKING. KEEP CROWN SHAPE TYPICAL OF SPECIES. 14 GUAGE GALV. WIRE WITH 112" TJX 18" WHITE PVC PIPE ON EACH WIRE. 6y:11*411M lIljIII:7NIAIRIr:7_17Id.]IW_1:#.ZUP[r)WIre16I1 SPECIFIED POSTS, 2 EA 618' HT. ALLIGN AS APPROVED. KEEP PLU MB WITH TOPS EVEN. DRIVE 12" INTO UNDISTURBED SUBGRADE OUTSIDE PLANTING PIT. TREE STAKES LOCATED INSIDE WATERING SAUCER ON TREESGREATER THAN 3" CAL. USE GUYS AS PER EVERGREEN TREES. WRAP ENTIRE SURFACE OF TRUNK UP TO BRANCHES WITH REQUIRED WRAPPING WHEN SPECIFIED. REFER TO SPECIFICATIONS. SECURE @ TOP WITH DUCT TAPE. 0"ATTRUNK4" DEPTH SPECIFIED MULCH AT EDGE OF RING, INSIDE 4" WATERING SAUCER. REMOVE SAUCER UPON SODDING/SEEDING IN IRRIGATED AREAS. PLANT TREE 2-4" ABOVE SURROUNDING GRADE LEVEL ON UNDISTURBED SOIL. SET TRUNK PLUMB. SPECIFIED BACKFILL MIXTURE. ADMENDMENTS AS SPECIFIED IN TOP 12" DEPTH. REMOVE ALL TWINE & WIRE FROM BALL. REMOVE WIRE BASKETS. INITIAL STABILIZING BACKFILL 1/3 DEPTH, COMPACTED. Il�l�l69x11:7:1��191■:Ir��Cr]Ji�7r7:71:7iZr]�:1_1��:I_R94 DECIDUOUS TREE PLANTING 4" IN. NOT TO SCALE NG DETAIL RECYCLES LANDSCAPE ROCK/MULCH OBTAIN FROM THE CITY OF WHEAT RIDGE CALL 303-235-2866 FOR PICK UP INFORMATION TYPAR T-3401 LANDSCAPE BARRIER FABRIC (OR APPROVED EQUAL) TIVE SOIL GRAVEL/MULCH LANDSCAPE TREATMENT NOTE: DO NOT PLANT ANY PLANT WITH ROOTBALL NOT IN CONFORMANCE WITH COLORADO NURSERYACT REQUIREMENTS. HOLD MULCH GRADE 1" BELOW EDGE OF WALK, EDGING OR CU RB. CONCRETE CURB, EDGING, OR SIDEWALK PRUN E ALL DAMAGED OR DEAD WOOD AFTER PLANTING AND MULCHING SET SH RUB AT GRADE GROWN IN CONTAINER OR GROWN IN NURSERY. SETTOP OF JUNIPER'S ROOTBALL TO FINISH GRADE OF MULCH APPLY SPECIFIED MULCH AT 3" DEPTH SCORE CONTAINER ROOTBALLS WITH ENCIRCLING ROOTS FILL PLANT PIT WITH SPECIFIED BACKFILL MIX. SEE SPECIFICATIONS FOR COMPOSITION REMOVE CONTAINER. PLACE ROOTBALL ON UNDISTURBED SOIL rTSHRUB PLANTING �J NOT TO SCALE B' O.C. (MAX.) 4X4 POST -ME 03:Ze]►jU►1 LIP ANGLE LIP ANGLE D. (6' RENCE ONLY) 2X4 RAIL (ON EDGE) FACE BOARDS ON BOTH I.. ; SIDES. (1"X4" OR 1"X6" CEDAR) 3' T 1' el a CLASS B CONCRETE NOTES: ALL FACE BOARDS SHALL BE OF CEDAR. 4"X4" POSTS ADN 2"X4" RAILS SHALL BE CEDAR OR PRESSURE TREATED FIR. PAY ITEM: PER LF OR 6' CEDAR FENCE HEIGHT (3 FT OR 6 FT) w z w U �`ozo rOz mzw Lu QQ ' EUt J "2 ¢mKi�O ZPO z Mwd� mFk m mN �i Zx 3w8 �.doo Uzwm�?O ymw Fm ZO>2 O w�MO U J m� z W w�3og z�� mem_ Of W z W W 7 O a _ 0 Mr WAY Q 0 W W �z a) VJ Q J Mw 0� Z D 5` 0 G m B B 17-006 2 00 0 x � s U aU O" fY � Z 1-- 02 0z fn W o = s o� �COzw0 x � o WmLUWN0 CID 0 �T>- z w4 W of > o Q� ri LU W M 0 `L Y � 0 �`ozo rOz mzw Lu QQ ' EUt J "2 ¢mKi�O ZPO z Mwd� mFk m mN �i Zx 3w8 �.doo Uzwm�?O ymw Fm ZO>2 O w�MO U J m� z W w�3og z�� mem_ Of W z W W 7 O a _ 0 Mr WAY Q 0 W W �z a) VJ Q J Mw 0� Z D 5` 0 G m B B 17-006 REVISION: CONSTRUCTION DOCUMENTS DATE: 01/05/2018 DRAWN BY: MK CHECKED BY: MK 3275Quail-LPSrd SubmiGal-15.18.dwg DETAILS 14 00 x � s N � o W 0 W Z z w o = s x � o COPYRIGHT 2017 This document is an instrument of service, and as such remain" the property of the Engineer. Permission far use of this document Is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 01/05/2018 DRAWN BY: MK CHECKED BY: MK 3275Quail-LPSrd SubmiGal-15.18.dwg DETAILS 14 E I I Add inlet 30 p 15 30 40 11 MI protection if street cuts will be part of I I III ORIGINAL SCALE: 1"= 30' HORIZ. initial phase of II W I+ work. I I I III s ---- `—_� --------�0' II iii BMP LEGEND: ---T—==�=��—��___=�=�=_—===�-- r —___�_—_____----- II / B W g•W o -Q g•y1r 51 a "y� e•w EXISTING BOUNDARY LINE - 8.W 8.W BFyy 1 z` —I 1 — — \ © — EXISTING SECTION LINE LOC r - — fig' r ssre—ss„ — r i. 1 \ LOC I \� — — PROPOSED LOT LINE \�\ 1 UAILS '1 ' — PROPOSED FLOWLINE / _ _ — _ — _ © 5400 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR I PROPOSED WALL OR BARRIER _5447_ ` \ \ SF r/// / // / I I ` \ 1 I PROPOSED STORM DRAIN LINE VTC EXISTING MAJOR CONTOUR / I I I I 7 1 h/ 0)) \ ° ° J \ /�/ / /� I II I I 1 40, EXISTING MINOR CONTOUR g 9 I El \ J — — — // /�I 11\ it 11 l\ I I \\ II \ %`�SSrsv \ I `1 / 1/,r/ / / $F Ll 1 I� II I \ ��11\ `� \\ �\ �\ �_ \ //I I / / \ —\ \ �� // ^/ // // / II gF SILT FENCE DIVERSION DITCH I I ✓� // \\ 1 / I I _ / / J ` % \ ` \ / ! / / 11 I W ill RRB RRB FOR CULVERT PROTECTION I 1 I SF ( a`,'� t \ \ / \ i \ \ ! / //..:.:' i.;:.;; : ;: 7 ;: Q — — LIMITS OF CONSTRUCTION i r' `'. x.... s . µ LOC II Loc — _ SF _ �� / _ / // _!•`.',:a:°;:;:.:� "';:' / I 1 Li Z II / _ CONSTRUCTION FNECE __ "\ I / / / (CW �.../:::,,: I I 1 I C4 II CF ( / / ,.•'�':.:., SSA � 1 M II PROPOSED RIP -RAP fill \, SF —_� --^ / —ice% ��/�\� SF // / / :::/;...c.i.. :a; I 1 W II � 39 - .5441- AilROUGH CUT STREET CONTROL / � �I`j`�•1 �►� n�^'�Z7� �_ �, . _ _ 11 L :0 4$0; ` `s \ a' lSt I CD CHECK DAM S III T —T —T INLET PROTECTION _ I III I IP — LOC A,: `STABILIZED STAGING AREA LOC f LOC , 1 CWA and SSA I / / / / / �I L I I 1 11 I VEHICLE TRACKING CONTROL I 1 1 r/ / I�—��\ I 1 may be more I \ -- ------/ // // ISI �I vrc APPLE I I r —� \ , --- I accessible on I IY== \ M III 1 1 1 1 1�� 1 1 / -- M 11 �� III 1 BAPTIST CHUR�H I I/ I \ �- 111 I I \ I I 1 , I I I I I I other side of III I II I I 1 I I III 11 I tributary during _ I _ J�1 I / / _`��:�L` \ J�� /ice = 1 I \ / 111 I - ® CONCRETE WASHOUT AREA II ^III / initial phase of / ,I p work. ® RS ROCK SOCK FOR STREET 6mzz RS ROCK SOCK FOR SWALES W W SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET OEXISTING WETLANDS ® SCL SEDIMENT CONTROL LOG Please include the following Note: NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION & SEDIMENT CONTROL REQUIREMENTS. NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL ERIOSION 8 SEDIMENT CONTROL REQUIREMENTS w O o_ U Y (7 U z p w m <OmO o U J O U Q 0 Q 0 C 0 i U Z V Z ry Q W U) z W W 1 7 0 11< O O v / W U) UTZ Y O W CO3:W ffjz rn CQ U J O� w O� Z 5 I..1N L Il..l..l0 B B 17-006 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remains the propenyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. SB SEDIMENT BASIN CONSTRUCTION DOCUMENTS DATE: 09/25/2017 O VEGETATIVE BUFFER DRAWN BY: RL CHECKED BY: NAL OP OUTLET PROTECTION 700&SWMPdwg INITIAL EROSION T5D TEMPORARY SLOPE DRAIN CONTROL 15 OF 20 1"=30' Discussion of what construction tasks are taking place during initial and interim phases may help determine what erosion control measures are required. n I� W I I I �0 I > I I I Add note that inlet protection F I Add inlet shall remain in place until final I�� I protection if street stabilization has been achieved. I cuts will be part of this phase of work. I I III I II I N I I I I III I W I I Silt fence here may III II I be helpful during construction of homes. it F- I I / B w W B. B.w � 5' e• J BowBOW — _ _ RS — LOC - a�w — mss: — se s. / _ I S RS �\ I / LOC !© r r \ IP RS I RS 'I �I \ RS — RS QUAIL S \ c G Ell +i( —-------- _ Oil cel Wr ■ i�_� /___ ��__ �___ Ord _ = v�av�+!'��t�NJ,��. �� ♦��►�►��►`• �T ..�C�.�.v�� p-♦:�r:� l��\'VVI �i'♦�J%I"A0'Wm "�♦d►lV♦♦��i�+I�i�o� - (.I ►1 ��'��V.�:wn�wvV�V•��VVi�� . �V��A♦fit ��_ ��'I�'I�.•►-��♦♦V�.I.♦- ��♦♦CAW,- ��C�1�� 1"��,V��^:',.��.i �PINj ►Y 1. .' ,►��.�♦♦.rte`► . .• ��♦�♦V��`' ♦�� .-_��.��/.►� t��/v E_�. ��V� .• �-.• .► �.�t` �-L—�'�►��1 ��.��!;✓1�rri..i� ..� I� ��i��V��. _�►A�i1�� v �►� ��♦♦��I►. ♦♦��♦'.•♦�♦♦•moi- Owl Owl 9r ail i J.&O v6(. ELI-- �� WIN R ° 1 I ■ ►�I 1 _ ►� �� I r G I —WAR Iff, 4 all IN 1k z4fil ♦l�O��Y► ` C.►i ► 'ia. ►v f ! NO i ►. ►: /� �� :i� _ i Il c ►! �! _ f•!:__7_ — _ < ■ �� ■ LE-`-o��4�I�LL'��ZLV�� 1 ►�o�.��•��_��` �� i��LT_�L��_w_'��'�':/�_��A ��. ��'��?�wv��e ��o ►�.��!�t��I //� -" ►��r♦ 1 'r -T k':d �&_L=�_��%� its-a=��•E�Z�� ;v�� l .G:��_��w �:�� s��n-�_�.� 1 _ _ ---� i - �-_��.Cwv�` .•-v_-� ,:'I .� �tt -- -- --_a G�..`.��w7�V��"♦_!��'�� Ott �� :L�� _ . ��_�� V_�VGr��` C� �w�� i.. �� VnV. �'fi_� VwV��r �� J ►V -�� .`��w �� Vw•'��.t♦n`!��'•'�r•��'Ai=t'��••.1��.:' �< . I �i' �1 �_ •�:�:�_�.—._ Ate.'_ ►-�:�-�:�._ �� ►� '�� i1 ��G'�� _�� a��-� Cab -r• � �'d�m�--.. ��f:; a'� � _ � � � 7 _—_- VL-_ . . � � � ��o -- , � 1��i .G�wGv� � � � � � V��io _ � � ��%♦i .—. ��i� �� - � n�►.I� � ��V�V�r �:� � �_ �ViG�� :� � � n � ��Vi♦_� ai��V�� o��T�i.�� V�� L V � � �� ..�� r � ' chiLOC• • • ... lir BAPTIST CHURCH Please include the following Note: NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION & SEDIMENT CONTROL REQUIREMENTS. NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL ERIOSION & SEDIMENT CONTROL REQUIREMENTS 30 0 15 30 40 Im ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: EXISTING BOUNDARY LINE EXISTING SECTION LINE — — — PROPOSED LOT LINE PROPOSED BOWLINE 5400 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR SB SEDIMENT BASIN O VEGETATIVE BUFFER OP OUTLET PROTECTION TSD TEMPORARY SLOPE DRAIN W w z w U Z O Q ILLU O Z H J D w o o_ U Y (7 U z p w D0100 <om0 o U J O Lo U Q 0 Q 0 C 0-) i U Z V Z 0-1 Q a o a,,L J1<oz m5o mom?Q m W'u z ='0 opHO =.s. WWH OWZ owe z��U WW w �»'0 =W z 011=13 0zmo0 11 zow"I wi Add note that inlet protection shall remain in place until final stabilization has taken place. I I I I I I Please include the following Note: NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION & SEDIMENT CONTROL REQUIREMENTS. � III I 41 III ri 4� —�-------_— M i 11 :: SILT FENCE II'llllM DIVERSION DITCH � 4 II M II II Q II E" II II I I + II RCS W M SII � SII � I III INLET PROTECTION .<•' ,: r•'•';:,<.: ;, Y' N II Ii W Bow- vTC / —hS.9 — — I CONCRETE WASHOUT AREA ® RS ROCK SOCK FOR STREET J ROCK SOCK FOR SWALES � SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET OEXISTING Add note that inlet protection shall remain in place until final stabilization has taken place. I I I I I I Please include the following Note: NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION & SEDIMENT CONTROL REQUIREMENTS. � III I 41 III ri 4� —�-------_— M i 11 :: SILT FENCE DD DIVERSION DITCH II 4 I II W II II Q II II r — LOC II RR C4 RCS ROUGH CUT STREET CONTROL M III CHECK DAM III INLET PROTECTION .<•' ,: r•'•';:,<.: ;, Y' N II Ii W II vTC VEHICLE TRACKING CONTROL I I II I I it I I — — I CONCRETE WASHOUT AREA ® RS ROCK SOCK FOR STREET RS ROCK SOCK FOR SWALES NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL ERIOSION & SEDIMENT CONTROL REQUIREMENTS 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: EXISTING BOUNDARY LINE EXISTING SECTION LINE — — — PROPOSED LOT LINE PROPOSED FLOWUNE 5400 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR w O o_ U Y (7 U z p w m < 010 o U J O U Q 0 Q 0 C 0 i U Z I- Z ry Q a a '.>,,0 _EQoz �zwLo mom<< c, m.,u ZS Z 0 OO TO _,8y wmo='o owe 0 0 0 0 mm w 0 "=»� c awo0 011=13P" .000 zo ">o, T<> m0rsma '0ea T, zoo .�m -NQom m�oz�� w U) z W w 7 ri BOO U W TZ � i >� O W 003:W Z)z � � Q U < J O� w O3: Z 0 LL Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. SB SEDIMENT BASIN CONSTRUCTION DOCUMENTS DATE: 09/25/2017 VB VEGETATIVE BUFFER DRAWN BY: RL CHECKED BY: NAL OP OUTLET PROTECTION 7006SwMP dwg FINAL EROSION TSD TEMPORARY SLOPE DRAIN CONTROL 17 OF 20 1"=30' SF SILT FENCE DD DIVERSION DITCH RRB RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CF CONSTRUCTION FNECE RR PROPOSED RIP—RAP RCS ROUGH CUT STREET CONTROL CD CHECK DAM IP INLET PROTECTION .<•' ,: r•'•';:,<.: ;, Y' SSA STABILIZED STAGING AREA vTC VEHICLE TRACKING CONTROL ® CW CONCRETE WASHOUT AREA ® RS ROCK SOCK FOR STREET RS ROCK SOCK FOR SWALES W W W SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET OEXISTING WETLANDS ® SCL SEDIMENT CONTROL LOG w O o_ U Y (7 U z p w m < 010 o U J O U Q 0 Q 0 C 0 i U Z I- Z ry Q a a '.>,,0 _EQoz �zwLo mom<< c, m.,u ZS Z 0 OO TO _,8y wmo='o owe 0 0 0 0 mm w 0 "=»� c awo0 011=13P" .000 zo ">o, T<> m0rsma '0ea T, zoo .�m -NQom m�oz�� w U) z W w 7 ri BOO U W TZ � i >� O W 003:W Z)z � � Q U < J O� w O3: Z 0 LL Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. SB SEDIMENT BASIN CONSTRUCTION DOCUMENTS DATE: 09/25/2017 VB VEGETATIVE BUFFER DRAWN BY: RL CHECKED BY: NAL OP OUTLET PROTECTION 7006SwMP dwg FINAL EROSION TSD TEMPORARY SLOPE DRAIN CONTROL 17 OF 20 1"=30' Q 0 a 0 0 N 0 24" DIA. MANHOLE 2-501 IN TOP SLAB (TYP.) r3-11 3 x 5'-0" 0 3" FINALRING AND COVER - - - - - - - - - GRADE - - - 503 0 12" sr� i 1 5-402 0 12" 4-1101 CONCRETE + J ty 9p� l 9-401 OR GROUT 9 2'-01 g ECCENTRIC CONE o /I Asl Fyf I SPACE EVENL (TYP.) (1-2 MIN.) CD �c (TYP.) FLEXIBLE 4-1102 x 2'-8" LONG 48" MIN. JOINT SEAL a 3-502 16" MAX. z o (PLACE DIAGONALLY SHALL CONFORM ! AROUND OPENING) - - - - - - - - - J 16" + W + I.D./2 (UNIFORM SPACING TO AASHTO M 198 z o oN `` OR TO WITHIN 3" OF BETWEEN STEPS) (TYP.) } 1' 0.. TOP SLAB PLAN CYLINDRICAL OPENING CL 5" v SLAB ow H11 2-501IN TOP SLAB (TYP.) 5-402 ®12 PIPE zo - - - - - - - 3 - 502 x 5'-0" o 8 11 W CLASS B CONCRETE (TYP.) N 503 503 12 ®12" /2" SLOP 3 H ID/4 3" 4:1 SLOPE 50 •-��: g MARK I D R -X O R -X R -X R -X . + o ~ MANHOLES SEE SHEET 3 FOR CONCRETE 54" 60" 66" 72" -1103 x 5'-0" 96" 401 4 1 0.668 REQ'D. fLENGTH EIGHT N ' 18 9'-3" 111.2 18 9'-10" 118.2 18 11'-0" 132.3 18 12'-2" 146.3 401 BAR LENGTH = 32" + 2W + I.D. 402 3" III 0.668 (NO. REQ'D. iILENGTH WEIGHT 5 5'-5" 18.1 5 6'-0" 20.0 1-6 + N 5 9'-6" 31.7 9-401 12 MIN. H \\�\\ SUITABLE SUBGRADE PRECAST FLAT TOP (NO. REQ'D. 4-1101 x 21" + 2W + I.D. 17 17 4:1 SLOPE 17 17 501 501 uo w 1.043 SPACE EVENLY 7'-5" 131.5 8'-0" 141.8 8'-7" 152.2 9'-2" 162.5 10'-4" 183.2 SPACE 0 3" (OVER BAR LENGTH = 24" + I.D. + 2W 502 5 1 (TYP.) REQ'D. fLE&GTH EIGHT 22 5'-0" 114.7 a 25 5'-0" 130.4 (TYP.) 29 5'-0" 151.2 32 5'-0" 166.9 502 NUMBER BARS REQ'D. = 3 + (24+I.D.+2W+111 ` 5 503 5 CYLINDRICAL OPENING) W+12" 0. REQ'D. LENGTH WEIGHT 16 12'-10 214.2 16 13'-5" 223.9 18 14'-0 262. 18 14'-7" 273.8 20 15'-9" 328.5 CLASS B 503 / 13+I.D.+2W 1 NUMBER BARS REQ'D. = 2 \ 0 12" +1 l BAR LENGTH = 4'-9"+2(16+W+I.D./2) 504 5 1 1.043 1 & 502 12 8'-1" 101.2 :., 14 9'-3" 135.1 16 9'-10" 164.1 9„ 20 12'-2" 253.8 504 2W+I.D.-4 NUMBER BARS REQ'D. = 2 ( +l ) BAR LENGTH = 32"+2W+I.D. 12 11 CONCRETE 0. REQ'D. 4 4 4 4 4 4 1101 1101 11 1 5.313 LENGTH 28"+2W+I.D.iii 7'-9" 6" MIN. DEPTH GRANULAR 8'-11" 10'-1" 11'-3" BAR LENGTH = 21" + I.D. + 2W (VARIES 7'-2" TO 11'-10") BEDDING MATERIAL WEIGHT 152.3 164.7 177.1 SECTION 214.3 A SECTION A 9-401 MAHHOLE BOX BASE rNO. REQ'D. 4 4 4 4 4 4 502 0 5" CC. 1102 SIZE TYPE WT' BARS 2'-8" 56.7 I.D. 2'-8" 56.7 2'-8" 56.7 FORMULAS PIPE GENERAL NOTES L SINCE ALL PIPE ENTRIES INTO THE BASE ARE VARIABLE, THE DIMENSIONS SHOWN ARE TYPICAL. ACTUAL DIMENSIONS AND QUANTITIES FOR CONCRETE AND REINFORCEMENT SHALL BE AS REQUIRED IN THE WORK. 2. THE PRECAST FLAT TOP MAY BE USED ON ANY MANHOLE. THE ECCENTRIC CONE MAY BE USED WHEN THE MANHOLE "H" HEIGHT IS AT LEAST 8 FT. 3. THE MANHOLE RING FRAME SHALL BE SET IN A BED OF GROUT. THE FRAME SHALL BE SURROUNDED WITH A CEMENT GROUT IN UNPAVED AREA, OR A CONCRETE COLLAR IN PAVED AREA. SEE 5'-4" DETAILS ON SHEETS 2 AND 3. 4. DESIGN OF BOX BASE IS BASED ON STRAIGHT RUNS OF PIPE OR CHANGE IN DIRECTION OF LESS THAN 450. SPECIAL DESIGN IS REQUIRED FOR 450 OR GREATER. 5. PRECAST MANHOLES AND REINFORCEMENT SHALL CONFORM TO AASHTO M 199 (ASTM C 478). 504 0 12" (TYP.) 6. CAST -IN-PLACE MANHOLES SHALL BE CLASS B CONCRETE. (PLACE TO WITHIN 7. STEPS SHALL BE REQUIRED WHEN THE MANHOLE DEPTH EXCEEDS 3" OF CYLINDRICAL 3 FT. -6 IN. AND SHALL CONFORM TO AASHTO M 199. PLAN OPENING) g ALL REINFORCING STEEL SHALL BE GRADE 60 AND EPDXY COATED. VERTICAL STEEL SHALL BE PLACED AT CENTERLINE OF WALL. ALL BARS SHALL HAVE A 2 IN. MINIMUM CLEARANCE. 9. ALL PIPE ENTRIES INTO THE BASE OF MANHOLE SHALL BE CONNECTED BY OPEN CHANNELIZATION ADJUSTED FOR PIPE SIZE, SHAPE, SLOPE, AND DIRECTION OF FLOW. DETAILS SHOWN ARE TYPICAL FOR INSTALLATIONS WITH ALL INVERTS OF SAME RELATIVE ELEVATION. FOR EXCESSIVE ELEVATION DIFFERENCE BETWEEN INVERTS, SPECIAL BASE/CHANNEL DETAILS WILL BE SHOWN ON THE PLANS. 10. FLOW CHANNELS AND INVERTS SHALL BE FORMED BY SHAPING WITH CLASS B CONCRETE OR APPROVED GROUT. 9-401 11. STUB -OUTS SHALL EXTEND 2 FT. MINIMUM BEYOND OUTSIDE WALL SURFACE OF MANHOLE AND BE SATISFACTORILY PLUGGED. 11 12. THE SLOPE OF THE MANHOLE COVER SHALL MATCH THE ROADWAY PROFILE AND CROSS SLOPE. WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER I/4" MIN. TO I/2" MAX. 503 rn3 SECTION A -A (STEEL IN BOTTOM OF BASE) CLASS B CONCRETE TO BE USED FOR CHANNELIZATION THROUGH PIPE ONE LATERAL QUANTITIES FOR CONCRETE MANHOLE BOX BASE Computer File Information Sheet Revisions Colorado Department of Transportation Creation Date: 07/04/12 Initials: DD Date: Comments 4201 East Arkansas Avenue Last Modification Date: 07/04/12 Initials: LTA R -X _ 0 % Denver, Colorado 80222 Full Path: www. color adodot.info/business/designsup port R -X Phone: (303) 757-9083 "T3T^4Is8d4�T Fax: (303) 757-9820 Drawing File Name: M06040200103.dgn R -X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -x Project Development Branch DD/LTA FLEXIBLE JOINT SEAL SHALL CONFORM TO AASHTO M 198 (TYP.) CLASS B CONCRETE BASE #4 0 12" 311 --1 TOE POCKETS AT 16" O.C. IF TOP OF BENCH >- 18" ABOVE INVERT MANHOLE RISER 9' 3" j� 3" MIN. MIN. MIN. ° ° ° I/2" SLOPE #4 U 0 12" D D ALL BASES e 4./ -�. D Y_l� D D • D- " MIN ,NHOLE RISER O.D.+ 6 INCHES 44�� SECTION B -B C BASE MAY BE POURED SQUARE AT CONTRACTOR'S OPTION. B �' D BENCH \ I B T ° STE D • �• - . e . l #4 D -r MTfl AI �C PLAN MANHOLE I.D. CURVED DEFLECTOR yD2 REQUIRED DI - tib' • - - D1 _ - - I I D 1 MIN. D 2 MIN. ANGLED LATERALS SHARP ANGLE TYPICAL CHANNELIZATION DETAILS MANHOLES Issued By: Project Development Branch July 4, 2012 Computer File Information R -X O R -X R -X R -X #/FT FINAL GRADE MANHOLES SEE SHEET 3 FOR CONCRETE 54" 60" 66" 72" 84" 96" 401 4 1 0.668 REQ'D. fLENGTH EIGHT 18 8'-1" 97.2 18 8'-8" 104.2 18 9'-3" 111.2 18 9'-10" 118.2 18 11'-0" 132.3 18 12'-2" 146.3 401 BAR LENGTH = 32" + 2W + I.D. 402 4 III 0.668 (NO. REQ'D. iILENGTH WEIGHT 5 5'-5" 18.1 5 6'-0" 20.0 5 6'-7" 22.0 5 7'-2" 23.9 5 8'-4" 27.8 5 9'-6" 31.7 402 BAR LENGTH = I.D. + 2W 12 MIN. H \\�\\ SUITABLE SUBGRADE PRECAST FLAT TOP (NO. REQ'D. 17 17 17 17 17 17 501 501 5 1 1.043 iILENGTH WEIGHT 7'-5" 131.5 8'-0" 141.8 8'-7" 152.2 9'-2" 162.5 10'-4" 183.2 11'-6" 203.9 BAR LENGTH = 24" + I.D. + 2W 502 5 1 1.043 REQ'D. fLE&GTH EIGHT 22 5'-0" 114.7 23 5'-0" 119.9 25 5'-0" 130.4 26 5'-0" 135.6 29 5'-0" 151.2 32 5'-0" 166.9 502 NUMBER BARS REQ'D. = 3 + (24+I.D.+2W+111 ` 5 503 5 II 1.043 0. REQ'D. LENGTH WEIGHT 16 12'-10 214.2 16 13'-5" 223.9 18 14'-0 262. 18 14'-7" 273.8 20 15'-9" 328.5 24 16'-11" 423.5 503 / 13+I.D.+2W 1 NUMBER BARS REQ'D. = 2 \ 0 12" +1 l BAR LENGTH = 4'-9"+2(16+W+I.D./2) 504 5 1 1.043 (N0. REQ'D. iILENGTH WEIGHT 12 8'-1" 101.2 14 8'-8" 126.6 14 9'-3" 135.1 16 9'-10" 164.1 18 11'-0" 206.5 20 12'-2" 253.8 504 2W+I.D.-4 NUMBER BARS REQ'D. = 2 ( +l ) BAR LENGTH = 32"+2W+I.D. 12 11 0. REQ'D. 4 4 4 4 4 4 1101 1101 11 1 5.313 LENGTH 7'-2" 7'-9" 8'-4" 8'-11" 10'-1" 11'-3" BAR LENGTH = 21" + I.D. + 2W WEIGHT 152.3 164.7 177.1 189.5 214.3 239.1 rNO. REQ'D. 4 4 4 4 4 4 BENDING 1102 11 1 5.313 { LENGTH WEIGHT 2'-8" 56.7 2'-8" 56.7 2'-8" 56.7 2'-8" 56.7 2'-8" 56.7 56.7 2'-8" TYPE I STRAIGHT 1103 Il 1 5.313 0. REQ'D. fLENGTH EIGHT 3 51-011 79.7 3 51-011 79.7 3 51-011 79.7 3 51-011 79.7 3 51-011 79.7 3 5 -0 79.7 TYPE II �4 -g 16"+W+I.D./2 REINFORCING STEEL TOTAL 965.6 1,037.5 1,127.2 1,204.0 1,380.2 1,601.6 TYPE III 11 ►I I�►I� 7 11 I•f I.D.+2W-38"�l� CONCRETE - CUBIC YARDS - TOTAL 6.0 6.6 7.3 8.0 9.5 11.1 NOTE: QUANTITIES ARE BASED ON SAME SIZE PIPE ENTRANCE TO AND EXIT FROM BASE ANDA 4 FT.MANHOLE ENTRANCE INTO TOP SLAB OF BASE. PIPE GENERAL NOTES L SINCE ALL PIPE ENTRIES INTO THE BASE ARE VARIABLE, THE DIMENSIONS SHOWN ARE TYPICAL. ACTUAL DIMENSIONS AND QUANTITIES FOR CONCRETE AND REINFORCEMENT SHALL BE AS REQUIRED IN THE WORK. 2. THE PRECAST FLAT TOP MAY BE USED ON ANY MANHOLE. THE ECCENTRIC CONE MAY BE USED WHEN THE MANHOLE "H" HEIGHT IS AT LEAST 8 FT. 3. THE MANHOLE RING FRAME SHALL BE SET IN A BED OF GROUT. THE FRAME SHALL BE SURROUNDED WITH A CEMENT GROUT IN UNPAVED AREA, OR A CONCRETE COLLAR IN PAVED AREA. SEE 5'-4" DETAILS ON SHEETS 2 AND 3. 4. DESIGN OF BOX BASE IS BASED ON STRAIGHT RUNS OF PIPE OR CHANGE IN DIRECTION OF LESS THAN 450. SPECIAL DESIGN IS REQUIRED FOR 450 OR GREATER. 5. PRECAST MANHOLES AND REINFORCEMENT SHALL CONFORM TO AASHTO M 199 (ASTM C 478). 504 0 12" (TYP.) 6. CAST -IN-PLACE MANHOLES SHALL BE CLASS B CONCRETE. (PLACE TO WITHIN 7. STEPS SHALL BE REQUIRED WHEN THE MANHOLE DEPTH EXCEEDS 3" OF CYLINDRICAL 3 FT. -6 IN. AND SHALL CONFORM TO AASHTO M 199. PLAN OPENING) g ALL REINFORCING STEEL SHALL BE GRADE 60 AND EPDXY COATED. VERTICAL STEEL SHALL BE PLACED AT CENTERLINE OF WALL. ALL BARS SHALL HAVE A 2 IN. MINIMUM CLEARANCE. 9. ALL PIPE ENTRIES INTO THE BASE OF MANHOLE SHALL BE CONNECTED BY OPEN CHANNELIZATION ADJUSTED FOR PIPE SIZE, SHAPE, SLOPE, AND DIRECTION OF FLOW. DETAILS SHOWN ARE TYPICAL FOR INSTALLATIONS WITH ALL INVERTS OF SAME RELATIVE ELEVATION. FOR EXCESSIVE ELEVATION DIFFERENCE BETWEEN INVERTS, SPECIAL BASE/CHANNEL DETAILS WILL BE SHOWN ON THE PLANS. 10. FLOW CHANNELS AND INVERTS SHALL BE FORMED BY SHAPING WITH CLASS B CONCRETE OR APPROVED GROUT. 9-401 11. STUB -OUTS SHALL EXTEND 2 FT. MINIMUM BEYOND OUTSIDE WALL SURFACE OF MANHOLE AND BE SATISFACTORILY PLUGGED. 11 12. THE SLOPE OF THE MANHOLE COVER SHALL MATCH THE ROADWAY PROFILE AND CROSS SLOPE. WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER I/4" MIN. TO I/2" MAX. 503 rn3 SECTION A -A (STEEL IN BOTTOM OF BASE) CLASS B CONCRETE TO BE USED FOR CHANNELIZATION THROUGH PIPE ONE LATERAL QUANTITIES FOR CONCRETE MANHOLE BOX BASE Computer File Information Sheet Revisions Colorado Department of Transportation Creation Date: 07/04/12 Initials: DD Date: Comments 4201 East Arkansas Avenue Last Modification Date: 07/04/12 Initials: LTA R -X _ 0 % Denver, Colorado 80222 Full Path: www. color adodot.info/business/designsup port R -X Phone: (303) 757-9083 "T3T^4Is8d4�T Fax: (303) 757-9820 Drawing File Name: M06040200103.dgn R -X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -x Project Development Branch DD/LTA FLEXIBLE JOINT SEAL SHALL CONFORM TO AASHTO M 198 (TYP.) CLASS B CONCRETE BASE #4 0 12" 311 --1 TOE POCKETS AT 16" O.C. IF TOP OF BENCH >- 18" ABOVE INVERT MANHOLE RISER 9' 3" j� 3" MIN. MIN. MIN. ° ° ° I/2" SLOPE #4 U 0 12" D D ALL BASES e 4./ -�. D Y_l� D D • D- " MIN ,NHOLE RISER O.D.+ 6 INCHES 44�� SECTION B -B C BASE MAY BE POURED SQUARE AT CONTRACTOR'S OPTION. B �' D BENCH \ I B T ° STE D • �• - . e . l #4 D -r MTfl AI �C PLAN MANHOLE I.D. CURVED DEFLECTOR yD2 REQUIRED DI - tib' • - - D1 _ - - I I D 1 MIN. D 2 MIN. ANGLED LATERALS SHARP ANGLE TYPICAL CHANNELIZATION DETAILS MANHOLES Issued By: Project Development Branch July 4, 2012 D MANHULL KINK ANU UUVLK 6„ I_I TSI--FFi�f MIN. (RIM ELEVATION) SECTION D -D A, FINAL GRADE -- E L -m E PLAN IN UNPAVED AREA USE CEMENT GROUT GRADE RINGS OR 24' BRICK COURSES D 8 X PRECAST MANHOLE 6 SECTIONS aO A WHEN FINAL GRADE IS PAVEMENT SURFACE, RFCFC4 mANHnI F RTN(: ANn nnVFR STANDARD PLAN NO. M-604-20 Sheet No. I of 3 A �� A ❑0❑0130❑� 1313❑❑❑❑❑ ❑1300❑❑ ❑00130❑_- 1" Ll ❑000❑�� 0000 SLOT 26" 2411- 3411 4.. I I I I I 8'I i F� 34"� TOTAL WEIGHT: APPROXIMATELY 400 LBS. SHALL BE GRAY OR DUCTILE CAST IRON IN ACCORDANCE WITH SUBSECTION 712.06. SECTION A -A MANHOLE RING AND COVER D MANHOLE RING AND COVER Computer File Information R -X O R -X R -X R -X 48" MIN. 9 MIN. CLASS B CONCRETE. FINAL GRADE MANHOLES SEE SHEET 3 FOR CONCRETE REINFORCING CONFORMING TO ASTM C 4 H Eo QE • on J I.D.14 M-604-20 Full Path:www.coloradodot.info/business/designsup port . GRADE RINGS OR I/2" SLOPE Cn � 1, BRICK COURSES PRECAST FLAT TOP • ° CD v :� • SEE TYP. TIE BAR rO > 611 s' ' LEGEND MIN. D D_' Q 14 ®12", EACH WAY 8„ Eo ° VARIES D -3" CLEAR MIN. 12 MIN. H \\�\\ SUITABLE SUBGRADE PRECAST FLAT TOP ELEV=5436.44 STA= 0+79.73 D MANHULL KINK ANU UUVLK 6„ I_I TSI--FFi�f MIN. (RIM ELEVATION) SECTION D -D A, FINAL GRADE -- E L -m E PLAN IN UNPAVED AREA USE CEMENT GROUT GRADE RINGS OR 24' BRICK COURSES D 8 X PRECAST MANHOLE 6 SECTIONS aO A WHEN FINAL GRADE IS PAVEMENT SURFACE, RFCFC4 mANHnI F RTN(: ANn nnVFR STANDARD PLAN NO. M-604-20 Sheet No. I of 3 A �� A ❑0❑0130❑� 1313❑❑❑❑❑ ❑1300❑❑ ❑00130❑_- 1" Ll ❑000❑�� 0000 SLOT 26" 2411- 3411 4.. I I I I I 8'I i F� 34"� TOTAL WEIGHT: APPROXIMATELY 400 LBS. SHALL BE GRAY OR DUCTILE CAST IRON IN ACCORDANCE WITH SUBSECTION 712.06. SECTION A -A MANHOLE RING AND COVER D MANHOLE RING AND COVER Computer File Information R -X O R -X R -X R -X Sheet Revisions FINAL GRADE MANHOLES SEE SHEET 3 FOR CONCRETE Creation Date: 07/04/12 Initials: DD Date: Comments Last Modification Date: 07/04/12 Initials: LTA COLLAR DETAILS M-604-20 Full Path:www.coloradodot.info/business/designsup port • GRADE RINGS OR Sheet No. 2 of 3 -issued By: Project Development Branch July 4, 2012 BRICK COURSES PRECAST FLAT TOP • ° 24 11 8" • ELEV=5435.28 18'° I s' ' LEGEND ELEV=5435.28 STA= 0+68.24 4'DIA. MANHOLE RISER SECTIONS Eo ° VARIES HANDRAIL STO 12 MIN. H \\�\\ SUITABLE SUBGRADE PRECAST FLAT TOP ELEV=5436.44 STA= 0+79.73 D GRANULAR BEDDING MATERIAL FLEXIBLE JOINT 811 SEAL CONFORMING LL 12" ° ° CONCRETE TO AASHTO M 198 STRUCTURE - - (TYP.) 5' TO 8' DIA. 1'-6' ls" MAX. FLOW FLOW 6'-6" MANHOLE ° MIN.PRECAST MANHOLE BASES NOTES: ° D STEPS e°ee 1. THE BASE SLAB SHALL BE POURED MONOLITHICALLY WITH BOTTOM RISER SECTION. INVERT ELEVATION\,�\,�\,�\,�\,�\•\\,�\,� INVERT ELEVATION SHOWN IN PROFILE INVERT ELEVATION 2. PRECAST MANHOLE BASES SHALL FIT THE CONDITIONS AND LOCATIONS FOR WHICH SHOWN IN PROFILE INVERT ELEVATION THEY ARE INTENDED WITHOUT ANY FIELD MODIFICATIONS. ANY MANHOLE BASE SHOWN IN PROFILE SHOWN IN PROFILE SECTION C -C \/�\/�\/�\/�\/�\/�\/�\/\/\ FLOW CHANNEL WHICH REQUIRES FIELD CUTTING OR MODIFICATION IN ORDER TO FIT THE LOCATIONS INTENDED WILL BE REJECTED BY THE ENGINEER AND REMOVED AND REPLACED BY CAST -IN-PLACE SLAB BASE SECTION E -E THE CONTRACTOR AT NO COST TO THE DEPARTMENT. 3. PRECAST MANHOLE BASES SHALL BE BEDDED ON AN APPROVED GRANULAR BEDDING PRECAST SLAB BASE MATERIAL AS SHOWN ABOVE. MANHOLE RISER DETAIL Computer File Information R -X O R -X R -X R -X Sheet Revisions Colorado Department of Transportation 4201 East Arkansas Avenue _ 0 % Denver, Colorado 80222 ��_� Phone: (303) 757-9083 an svaRrnrro Fax: (303) 757-9820 Project Development Branch DD/LTA MANHOLES STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DD Date: Comments Last Modification Date: 07/04/12 Initials: LTA a M-604-20 Full Path:www.coloradodot.info/business/designsup port • Drawing File Name: M06040200203.dgn Sheet No. 2 of 3 -issued By: Project Development Branch July 4, 2012 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English it Alignment= Headwall Station=0+79.78 Offset=0.000 N orth in g=703650.0172 Easting=106419.3228 Alignment=Headwall Station=0+68.29 Offset=0.000 N Orth in g=703638.7984 I Easting=106416.8320 (Show handrail in I plan view. 4 Alignment=Headwall Station=0+03.00 Offset=0.000 Northing=703655.3595 d d Easting=106447.4523 d d 4 d d 4 a ELEV=5438.19 STA= 0+50.19 d d• a HANDRAIL ST P • Ad d 4d 4 d '. A . A. v 4 ° d ° a °. 8" Min. Low Permeable Soil Unit Drainage Fill (3/4" Crushed Rock or Stone) Approximate Limits of Excavation 4" Perforated PVC Drainage Tile Wrapped in Filter Fabric (If Required) / Allan Block Cap Unit Allan Block Unit 1/2" x 5 1/4" Fiberglass Pins 1 1/4" 8 Finished Grade 1A - Unreinforced Concrete Leveling Pad A 3'-0" and Less Retainin Walls Alignment=Headwall Station=0+10.84 Offset=0.000 Offset=0.000 Northing=703648.5017 Northing=703648.5567 Fasting=106451.2441 Easting=106458.0597 i I Alignment=Headwall Station=0+26.99 Offset=0.000 North ing=703639.2418 Easting=106458.1349 I STORMWATER OUTFALL HEADWALL AND WINGWALL PLAN & PROFILE 5445 5445 ST - 0+48.41 ELE =5439.86 ST 0+39.99 ELE V=5439.86 ST 0+39.99 5440 ELFIV=5437.82-\ ST 0+27.95 E V=5438.61 STA 0+18.66 ELE V=5438.61 STA- 0+27.95 ELEV=5437.82 STA= 0+17.60 WQ EME ELEV=5437.55 i OV HANDRAIL START / \ 48" - STA= 0+1K.19 ELEV=543 .68 I HDPE STA= 0+18.61 ELEV=5434.18 12" STA= 0+48.41 ELEV=5438.19 STA= 0+50.19 ELEV=5437.75 HANDRAIL ST P -STA= 0+52.72 ELEV=5436.92 STA= 0+57.68 ELEV=5435.28 5440 STA= 0+60.76 ELEV=5435.28 STA= 0+68.24 ELEV=5437.74 HANDRAIL STO STA= 0+79.73 ELEV=5436.44 STA= 0+79.73 ELEV=5436.44 DOWEL WING LL 12" INTO EXISTINC STRUCTURE - - #4 - 2'-0" 1'-6' HANDRAIL STAR STA= 0+65.81 5435 PVC I )LYELEV5435 92 STA= 0+02.95 JVERFLOW CHANNELSTA= 0+79.73 ELEV=5433.89 ELEV=5434.18 STA= 0+68.24 TOP OF 6" ELEV=5434.18 CONCRETE - APRON �WINGWALL 30" RCP WINGWALL STA= 0+68.24 STA= 0+18.60 ELEV=5431.18 ELEV=5431.18 HEADWALL 5430 5430 0+00 0+85 NOTE: 1. REFER TO CDOT M STANDARDS (THIS SHEET) FOR REINFORCING DETAILS 2. REFER TO SHT. 19 FOR HANDRAIL DETAILS W O a U 1 CD U_ z 0 Lijm Q0�m�11� _J V LO U Q 0 Q 0 U Z T_ .t fN w E w W • a a Z U- =QUO W m mo~°o U m Q z Ir z W1z0 O Q J Z z z 0O2O= Z) trU)&=;o Q 0 o�o�E� . w WFF»� LL z ?Wo>oz cn=a0W0 0 U) F-- a: Z w0 0z,-[-- z0 of O w F > Z w Q Q z J W U= O m a Z Y13� � O U) n 1 Q z> - _z W w��Iat oo < 0 U) ar .6 Ir LLwF O mzo?Irz w \W U/ W z W Q z O O W � O Fn W W m z U _ UJ O ZQ m BB17-006 r COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreementwith B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS BID ITEM 6' DRIVEWAY WIDTH SHOWN ON PLANS 6' B DRIVEWAY SLOPE VARIES WING (TYP.) LOPE CONCRETE SIDEWALK VARIES A 2% 27 2% 2% 2% A SIDEWALK WIDTH 12:1 SHOWN ON PLANS 12:1 B CONCRETE CU AND GUTTER CONCRETE DRIVEWAY ENTRANCE TYPE 3 6' DRIVEWAY WIDTH 6' TRANSITION SHOWN ON PLANS TRANSITION DRIV 4" 6" 4" WIN( 611 611 CONCRETE SIDEWALK CONCRETE CONCRETE SIDEWALK SECTION A—A PAVEMENT DRIVEWAY TRANSITION SIDEWALK WIDTH SHOWN ON PLANS SHOWN ON PLANS 6.. 6.. VARIE_ S 2% ° e � \ e ° ° e e A e e e • DRIVEWAY (BY OTHERS) SECTION B -B CURB & GUTTER NOTES 1. DRAINAGE STRUCTURES, TRAFFIC SIGNAL EQUIPMENT, JUNCTION BOXES, AND OTHER OBSTRUCTIONS SHOULD NOT BE PLACED IN FRONT OF THE DRIVEWAY RAMP ACCESS AREAS. 2. FOR THE CURB AND GUTTER SHOWN, SEE PLANS FOR CURB TYPE. 3. RAMP SLOPES SHALL BE 12:1 OR FLATTER. FZZ-'Z,, ON r;FA CONCRETE CURB & GUTTER i:1V TYPE 3 ISOMETRIC VIEW Computer File Information Sheet Revisions Colorado Department of TransportationCURB GUTTERS,STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DD R -X Date: Comments 4201 East Arkansas Avenue C ) O T Denver Colorado 80222 > ndalrevise the Curb Ramp details Added and Last Modification Date: 07/04/12 Initials: LTA Full Path: R -X 02/23/17 �� 7-98 083 AND SIDEWALKS 7 M-609-1 www.coloradodot.info/business/designsupport R -X Fax: ( 03) 7 D ARMENT r s aiN Fax: (303) 757-9820 Drawing File Name: 609010404.dgn R -X R -X Project Development Branch DD/LTA Issued By: Project Development Branch on July 4, 2012 Sheet No. 4 of 4 Issued By: Project Development Branch on July 4, 2012 CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English 6' _I_ 4' MIN. _I_ 61 RAMP TURNING SPACE RAMP VARIES 4" TO 8" 611 611 ° e 4" CONCRETE 4" PEDESTRIAN CURB CE n-rTnKl 0-0 (SEE NOTE 3) ISOMETRIC VIEW CONCRETE PEDESTRIAN CURB (SEE NOTE 3)r►' A L.O.-A CURB RAMP TYPE 2B SEE NOTE 1 111111111111121 1. CURB RAMP TYPE 2B MAY BE USED IN MID -BLOCK. 2. DIAGONAL CURB RAMPS (ON THE APEX) ARE NOT PREFERRED IN NEW CONSTRUCTION. A SINGLE DIAGONAL CURB RAMP (ON THE APEX) WILL ONLY BE PERMITTED DURING RECONSTRUCTION OR ALTERATION WHERE PHYSICAL OR SITE CONSTRAINTS PREVENT TWO CURB RAMPS FROM BEING INSTALLED. THE ENGINEER SHALL PROVIDE APPROVED JUSTIFICATION DOCUMENTATION (COOT CURB RAMP DESIGN VARIANCE REQUEST FORM). ALL CURB RAMPS INSTALLED ON THE APEX MUST MEET THE STANDARDS AS DEFINED IN M-608-1. 3. THE PEDESTRIAN CURB MAY BE OMITTED IF THE GROUND SURFACE AT THE BACK OF THE CURB RAMP OR LANDING IS THE SAME ELEVATION AS THE CURB RAMP OR LANDING AND THERE IS NO MATERIAL TO RETAIN. A PEDESTRIAN CROSSWALK (TYP.) Computer File Information Sheet Revisions Colorado Department of Transportation STANDARD PLAN NO. Creation Date: 12/01/16 Initials: JBKO Date: Comments 4201 East Arkansas Avenue CURB RAMPS ndalrevise the Curb Ramp details Added and Last Modification Date: 02/23/17 Initials: LTA R -X 02/23/17 `� Denver, Colorado 80222 M-608-1 Full Path:www.coloradodot.info/business/designsupport R -X • Phone: (303) 757-9021 Drawing File Name: 6080102010.dgn R -X Fax: (303) 757-9820 Project Development Branch JBK/LTA Sheet No. 2 of 10 Issued By: Project Development Branch on July 4, 2012 CAD Ver.: MicroStotion V8 Scale: Not to Scale Units: English R -X Include Sheets 1, 2, and 4 of CDOT M-609-1, Curb, Gutter, and Sidewalks (not just Sheet 4). Sheets 1 & 2 detail the c & g & sw that are also needed in these plans. 1V_1: Ml 1.11 Include a title for this detail Handrail Po: 1/ "x 5" x 5" Mild Steel Plate 2-1/2 x 6" Anchor Bolts NYLOPLAST INLINE DRAIN WITH DOME GRATE (1) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. a 00® 1 MINIMUM PIPE BURIAL DEPTH PER PIPE INVERT ACCORDING TO MANUFACTURER PLANS/TAKE OFF RECOMMENDATION THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 1 8" 30" DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4" - 24"). 3 8" 30" DOME GRATES HAVE NO LOAD RATING 11►1�I►1��7:7_11►1 Wing Wall Railing Where Applicable ) Top Of Wingwall op Of eadwall Typ. TYPE 1 ANCHOR PLATE DETAIL Vertical Posts Equally Spaced 8'-0" Maximum -Post And Rails 2" Steel Pipe, (Typical) Grind Smooth (Typical) Handroil Pc X " 1/4 5 x 5" Mild Steel Plate 4-3/8" x 5 Expansion Bolts In Shrink— Proof Epoxy MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) (3) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) a INTEGRATED DUCTILE IRON O GRATE TO MATCH BASIN 0. D. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" BASED ON MANUFACTURING REQ.) 4" MIN ON 8" - 24" 6" MIN ON 30" 8" - 30" NYOPLAST DRAIN DETAILS NTS Vertical Posts Equally Spaced 8'-0" Maximum Ends Prior Grind Smooth Velding (Typical) Top Of Headwall II I u Anchor Connection Type 1, 2, Or 3 Per Plans ELEVATION TYPE 2 Hondrail Post -out Under Plate _T as needed Max. /2" 10„ x 21/2"0 ap Of Standard �adwall Pipe EXPANSION BOLT DETAIL 1/4 " x 5" x 5" Mild Steel Plate Pipe To Extend 1/2" Above Top Of Headwall TYPE 3 z rn PIPE SLEEVE DETAIL 2" — Long Radius Elbow Typical N I N I N CONSTRUCTION NOTES 1. Paint handrail per MAG Specifications Section 530. Color per client. 2. Vertical posts to be evenly spaced. I..1— W U z 0 Q U_ IL 0 z W 0 U U z Q W CO Q 0 m }; z LO co C 2 oN 2 Q i U Z�ZQ (N W W J J 0 o Q Q L, Ov cn>�0 Q LD M — z W U � W o2 0 of M UzW z�=zc)o J Z a =0 ' OU = wU)ow�z 0 of co v- w w��»� � w � Z U) 0 y D U) � z = ' U 0 (Dzmu;oo zo 0 wQ>z�o Z Wv=Oopa Q Z O Z z W W d H m — oa 1-- W H 0 [ODD—of_ W UJ CO z W w Z 0 � Oo LJ,J co C/) Y W � � UJ w m J 0 � < Z U' �m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS 2 y 24" DIA. MANHOLE FINAL RING AND COVER GRADE 2-501 IN TOP SLAB (TYP.)(-3-1103 x 5'-0" 3" PIPE 503 @ 12"19& 5-402 12"11 1 4-1101 CONCRETE } z f� OfgpA i ECCENTRIC CONE SPACE OR GROU9-401 T l F SPACE EVENLY (TYP.) 9 2 -0 9 • (V-2" MIN.) o pA pl tif4c i i (TYP.) FLEXIBLEJ 4-1102 x 2'-8" LONG I 3-502 48 MIN. ° JOINT SEAL a 1611 MAX. z o (PLACE DIAGONALLY - SHALL CONFORM ! AROUND OPENING) - - - - - - - - - A 16" + W + I.D./2 D (UNIFORM SPACING ° TO AASHTO M 198 z o El OR TO WITHIN 3" OF BETWEEN STEPS) e (TYP.) = N ! 1'-011 TOP SLAB PLAN CYLINDRICAL OPENING 5.. " SLAB o H ,< 5-402 @ 12" a2-501 IN TOP SLAB (TYP.) ° 8 PIPE - - - - - - - 3 - 502 x T-0" 6' 503 12" W CLASS B CONCRETE N 503 (TYP.) D o 11 I MARK ° I.D. ° + 0 I D FORMULAS 12 � .1/2" SLOP ;° 3-1103 x 5'-0" 9611 •°e D ECCENTRIC CONE MAY BE USED WHEN THE MANHOLE "H" HEIGHT D CV o ° H ID/4 18 0 3 11 18 p 18 18 401 401 + N 0.668fL� 9-401 8'-1" 8'-8" 9'-3" 9'-10" 4-1101 x 21" + 2W + I.D. 12'-2" 4:1 SLOPE ° EIGHT 97.2 104.2 SPACE EVENLY 118.2 132.3 146.3 SPACE @ 3" (OVER e O p\ O .4 ° °- p (TYP.) 5 5 a > 5 (TYP.) 402 4 III 0.668 ° , .° CYLINDRICAL OPENING) 6'-7" • / 8'-41' 9'-6" BAR LENGTH = I.D. + 2W 9. ALL PIPE ENTRIES INTO THE BASE OF MANHOLE SHALL BE CLASS B WEIGHT e 4:1 SLOPE 1 22.0 501 & 502 ■T 31.7 e e e e e e e NO. REQ'D. CONCRETE 3" 17 17 17 17 17 501 501 5 1 1.043 LENGTH 7'-5" 8'-0" 8'-7" 9'-2" 28"+2W+I.D. 11'-6" T_6" MIN. DEPTH GRANULAR (VARIES T-2" TO 11'-109 BEDDING MATERIALF 141.8 ° 183.2 203.9 SECTION 502 A SECTION A 9-401 (N0. REQ'D. MANHOLE BOX BASE 25 26 MARK SIZE TYPE #/T.FT. BARS I D FORMULAS 54 60 �� 66 72 �� 8411 9611 ECCENTRIC CONE MAY BE USED WHEN THE MANHOLE "H" HEIGHT IS AT LEAST 8 FT. ° 0. REQ'D. 18 18 18 18 18 18 401 401 4 1 0.668fL� ENGTH 8'-1" 8'-8" 9'-3" 9'-10" 11'-0" 12'-2" BAR LENGTH = 32" + 2W + I.D. ° EIGHT 97.2 104.2 111.2 118.2 132.3 146.3 IS REQUIRED FOR 450 OR GREATER. NO. REQ'D. 5 5 5 5 5 5 402 402 4 III 0.668 LENGTH 5'-5" 6'-011 6'-7" 7'-2" 8'-41' 9'-6" BAR LENGTH = I.D. + 2W 9. ALL PIPE ENTRIES INTO THE BASE OF MANHOLE SHALL BE CONNECTED BY OPEN CHANNELIZATION ADJUSTED FOR PIPE SIZE, WEIGHT 18.1 20.0 1 22.0 23.9 1 27.8 31.7 NO. REQ'D. 17 17 17 17 17 17 501 501 5 1 1.043 LENGTH 7'-5" 8'-0" 8'-7" 9'-2" 10'-4" 11'-6" BAR LENGTH = 24" + I.D. + 2W WEIGHT 131.5 141.8 152.2 162.5 183.2 203.9 502 5 (N0. REQ'D. 22 23 25 26 29 32 502 r 24+I.D.+2W 1 I 1.043 LENGTH WEIGHT 5'-0" 114.7 5'-0" 119.9 5'-01' 130.4 5'-0" 135.6 5'-0" 151.2 5'-0" 166.9 NUMBER BARS REQ'D. = 3 + ` 1 +1 5 503 5 II 1.043 fNO. REQ'D. LENGTH 16 16 18 18 20 24 503 2 / 13+I.D.+2W +1) WEIGHT 12'-101 214.2 13 -5 223.9 14'-0' 262.E 14'-7" 273.8 15 -9 328.5 16'-11" 423.5 NUMBER BARS REQ'D. = 1 6 12 BAR LENGTH = 4'-9"+2(16+W+I.D./2) REQT. 12 14 14 16 18 20 504 2W+I.D.-4 504 5 1 1.043 fN0. LENGTH 8'-1" 8'-8" 9'-3" T-10" 11'-0" 12'-2" NUMBER BARS REQ'D. = 2 ( 11 +1 } 12 WEIGHT 101.2 126.6 135.1 164.1 206.5 253.8 BAR LENGTH = 32"+2W+I.D. REQ'D. 4 4 4 4 4 4 1101 1101 11 1 5.313 fNO. LENGTH 7'-2" 7'-9" 8'-4" T-11" 10'-1" 11'-3" BAR LENGTH = 21" + I.D. + 2W WEIGHT 152.3 164.7 177.1 189.5 214.3 239.1 NO. REQ'D. 4 4 4 4 4 4 BENDING 1102 11 I 5.313 LENGTH 2'-8" 2'-8" 2'-8" 2'-8" 2'-8" 56.7 TYPE I WEIGHT 56.7 56.7 56.7 56.7 56.7 T-8" STRAIGHT N0. REQ'D. 31 3 3 31 3 311 TYPE II r--4'-9"----11103 11 1 5.313 LENGTH 51-011 N 51-011 51-011 N 51-011 N 51-011 51-0 WEIGHT 79.7 79.7 79.7 79.7 79.7 79.7 116"+W+I.D./2 REINFORCING STEEL TOTAL 965.6 12037.5 11127.2 11204.0 1)380.2 11601.6 11 1 TYPE III 11.2.1�� CONCRETE - CUBIC YARDS - TOTAL 6.0 6.6 7.3 8.0 9.5 11.1 NOTE: QUANTITIES ARE BASED ON SAME SIZE PIPE ENTRANCE TO AND EXIT FROM � BASE AND A 4 FT. MANHOLE ENTRANCE INTO TOP SLAB OF BASE. I.D.+2W-38" �.I� f 502 @ 5" CC. PLAN 503 n FIu rrr, THROUGH PIPE ONE LATERAL QUANTITIES FOR CONCRETE MANHOLE BOX BASE Computer File Information Sheet Revisions Colorado Department of Transportation Creation Date: 07/04/12 Initials: DD Date: Comments A4201 East Arkansas Avenue Last Modification Date: 07/04/12 Initials: LTA R -X ) 0 T Denver, Colorado 80222 Full Path:www.coloradodot.info/business/designsupport R -X --�� Phone: (303) 757-9083 --- Drawing File Name: M06040200103.dgn R -X DEPARTMENT OF TRFax: (303) 757-9820 ANS AMIN CAD Ver.: MicroStation V8 Scale: Not toscale units: English R -x Project Development Branch DD/LTA FLEXIBLE JOINT SEAL SHALL CONFORM TO AASHTO M 198 (TYP.) CLASS B CONCRETE BASE #4@12"� 3" TOE POCKETS AT 16" O.C. IF TOP OF BENCH >_ 18" ABOVE INVERT MANHOLE RISER 311 3" MIN. MIN. ° %211 SLOPE D � D ( ° . #4 U 0 1211 ALL BASES '�L6" MIN. MANHOLE RISER O.D.+ 6 INCHES SECTION B -B CF MAY BE POURED SQUARE AT CONTRACTOR'S OPTION. C B �' D BENCH \ B L + J STE l L C PLAN MANHOLE I.D. L14 ll�n TYPICAL TIE BAR FLOW I FLOW D D. INVERT ELEVATION �\ �\ �\ �\ �\ �\ ,�\ �\ INVERT ELEVATION SHOWN IN PROFILE SHOWN IN PROFILE SECTION C -C CAST -IN-PLACE SLAB BASE i D L INVERTS, SPECIAL BASE/CHANNEL DETAILS WILL BE SHOWN ON THE PLANS. 10. FLOW CHANNELS AND INVERTS SHALL BE FORMED BY SHAPING WITH CLASS B CONCRETE OR APPROVED GROUT. 9-401 11. STUB -OUTS SHALL EXTEND 2 FT. MINIMUM BEYOND OUTSIDE WALL SURFACE OF MANHOLE AND BE SATISFACTORILY PLUGGED. 12. THE SLOPE OF THE MANHOLE COVER SHALL MATCH THE ROADWAY PROFILE AND CROSS SLOPE. WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER I/q" MIN. TO I/2" MAX. SECTION A -A (STEEL IN BOTTOM OF BASE) B CONCRETE D USED FOR 2 LIZATION D p a D ° D1 Di MIN. D 2 MIN. ANGLED LATERALS TYPICAL CHANNELIZATION DETAILS 48" MIN. L911 MIN. CLASS B CONCRETE. REINFORCING CONFORMING TO ASTM C 47 r_� 811 MIN. 6" MIN. FE Lo- E PLAN D %2" SLOPE --SEE TYP. TIE BAR #4 @ 12"1 EACH WAY 3" CLEAR MANHOLE RING AND COVER (RIM ELEVATION) A FINAL GRADE IN UNPAVED AREA USE CEMENT GROUT GRADE RINGS OR 24" BRICK COURSES ° > ° PRECAST MANHOLE p ' � L6- SECTIONS °O e D ° ♦ WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER ° 1/4" MIN. TO %2" MAX. FLAT TOP SECTION DETAIL MANHOLE RING AND COVER FINAL GRADE SEE SHEET 3 FOR CONCRETE D1 CURVED nrrl rrTno MANHOLES Issued By: Project Development Branch July 4, 2012 PF 4' DIA. MANHO PRECAS FLEXIBLE SEAL CONE TO AASHTI (TYP.) FLOW FLOw D p INVERT ELEVATION INVERT ELEVATION SHOWN IN PROFILE SHOWN IN PROFILE SECTION E -E PRECAST SLAB BASE Computer File Information Sheet Revisions Creation Date: 07/04/12 Initials: DD Date: Comments Last Modification Date: 07/04/12 Initials: LTA R -X Full Path: www.coloradodot.info/business/designsupport R -X Drawing File Name: M06040200203Agn R -X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X MANHOLE RISER DETAIL SHARP ANGLE STANDARD PLAN NO. M-604-20 Sheet No. 1 of 3 A A U ❑000000 ❑COCOC❑ ❑00000 000000 1" 0000O�� Coco SLOT 26" ill - 24" 1 811 3411 TOTAL WEIGHT: APPROXIMATELY 400 LBS. SHALL BE GRAY OR DUCTILE CAST IRON IN ACCORDANCE WITH SUBSECTION 712.06. SECTION A -A MANHOLE RING AND COVER LEGEND VARIES 12" MIN. SUITABLE SUBGRADE GRANULAR BEDDING MATERI 811 CONCRETE 1 6' -CII MIN. PRECAST MANHOLE BASES NOTES: 1. THE BASE SLAB SHALL BE POURED MONOLITHICALLY WITH BOTTOM R ER SECTION. 2. PRECAST MANHOLE BASES SHALL FIT THE CONDITIONS AND LOCATI S FOR WHICH THEY ARE INTENDED WITHOUT ANY FIELD MODIFICATIONS. ANY MA OLE BASE WHICH REQUIRES FIELD CUTTING OR MODIFICATION IN ORDER TO IT THE LOCATIONS INTENDED WILL BE REJECTED BY THE ENGINEER AND REMOVED D REPLACED BY THE CONTRACTOR AT NO COST TO THE DEPARTMENT. 3. PRECAST MANHOLE BASES SHALL BE BEDDED ON AN APPROVED GRANULAR BEDDING MATERIAL AS SHOWN ABOVE. Colorado Department of Transportation 4201 East Arkansas Avenue MANHOLES "1 0 T Denver, Colorado 80222 Phone: (303) 757-9083 DEPARTMENT OF TRANSPORTATION Fax: (303) 757-9820 Project Development Branch DD/LTA Issued By: Project Development Branch July 4, 2012 STANDARD PLAN NO. M-604-20 Sheet No. 2 of 3 Need to include the following Standard City Details in this plan set: a. Typical Asphalt Detail (detail S -E-01 HNIA.dwg) This detail is already included on Sheet 18. Remove duplicate detail. CL OF RIGHT OF WAY 2' UTILITY FL ZONE PL 28' 19' 6" 17' �2' 5'MIN. 11' THRU LANE SIDEWALK o 1 /4"/FT *2% /o TYP. 1 /FT a 3: f M AX SUBGRADE COMPACTED TO MINIMUM DENSITY PER SOIL CLASSIFICATION, CDOT SECTION 203.07 4" HMA (GR S, PG 64-22) HOT MIX ASPHALT AS SPECIFIED ON DRAWING BOND BREAKER HERE WHEN ABUTTING EXISTING CONC. SAWCUT EXISTING WHEN REQ' VERTICAL CURB WITH SIDEWALK 6" MIN. COMPACTED SUBGRADE 2" HMA (GR SX, PG 64-22) 53' MIN. ROW LANEAGE SECTION NOT TO SCALE RECOMMENDED RESIDENTIAL STREET WITH PARKING (VCG) *1 % MIN. - 4% MAX. �lliii City of S -A01 LOC.RESID.VCG DETAIL qrWh6atR,,,od a CODE g LOCAL RESIDENTIAL STREETS DEPARTMENT OF PUBLIC WORKS WITH PARKING S ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 W 0 U U z Q W CO Q 0 m }; z LO co ICU 2 CCN < E i-- rn > C) z z < (N w W J J 0 Q Q OEC U) > O Q of LIJ m = 0 Z (n O � J Z W U � w Fn 0 " < CO Z=Uo Z J z a == � OU = 0 WU)OW�z 0 ofco0 } D L O J EY EY 13 W w��»� �_ z:,:J:,w�oc=a CMZ=E_U LL_0 �z'o- Z0 0 wQ>z_5o Z Wv= O m a Q zOZ�Zw ui � m J Q O�W J � dSH�'iH O m�OZEY� LL_ UJ � z W w Z 0 �Oo W � � w m U�< UJ J 0 � � Z U' �m BB17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS 3 GENERAL NOTES 1. SINCE ALL PIPE ENTRIES INTO THE BASE ARE VARIABLE, THE DIMENSIONS SHOWN ARE TYPICAL. ACTUAL DIMENSIONS AND QUANTITIES FOR CONCRETE AND REINFORCEMENT SHALL BE AS REQUIRED IN THE WORK. 2. THE PRECAST FLAT TOP MAY BE USED ON ANY MANHOLE. THE ECCENTRIC CONE MAY BE USED WHEN THE MANHOLE "H" HEIGHT IS AT LEAST 8 FT. ° 3. THE MANHOLE RING FRAME SHALL BE SET IN A BED OF GROUT. e THE FRAME SHALL BE SURROUNDED WITH A CEMENT GROUT IN UNPAVED AREA,OR A CONCRETE COLLAR IN PAVED AREA. SEE ° 5'-4" DETAILS ON SHEETS 2 AND 3. ° 4. DESIGN OF BOX BASE IS BASED ON STRAIGHT RUNS OF PIPE OR CHANGE IN DIRECTION OF LESS THAN 450. SPECIAL DESIGN IS REQUIRED FOR 450 OR GREATER. 5. PRECAST MANHOLES AND REINFORCEMENT SHALL CONFORM TO AASHTO M 199 (ASTM C 478). 504 @ 12" (TYP.) 6. CAST -IN-PLACE MANHOLES SHALL BE CLASS B CONCRETE. (PLACE TO WITHIN 7. STEPS SHALL BE REQUIRED WHEN THE MANHOLE DEPTH EXCEEDS 3" OF CYLINDRICAL 3 FT. -6 IN. AND SHALL CONFORM TO AASHTO M 199. OPENING) 8. ALL REINFORCING STEEL SHALL BE GRADE 60 AND EPDXY COATED. VERTICAL STEEL SHALL BE PLACED AT CENTERLINE OF WALL. ALL BARS SHALL HAVE A 2 IN. MINIMUM CLEARANCE. 9. ALL PIPE ENTRIES INTO THE BASE OF MANHOLE SHALL BE CONNECTED BY OPEN CHANNELIZATION ADJUSTED FOR PIPE SIZE, SHAPE, SLOPE, AND DIRECTION OF FLOW. DETAILS SHOWN ARE TYPICAL FOR INSTALLATIONS WITH ALL INVERTS OF SAME RELATIVE 5nj ELEVATION. FOR EXCESSIVE ELEVATION DIFFERENCE BETWEEN INVERTS, SPECIAL BASE/CHANNEL DETAILS WILL BE SHOWN ON THE PLANS. 10. FLOW CHANNELS AND INVERTS SHALL BE FORMED BY SHAPING WITH CLASS B CONCRETE OR APPROVED GROUT. 9-401 11. STUB -OUTS SHALL EXTEND 2 FT. MINIMUM BEYOND OUTSIDE WALL SURFACE OF MANHOLE AND BE SATISFACTORILY PLUGGED. 12. THE SLOPE OF THE MANHOLE COVER SHALL MATCH THE ROADWAY PROFILE AND CROSS SLOPE. WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER I/q" MIN. TO I/2" MAX. SECTION A -A (STEEL IN BOTTOM OF BASE) B CONCRETE D USED FOR 2 LIZATION D p a D ° D1 Di MIN. D 2 MIN. ANGLED LATERALS TYPICAL CHANNELIZATION DETAILS 48" MIN. L911 MIN. CLASS B CONCRETE. REINFORCING CONFORMING TO ASTM C 47 r_� 811 MIN. 6" MIN. FE Lo- E PLAN D %2" SLOPE --SEE TYP. TIE BAR #4 @ 12"1 EACH WAY 3" CLEAR MANHOLE RING AND COVER (RIM ELEVATION) A FINAL GRADE IN UNPAVED AREA USE CEMENT GROUT GRADE RINGS OR 24" BRICK COURSES ° > ° PRECAST MANHOLE p ' � L6- SECTIONS °O e D ° ♦ WHEN FINAL GRADE IS PAVEMENT SURFACE, RECESS MANHOLE RING AND COVER ° 1/4" MIN. TO %2" MAX. FLAT TOP SECTION DETAIL MANHOLE RING AND COVER FINAL GRADE SEE SHEET 3 FOR CONCRETE D1 CURVED nrrl rrTno MANHOLES Issued By: Project Development Branch July 4, 2012 PF 4' DIA. MANHO PRECAS FLEXIBLE SEAL CONE TO AASHTI (TYP.) FLOW FLOw D p INVERT ELEVATION INVERT ELEVATION SHOWN IN PROFILE SHOWN IN PROFILE SECTION E -E PRECAST SLAB BASE Computer File Information Sheet Revisions Creation Date: 07/04/12 Initials: DD Date: Comments Last Modification Date: 07/04/12 Initials: LTA R -X Full Path: www.coloradodot.info/business/designsupport R -X Drawing File Name: M06040200203Agn R -X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: English R -X MANHOLE RISER DETAIL SHARP ANGLE STANDARD PLAN NO. M-604-20 Sheet No. 1 of 3 A A U ❑000000 ❑COCOC❑ ❑00000 000000 1" 0000O�� Coco SLOT 26" ill - 24" 1 811 3411 TOTAL WEIGHT: APPROXIMATELY 400 LBS. SHALL BE GRAY OR DUCTILE CAST IRON IN ACCORDANCE WITH SUBSECTION 712.06. SECTION A -A MANHOLE RING AND COVER LEGEND VARIES 12" MIN. SUITABLE SUBGRADE GRANULAR BEDDING MATERI 811 CONCRETE 1 6' -CII MIN. PRECAST MANHOLE BASES NOTES: 1. THE BASE SLAB SHALL BE POURED MONOLITHICALLY WITH BOTTOM R ER SECTION. 2. PRECAST MANHOLE BASES SHALL FIT THE CONDITIONS AND LOCATI S FOR WHICH THEY ARE INTENDED WITHOUT ANY FIELD MODIFICATIONS. ANY MA OLE BASE WHICH REQUIRES FIELD CUTTING OR MODIFICATION IN ORDER TO IT THE LOCATIONS INTENDED WILL BE REJECTED BY THE ENGINEER AND REMOVED D REPLACED BY THE CONTRACTOR AT NO COST TO THE DEPARTMENT. 3. PRECAST MANHOLE BASES SHALL BE BEDDED ON AN APPROVED GRANULAR BEDDING MATERIAL AS SHOWN ABOVE. Colorado Department of Transportation 4201 East Arkansas Avenue MANHOLES "1 0 T Denver, Colorado 80222 Phone: (303) 757-9083 DEPARTMENT OF TRANSPORTATION Fax: (303) 757-9820 Project Development Branch DD/LTA Issued By: Project Development Branch July 4, 2012 STANDARD PLAN NO. M-604-20 Sheet No. 2 of 3 Need to include the following Standard City Details in this plan set: a. Typical Asphalt Detail (detail S -E-01 HNIA.dwg) This detail is already included on Sheet 18. Remove duplicate detail. CL OF RIGHT OF WAY 2' UTILITY FL ZONE PL 28' 19' 6" 17' �2' 5'MIN. 11' THRU LANE SIDEWALK o 1 /4"/FT *2% /o TYP. 1 /FT a 3: f M AX SUBGRADE COMPACTED TO MINIMUM DENSITY PER SOIL CLASSIFICATION, CDOT SECTION 203.07 4" HMA (GR S, PG 64-22) HOT MIX ASPHALT AS SPECIFIED ON DRAWING BOND BREAKER HERE WHEN ABUTTING EXISTING CONC. SAWCUT EXISTING WHEN REQ' VERTICAL CURB WITH SIDEWALK 6" MIN. COMPACTED SUBGRADE 2" HMA (GR SX, PG 64-22) 53' MIN. ROW LANEAGE SECTION NOT TO SCALE RECOMMENDED RESIDENTIAL STREET WITH PARKING (VCG) *1 % MIN. - 4% MAX. �lliii City of S -A01 LOC.RESID.VCG DETAIL qrWh6atR,,,od a CODE g LOCAL RESIDENTIAL STREETS DEPARTMENT OF PUBLIC WORKS WITH PARKING S ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE 10/2016 W 0 U U z Q W CO Q 0 m }; z LO co ICU 2 CCN < E i-- rn > C) z z < (N w W J J 0 Q Q OEC U) > O Q of LIJ m = 0 Z (n O � J Z W U � w Fn 0 " < CO Z=Uo Z J z a == � OU = 0 WU)OW�z 0 ofco0 } D L O J EY EY 13 W w��»� �_ z:,:J:,w�oc=a CMZ=E_U LL_0 �z'o- Z0 0 wQ>z_5o Z Wv= O m a Q zOZ�Zw ui � m J Q O�W J � dSH�'iH O m�OZEY� LL_ UJ � z W w Z 0 �Oo W � � w m U�< UJ J 0 � � Z U' �m BB17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS 3 Laudick & Laudick Engineering, LLC QUAIL CREEK ESTATES FINAL DRAINAGE REPORT September 25, 2017 Revised: January 8t", 2018 Prepared By: Laudick & Laudick Engineering, LLC Contact: Nathan Laudick, PE Email: nathan@laudickeng.com Phone 419-203-5000 Prepared For: Workshop Denver Contact: Brad Weiman Email: brad@workshopdenver.com Phone 720-749-9240 CITY OF WHEAT RIDGE PUBLIC WORKS 1/10/2018 RECEIVED 1/10/2018 3rd Submittal 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC Engineer's Certification "This Final Drainage Report for the Quail Creek Estates Subdivision was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Wheat Ridge Site Drainage Requirements and was designed to comply with the provisions thereof' Nathan Laudick, PE Registered Professional Engineer State of Colorado No. 51224 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC Table of Contents I. INTRODUCTION.................................................................................................................................. 4 A. SITE LOCATION...............................................................................................................................4 B. SITE DESCRIPTION.........................................................................................................................4 C. PROPOSED PROJECT DESCRIPTION..........................................................................................5 D. FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO SITE .............................................. 5 II. HISTORIC DRAINAGE SYSTEM......................................................................................................... 5 A. MAJOR DRAINAGE BASINS............................................................................................................5 B. SUB -BASINS AND SITE DRAINAGE...............................................................................................5 III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM............................................................................ 6 A. CRITERIA..........................................................................................................................................6 B. RUNOFF........................................................................................................................................... 7 C. DETENTION......................................................................................................................................8 D. STREETS..........................................................................................................................................9 E. OPEN CHANNEL FLOW.................................................................................................................. 9 F. STORM SEWERS...........................................................................................................................10 IV. CONCLUSIONS..................................................................................................................................11 A. Discuss Impact of Improvement......................................................................................................11 B. State Compliance with Applicable Criteria......................................................................................12 C. Flood Hazard Zone —Wheat Ridge Zoning Ordinance...................................................................12 V. REFERENCES...................................................................................................................................13 APPENDIX A — Proposed Drainage Map....................................................................................................... APPENDIX B — Hydrologic Calculations......................................................................................................... APPENDIX C — Hydraulic Calculations........................................................................................................... APPENDIX D - NRCS Soils Report................................................................................................................ APPENDIXE —FIRM Map.............................................................................................................................. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC INTRODUCTION A. SITE LOCATION The Quail Creek Estates Subdivision (the Site) is an approximate 2.28 -acre residential subdivision located in the City of Wheat Ridge, Jefferson County, and is situated along Quail Street and 32"' Ave. The site lies north of W. 32"' Avenue, east of the Applewood Baptist church and south of recent Quail Hollow Subdivision. The parcel is described as Lot 6, Applewood Knolls, 12th Filing and is located in the NW Ya of Section 28, Township 3 South, and Range 69 West of the 6th P.M. VICINITY MAP SCALE: 1"=2000' B. SITE DESCRIPTION The Quail Creek Estates Subdivision is comprised of approximately 2.28 acres. The site has one residential structure and is mostly open with several trees along the drainage, an unnamed Tributary to Lena Gulch, which traverses the property from the southeast to the northerly property line. The Site is bordered to the east, north, and south by single family residential subdivisions and to the west by Applewood Baptist Church. The Site predominantly slopes from south to north and slightly east to west. The Site is comprised of slopes ranging from two percent in the southerly portion to ten percent on the easterly side. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC The site is comprised of type C hydrologic soils group (refer to appendix E for soils report and map). There are no known significant geologic features or known irrigation ditches that exists on site. C. PROPOSED PROJECT DESCRIPTION The proposed land is a single family residential subdivision consisting of 4 residential lots and street improvements that provide access. All residential lots are located outside the mapped FEMA 100 -year floodplain. The unnamed tributary to Lena Gulch will be piped along the southern property boundary to a concrete channel along the west property line of the project. An overflow channel has been proposed to capture overflowfrom 32"' Ave and convey to the same said concrete channel. D. FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO SITE The unnamed tributary that runs through the site is the most relevant drainage hazard to the site. Studies of Lena Gulch have been authorized by the Urban Drainage and Flood Control District and the City of Wheat Ridge and have been used as reference material in this report. These reports analyze the unnamed tributary. Below are the references of the reports and studies used in preparation of this report: Flood Hazard Area Delineation (FHAD) Lena Gulch (Lower), dated October 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. Major Drainageway Planning Lena Gulch (Lower Drainageway Hydrology Report, dated April 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. HISTORIC DRAINAGE SYSTEM A. MAJOR DRAINAGE BASINS There are no 100 -year floodplains that affect the site. B. SUB -BASINS AND SITE DRAINAGE The site is impacted by an unnamed tributary to Lena Gulch which traverses the site from the south-east to the north-west where it outfalls ultimately to Lena Gulch. The unnamed tributary to Lena Gulch is comprised of sub -basins 85 and 86 as well as a portion of sub basin 87 (approximately 1/3) as studied in the report entitled Major Drainageway Planning Lena Gulch (Lower) Drainageway Hydrology Report (ref. 5). The Applewood Baptist Church currently occupies the area within sub -basin 87. Due to fact that the church area does not drain to the unnamed 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC tributary to Lena Gulch, the area has been removed from the analysis. Peak 100 - year runoff values for these sub -basins (85 and 86) are 301 cfs and 136 cfs, respectively. These flow rates have been updated using the NOAA 14 rainfall data and using CUHP 2.0.0. The results from the updated CUHP model can be found in Appendix B. This results in a total 100 -year runoff of 437 cfs conveyed to the headwall built as part of the Quail Hollow Subdivision. The Peak 5 -year runoff values for these sub -basins are 62 cfs and 27 cfs, respectively. This results in a total 5 -year runoff of 89 cfs. It is assumed that, through pipe flow or overland flow, the 301 cfs from sub -basin 85 will impact the site from the south. However, field investigation found only a 30" RCP discharging to the site from the east along approximately the 33rd Avenue alignment. There are no other discharge points from the east to the property. Analysis of the pipes showthat they do not convey the 62 cfs as indicated for sub - basin 86. In discussions with the City for the Quail Hollow subdivision, it was agreed that the full 62 cfs from sub -basin 86 does not reach the site. The unnamed tributary to Lena Gulch is not a FEMA designated 100 -year floodplain nor is it a flood hazard area identified by UDFCD. For the 48" pipe and overflow catchment channel it was assumed that the system would convey approximately 301 cfs. The 30" RCP in sub -basin 86 will be intercepted in Quail St. and conveyed along the north property line of the site. It will discharge the 42 cfs (capacity of 30" RCP flowing full at 1.00%) into the area just upstream of the new headwall built for the Quail Hollow Subdivision. III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM A. CRITERIA 1.) The existing site was subdivided into nine basins. The nine basins consist of sub -basins Al, A2, A3, A4, A6, 0-1, 0-2, 0-3, and 0-4. All A -Basins will contribute runoff to the water quality pond, while the O -Basins either flow offsite or through the site without being captured by the water quality pond. 2.) The storm water runoff calculations in this report were performed based on methods outlined in the Manual. Due to relatively small sub -basin areas (less than 5 acres) the rational method was used to calculate storm runoff peaks for the minor and major storm events. Design rainfall was taken from the NOAA 14. Overland flow times where calculated based on Equation 6-2 of the Manual. The run-off coefficient values used in this report were taken from Table 6-4 in the Manual. 3.) The Minor Drainage System is designed to transport the runoff from the 5 -year recurrence interval with a minimum disruption to the lots. Minor storm drainage can be conveyed in the curb and gutter area of the street (subject to street classification and capacity), by storm sewer, swales between lots, and open channels. The Major Drainage System is designed to convey runoff from the 100 -year recurrence interval flood to minimize health and life hazards, damage to structures and interruption to traffic and services. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC B. RUNOFF Sub -basin Al (DP 1) (Q5 = 0.18 cfs, Q,00 = 1.03 cfs) is approximately 0.30 acres and is composed primarily of the western portion of the proposed Lot 4 and the southern 5' of Lot 3. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the 12" nyoplast inlet on the NW corner of the property. The grading was designed so that the minor storm would enter the inlet, and once the flow was constrained by the 8" PVC pipe the water would pool and spill into the adjacent overflow channel before entering the lot to the north. Sub -basin A2 (DP 2) (Q5 = 0.18 cfs, Q,00 = 1.02 cfs) is approximately 0.30 acres and is composed primarily of the western portion of the proposed Lot 3 and the southern 5' of Lot 2. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the 12" nyoplast inlet on the NW corner of the property. The grading was designed so that the minor storm would enter the inlet, and once the flow was constrained by the 8" PVC pipe the water would pool and spill into the adjacent overflow channel before entering the lot to the north. Sub -basin A3 (DP 3) (Q5 = 0.18 cls, Q,00 = 0.98 cfs) is approximately 0.29 acres and is composed primarily of the western portion of the proposed Lot 2 and the southern 5' of Lot 1. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the 12" nyoplast inlet on the NW corner of the property. The grading was designed so that the minor storm would enter the inlet, and once the flow was constrained by the 8" PVC pipe the water would pool and spill into the adjacent overflow channel before entering the lot to the north. Sub -basin A4 (DP 4) (Q5 = 0.34 cls, Q,00 = 1.60 cfs) is approximately 0.46 acres and is composed primarily of the western portion of the proposed Lot 1. Stormwater from the proposed residential lots will be conveyed from east to west along a grass swale on the property line and then directed north along a grass swale until reaching the 12" nyoplast inlet on the NW corner of the property. The grading was designed so that the minor storm would enter the inlet, and once the flow was constrained by the 8" PVC pipe the water would pool and spill into the adjacent overflow channel before entering the water quality pond to the north. Sub -basin A6 (DP 6) (Q5 = .01 cfs, Q,00 = 0.14 cfs) is approximately 0.04 acres and is composed of direct drainage to the Water Quality Pond A. The Water Quality Pond required storage is calculated as 0.025 acre feet. The pond outlet structure is proposed as a modified Type C inlet with a notch out for a water quality plate as detailed in the construction plans. The water quality plate is designed to release runoff over a maximum of 40 hours, based on the area of imperviousness draining to the pond. The Type C inlet is designed to pass 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC approximately the 25 -yr peak inflow of 2.5 cfs without overtopping the spillway. This is due to 100 -yr flows being conveyed directly to the overflow channel conveying the unnamed tributary through the site. The pond outlet structure is proposed to outfall to the north via a proposed 12" PVC and outfall into headwall built for the Quail Hollow subdivision and ultimately end up in the Lena Gulch. The expected flowrate to enter the adjacent sewer system is 0.02 cfs which is the peak water quality outflow from the pond. In storm events larger than the approximate 1.5 year storm (exceeding the WQ Volume), the pond will flow through the grate of the modified Type C inlet and through the 12" PVC. In event that the Type C inlet is clogged the pond will overtop the 5 -foot emergency spillway and flow north into the above said headwall. Because the flow into the Water Quality pond is restricted by the conveyance potential of the 8" pipe, which is 1.8cfs, the Type C inlet, with 4" of ponding over the grate, and the 5' emergency overflow will have an abundance of excess capacity to handle any event that may reach the pond. Sub -basin 0-1 (DP 7) (Q5 = 0.55 cfs, Q,00 = 1.98 cfs) is approximately 0.50 acres and is composed of front 30' of all four lots along Quail Street. The residential lots drain to roadside curb and gutter. Stormwater is conveyed to an existing triple Wheat Ridge combination inlet. This inlet was designed as part of the Quail Hollow Improvements to convey 100 -year flows without overtopping Quail Street. Sub -basin 0-2 (DP 5) (Q5 = .05 cfs, Q,00 = 1.01 cfs) is approximately 0.36 acres and is composed of Tract A, which is the overflow drainage channel. The drainage channel was designed to have a 2.5% slope. This basin collects offsite flows to convey and discharge them into the headwall built as part of the Quail Hollow Subdivision. Sub -basin 0-3 (DP 8) (Q5 = 0.02 cfs, Q,00 = 0.34 cfs) is approximately 0. 10 acres and is composed primarily of rear lot drainage from Lott. Drainage is conveyed down the access area of the WQ pond and, ultimately, all the drainage from this basin will be conveyed to the unnamed tributary to Lena Gulch. Sub -basin 0-4 (DP 9) (Q5 = 0.01 cfs, Q,00 = 0.17 cfs) is approximately 0.05 acres and is composed primarily a 10' section of Tract A. Stormwater from this basin runs into a swale along the shared property line with the church and ultimately ends up at the headwall built as part of the Quail Hollow Subdivision. C. DETENTION 1.) Due to the proximity of Lena Gulch, a major drainageway, no 5 -year or 100 - year storm water detention is required. Water quality treatment will be employed for on-site stormwater runoff. 2.) The Water Quality Pond required storage is calculated as 0.025 acre feet. The pond outlet structure is proposed as a modified Type C inlet with a notch out for a water quality plate as detailed in the construction plans. The water 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC quality plate is designed to release runoff over a maximum of 40 hours, based on the area of imperviousness draining to the pond. The Type C inlet is designed to pass approximately the 25 -yr peak inflow of 2.5 cfs without overtopping the spillway. This is due to 100 -yr flows being conveyed directly to the overflow channel conveying the unnamed tributary through the site. The pond outlet structure is proposed to outfall to the north via a proposed 12" PVC and outfall into headwall built for the Quail Hollow subdivision and ultimately end up in the Lena Gulch. The expected flowrate to enter the adjacent sewer system is 0.02 cfs which is the peak water quality outflow from the pond. In storm events larger than the approximate 1.5 year storm (exceeding the WQ Volume), the pond will flow through the grate of the modified Type C inlet and through the 12" PVC. In event that the Type C inlet is clogged the pond will overtop the 5 - foot emergency spillway and flow north into the above said headwall. Because the flow into the Water Quality pond is restricted by the conveyance potential of the 8" pipe, which is 1.8cfs, the Type C inlet, with 4" of ponding over the grate, and the 5' emergency overflow will have an abundance of excess capacity to handle any event that may reach the pond. D. STREETS Quail Street is the only street with flow from the project being introduced to it. All from from 32nd Ave is assumed to overtop the curb and enter the proposed overflow channel. The flow coming from the east on 32nd will travel along the eastern edge of Quail St. The basin 0-1 will sheet flow into the proposed Quail St. west curb and gutter and travel north until it reaches the existing type -r inlets at the NE property corner. The flow rates are 0.55 and 1.98 cfs during the 5 -yr and 100 -yr storm, respectively. Velocities are 2.88 and 4.12 fps during the 5 -yr and 100 -yr storm, respectively. The flow depth in the curb and gutter will be 0.11 ft and 0.18 ft during the 5 -yr and 100 -yr storm, respectively. The spread is 3.63 ft and 5.48 ft during the 5 -yr and 100 -yr storm, respectively. E. OPEN CHANNEL FLOW A proposed overflow channel is located along 32nd Ave and directs overflow from 32nd Ave. into the overflow channel that runs along the western property line. The first portion runs parallel to 32nd ave. The swale is trapezoidal, with a 2.50 ft. depth and side slopes of 3H:1 V and a 2 -ft. wide bottom. This yields a total width of 17.00 ft. This will only see flow when the capacity of the 36" and 42" pipe that lead to the existing box manhole at 32nd and Quail is exceeded and flow enters directly into the Quail Creek Estate site after overtopping the north curb line of 32nd Ave. The longitudinal slope of the channel is 3.00 %. The maximum depth generated in the swale during the 100 -year storm event is 1.50 ft. The channel was designed to carry 63.34 cfs at this flow depth. The maximum velocity generated in the swale during the 100 -year storm event is 6.50 fps. The swale will be grass lined with buried riprap reinforcing. A manning's n -value of 0.035 was assumed. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC After the channel described above begins to flow to the north along the west property line it flattens down to 2.5%. The channel is 17.58' wide and 2.44' deep. The swale is trapezoidal, with a 2.44 ft. depth and side slopes of 3H:1 V and a 3 -ft. wide bottom. The channel will have a consistent 2.50% longitudinal slope. The channel discharges through a proposed headwall and onto a concrete apron. The apron ties into the low flow channel of the existing headwall built for Quail Hollow. In larger events the water will overpass the lowflow channel and plunge down into the existing dual 54" pipes. The maximum depth generated in the swale during the 100 -year storm event is 1.44 ft. The channel was designed to carry 63.34 cfs at this flow depth. The maximum velocity generated in the swale during the 100 -year storm event is 6.08 fps. It is proposed that the overflow channel will be irrigated to insure vegetation will successfully take root on the 3:1 side slopes. Along with additional landscaping to soften the steep side slopes and block the view of the grass swale from the public, we think the 3:1 side slopes should be allowed. This channel will only see minor flow in 10 -yr or larger storms from the lot inlets overtopping, and major flows in larger than 50 -yr storms so the irrigation and other efforts should be sufficient to stabilize this channel. Because of the rarity of the storms in the open channel we believe the maintaining the tract by manpower is more than feasible. There should be no buildup of material that would require a skid steer to enter into overflow channel. Cross sections have been provided in the Appendix C that show the anticipated 100 -year flow through each section of the natural channel. F. STORM SEWERS There is a total of four separate storm sewer systems related to the development of the proposed Site. Pipe sizes on site range from a minimum of 8" PVC at the back of the lots to the 48" HDPE pipe conveying portions of the unnamed tributary flow. A 30" RCP pipe extension will intercept the existing flow discharging into the NE portion of the site and convey it along the north property line to the proposed headwall and concrete apron. The 30" RCP is a continuation of the existing 30" RCP and will convey the required 42 cfs. The Pond outlet in Water Quality Pond A is a modified Type C inlet with a notch out to install a water quality orifice plate. 12" PVC pipe will discharge from the Type C inlet onto the concrete discharge pad. The proposed 48" HDPE pipe through a proposed headwall and onto a concrete apron. The apron ties into the low flow channel of the existing headwall built for Quail Hollow. In larger events the water will overpass the low flow channel and plunge down into the existing dual 54" pipes. The 48" HDPE has a capacity of 237 cfs. To achieve greater cover over the 48" the two northern sections of pipe were run at a lower slope. This causes the system to become surcharges and flow under pressure. Therefore, we propose bolt -down manhole lids to contain 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC the 100 -yr flow within the pipe system. The remaining 63.34 cfs not carried in the 48" pipe in the 100 -yr storm is assumed to jump the curb on 32"' Ave at approximately the existing handicap ramp and enter the overflow channel. IV. CONCLUSIONS A. Discuss Impact of Improvement 1.) Solutions to mitigate any adverse impacts include a water quality pond constructed to provide WQCV forthe drained area. Storm sewers are designed to convey 100 -year flows within the Site meeting criteria set forth by UDFCD. The drainage patterns created by this development are consistent with the typical drainage patterns for a single-family residential subdivision. Developed storm runoff will be directed away from proposed structures to prevent damage that could otherwise occur. The developed storm runoff will flow overland in grass swales, curb and gutter, and pans to the storm inlets that will direct the flow into an underground storm sewer system. The underground storm sewer system will direct the flow to the water quality pond. The pond will store the storm runoff, treat it for water quality and release flows at acceptable rates. The facilities to be built with this subdivision will effectively prevent damage to property due to storm water runoff and will not have any adverse impacts on the 100 -year water surface elevations of Lena Gulch nor have any adverse effects on downstream properties. The streets flows, depths, velocities, and spread meet all applicable requirements. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC B. State Compliance with Applicable Criteria 1.) There are no detention ponds located within the Site due to relatively small drainage areas and proximity to the Lena Gulch Floodplain. 2.) There is an application for a U.S. Army Corps of Engineers Nationwide 29 permit associated with wetland impacts as related to the proposed development. C. Flood Hazard Zone — Wheat Ridge Zoning Ordinance The proposed development of the Site will not have any adverse impacts on the 100 -year water surface elevations of Lena Gulch nor have any adverse effects on downstream properties. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC V. REFERENCES 1. Urban Storm Drainage and Flood Control District Drainage Criteria Manual, Volumes 1, 2, and 3, Denver Regional Council of Governments, April 2008. 2. Jefferson County Storm Drainage Design and Technical Criteria, Jefferson County Colorado, October 2013. 3. FEMA FIRM 08059CO213F & 08059CO194F effective date February 5, 2014. 4. Flood Hazard Area Delineation (FHAD) Lena Gulch (Lower), dated October 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. 5. Major Drainageway Planning Lena Gulch (Lower Drainagewav Hydrology Report, dated April 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. 6. National Resources Conservation Service Web Soil Survey Golden Area, Colorado, Quail Hollow U.S. Department of Agriculture Soil Conservation Service, March 12, 2014. 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO Laudick & Laudick Engineering, LLC APPENDIX A — Proposed Drainage Map 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO II I I I I I I I I I I I I III I II II I I � I I I I I I III II I I I I I I III 10 0-1 / .50 .38 I \ . I \ 59 NI L4111111 11111111IR-im- hf--t; � _ �,� 1�-- � h°� �\ Y/i l I III I J I\ \ \ 7 it I 0-3 \ J .10 � I I III .51 Al I / A4 �s \ �II II \/V//IItiN�l �IS\ I IIII I►I I \I1/ll'� l� lI ' I ,� �1\ titII>I�\� \> �� \\ � � --�_ A3 I 229 - � .30 .27 0.46 ..56 .55 0.29 .30 -27 .56 .55 It I I - I I/ '; A/r\\1 Lb Ln 3 mmmmc=� 0I II I I / /:.EME71F3W 2, mom - S¢3' 5438 5438 439 440- 41 43' 4 4 _ 5449 5450 , h�h1 � I - \ Ln 00-4 / II I \ 1 .36 . I .04 .15 I .05.16 I .50 51 ,' __ II IIII I \• IIII I `\ III III \ 1 1 1 1 I I V I I I II I II I I III III 1 I _-- _III � // / �,�_ � �� iii call 1 h III II I I I I V I I I I I I _--------=I_ / / I�-=1-_�_________-- PROPOSED WINGWALL REINFORCE PER M-601-20 00 d da •A a A, a a .4 a a d A . CONCRETE FLOOR i N 00 A : a TRASH RACK AND WATER QUALITY ORIFICE PLATE, SEE DETAILS AQ A a . Al . A WATER QUALITY WSEL=5439.90 C NTS (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 WATER QUALITY ORIFICE PLATE A WATER QUALITY ORIFICE PLATE I 12" PVC a A I a •A (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M A STANDARD M-604-11 d TRASH 12" RCP RACK BTM POND=5437.38 Af- ,o'-," WINGWALLS 47• ELEVATION 7 � NTS WQCV ELEV 5439.c, CREST OF EMERGENCY SPILLWAY w 50 -YEAR OVERFLOW VSEL - - PROPERTY LINE WATER TOP OF POND MATCH BASIN CONTRIBUTIN AREA (AC.) QUALITY POND OVERFLOWSBEYOND EXISTING 1 EL 5440.13 � 1/4" THICK GALVANIZED 4 A2 0.30 STEEL PLATE OVERLAPPED 0.99 3 4" FROM GAP IN TYPE L ....... 0.95 CONCRETE RIP -RAP 0.37 1.51 6, TYPE II BEDDING 0.02 EMERGENCY SPILL WAY SECTION 7 O-1 0.36 NTS 1.74 TOP OF POND = 5440.35 TOP OF POND = 5440.35 :1SHOWN ON PLAN MEW) „ 1 941 TYPE II/ BEDDING TO BE STABILIZED WITH UDFCD SEED MIX 1•TYPE L TABLE COND111ONS BURIED RIP -RAP EMERGENCY SPILL WAY PROFILE NTS m�nnnnn�U.S. FILTER STAINLESS III■IIIIIIIIIIISTEEL WELL SCREEN OR APPROVED 0 139" OPENINGS Illm��.#93 VEE WIRE WITH BETWEEN WIRES �'�Illlilllllllll f 47p111D.1 1'-0" \ CARBON STEEL 1 1/4"x1 1/2" INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME 30 0 15 30 40 O- 1 O - w DESIGN POINT - - PROPERTY LINE z DESIGN POI NT BASIN CONTRIBUTIN AREA (AC.) Q5 CFS Q100 CFS 1 30 0 15 30 40 O- 1 O - 6 -5/16" STAINLESS STEEL BOLTS i-1/2"0 SPACED 0 20" LEGEND BASIN ID 5 YR. RUNOFF COEFFICIENT 100 YR. RUNOFF COEFFICIENT DEVELOPED RUNOFF DESIGN POINT - - PROPERTY LINE DI RECT DESIGN POI NT BASIN CONTRIBUTIN AREA (AC.) Q5 CFS Q100 CFS 1 Al 0.30 0.23 1.01 2 A2 0.30 0.22 0.99 3 A3 0.29 0.22 0.95 4 A4 0.46 0.37 1.51 6 A6 0.50 0.02 0.14 7 O-1 0.36 0.51 1.74 5 0-2 0.10 0.16 1.04 8 0-3 0.10 0.05 0.37 9 0-4 0.05 0.03 0.18 6 -5/16" STAINLESS STEEL BOLTS i-1/2"0 SPACED 0 20" LEGEND BASIN ID 5 YR. RUNOFF COEFFICIENT 100 YR. RUNOFF COEFFICIENT NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION. R CD CARBON STEEL 1 1/4"x1 1/2" ANGLE FRAME ATTACHED TO CHANN BY WELDING ALL AROUND WELL SCREEN TRASH RACK SEE DETAIL THIS SHEET HEADWALL OPENING NTS OUTLET STRUCTURE DETAIL MODIFIED TYPE 'C' INLET NTS 10' MIN 5' MIN 5' MIN ww Z Z 0 W U_ C MAX 5.1 MPX COMPACTED NATIVE SOIL (TO BE STABILIZED WITH IRRIGATED SOD) SECTION B -B SWALE NTS 0 LU �? 0- 0) o Q o }; MUz Q z c J `v = O C �- M U ZZQ vi LL © ~ L J o ~°u)>Y)0 z W ��O0 z U mLLI 0m15 W Z w U z Z �j Z 0 o a=��LU 0 W LU LL z U U' Z JWQQ III III -0 O z EL Qw z o U - I-- o zOw-�:0, Z Lu _j - O -z 62 a J ' c7OzQzw �Lu °w ii_- O J _) L_j COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DRAINAGE PLAN DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL P-7006-DRN.dwg PROP. DRAINAGE PLAN OF 20 1"=30' AREA IN ACRES DESIGN POINT - - PROPERTY LINE DRAINAGE BASIN BOUNDARY FLOW ARROW NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY. ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION. R CD CARBON STEEL 1 1/4"x1 1/2" ANGLE FRAME ATTACHED TO CHANN BY WELDING ALL AROUND WELL SCREEN TRASH RACK SEE DETAIL THIS SHEET HEADWALL OPENING NTS OUTLET STRUCTURE DETAIL MODIFIED TYPE 'C' INLET NTS 10' MIN 5' MIN 5' MIN ww Z Z 0 W U_ C MAX 5.1 MPX COMPACTED NATIVE SOIL (TO BE STABILIZED WITH IRRIGATED SOD) SECTION B -B SWALE NTS 0 LU �? 0- 0) o Q o }; MUz Q z c J `v = O C �- M U ZZQ vi LL © ~ L J o ~°u)>Y)0 z W ��O0 z U mLLI 0m15 W Z w U z Z �j Z 0 o a=��LU 0 W LU LL z U U' Z JWQQ III III -0 O z EL Qw z o U - I-- o zOw-�:0, Z Lu _j - O -z 62 a J ' c7OzQzw �Lu °w ii_- O J _) L_j COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with L&L Engineering, LLC. REVISION: DRAINAGE PLAN DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL P-7006-DRN.dwg PROP. DRAINAGE PLAN OF 20 1"=30' Laudick & Laudick Engineering, LLC APPENDIX B — Hydrologic Calculations 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO PROJECT: QUAIL CREAK ESTATES Civil Engineering Services SUBJECT: JOB #, BB17-006 DATE: 1/2/2018 By: NAL Basin Name Square Footage Acres Lawns/ Landscaped (sf) Lawns/ Landscaped (Acres) Asphalt/ Concrete (sf) Asphalt/ Concrete (Acres) Roofs (sf) Roofs (Acres) Cz Soil Type "C" Composite Runoff Factors Ce C10 Coro I Al 13,064 0.30 10,064 0.23 0 0.00 3,000 0.00 0.15 0.22 0.29 0.57 22.21 A2 13,234 0.30 10,234 0.23 0 0.00 3,000 0.07 0.15 0.21 0.29 0.57 21.95 A3 12,689 0.29 9,689 0.22 0 0.00 3,000 0.07 0.16 0.22 0.30 0.58 22.81 A4 19,832 0.46 14,053 0.32 1,721 0.04 4,058 0.09 0.20 0.27 0.34 0.60 28.51 A6 1,658 0.04 1,658 0.04 0 0.00 0 0.00 0.01 0.05 0.15 0.49 2.00 0-1 1 21,822 0.50 1 12,464 0.29 9,358 0.21 0 1 0.00 0.33 0.40 0.46 0.66 44.03 0-2 15,594 0.36 15,594 0.36 0 0.00 0 0.00 1 0.01 0.05 0.15 0.49 2.00 0-3 4,235 0.10 4,235 0.10 0 0.00 0 0.00 0.01 0.05 0.15 0.49 2.00 0-4 2,313 0.05 2,313 0.05 0 0.00 0 0.00 0.01 0.05 0.15 0.49 2.00 Tals: ot 104,441 2.40 80,304 1.84 11,079 0.25 13,058 0.30 0.16 0.22 0.19 0.58 23.40 Lans Use Imp., I LawnsAandscaped 2 Asphas/Concrete 100 Roofs 90 IMP P-700WRN xlse 1/L20184. 03 PM PROJECT: QUAIL CREAK ESTATES SUBJECT: TIME OF CONCENTRATION Civil Engineering Services TIME OF CONCENTRATION JOB#: BB17-006 DATE: 1/2/2018 BY: NAL **NOTE: ARVADA REQUIRES MIN. Tc=10 MIN. * Tvoe of Land Sirlace for Overland Travel Time TIME (Ti) [Mx 300 1 = Heavy Meadow 1 2.5 TRAVEL TIME (TO 2 5 3 = Short pasture & lawns 3 Tc CHECK (Urbanized Basins) FINAL Tc Time to 10 Basin No. Area (acres) 5Yr. co-eff. Elevations Upstream Downstream Dist. R Slope (-) Ti (min) Elevations Upstream Downstream Dist. (ft) Slope (/) Vel. (fps) Tt (min) Tc Length (ft) Tc (min) (min) Peak-* Flow Re Al 0.30 0.22 5455 5449 104 5.8 9.1 5449 5446.28 102 2.7 3 1.2 1.4 10.5 206 11.1 10.5 10.5 Developed A2 0.30 0.21 5449.33 5445 115 3.8 11.0 5445 5444.05 36 2.6 3 1.2 0.5 11.5 151 10.8 10.8 10.8 Developed A3 0.29 0.22 5447.05 5442.64 118 3.7 11.1 5442.64 5441.94 27 2.6 3 1.2 0.4 11.5 145 10.8 10.8 10.8 Developed A4 0.46 0.27 1 5445 5439.15 150 3.9 11.6 1 5439.15 5438.8 22 1.6 3 0.9 0.4 12.1 172 11.0 1 11.0 11.0 1 Developed A6 0.04 0.05 5441 5438 12 25.0 2.2 5438 5437.2 30 2.7 6 3.2 0.2 2.4 42 10.2 2.4 5.0 Developed 0-1 0.50 0.40 5455.11 5452.56 73.4 3.5 7.2 5452.56 5444.61 470.93 1.7 6 2.4 3.2 10.4 544 13.0 10.4 10.4 Developed 0-2 1 0.36 0.05 5454.74 5452.77 10 19.7 2.2 5452.77 5435.4 675 2.6 3 1.2 9.5 11.7 685 13.8 11.7 11.7 Developed 0-3 0.10 0.05 5445.4 5440.78 41 11.3 5.4 5440.78 5435 103 5.6 3 2.0 0.9 6.3 144 10.8 6.3 6.3 Developed 0-4 1 0.05 0.05 5443.29 5442.67 24 2.6 6.7 5442.67 5436.8 247 2.4 5 2.3 1.8 8.5 271 11.5 8.5 8.5 Developed **NOTE: ARVADA REQUIRES MIN. Tc=10 MIN. * Tvoe of Land Sirlace for Overland Travel Time VELOCIi COEFFIG 1 = Heavy Meadow 1 2.5 2= Tillage /Field 2 5 3 = Short pasture & lawns 3 7 4 = Nearly bare ground 4 10 5 = Grassed waterway 5 15 6 = Paved areas and shallow paved swales 6 20 Tc P-7006 DRNxIs: 1020184 03 PM Civil Engineering Services CALCULATED BY: DATE: CHECKED BY: NAL 112118 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) JOB NO: BB17-006 PROJECT: QUAIL CREAK ESTATES DESIGN STORM: 2 Year 2 YR P-m� DRN ds: 1=01D103 PM DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME BASIN a a` € a E Q € a E Q - o € REMARKS Al 1 Al 0.30 0.15 10.49 0.05 2.08 0.09 A2 2 A2 0.30 0.15 10.84 0.04 2.04 0.09 A3 3 A3 0.29 0.16 10.81 0.05 2.04 0.09 A4 4 A4 0.46 0.20 10.96 0.09 2.04 0.19 A6 6 A6 0.04 0.01 5.00 0.00 2.60 0.00 61 7 0-1 0.50 0.33 10.41 0.17 2.08 0.34 62 5 0-2 0.36 0.01 11.74 0.00 1.98 0.01 63 8 0-3 0.10 0.01 6.27 0.00 2.48 0.00 64 9 0-4 0.05 0.01 8.50 0.00 2.28 0.00 2 YR P-m� DRN ds: 1=01D103 PM Civil Engineering Services CALCULATED BY: DATE: CHECKED BY: NAL 112118 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) JOB NO: BB17-006 PROJECT: QUAIL CREAK ESTATES DESIGN STORM: 5 Year 5 vR P-m� DRN ds: 1=01D103 PM DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME BASIN a a` € a E Q € a E Q - o € REMARKS Al 1 Al 0.30 0.22 10.49 0.06 2.78 0.18 A2 2 A2 0.30 0.21 10.84 0.06 2.74 0.18 A3 3 A3 0.29 0.22 10.81 0.06 2.74 0.18 A4 4 A4 0.46 0.27 10.96 0.12 2.74 0.34 A6 6 A6 0.04 0.05 5.00 0.00 3.50 0.01 61 7 0-1 0.50 0.40 10.41 0.20 2.78 0.55 62 5 0-2 0.36 0.05 11.74 0.02 2.68 0.05 63 8 0-3 0.10 0.05 6.27 0.00 3.33 0.02 64 9 0-4 0.05 0.05 8.50 0.00 3.05 0.01 5 vR P-m� DRN ds: 1=01D103 PM Civil Engineering Services CALCULATED BY: DATE: CHECKED BY: NAL 112118 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) JOB NO: BB17-006 PROJECT: QUAIL CREAK ESTATES DESIGN STORM: 100 YEAR 100 vR P-m� DRN ds: 1=01D103 PM DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME BASIN a a` € a E Q € a E Q - o € REMARKS Al 1 Al 0.30 0.57 10.49 0.17 5.96 1.03 A2 2 A2 0.30 0.57 10.84 0.17 5.87 1.02 A3 3 A3 0.29 0.58 10.81 0.17 5.87 0.98 A4 4 A4 0.46 0.60 10.96 0.27 5.87 1.60 A6 6 A6 0.04 0.49 5.00 0.02 7.60 0.14 61 7 0-1 0.50 0.66 10.41 0.33 5.96 1.98 62 5 0-2 0.36 0.49 11.74 0.18 5.73 1.01 63 8 0-3 0.10 0.49 6.27 0.05 7.20 0.34 64 9 0-4 0.05 0.49 8.50 0.03 6.56 0.17 100 vR P-m� DRN ds: 1=01D103 PM DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD -Detention, Version 3.07 (February 2017) Project: Basin ID: I.I. _ _ IFICES POOL xr Example Zone Configuration (Retention Pond) Required Volume Calculation Length (ft Wdth TO Selected BM P Type= EDB Arae Watershed Area- 229c es Watershed Length= 583 ft Watershed Slope= 0031 Rft Watershed Imperviousness- 2337% percent Percentage Hydrologic Soil Group A= 00% percent Percentage Hydrologic Soil Group B= 00% percent Percentage Hydrologic Soil Groups Up- 1000% percent Desired WQCV Drain Time= 40.0 hours Location for Ur Rainfall Depths =Wheat Ridge 015 Water Quality Capture Volume(WQCV) - 0025 acre fast Excess Urban Runoff Volume(EURV) - 0048 acre fast 2yr Runoff Volume (P1=078 in 0028 acre fast Syr Runoff Volume (P1=104 in 0053 acre fast 10 yr Runoff Volume (P1=128 in 0085 acre fast 25 yr Runoff Volume (P1=103 in 0.181 acre fast 50 yr Runoff Volume (P1=101 in 0215 acre fast 100 yr Runoff Volume (P1=221 in 0285 acre fast 500 yr Runoff Volume (P1=298 in 0438 acre fast Approximate 2yr Detention Volume= 0028 acre fast Approximate Syr Detention Volume= 0050 acre fast Approximate 10 yr Detention Volume=losEo crApproxmeto 2S yr Detention Volume 589 raApproxmeto 50 yr Detention Volume= cre fast Appro;ameto 100 yr Detention Volume= 594 acre fast Stage -Storage Calculation 0.017 225 Zone 1 Volume (WQCV) - 0025 acre fast Zone 2 Volume (User Defined Zone 1)= 0004 acre feet Select Zone 3 Storage Volume (Optonal)=cre 250 fast Total Detention Basin Volume= 0029 acre feet Initial Surcharge Volume (ISV)= user ft3 Initial Surcharge Depth (ISD)= user ft Total Available Detention Depth (H,avi)= user ft Depth of Tnckle Channel(Fl - user ft Slope of Trickle Channel (ST) - user BID Slopes of Main Basin Sides(Sn,,�)= 0020 IT Basin Length to Wdth Ratio (Rya)=user Initial Surcharge Arae Surcharge Volume Lenglt Surcharge Volume Wdth Depth of Basin Floor (IL Length of Basin Floor (L Wdth of Basin Floor (0 Arae of Basin Floor (F Volume of Basin Floor 0 Depth of M am Basin (I Length of Mein Basin Want of Mein Basin N Celculetotl Total Basin Optional User Override 1 -hr Precipitation inches inches inches inches inches inches inches Total detention volume is less than 100 -year volume. Optional StageStorageStege Override Desai Oon ft Stage ft) Length (ft Wdth TO Arae fM2 Optional Override Arae RA Arae Volume fM3(ac Volume ft Top of Micropool - 000 - - - 37 0001 025 152 0003 22 0.001 - 050 - - - 271 0006 74 0.002 015 346 0008 150 0.003 100 392 0009 242 0.006 125 440 0010 345 0.008 150 489 0011 401 0.011 115 540 0012 589 0.014 200 594 0014 730 0.017 225 651 0015 892 0.020 250 714 0016 1,003 0.024 215 782 0018 1,250 0.029 300 857 0020 1455 0.033 Copy of JE Detontion_v307 xlsm, Basin 1/212018, 248 PM Detention Basin Outlet Structure Design Project: Basin ID: User Input: Orifice at Underdrain Outlet atypically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth -i N/A ift(distance below the 5ltration media surface) Underlain Orifice Area= N/A ftz Underdrain Orifice Diameter -1 N/A inches Underlain Orifice Centroid= N/A feet User Input Office Plate with one or more orifices or Elliptical Slot Weir a xo"„eoxet Calculated Parameters for Plate InvertofOrifice= 0.00 ft(rdatias to basin bottom at Stage =Oft) ...-. ...-... ftz Stage )k) Zone Volume)aok) Outlet Type _T 1 vawMlx� IwO�' N/A Zone 1(WQCV) 2.52 i 0.025 Ddfce Plate Elliptical Slot Centroid= oxnwe Zone 2)User) 2.75 0.004 Weir&Pi do (Oren let) xr gEa wa oninoss zone 31 Not utilized Example Zone Configuration(Retention Pond) 0.024 0.047 0.029 Total User Input: Orifice at Underdrain Outlet atypically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth -i N/A ift(distance below the 5ltration media surface) Underlain Orifice Area= N/A ftz Underdrain Orifice Diameter -1 N/A inches Underlain Orifice Centroid= N/A feet User Input Office Plate with one or more orifices or Elliptical Slot Weir atypically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate InvertofOrifice= 0.00 ft(rdatias to basin bottom at Stage =Oft) WQ Orifice Are a pe r Row= 1.250E-03 ftz Depth at top of Zone using Orifice Plate= 2.52 k(relative to basin bottom at Stage=oft) Elliptical Hal6Witlth= N/A feet Orifice Plate: Orifice Vertical Spacing= 20.00 inches Elliptical Slot Centroid= N/A feet Orifice Plate: Orifice Area per Row= 0.18 sq. Inches (diameter -1/2Inch) Elliptical Slot Area= N/A ftz User Input: Stage and Total Area of EachC Stage of Orifice Carl Orifice Area (sq. Stage of Orifice Conoid Orifice Area (sq. Inch Invert of Vertical Orifice = Depth at top arcane using Vertical Orifice = Vertical Orifice Diameter= Not Selected Not Sele Red N/A N/A N/A N/A N/A N/A It(relatias to basin bottom at Stag e=Oft) Vertical Orifice R(relative to basin bottom at Stage =Oft) Vertical Orifice Car Inches I Not Selected I Not Selected I User Input Overflow Weir)Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow Weir Overflow Weir Front Edge Height, Ho= Overflow Weir Front Edge Length = Overflow Weir Slope = Hand. Length of Weir Sides= Overflow Gate Open Area %_ Debris Clogging %_ Zone 2 Weir Not Selected 2.52 N/A 3.00 N/A 0.00 N/A 3.00 N/A 80% N/A 50% N/A It (chit vem basin bottom at stage=0 In feet Ho( (enter zero for fat grate) feet %, grate open area/total area % User Input: Outlet Pipe w/ Flow Restriction Plate )Circular Orifice, Restrictor Plate, or Rectangular Orifice) Zone 2 Circular Not Selected Depth to Invert of Outlet Pipe= 0.00 N/A ft( distance below basin bottom at Stage=0 h) Circular Orifice Diameter= 12.00 N/A inches Height of Grate Upper Edge, H,= Over Flow Weir Slope Length = Grate Open Area / 100 yr Orifice Area = Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Zone 2 Weir Not Selected 2.52 N/A 3.00 N/A 9.17 N/A 7.20 N/A 3.60 N/A Calculated Parameters for Outlet Pipe w/ Flow Restriction Plat Outlet Orifice Area - Outlet Orifice Centroid- Half Central Angle of Restrictor Plate on Pipe = Zone 2Circular Not Selected 0 5 N/A 0.50 N/A N/A N/A User Input Emergency Spillway )Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage=2]5 k(relatias to basin bottom at Stage =oft) Spill way Design Fl ow Depth- 0.38 feet Spill way Crest Length = 5.00 feet Stage at Top of Freeboard= 3.38 feet Spit lway End Sl opes= 4.00 H:V Basin Area at Top of Freeboard= 0.02 acres Freeboard above Max Water Surface= 0.25 feet Routed Hydrograph Results Design Starm RBWm Period = One Hour RBlnfell Depth (in)= Calculated Runoff Volume (acre It)- OPTIONAL Override Runoff Volume (acre It)- Inflow Hydmgraph Volume (acre It) - Prodevelopment Unit PBBk Flow, q PD/acre) - Prodevelopment Peak Q (Us) - Peek Inflow G (ds) - Peek Outflow G (ds) - Ratio PBBk Outflowto Prodevelopment Q- Structure Contralling Flaw- Max Velocity through Gram 1 (fps )= Max Velaorythmugh Grath 2(fps)- Timate Drain 87% of Inflaw Valume (hours)= Timate Drain 88% of Inflaw Valume (hours)= Ma imum Ponding Depth (ft)= Area atMa imum Ponding Depth (acres)= Ma imum Volume Stored (acre It)= Wages, EURV 2Year 5Year 10 Year 25 Year 50 Year 100Year 0.53 1.07 0.78 1D4 1.28 1.63 1.91 2.21 0.025 0.048 0.028 0.053 0.085 0.161 0.215 0.285 0.024 0.047 0.028 0.052 0.084 0.161 0.215 0.284 0.00 0.00 0.01 0.08 0.22 0.58 0.80 1.09 0.0 0.0 0.0 0.2 0.5 1.3 1.8 2.5 0.4 0.7 0.5 0.8 1.3 2.5 3.4 4.4 0.0 0.7 0.0 0.6 1.6 2.8 4.3 6.2 N/A N/A N/A 3.5 3.1 2.1 2.3 2.5 Plate Overflow Grate Overflow Grate Overflow Grate Overflow Grate Overflow Grate Spillway Spillway N/A 0.09 0.00 1 0.1 0.2 0.4 0.6 0.8 N/A N/A N/A N/A N/A N/A N/A N/A 37 37 39 37 34 29 26 22 39 40 41 40 39 37 35 34 2.36 2.60 2.53 2.59 2.66 2.73 2.79 2.85 0.02 0.02 0.02 0.02 0.02 1 0.02 0.02 0.02 0.022 0.026 0.025 1 0.026 0.027 1 0.028 0.029 0.031 Laudick & Laudick Engineering, LLC APPENDIX C — Hydraulic Calculations 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO 5,447.5 -- 5,447--- �,YYL 5,441.5 ic°0 5,441 'm 5,440.5 w saani____ 5,437.5 - - 5,437 ---- w ■ V Profile Plot E Main Street Storm Sewer F p '__W __1______ L______ L_____ !______!______J______J______1__.__.1__.__.L_.___.L_. !______J______J______J______ 1______L______L______L_____ !______J______J______J______ 1______L______L______L_____!______J______J______J______1______ L______L____ 1 1 1 1 I I 1 1 1 ; 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 I I I I 1 1 p l 1 1 1 1 1 1 1 I 1 1 1 I I I 1 1 1 1 1 1 1 1I I I 1 1 1 (. 1_.__._L.___._L.__._!______J______J.__.__J______1______1______L______1 __O _ !_u___J------ J ------ J ------ !------ L ------ L ------ L__.__ ! ------ J ------ J ------ J ------ 1 ------ L ------ L ------ L.__._ ! ------ J ------ J ------ J ------ 1 ------ 1 ------ 1 ---- 1 1 1 1 I I I I 1 1 1 1 1 1 1 I I 1 1 L L 1 J J 1 1 L L J J 1 L L L n m 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 I I 1 q Cl 1 1 1 1 1 1 1 I N L^ 1 1 1 n N 1 1 1 1 V lfll N 1 1 1 1 1 1 1 1 W H 1 y 1 1 1 1 I I I 1 1 1 1 1 1 1 1 I I 1 n sJ 1 1 1 1 1 1 1 1 1 1 1 ____r______r______r______________,____________r______r______r______r______'__Q'_b._..____________r______r______r______r______r___ 3 1 1 1 1 1 1 1 1 1 1 1 r 1 1 1 H b', 1 1 1 1 N 'Q 1 1 1 I I I I 1 � �I 1 1 1 1 I I 1 ______r _____ 0 R L 1 1 1 I I I 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 r______r______r ______r _____ �_____�______r______r______r______r______r__ _________I______I______r______r______r______r___ 1 1 1 1 1 1 1 1 1 1 1 1 1 L L 1 -------------------------------- 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 5435.97 5434.43 6.10 6.09 1 1 1 1 1 1 1 1 1 1 1 ______L____"_L_____ 1 !______J______J.__.__J______1______1______L______L 1 1 1 1 __ 1 1 ._____J______J______ 1 1 1 ____1______L______L______L_____J ------ J__.__.J__.__.J_.___.1_.__._L.___._L.__.__L 1 1 1 1 1 1 1 ------------ J.__.__J______J______1______L______L____ 1 5436.17 5434.43 1 1 1 1 _.__._L.___._L.__._ 1 1 -- 1 1 1 1 !______ !______J______J______1______ 1______ 1 1 1 I I I I 1 1 1 1 1 L L 1 I J J 3 1 1 1 L______ L__ 1 1 1 1 L L 1 ______ J______J______J______ 1 1 J 1 1 1 1 1 1 J J 1____ 1 1 3 I L______L______ L I I 1 1 1 1 1 L_____ !______J______J______J______ 1______L______L______L"__"_ I I 1 1 1 1 1 1 1 1 1 1 L I J J I- 3 L 1 1 1 1 1 1 L L 1 I !______J______J______ 1 I 1 1 J I I J I J______ I J I 1 1 1______L_____"L____ 1 1 1 1 1 1 1 L L 1 1 3 1 1 I I I I I I 1 1 L L J J 3 3 Link ID (P-7006:STM M111 (PA06-STM:(1)j 1 1 1 1 L L 1 1 J 1 1 1 1 J J 1 1 3 I L I L I I I 1 1 1 1 1 1 1 1 1 1 1 1 L L 1 I 1 1 J I J I J I 1 1 1 1 1 L ----------- 1 ------•------' ---- --- - ----- ^- ----•------ 1 1 1"--"_Frength5�.60ft I 1 .. 1 1 ------ --- ---- ----- ------ ------ ----- ---- - ---- -- -- -- - I --- -1- " •- ---- 1- 4- ---- ---- ---- i ------ i ----- ♦ -• - ---- -- ---- - -- --- - ---- ---- ---- ---- ----- -�---- 13iaZ. Oft 1 1 1 1 1 rnk1D" -7006- 3" -70 6STM- 1 1 1 H ,------ r ------ r ------ ______ O.{}gpo-ftpt,__""__r__"__"r__"__"r_"__""r_" _"___" _"__"_ ------ , ------ , ------ r ------ r ------ r ------ ______--_____peRgIh04d. - -------- r____"_r"__"__r __"_ , ___"_ __"__,___"__,__"___r__"__ r_"1?_"r_"__ UpJnvef543fi75i� ;JZa25Qit :--------r------r-----;------;------;--------------------- o w 1 1 1 DN Invert 5436.17 ft 1 1 1 1 1 Slope 0.01 �9 ftIft ' 1 1 ddr______r______r______r______r______r___________r______r______r______r______r______r___________i______r______r______r__.___r______r______r_____I______I______r______r_____ 1 r ______r 1--- _____' ______ Up Invert 54 5.97 ft ' w v _____ =------=------'--- ------'------'--- ------------------------- ------ ----- ------ -- - - -- -- --- -- 1 13r 1pOvert 5484"43 if ; "" ----- --- ----- -- ------------------------ ------ ------ 1 ----- --- - ----- a }- -1------`------`------L-----J------J------J------J------1------`------`------`----- '------ ----J------J------1------`---- I1 mL---- r______r______r______r______r______r_________________r______rr______r______r_____I__________________r______r______r______r______r_____I-______--______r______ 1 1 1 1 1 1 1 1 1 1 1 1 1 Ni r______ r______ r______ r_____ i______ --______ r______ r______ r 1 1 1 _J ------ J ------ 1 ------ L ------ L ------ L ------ ------ J ------ J--- _J______1 ------ L__ .L ---- 1 1 1 I 1 1 1 1 1 1 1 1 I I 1 1 1 H ' H 1 }1' 0+95 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 2+05 2+10 2+15 2+20 2+25 2+30 2+35 2+40 2+45 2+50 2+55 2+60 2+65 2+70 Station (ft) Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (Rift): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): 10 (P -7006 -STM (1)) 5445.35 5444.76 5436.75 5435.97 5434.43 6.10 6.09 5445.35 5443.95 5436.29 (P -7006 -STM (1)).11 (P -7006 -STM (1)) (P -7006 -STM (1)).13 (P -7006 -STM (1)) 58.60 110.01 2.50 2.50 0.0100 0.0139 5436.75 5435.97 5436.17 5434.43 43.99 43.63 9.24 9.59 2.50 2.15 1 1 1 1 1 1 1 1 1 1 1 ddr______r______r______r______r______r___________r______r______r______r______r______r___________i______r______r______r__.___r______r______r_____I______I______r______r_____ _____ I1 r______r______r______r______r______r_________________r______rr______r______r_____I__________________r______r______r______r______r_____I-______--______r______ r______ r______ r______ r_____ i______ --______ r______ r______ r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I I 1 1 1 i i 0+95 1+00 1+05 1+10 1+15 1+20 1+25 1+30 1+35 1+40 1+45 1+50 1+55 1+60 1+65 1+70 1+75 1+80 1+85 1+90 1+95 2+00 2+05 2+10 2+15 2+20 2+25 2+30 2+35 2+40 2+45 2+50 2+55 2+60 2+65 2+70 Station (ft) Node ID: Rim (ft): Invert (ft): Min Pipe Cover (ft): Max HGL (ft): Link ID: Length (ft): Dia (ft): Slope (Rift): Up Invert (ft): Dn Invert (ft): Max Q (cfs): Max Vel (ftls): Max Depth (ft): 10 (P -7006 -STM (1)) 5445.35 5444.76 5436.75 5435.97 5434.43 6.10 6.09 5445.35 5443.95 5436.29 (P -7006 -STM (1)).11 (P -7006 -STM (1)) (P -7006 -STM (1)).13 (P -7006 -STM (1)) 58.60 110.01 2.50 2.50 0.0100 0.0139 5436.75 5435.97 5436.17 5434.43 43.99 43.63 9.24 9.59 2.50 2.15 Profile Plot Main Street Storm Sewer 51460 .... ..... ..............................•........-•........-........-,........-,........-•........-.........- 20 (P -7006 -STM (1)) ---.......-----............... --------- --------- .--------- .--------- .--------- ,--------- ,-------- ----- ----- ---- ----- ----- ----- ----- ---- ----------- ---- 5,459 .-._ ....:......:.........:.........:.........:..................:......... �.........�.................. �......... ..........T........ �......... �......... �.........�.........�........ �......... �....._........ 5443.67 Please r ovide formation s for np tof .... sass - - I m w N ----=-------- � ------ ---------- --------- � -------- ;........ i--------- i......... --------- ......... ......... ......... --------- -------- �--------- I--------- --------- L --------' ......... --------- 4.86 proposed HDPE pe product �nduding DR, type ----- --------- 5460.79 a--- m r 5452.35 5443.82 5438.35 ac a e 5.457 (P-7006-STM(1)).6(P 7006 STM - IP 7006 STH (1)).6(1)(P-7006-STM(1)) - --- - A ah v, 93.25 399.29 33.33 joints can withstand the anticipated surge pressure. $,456 -.--r a w ..............,_._.._._.,._._._.._�_._._. '0 41 „+....._._._.,._.._._._,_._._.._.�._._._.. 4.00 -_-_-_ ._._._._..__._._._ _.__._._._._._.._.._._._... 0.0326 .._.._._.._._ _._._.__._. 0.0364 N N 0.0140 0.0100 5447.29 5443.88 5,455 °"------•--------"---------•---------•--------- 5434.68 ------ I --------- I ------------------ --------- --------- I ------------------ --------- --------- ------------------ I --------- ---- --------- I ----------- 5434.68 5434.35 P-7006:STM (1 )}.3 252.21 r 247.80 213.14 5,454 ----- _._._._(.... .�... Ii1Cf9:45 iC......i_._._....i _,,,...i ------------------!._-_-.N....._._._. ...._._.� I I I --- ._._._.__.__._._.._._.._._._._._.__._._._._._.._._._._._.._._._._._.__._._._._._.._._._._._._. I I I I .._._._._.._._._._._.._._. 16.99 Dia '---------- m , o N 4.00 4.00 5,453 ..... ................$fdpe 0D32GCtt7fl. ...•.........' -n'---`----_._........_ �._._..a.L.w ------- .._._._._._.._._._.._._.._._ _._._.__.--------- -------------------- _._.._._._._._.._.._._._._. --------- ---------- -------- ._._.._._ _._._.._.._._._._. _._._._._--------- ------------------- _._._.._._. Up Inved 5447,29 tt I: ; w w N 5,452 ..... ............... _ _ rl nve ...�......_.,.--..._._,_._... .�-- - •_--------------;--------- *--------- o -----------------;------- ----- ---- ---- ----' ----- ----' ---- ----- ----- ----' ----- .--- ----. .---- ---' a a 5,457 ..._ _._......__........................___ _. .. L'mK-ItrjP-7886 1- j.@(P-7886=Sih}(i Jj - �o------- ......... ,........... .----.-.-`----..... -.-.-.---,.-.-.----•-.-.-.-.-`--...-.-'------.-.,.-.----.. ......... --------- �-........ ......... ,......... �......... `......... ......... ,.......... .----.-.-`------.. �-. Length 9 . N 5,450 ..__ ................... ................ Dia 4i+0 ft;...... ......_q w _�.........................................---................................- ---. .---- -.-.- .-.-. ..-. ....- ----. .-.-- -.-.- .-.- ...-. ....- ---- Slope 0.0364 ftttt ° d 5,499 ...-....'i ------------ hrc2rt5949$Btt......i ______ ______ __ _.-.-.1......... 1........ �.-. .. ---- ..1.. -.;.. -.-. .... ..... ..... .... .... ...-. ....- ...-. ..-. ....- ..... ...-. ....- ...- ...-. ..... ..-. Dminverl 5440.49 It 5,448 ____ ----- ....... .......... ................ ....... ..... ..... .... .... ......... ......... ......... .... ..... ..... ......... ..... ......... ......... ..... .... .-. m � Lek D(P-70q6-STM (h))�(�j 700 -STM (1 )) � � � � c 5447 0 _____�__________ ...;--------- _________, ____...,.........,...... ........... ___,__......,.........,........., .Lengl 3&9.9.fl ..... ..,.........�........,.........,.........,.........�.........,.........,------ Z., .......... r........., . Die 4.00 tt 'm 5446 ......L .................. ,________`______ ________',----- ____•__------ `'_.......,........ .____ .. , S1ope1f.0 ;40 HAt ......:......--- L -------- ,--------- ,--------- :--------- L --------- .........,......W ; ................. H w 40.27 ft 5,445 ......--------- .--------- .........j___ -___ _________________;_________;_________, ________:....... ----- ----- ......... rnJerF5 --- -------..............----.. ----- ----- ----- ----- ................ . ......... 5,444 .......................... ----- ----- -------------------. ----- ..... p A -------_.-.. M F i ------------ N y I yi I s,a42 , , ...................�......_.,........_,_._......,._._._. LJI).�t nk ID j A Hl (1)).2 'e "n h 33. 3 ttA "'...__ 5,441 _ .__......................_...._.,._._... _._._.__..�._._._. _�........,. ------ ------------------ ------------------ - ° _ __0. _ uDia 4.00 jt x � 0.0100--- 5,440 - .__....................„__...._..._._...._._._.__...._._._._.,......... _.... .... ---- - ---------I--------- - -- - .------- ----------------- ----- -- ._. ve ----- 5,439 _-_---j_-_-_-_-_: r ---_-_-_-_-_----_.--_-_----_i_-_-_-_--:------------------ r ---------_-_----------_-------._-_-_-_-.--_-_-_-_._----_-_-_-_-_--_._._. ._.... D Inver15434 35 �.. '_. 5,438 ---------------- ------------------------------------------------ -------------------------------------- ------------------ ------------------ ----------------------------------- ..... 5,437 ------ :--------- :--------- _._...._.;._._...._;_._._._..r._._._._.-.._._._.,. �. 5,436 ------ --------- .--------- --------- .--------- .---------- .---------- L -------- ,--------- ,--------- L ---------- L --------- --------- 5,435 ---------------------------------------------•---------- .---------- `-------- ,.--------'- ---' ----- --------- --------- .---- ---' ---- ----- -------- --------- ---------- --------- ' --------- ---------- -------- --------- --------- --------- ------- __ __- - 5,434 ------ 1 --------- 1 ..................I ......... 1......... k --------- ;.................... ..... .................... ......... ......... --------- ......... ......... .-.-. ..-.... ---------------..------- � ------ ...... i --.-.......... .......... .--.. ....- ..-. ............. --------- 5,433 .. ..... .... ..... ..... ..... ..... .... ..... ..... ..... ..... .... ..... ..... .... ......... --------- --------- ---- .... ----- --------- ..... ...-. ....- ......... ...-. ..... .._...... 1+00 1+2D 1+40 1+60 1+80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 6+40 6+60 6+80 7+00 7+20 7+40 Station (It) Node ID: Rim (it): Invert (it): Min Pipe Cover (It): Max HGL (It): Link ID: Length (fl): Dia (It): Slope (Wit): Up Invert (It): Dn Invert (It): Max Q (cfs): Max Vel (Ills): Max Depth (It): 2 (P -7006 -STM (1)) 20 (P -7006 -STM (1)) 17 [P 7006 STM (1)) 5454.79 5452.16 5449.35 5440.82 5447.29 5443.67 5440.27 5434.68 5434.35 3.30 4.28 4.86 2.14 5460.79 5458.16 5452.35 5443.82 5438.35 jP 7006 STM [1)).3(P-7006-STM(1)) (P-7006-STM(1)).6(P 7006 STM (1)) IP 7006 STH (1)).6(1)(P-7006-STM(1)) {P-7006- ;TM (1)).22(P-7006STM (1)) 104.45 93.25 399.29 33.33 4.00 4.00 4.00 4.00 0.0326 0.0364 0.0140 0.0100 5447.29 5443.88 5440.27 5434.68 5443.88 5440.49 5434.68 5434.35 252.21 247.80 213.14 213.51 21.31 22.16 17.01 16.99 4.00 4.00 4.00 4.00 Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 100 -YR FLOW RATE - REACH ALONG 32NDS Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 100.00 Slope (%) = 3.00 N -Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 63.34 Elev (ft) Section 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Tuesday, Jan 9 2018 = 1.50 = 63.34 = 9.75 = 6.50 = 11.49 = 1.65 = 11.00 = 2.16 2 4 6 8 10 12 14 16 18 20 22 Reach (ft) Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 M n rn Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. Friday, Dec 29 2017 100 -YR - Overflow channel - Parralel to West Property Line Trapezoidal Highlighted Bottom Width (ft) = 3.00 Depth (ft) = 1.43 Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 63.34 Total Depth (ft) = 2.43 Area (sgft) = 10.42 Invert Elev (ft) = 100.00 Velocity (ft/s) = 6.08 Slope (%) = 2.50 Wetted Perim (ft) = 12.04 N -Value = 0.035 Crit Depth, Yc (ft) = 1.52 Top Width (ft) = 11.58 Calculations EGL (ft) = 2.00 Compute by: Known Q Known Q (cfs) = 63.34 Elev (ft) Section 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 2 4 6 8 10 12 14 16 18 20 22 Reach (ft) Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 M n rn Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 5 -YR - STREET DEPTH Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 1.55 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 0.55 Elev (ft) Section 101.00 08181ME 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.11 = 0.550 = 0.22 = 2.47 = 3.73 = 0.14 = 3.63 = 0.20 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 5 -YR - STREET DEPTH Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 2.30 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 0.55 Elev (ft) Section 101.00 08181ME 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.10 = 0.550 = 0.19 = 2.88 = 3.50 = 0.14 = 3.40 = 0.22 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 100 -YR -STREET DEPTH Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 1.55 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 1.98 Elev (ft) Section 101.00 08181ME 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.18 = 1.980 = 0.55 = 3.57 = 5.63 = 0.25 = 5.45 = 0.38 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 100 -YR - STREET DEPTH - MAX VEL Gutter Cross SI, Sx (ft/ft) = 0.040 Cross SI, Sw (ft/ft) = 0.020 Gutter Width (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 2.30 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 1.98 Elev (ft) Section 101.00 08181107 100.50 100.25 100.00 99.75 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Spread Width (ft) EGL (ft) Tuesday, Jan 2 2018 = 0.16 = 1.980 = 0.48 = 4.12 = 5.27 = 0.25 = 5.10 = 0.43 2 4 6 8 10 12 14 16 18 Reach (ft) Depth (ft) 1.00 981101 0.50 0.25 n or Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 8 INCH PVC Circular Highlighted Diameter (ft) = 0.67 Depth (ft) Q (cfs) Area (sgft) Invert Elev (ft) = 100.00 Velocity (ft/s) Slope (%) = 1.50 Wetted Perim (ft) N -Value = 0.011 Crit Depth, Yc (ft) Top Width (ft) Calculations EGL (ft) Compute by: Q vs Depth No. Increments = 10 Elev (ft) 101.00 100.50 100.25 100.00 99.75 Tuesday, Jan 9 2018 = 0.60 = 1.889 = 0.33 = 5.65 = 1.68 = 0.62 = 0.40 = 1.10 Section 0 1 Reach (ft) Laudick & Laudick Engineering, LLC 16/17 APPENDIX D - NRCS Soils Report 6324 Xavier Ct. 419-203-5000 ph nathan@laudickeng.com Arvada, CO USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties September 23, 2017 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/healthn and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. Contents Preface........................................................................................................... How Soil Surveys Are Made........................................................................ SoilMap......................................................................................................... SoilMap...................................................................................................... Legend........................................................................................................ MapUnit Legend......................................................................................... MapUnit Descriptions................................................................................. Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties............................................................................................ 44—Englewood-Urban land complex, 0 to 2 percent slopes ............... 106—Nunn-Urban land complex, 2 to 5 percent slopes ...................... References................................................................................................... . Cl How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes, the general pattern of drainage, the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components, the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. Cusum Soil Resource Report Soil Map r+sscAemx1i N ° v m A °�o��m webMa� � m�� o E�ne � 34 9 MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils 0 Soil Map Unit Polygons Wet Spot Soil Map Unit Lines Other Soil Map Unit Points Special Point Features () Blowout Transportation Borrow Pit Rails Clay Spot 0 Closed Depression Gravel Pit Gravelly Spot a Landfill ALava Flow 46 Marsh or swamp Mine or Quarry 0 Miscellaneous Water 4 Perennial Water V Rock Outcrop + Saline Spot Sandy Spot f Severely Eroded Spot O Sinkhole ,A Slide or Slip Sodic Spot Custom Soil Resource Report rur Interstate Highways US Routes Major Roads }y Local Roads Background . Aerial Photography IN MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2014—Aug 21, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Spoil Area Q Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation �..ty Rails rur Interstate Highways US Routes Major Roads }y Local Roads Background . Aerial Photography IN MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2014—Aug 21, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background ILYAM»XH4L1U Custom Soil Resource Report 11 LVA MaI L1 I ; M N LVA UT4 I M L1 I imagery displayed on these maps. As a result, some minor shiftinq of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (C0641) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 44 Englewood -Urban land complex, 0 to 2 percent slopes 0.9 35.5% 106 Nunn -Urban land complex, 2 to 5 percent slopes 1.6 64.5% Totals for Area of Interest 2.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The if: Custom Soil Resource Report delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 13 Custom Soil Resource Report Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties 44—Englewood-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: jpp0 Elevation: 5,200 to 6,500 feet Mean annual precipitation: 13 to 17 inches Frost -free period. 126 to 142 days Farmland classification: Not prime farmland Map Unit Composition Englewood and similar soils: 65 percent Urban land: 20 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Englewood Setting Landform: Alluvial fans, drainageways Down-slope shape: Linear Across -slope shape: Linear Parent material: Clayey, calcareous alluvium Typical profile H1 - 0 to 9 inches: clay loam H2 - 9 to 39 inches: clay, clay loam H2 - 9 to 39 inches: clay loam, clay H3 - 39 to 60 inches: H3 - 39 to 60 inches: Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Very high (about 17.4 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Foothill (R049BY208CO) Other vegetative classification: CLAYEY FOOTHILL (048AY208CO) Hydric soil rating: No Ml Custom Soil Resource Report Description of Urban Land Typical profile H1 - 0 to 6 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No Minor Components Typic haplaquolls Percent of map unit: 15 percent Landform: Flood -plain steps Hydric soil rating: Yes 106—Nunn-Urban land complex, 2 to 6 percent slopes Map Unit Setting National map unit symbol: jpkk Elevation: 5,200 to 6,500 feet Mean annual precipitation: 13 to 17 inches Frost -free period. 126 to 142 days Farmland classification: Not prime farmland Map Unit Composition Nunn and similar soils: 65 percent Urban land: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Alluvial fans, mesas, terraces Down-slope shape: Linear Across -slope shape: Linear Parent material: Clayey, calcareous alluvium Typical profile H1 - 0 to 6 inches: clay loam H2 - 6 to 30 inches: clay, clay loam H2 - 6 to 30 inches: clay loam, loam H3 - 30 to 60 inches: H3 - 30 to 60 inches: Properties and qualities Slope: 2 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained iN Custom Soil Resource Report Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: Very high (about 19.3 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Foothill (R049BY208CO) Other vegetative classification: CLAYEY FOOTHILL (048AY208CO) Hydric soil rating: No Description of Urban Land Typical profile H1 - 0 to 6 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No i[ References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L. M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ n res/detail/nati o na I/soils/?cid= n res 142 p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www. nres. usda. gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www. nres. usda. gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid= nres142 p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detai I/natio na l/l anduse/rangepasture/?cid=stel prdbl 043084 17 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ n res/deta i I/soi Is/scienti sts/?cid=nres142 p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE DOCUM ENTS/n res142p2_052290. pdf iE: Laudick & Laudick Engineering, LLC 17/17 APPENDIX E - FIRM Map 6324 Xavier Ct. 419-203-5000 ph laudick@gmail.com Arvada, CO MAP SCALE 1" = 500' 50 0 500 1000 FEET METER z J JV 11 I FIRM to LVIVG r1G5376 L vaw iy In 0<_ 29TH AVE w COLORADO OA K RA � W 30TH AVE 5389 5380' O a AGF��Fw (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CO CONTAINS: F RAN VIEW ANGEVIE� F2 W 38TH AVE JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F 28TH PL Q W 29TH Avg ` CER T\NILI GyT z O W 29TH AVE w rn P 5386 ::.::::::::::::::::.::. Notice to User: The Map Number shown below ZONE AE a Z)oR u7 �z -441 �,,• �� used on insurance applications for the subject 28TH AVE C� rn En Lo w o C7 2 5388 M YNRMAP NUMBER C' O u 12 ' f •C ti � O 2 '9 O O v x o MAP REVISED I M ZONE AE � s a r n 2 v s co Q Lena Gulch 27TH cn z d. 9 tS Q�c� (3� Q o LQ I W 37TH PL 4402000mN O � QO �cflV)wo 00 0 LQ:::.: �c,� .:.:.:: .:##::# W 36TH �O � U) U) U 2 U) U) .c� d O .::�::::.'.::: .:::'::�:::" ::::: ::..... PL O O z 5414 01 .::::::::" .::::::::::::"' d T N� W 36TH J Y 5415 4' �' ...::.'' .:.. W 36TH AVE � U) AVE � w w z 5416 W N::::#:''#::':'::::::' H v J J J W O z W 36TH (I� �+J _ O W 35TH PL 2 z ZONE AE W 35TH PL Y ZUi Cn � 5418 co w o 0 5419 21 W 35TH AVE W 35TH AVE 54171 y z 5422-"sQ�,p s 5418 � z Q`' o ° W 34TH p < 3°�N AVE z W 34TH PL 3��N C/) 2� 3 U) w 34T 11 AVF r Y v Pv E W 33RD AVE C/) W MAP SCALE 1" = 500' 50 0 500 1000 FEET METER �^ `1•v1 ^' A^` V....................................................CO JV 11 I FIRM to FLOOD INSURANCE RATE MAP L In ................................ ......................... ........................ ........................... 29TH AVE COLORADO OA K RA � W 30TH AVE 4401 000m PANEL 213 OF 675 O a AGF��Fw (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAINS: RAN VIEW ANGEVIE� F2 O� JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F 28TH PL Q W 29TH Avg ` CER T\NILI GyT W 29TH AVE o� Notice to User: The Map Number shown below a Z)oR _ 5o �� z -441 �,,• �� used on insurance applications for the subject 28TH AVE C� P� 28 T H Q C7 2 � 5 YNRMAP NUMBER O u 12 ' f •C ti � O 2 '9 O O v x o MAP REVISED I P a r n 2 v s Q 27TH R0 y I O I v P 2 U) .c� J _ ......................................... MAP SCALE 1" = 500' 50 0 500 1000 FEET METER This is an official copy a of portion of the above referenced flood map. It p p was extracted usingF-MIT On -Line. This ma does not reflect changes p 9 or amendments which may have been made subsequent to the date on the Y q title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov D PANEL 0213F FIRM to FLOOD INSURANCE RATE MAP In JEFFERSON COUNTY, ® COLORADO AND INCORPORATED AREAS PANEL 213 OF 675 a (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAINS: COMMUNITY NUMBER PANEL SUFFIX JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F WHEAT RIDGE, CITY OF 085079 0213 F Notice to User: The Map Number shown below should be used when placing map orders; the Community Number shown above should be used on insurance applications for the subject a community. YNRMAP NUMBER 1 08059CO213F x o MAP REVISED 'J'° g FEBRUARY 5, 2014 Federal Emergency Management Agency This is an official copy a of portion of the above referenced flood map. It p p was extracted usingF-MIT On -Line. This ma does not reflect changes p 9 or amendments which may have been made subsequent to the date on the Y q title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov 2"d Review December 15, 2017 ♦SAI City Of Wheatldge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500W.29'"Ave December 15, 2017 Brad Weiman Workshop Denver 4100 Jason Street Denver, CO 80211 Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 Re: MS -17-08 / Quail Creek Estates Subdivision —2v6 Review DearMr. Weiman: This letter is in regard to your application for approval of a subdivision plat for property located at 3275 Quail Street I have reviewed the second submittal and have the following comments. Please note that my review is only one aspect of the review process, and attached are additional technical comments from the Public Works Department. Please provide responses to the comments on all following pages on your follow up submittal. Plmmutg Division: 1. In the Case History Box change "MS -17-18" to "MS -17-08". 2. We appreciate the efforts taken to come into compliance with the landscaping and stormwater facility requirements of the Municipal Code However, based on the comments provided by Public Works, Planning will hold off on a substantive review of compliance with Section 26-507 until a subsequent submittal is received. 3. Staff is beginning to draft a Subdivision Improvement Agreement (SIA) based on our standard template, and will send a draft within the coming weeks. 4. Construction Plans Cover Sheet: Wheat Ridge Fire Department merged with West Metro Fire Protection District in April 2016, please update the Fire Protection contact information accordingly. UVX Ridge Public Works: 1. See comments and redlines from Jordan Jefferies dated December 13, 2017 included as a separate attachment This concludes the summary of comments. Please provide a response to this letter, including a response to each item identified above, and resubmit plans in the following formats: 2 full size (18x24) hard copies Digital files of the resubmittal documents in Adobe.pdfformat .dwg file of the plat document Please let me know if you have any questions regarding these comments. S/in7cerely, Zack Wallace Mendez Plmmerll 303-235-2852 n alloce(yi. wheubridge. co. us cc: Cosefle(bd4-17-08) Enclosures ♦SAI City Of ridge WheatR PUBLIC WORKS Memorandum TO: Zack Wallace, Planner II FROM: Jordan Jefferies, P.E. DATE: December 13, 2017 SUBJECT: MS -17-08/ Weimar- 3275 Quail Street I have completed my first review of the Quail Creek Estates of the property located at 3275 Quail Street received on November 28, 2017 and I have the following comments: PLANNING & ZONING Subdivision Plat: General Comments: 1. Left margin to be 2" on both sheets. Sheet 1: 1. In the Vicinity Map: a. Map orientation is more common with north at the top —consider rotating. b. Show City boundary line and labels. 2. Combine the ROW Acceptance with the City Certification as shown (only need one set of signatures). 3. Correct the Case Number to MS -17-08 in the Case History Box. 4. In the Clerk and Recorder's Certificate, change the year from `2017' to "20 " as this may not be recorded until next year. 5. Note 13)— correct punctuation per redlines. 6. In the LAND DATA TABLE: a. Add new Tracts B, C and D b. Adjust areas to account for new tracts c. For appearance sake, verify numerical data is all the same size —(right justification and aligned would help, as well) 7. Change the sheet index, sheet 1 tifie to "COVER SHEET" and provide sheet tifie above Sheet 1 of 2 next to tifie block (see redlines). Sheet 2: 1. Be advised that all detention/WQ facilities must lie within a tract. If the proposed WQ facilities are comprised of the swales along the property lines as currently shown, these facilities cannot simply lie within an easement but instead shall be divided into individual Tracts B, C, and D as indicated. These tracts shall be fully encumbered by a Stormwater Easement to the benefit of the City as stated in Note #13 on Sheet 1 of this QuailCreekErtates Review-2Illtrdo= Public Works Engineering December 13, 2017 Page 2 plat. Also be advised that adding these extra tracts will cause this plat to go from the minor subdivision category to a major subdivision requiring two (2) public hearings, per the Municipal Code of Laws Sec. 26-405. These tracts shall be fully described by metes and bounds as necessary, including area callouts (see redlines). 2. The proposed storm pipe shall lie within the Drainage Easement shown on the civil construction plans. This would necessitate a 30' wide easement east of Tract A as shown. Provide a minimum of 10' on either side of the pipe centerline or manhole. 3. The City would prefer the subdivision boundary pins be set at the NEW ROW line rather than at the location of the existing boundary. 4. See Comments 2 — 4 on Sheet 5 of the Civil Construction Plans. CIVIL ENGINEERING Final Drainage Report: General Comments: 1. Be advised that Tract A shall be designed to conform to Sec. 26-507. Stormwater facilities, of the Municipal Code of Laws. This section of the Code requires that all stormwater facilities include landscaping and incorporate certain design features. 2. The City requires all stormwater quality/detention facilities to lie within a separate tract fully encumbered by a drainage easement to the benefit of the City of Wheat Ridge. If the proposed swales are determined to adequately meet the intent of a water quality facility, they must lie within a separate tract to allow for maintenance by the HOA and cannot simply be within an easement alone. 3. On 12/13/2017 PW discussed this latest proposal with the UDFCD. The District agrees with the City that the grass -lined swales are great for use in the post - construction BMP "treatment train", but are inadequate as a stand-alone pollutant removal WQ facility. In light of this the City of Wheat Ridge will be requiring a WQ facility lying within a separate tract in addition to the proposed swales along property lines (and which may lie within drainage & utility easements). Final Drainage Report (Discussion): 1. Section III, Proposed Drainage System, Criteria: The discussion includes references to a water quality pond that is no longer shown as part of design. If a water quality pond is not utilized, references to it shall be removed. 2. Update figure/table numbers per latest revisions of the USDCM. 3. Section III, Proposed Drainage System, Runoff, Subbasin 0-3: The areas is shown as 0.011 acres. Revise to show the correct area. 4. Section III, Open Channel Flow: The swale along 32nd Avenue is described as having a 4 -ft bottom width. The design drawings show a 2 -ft bottom width. Additionally, the slope is indicated as 3.60%, but the design drawings indicate 3.00%. Revise to indicate the correct bottom width and slope. Final Drainage Report (Appendix): QoailCceekEslates_Review2_JJ.Itr.docx Public Works Engineering December 13, 2017 Page 3 1. PROPOSED DRAINAGE PLAN: The swales in between lots appear to have limited water quality benefits as they are only capturing about half of the runoff from lots 2 — 4 and none of the runoff from lot 1. The large overflow channel will provide some additional treatment of the WQCV, but sedimentation is a concern in the riprap lining of the channel. Sediment removal will be difficult and large storms will likely wash sediment downstream into Lena Gulch. Public works recommends a WQ pond to provide treatment for the full WQCV. 2. TIME OF CONCENTRATION CALCULATIONS: It appears the 2 -yr C -values are used rather than the 5 -yr C -values as indicated in the table. Please revise. Civil Construction Plans: General Comments: 1. Be advised that Tract A shall be designed to conform to Sec. 26-507. Stormwater facilities, of the Municipal Code of Laws. This section of the Code requires that all stormwater facilities include landscaping and incorporate certain design features. 2. Following discussions with the UDFCD a separate WQ facility shall be required in addition to the proposed grass -lined swales (refer to general comment #3 for the Final Drainage Report). 3. The District also stated that the conveyance system on this property may qualify for District maintenance (rather than the HOA) if it is constructed per their design criteria. Sheet 3 (Overall Site Plan): 1. Please call out the retaining walls near the western site property line if they're still included in design (or eliminate reference to them on other sheets if no longer included in design). 2. As previously requested, please show existing fence on south side of property and indicate whether fence will be removed, removed and replaced, or protected in place during construction. 3. Indicate curb cut shall be CDOT Type 3. 4. Overflow channel should be confined entirely to Tract A. Drop structures and top of channel currently extend outside of Tract A. Sheet 4 (Overall Grading Plan): 1. The stilling basin outfall appears to have walls in plan view. Are these cutoff walls or below -grade walls? Stilling basin appears inadequate for major storms when both pipes are flowing near capacity. Provide detail/sections for connection to existing low -flow channel. 2. Provide additional detail for channel interface with existing drainage structure. It's unclear what's happening with channel sidewalls and grading in this area 3. Provide detail for proposed 6' dia. And 5' dia storm sewer manholes. 4. Revise linetype/lineweight of existing sidewalk on south end of property. Bold linetype for existing feature is confusing. 5. The lining/surfacing for the overflow swale is not provided. Please provide. 6. The retaining walls along the western property boundary are called out, but linework is not shown. Include linework so extent of walls can be determined. QoailCceekEslates_Review2_JJ.Itr.docx Public Works Engineering December 13, 2017 Page 4 Sheet 5 (Overall Utilitv Plan): 1. As previously requested, identify all proposed street cuts and include approximate dimensions. Service lines are shown, but actual street cuts are not shown or dimensioned. Is the intention to make one street cut for a given building's sanitary and water service? Please verify with utility districts that this is allowable and that property separation for water/sanitary lines is provided. Utility may require separate trenches for water/sanitary service. 2. 48" pipe requires 1011 of easement on each side. Not enough easement is granted on east side of pipe. Shift pipe or revise easement. Easement could be only 2011 wide total if pipe is centered in easement. 3. Easement for 48" pipe is not aligned with plat. 4. Easement for 30" storm pipe is inadequate. Due to depth of pipe, easement must extend to 10' each side from CL of pipe. Sheet 8 (Storm Plan & Profile — SD1): 1. Cover over pipe (<6") at MH STM -17 is inadequate. Manhole will extend well above grade upon construction. Public works recommends regrading this area to provide more cover over pipe. 2. There are some areas where pipe cover is minimal (<1'). If possible, a minimum cover of 1.5' over pipe is recommended. Sheet 11 (Landscape Plan): 1. Base model for landscape plan doesn't appear to align with civil drawings (RE: 48" pipe alignment and outfall). Coordinate base model files. Sheet 12 (Lot Typicals): 1. See Comment#1 on Sheet 11. Sheets 14-16 Erosion Control): 1. Please include the following Note: "NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS." Sheet 17 (Details): 1. Include approach riprap length in drop structure detail. Ensure all requirements in UDFCD Table 9-1 are met for the drop structure design. UDFCD appears to require minimum B24 boulders. NOTE: UDFCD doesn't specify a B18 boulder. 2. Please remove duplicate drop structure detail as they have differing information (drop height). 3. Please indicate where "Edge wall detail" is utilized. Sheet 18 (Details): 1. Please remove Type 2A and 2C curb ramp details since they aren't utilized. QoailCceekEslates_Review2_JJ.Itr.docx Public Works Engineering December 13, 2017 Page 5 Itemized Engineer's Cost Estimate: 1. Please refer to the redlined Cost Estimate. The costs identified on the estimate as "City Costs" are based upon actual contractor prices agreed upon for 2017. If the applicant has received written quotes that are lower than the City contractor costs, please provide copies of those quotes and PW will honor those prices in the engineer's estimate. Please include one PDF and one AutoCAD (2013 or older) DWG file of the Final Plat and one PDF of all revised Civil Documents with the next submittal. 1. CDPS Permit & Stormwater Management Plan: This site in general is greater than one acre in size and the area of disturbance will meet or exceed one (1) acre, so a Stormwater Management Plan (SWMP) associated with the required State CDPS Permit shall be submitted to the City of Wheat Ridge for review and approval. The SWMP must be approved by the City prior to issuance of any Demolition, Grading, ROW Construction, or Building Permits. The CDPS Permit is generally obtained from the Colorado Department of Public Health and Environment by the contractor at time of Building Permit Application. A copy of the CDPS must accompany the final submittal of the SWMP. Please contact Bill LaRow, Stormwater Program Manager at 303.235.2871 for further information). It is highly recommended that the SWMP be submitted as soon as possible to avoid delays in the issuance of required Permits. 2. Subdivision Improvement Agreement: Prior to the issuance of any Building or Right -of -Way Construction Permits or the commencement of any construction activities, a Subdivision Improvement Agreement (SIA) shall be executed by the project owner/developer. The project owner/developer will need to contact the Dept. of Community Development at 303.235.2846 to obtain a copy of the SIA. Please note that an approved engineer's itemized cost estimate for the public improvements will be included in the SIA (refer to Other Requirement #2 below). SIAs are recorded at the Jefferson County Clerk & Recorder's Office with the Final Plat. Public Improvements Cost Estimate & Guarantee: Upon acceptance of the Itemized Engineer's Cost Estimate, an Irrevocable Letter of Credit (ILOC) in the amount of reflecting the total amount of the approved cost estimate plus 25% (125% of the total estimate) shall be submitted by the owner/developer for review and approval at the time of SIA submittal. The total amount required for the Irrevocable Letter of Credit is $XXX,XXX. The ILOC shall QoailCceekEslates_Review2_JJ.Itr.docx Public Works Engineering December 13, 2017 Page 6 remain in force for the entire duration of the project, and the City reserves the right to request the ILOC be renewed if deemed necessary. A photocopy of both the itemized cost estimate and ILOC will be attached to the SIA and recorded at the county. 4. 2 -Year Warranty Period and Guarantee for Public Improvements Upon completion of all public improvements and Final Acceptance has been granted by the City Inspector, the original Irrevocable Letter of Credit shall be surrendered. At that time a 2 -year warranty period for the completed and approved public improvements shall commence. If at any time during said 2 -year Warranty Period the City Inspector deems that the constructed public improvements are in such condition as to require repairs or replacement, the Developer shall complete such work upon request. Upon commencement of the 2 -year Warranty Period, a 2°d Letter of Credit in the amount of 25% of the original itemized engineer's cost estimate shall be submitted to the City of Wheat Ridge and be dated as to expire on the 2 -year anniversary of the Warranty Period commencement date. The City shall retain said Letter of Credit for the entire 2 -year Warranty Period. Upon completion of the 2 -year Warranty Period, the 2°d Letter of Credit shall be surrendered by the City of Wheat Ridge. Right -of -Way Construction Permit(s)/Licensing: a. ROW Permits. Prior to any construction within the public right-of-way (ROW), the necessary Right -of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and easement or ROW dedications b. Licensing. All work within the public Right -of -Way shall only be performed by a municipally -licensed contractor. 6. Pre -Construction Meeting: Prior to commencement of any construction activities the contractor shall schedule a pre -construction meeting with the city of Wheat Ridge public works at 303.23 5.286 1. The contractor shall be responsible for contacting all applicable utility districts for this meeting. 7. Drainage Certification/ As -Built Plans/ SMA and O & M Plan: Please note the following items required prior to the issuance of the first Certificate of Occupancv for the subdivision: a. Drainage Certification: Upon completion of the drainage improvements, the Engineer -of -Record shall provide to the City of Wheat Ridge a written, signed and sealed Drainage Certification Letter (DCL) stating that the overall site grading was completed per the approved Grading and Drainage Plans, all drainage facilities were constructed per the approved construction plans and shall function as defined in the approved Final Drainage Report/Plan, and that the site has been accurately surveyed to confirm that the grading and QoailCceekEslates_Review2_JJ.Itr.docx Public Works Engineering December 13, 2017 Page 7 construction of all drainage facilities was completed in accordance with these documents. The DCL shall be submitted to the City for review and approval, and shall be accompanied with As -Built Plans on the Current City Datum for all constructed drainage facilities prior to issuance of the first Certificate of Occupancy. b. As -Built Plans: The following items shall be included in the As -Built Plan prior to City acceptance: Storm Sewer (this info referenced in DCL) 1. Detention/WQ pond volume (sufficient spot elevations for engineer to calculate the volume). 2. Detention/WQ pond Outlet Structure elevations. 3. Manholes, rim and invert elevations. 4. Drop Inlets, grate and invert elevations Lighting (within Public ROW only) 1. Streetlight locations. 2. Pedestrian light locations. 3. Pull Box locations. 4. Electric meter location(s) Three (3) copies of the "As -Built" Plans are to be submitted as follows: i. One (1) hardcopy is to be signed & sealed on 24" X 36" bond paper, and ii. Two (2) electronic files are to be delivered on DVD/CD-ROM as follows: 1. One (1) file in AutoCAD 2015 DWG or older format, AND 2. One (1) file in PDF format (of the signed & sealed sheets). 8. Information pertaining to the Public Works development requirements, Site Drainage Requirements, the City's Street Construction Standards & Details in AutoCAD@ DWG format, ROW maps, and City -based coordinate and land surveying information (i.e., Current City Datum), is all available on the Public Works, Development Review page of the City of Wheat Ridge website at: www.ci.wheatridee.co.us QoailCceekEslates_Review2_JJ.Itr.docx KIPLING ST. 3i �+ INELSON ST. a Go iii 3 I PARFET ST. 3 2 J LL O QUAIL ST. < 0 n SITE 3 w Q 0 Left margin to be 2" min. 1.27 QUAIL ST. SIMMS ST. U VICINITY MAP 1"=1000' Map orientation is more common with north at the top. QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE SHEET 1 OF 2 T3S, R69W, 6TH P.M. OF COLORADO SURVEYOR'S CERTIFICATE I, CHRISTOPHER H. McELVAIN DO HEREBY CERTIFY THAT THE SURVEY OF THE BOUNDARY OF QUAIL CREEK ESTATES WAS MADE BY ME OR UNDER MY DIRECT SUPERVISION AND TO THE BEST OF MY KNOWLEDGE, INFORMATION AND BELIEF, IN ACCORDANCE WITH ALL APPLICABLE COLORADO STATUTES, CURRENT REVISED EDITION AS AMENDED, THE ACCOMPANYING PLAT ACCURATELY REPRESENTS SAID SURVEY. CHRISTOPHER H. McELVAIN, PLS 36561, FOR AND ON BEHALF OF SURVEY303, LLC OWNER'S CERTIFICATE: WE, TIFFANY LEEANNA GRUNERT AND DANIEL E. BARNHART, BEING THE OWNER(S) OF REAL PROPERTY CONTAINING 2.2866 ACRES DESCRIBED AS FOLLOWS: LOT 6, APPLEWOOD KNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE—HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE—HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A LINE DESCRIBED AS STARTING AT A POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO NTY CERTIFICATION AND ACCEPTANCE OF DEDICATED INTERESTS IN REAL PROPERTY POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. THE CITY OF WHEAT RIDGE, COLORADO, HEREBY ACCEPTS THE DEDICATION AND CONVEYANCE TO THE CITY OF THOSE LOTS, TRACTS, EASEMENTS, METES AND BOUNDS DESCRIPTION OF PROVIDED DESCRIPTION: AND OTHER INTERESTS IN REAL PROPERTY DENOTED ON THIS PLAT AS BEING DEDICATED TO THE CITY FOR PUBLIC PURPOSES. A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89'19'53" E AND MONUMENTED AS FOLLOWS: —WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. —CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28; THENCE N 8919'53" E ALONG THE SOUTH LINE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET, THENCE N 00'30'57" W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00'30'57" W ALONG THE EASTERLY LINE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809; THENCE N 89'23'01" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT—OF—WAY LINE OF QUAIL STREET; THENCE S 00'27'43" E ALONG SAID WESTERLY RIGHT—OF—WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWING TWO (2) COURSES; 1) S 44'26'05" W A DISTANCE OF 14.17 FEET; 2) S 8919'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. HAVE LAID OUT, SUBDIVIDED AND PLATTED SAID LAND AS PER THE DRAWING HEREON CONTAINED INTO LOTS AND TRACTS UNDER THE NAME AND STYLE OF QUAIL CREEK ESTATES, A SUBDIVISION OF A PART OF THE CITY OF WHEAT RIDGE, COLORADO AND BY THESE PRESENTS DO DEDICATE TO THE CITY OF WHEAT RIDGE AND THE PUBLIC THOSE PORTIONS OF REAL PROPERTY SHOWN AS RIGHT—OF—WAY, AND DO FURTHER DEDICATE TO THE CITY OF WHEAT RIDGE AND THOSE MUNICIPALLY OWNED AND/OR MUNICIPALLY FRANCHISED UTILITIES AND SERVICES THOSE PORTIONS OF REAL PROPERTY SHOWN AS EASEMENTS FOR THE CONSTRUCTION, INSTALLATION, OPERATION, MAINTENANCE, REPAIR AND REPLACEMENT FOR ALL SERVICES. THIS INCLUDES BUT IS NOT LIMITED TO TELEPHONE AND ELECTRIC LINES, GAS LINES, WATER AND SANITARY SEWER LINES, HYDRANTS, STORMWATER SYSTEMS AND PIPES, DETENTION PONDS, STREET LIGHTS AND ALL APPURTENANCES THERETO. TIFFANY LEEANNA GRUNERT AKA TIFFANY L. BARNHART STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _SAY OF - 20BY WITNESS MY HAND AND OFFICIAL SEAL. NOTARY PUBLIC MY COMMISSION EXPIRES DANIEL E. BARNHART STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _SAY OF � 20_ BY. WITNESS MY HAND AND OFFICIAL SEAL. NOTARY PUBLIC MY COMMISSION EXPIRES Combine the ROW Acceptance with the City Certification as shown. MAYOR SEAL: CITY CLERK COMMUNITY DEVELOPMENT DIRECTOR DIRECTOR OF PUBLIC WORKS APPROVED THIS A77cT CITY CLERK CHE CITY OF WHEAT RIDGE. ��Ll't�l �l"�L'h[dIIYL�];I•';�:h1:1�:iUIc]d� Delete the duplicate set of signature blocks. DIRECTOR OF PUBLIC WORKS CASE HISTORY WS -75-05 MS -1 NOTES: 1) ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE SURVEYOR'S CERTIFICATE SHOWN HEREON. 2) PER COLORADO REVISED STATUTES SEC. 38-51-106 (L) ALL LINEAL UNITS DEPICTED ON THIS PLAT ARE U.S. SURVEY FEET. ONE METER EQUALS 39.37 DIVIDED BY 12 U.S. SURVEY FEET ACCORDING TO THE NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY. 3) ANY PERSON WHO KNOWINGLY REMOVES, ALTERS OR DEFACES ANY PUBLIC LAND SURVEY MONUMENT, LAND SURVEY BOUNDARY MONUMENT OR ACCESSORY COMMITS A CLASS TWO (2) MISDEMEANOR PURSUANT TO STATE STATUTE 18-4-508, C.R.S. 4) BASIS OF BEARINGS: BEARINGS ARE BASED ON THE ASSUMPTION THAT THE SOUTH UNE OF THE NORTHWEST QUARTER OF SECTION 28 BEARS N 89'19'53" E BETWEEN MONUMENTS AS SHOWN WITHIN THIS PLAT BETWEEN CITY OF WHEAT RIDGE CONTROL POINTS 16309 AND 16209. 5) GUARDIAN TITLE AGENCY, LLC FILE NO. 5717-46692A , EFFECTIVE DATE: BASIC AT 7:00 A.M. (COVER DATED 8-23-17)WAS ENTIRELY RELIED UPON FOR RECORDED RIGHTS—OF—WAY, EASEMENTS AND ENCUMBRANCES IN THE PREPARATION OF THIS SURVEY. 6) SURVEY303 LLC HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR RECORDED/UNRECORDED EASEMENTS, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. 7) ALL LOT CORNER MONUMENTS SHALL BE SET PER COLORADO STATE STATUTE 38-51-105. 8) THE GEODETIC POINT COORDINATE DATA SHOWN HEREIN HAS BEEN DERIVED FROM THE NAD 83 HARN STATE PLANE COLORADO CENTRAL FIPS 0502 COORDINATE SYSTEM, AND HAS A HORIZONTAL ACCURACY CLASSIFICATION OF 0.07 U.S. SURVEY FEET AT 95% CONFIDENCE LEVEL, AS DEFINED IN THE GEOSPATIAL POSITIONING ACCURACY STANDARDS OF THE FEDERAL GEODETIC CONTROL SUBCOMMITTEE (FGDC—STD-007.2-1998). 9) THIS PLAT IS ON THE CITY OF WHEAT RIDGE "CURRENT CITY DATUM", DEFINED AS FOLLOWS: A. THE CURRENT CITY DATUM COORDINATE SYSTEM USED IS A GROUND—BASED MODIFIED FORM OF THE NAD83 / 92 STATE PLANE COORDINATE SYSTEM, COLORADO CENTRAL ZONE 0502. B. VERTICAL DATUM USED IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) C. GROUND TO GRID COMBINED SCALE FACTOR IS 0.99974780300, SCALED FROM BASE POINT PHAC 1 (PERMANENT HIGH ACCURACY CONTROL POINT /1) HAVING THE FOLLOWING NAD83 / 92 STATE PLANE COORDINATES: PHAC NORTHING 1701258.75, EASTING 3118217.58, ELEVATION 5471.62. 10) TRACT A IS HEREBY DEDICATED TO THE QUAIL CREEK ESTATES HOMEOWNERS ASSOCIATION FOR LANDSCAPING, ACCESS AND DRAINAGE. SPECIFIC IMPROVEMENTS WILL BE DETERMINED BY THE DEVELOPER AND STAFF. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS HEREBY GRANTED BY THIS PLAT TO THE CITY OF WHEAT RIDGE, SEE NOTE 13. THE 100 YEAR DRAINAGEWAY IS ENTIRELY CONTAINED WITHIN TRACT A. 11) TEN—FOOT (10') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL PUBLIC STREETS AND FRONT AND REAR PROPERTY LINES ON EACH LOT IN THE SUBDIVISION OR PLATTED AREA. FIVE—FOOT (5) WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL SIDE LOT LINES OF EACH LOT IN THE SUBDIVISION OR PLATTED AREA. THESE EASEMENTS ARE DEDICATED FOR THE INSTALLATION, MAINTENANCE, AND REPLACEMENT OF ELECTRIC, GAS, TELEVISION CABLE, DRAINAGE AND TELECOMMUNICATIONS FACILITIES. PERMANENT STRUCTURES AND WATER METERS SHALL NOT BE PERMITTED WITHIN SAID UTILITY EASEMENTS. 12) PROPERTY IS ZONED RESIDENTIAL—ONE (R-1) 13) THE STORMWATER QUALITY AREA HEREIN SHOWN AS "TRACT A" SHALL BE CONSTRUCTED AND MAINTAINED BY THE OWNER AND SUBSEQUENT OWNERS, HEIRS, SUCCESSORS AND ASSIGNS. IN THE EVENT THAT SUCH CONSTRUCTION AND MAINTENANCE IS NOT PERFORMED BY SAID OWNER THE CITY OF WHEAT RIDGE SHALL HAVE THE RIGHT TO ENTER SUCH AREA AND PERFORM NECESSARY AS!99 OWNER, HEIRS, SUCCESSORS, AND ASSIGNS AGREES TO PAY. NO BUILDING OR STRUCTURE WILL BE STORMWATER FACILITIES LYINGION AR AND NO CHANGES OR ALTERATIONS AFFECTING THE HYDRAULIC CHARACTERISTICS OF THE WITHIN TRACT A THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS. TRACT A 14) ALL EASEMENTS NOTED HEREIN AS "HEREBY VACATED BY THIS PLAT" ARE TO BE RELEASED, TERMINATED, AND EXTINGUISHED Add new note UPON THE RECORDATION OF THIS PLAT. PLANNING COMMISSION CERTIFICATION RECOMMENDED FOR APPROVAL THIS DAY OF BY THE WHEAT RIDGE PLANNING COMMISSION. CHAIRPERSON in 2018. CLERK AND RECORDER'S CERTIFICATE: ''// ACCEPTED FOR RECORDING IN THE OFFICE OF THEA THIS DAY OF. 20 JEFFERSON COUNTY CLERK AND RECORDER BY: DEPUTY CLERK may CLERK AND RECORDER OF JEFFERSON COUNTY AT GOLDEN, COLORADO Add new Tracts B, C & D > PARCEL NAME SQUARE FEET ACRES LOT 1 31,004 0.7117 LOT 2 15,805 0.3628 LOT 3 16,547 0.3799 LOT 4 15,786 0.3624 TRACT A 18,683 1 0.4289 RIGHT—OF—WAYI 1,780 0.0409 TOTAL SITE 99,605 2.2866 Adjust areas to account for new Tracts B, C and D CITY OF WHEAT RIDGE PUBLIC WORKS DATE 11/28/2017 RECEIVED 11/28/2017 2nd Submittal SHEET INDEX: COVER SHEET SHEET 1 OF 2 SHEET 2 OF 2 PLAN VIEW SURVEY303 LLC COVER SHEET LAND SURVEYING 5368 LYNN DR. ARVADA CO. 80002 • 303 514 3668 • SURVEY3030A SHEET1 OF 2 DATE: 9-22-17 REV: 11-27-17 SCALE: N/A SURVEY303—WORK\286-32ND QUAIL\MINOR PLAT\QUAIL MINOR 2 SHEETS -1.27 in ILett margin to be 2" min. I NORTH 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 13212 IN RANGE BOX PER MON REG DATED 9-14-11 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 15309 NORTH -7057S7.48 LAT. 39°46'09.3304" N EAST=107869.65 LONG. 105°07'08.5892" W ELEV.-5402.08 LEGEND: EXISTING PARCEL UNE Iwo 7 CENTERLINE LOT 28 CORPORATE BOUNDARY — - — - — - — SECTION UNE The City would LOT LINE N00°30'S7W 22.00' (Tie) HEREBY VACATED BOUNDARY UNE 2 OF 2 EASEMENT LINE at the NEW ROW DRAINAGEWAY UNE - - - - FOUND SECTION line rather than at the CORNER AS DESCRIBED 0 SET 18" NO. 4 REBAR existing boundary. WITH RED PLASTIC CAP O PLS 36561 - FOUND MONUMENT 0 AS DESCRIBED FOUND 1-1/2" YELLO Access Easement must extend to Tract A. I � IQs Ate. N: 703649.892 E: 106580.583 w laLu M� M3: 0 H� N QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 Be advised that all detention/WQ facilities must lie within a tract. If the proposed WQ facilities L mmi are comprised of the swales along the property lines as currently shown, these facilities cannot simply lie within an easement but instead shall be divided into individual Tracts B, C, and D as 0 5 30 indicated. These tracts shall be fully encumbered by a Stormwater Easement to the benefit of the City as stated in Note #13 on Sheet 1 of this plat. Also be advised that adding these extra tracts 1 INCH - 30 FEET will cause this plat to go from the minor subdivision category to a major subdivision requiring two (2) public hearings, per the Municipal Code of Laws Sec. 26-405. EAST LINE OF THE NW 1/4 OF SECTION 28 N00.18'48"W 2657.35' RESUBDIVISION OF TRAT 20 BROOKSIDE Iwo 7 B P 41 QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 2 Be advised that all detention/WQ facilities must lie within a tract. If the proposed WQ facilities L mmi are comprised of the swales along the property lines as currently shown, these facilities cannot simply lie within an easement but instead shall be divided into individual Tracts B, C, and D as 0 5 30 indicated. These tracts shall be fully encumbered by a Stormwater Easement to the benefit of the City as stated in Note #13 on Sheet 1 of this plat. Also be advised that adding these extra tracts 1 INCH - 30 FEET will cause this plat to go from the minor subdivision category to a major subdivision requiring two (2) public hearings, per the Municipal Code of Laws Sec. 26-405. EAST LINE OF THE NW 1/4 OF SECTION 28 N00.18'48"W 2657.35' RESUBDIVISION OF TRAT 20 BROOKSIDE Z � 0 v a o CD s m00CD w D in Z N M Z az _az J CyCy -- -- -- ------- ____ ____----- LOT LINES -HEREBY CREATED- -------------- 100 YR. DRAINAGEWAY (POOR DOC.) BY THIS PLAT (TYP) N77 _ RN 80023784 HEREBY VACATED BY THIS PL 33'11 » E 70.02' N59°51'20"E 10' UTILITY X TRACT A 18,683 S.F. _ - 0.4289 ACRES — — FOUND 1-1/2" YELLOW CAP PLS 34580 N: 703647.986 E:106403.313 100 YR. DRAINAGEWAY CURTAINED WITHIN TRACT this to a Y only UNLESS OTHERWISE NOTED HEREIN, ALL EASEMENTS NOTED AS "HEREBY VACATED BY THIS PLAT" ARE TO BE RELEASED, TERMINATED, AND EXTINGUISHED UPON THE RECORDATION OF THIS PLAT. L5,806 S.7--%, 0.3628 ACRES 33 SOO°27'43"E 110.00' EXISTING 10' GAS ESMT S.F. xx ACRES -16,547 0.3799 LOT 1 at the NEW ROW line rather 1.50' RIGHT-OF-WAY ` HEREBY DEDICATED BY N: 703097.014 THIS PLAT. 1,780 S.F. I E:106585.040 0.0408 ACRES S00°27'43"E 110.00' TRACT D xxx S.F. i CENTER 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MON REC DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16309 i NORTH -703080.17 LAT. 39.45'42.8801" N EAST -107884.18 LONG. 105.07'42.1328" W ELEV.-5461.94 22' c5 "' Q� L=15.67' CB=544.26105"W CD=14.12' i 39' A-89°47'36" a R=10.00' _ z 0 i ~ v w N S44'26'05"W o 14.17 z 22.00' a ,r Nmz N �w - o= i Q o • mw RN 76787571 Iwo 0.0408 ACRES i B P 41 LOT 28 LOT 29 LOT 30 LOT 31 R ZONING LOT 32 The City would 0 N00°30'S7W 22.00' (Tie) HEREBY VACATED prefer the pins be set 2 OF 2 a U� at the NEW ROW Change this to a BY THIS PLAT 0.4289 ACRES line rather than at the 0 QUAIL STREET existing boundary. _ _ _ _ - _ UTILITY only 50' ROW FOUND 1-1/2" YELLO 1.50' RIGHT-OF-WAY N N ;57 HEREBY DEDICATED BY cn UTILITY only N: 703084.952 THIS PLAT. 1,780 S.F. 100 YR. DRAINA S00'27'43"E 552.90 , 0.0408 ACRES LQTn XQ � n �� S00.27'43"E 212.40' RN 93155 S00°27'4YE 105.00' , RN 80023784 HEREBY a- The City would prefer the b I I pins be set at the NEW z w a � 31,004 S.F. Adjust areas to account 2LJ EXISTINGTRACT o `i 0' UTILITY AND DRAINAGE 15' UTILITY, ACCESS AND 0.71 1 7 ACRES B LU 40' / 10' GAS ESMT i RAINAGE EASEMENT HEREBY EASEMENT (TYP) D tYP M xxx S.F. WEST 1/4 CORNER SECTION 28 CR ANTFn BY THIS PT, AT RN 76787571 �i FOUND 3-1/4" BRASS CAP LS HEREBY GRANTED BY L x.xxxx ACRES REG DATED 5-5-06 of THIS PLAT. It! CITY OF WHEAT RIDGE DATUM m 5,786 S.F. �r 0.3624 ACRES a CONTROL POINT NO. 16209 L 1 10' DRNG. ESMT. ti 1 Q M o EAST=105260.72 LONG. 105°07'42.1328" W Z � 0 v a o CD s m00CD w D in Z N M Z az _az J CyCy -- -- -- ------- ____ ____----- LOT LINES -HEREBY CREATED- -------------- 100 YR. DRAINAGEWAY (POOR DOC.) BY THIS PLAT (TYP) N77 _ RN 80023784 HEREBY VACATED BY THIS PL 33'11 » E 70.02' N59°51'20"E 10' UTILITY X TRACT A 18,683 S.F. _ - 0.4289 ACRES — — FOUND 1-1/2" YELLOW CAP PLS 34580 N: 703647.986 E:106403.313 100 YR. DRAINAGEWAY CURTAINED WITHIN TRACT this to a Y only UNLESS OTHERWISE NOTED HEREIN, ALL EASEMENTS NOTED AS "HEREBY VACATED BY THIS PLAT" ARE TO BE RELEASED, TERMINATED, AND EXTINGUISHED UPON THE RECORDATION OF THIS PLAT. L5,806 S.7--%, 0.3628 ACRES 33 SOO°27'43"E 110.00' EXISTING 10' GAS ESMT S.F. xx ACRES -16,547 0.3799 LOT 1 at the NEW ROW line rather 1.50' RIGHT-OF-WAY ` HEREBY DEDICATED BY N: 703097.014 THIS PLAT. 1,780 S.F. I E:106585.040 0.0408 ACRES S00°27'43"E 110.00' TRACT D xxx S.F. i CENTER 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MON REC DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16309 i NORTH -703080.17 LAT. 39.45'42.8801" N EAST -107884.18 LONG. 105.07'42.1328" W ELEV.-5461.94 22' c5 "' Q� L=15.67' CB=544.26105"W CD=14.12' i 39' A-89°47'36" a R=10.00' _ z 0 i ~ v w N S44'26'05"W o 14.17 z 22.00' a ,r Nmz N �w - o= i Q o • mw RN 76787571 Iwo 0.0408 ACRES i T RN 76787571 VIEW TRACT A 0 N00°30'S7W 22.00' (Tie) HEREBY VACATED WITHIN TRACT A 2 OF 2 a U� — — — Change this to a BY THIS PLAT 0.4289 ACRES 0 i J out of the way. g - C UTILITY only m FOUND 1-1/2" YELLO Q N v cn UTILITY only N: 703084.952 100 YR. DRAINA Q , = LQTn XQ � n �� m RN 93155 ~ , RN 80023784 HEREBY a- The City would prefer the b pins be set at the NEW z w a � 31,004 S.F. Adjust areas to account 2LJ o `i o 15' UTILITY, ACCESS AND 0.71 1 7 ACRES for new Tracts B, C and LU 40' / RAINAGE EASEMENT HEREBY �m 0C D tYP M WEST 1/4 CORNER SECTION 28 CR ANTFn BY THIS PT, AT ,- FOUND 3-1/4" BRASS CAP LS Z � 0 v a o CD s m00CD w D in Z N M Z az _az J CyCy -- -- -- ------- ____ ____----- LOT LINES -HEREBY CREATED- -------------- 100 YR. DRAINAGEWAY (POOR DOC.) BY THIS PLAT (TYP) N77 _ RN 80023784 HEREBY VACATED BY THIS PL 33'11 » E 70.02' N59°51'20"E 10' UTILITY X TRACT A 18,683 S.F. _ - 0.4289 ACRES — — FOUND 1-1/2" YELLOW CAP PLS 34580 N: 703647.986 E:106403.313 100 YR. DRAINAGEWAY CURTAINED WITHIN TRACT this to a Y only UNLESS OTHERWISE NOTED HEREIN, ALL EASEMENTS NOTED AS "HEREBY VACATED BY THIS PLAT" ARE TO BE RELEASED, TERMINATED, AND EXTINGUISHED UPON THE RECORDATION OF THIS PLAT. L5,806 S.7--%, 0.3628 ACRES 33 SOO°27'43"E 110.00' EXISTING 10' GAS ESMT S.F. xx ACRES -16,547 0.3799 LOT 1 at the NEW ROW line rather 1.50' RIGHT-OF-WAY ` HEREBY DEDICATED BY N: 703097.014 THIS PLAT. 1,780 S.F. I E:106585.040 0.0408 ACRES S00°27'43"E 110.00' TRACT D xxx S.F. i CENTER 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MON REC DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16309 i NORTH -703080.17 LAT. 39.45'42.8801" N EAST -107884.18 LONG. 105.07'42.1328" W ELEV.-5461.94 22' c5 "' Q� L=15.67' CB=544.26105"W CD=14.12' i 39' A-89°47'36" a R=10.00' _ z 0 i ~ v w N S44'26'05"W o 14.17 z 22.00' a ,r Nmz N �w - o= i Q o • mw RN 76787571 70.88' Xph way to show eas ment 0.0408 ACRES i T t:IUb5/5.121 VIEW TRACT A 0 N00°30'S7W 22.00' (Tie) ccz WITHIN TRACT A 2 OF 2 —— — 18,683 S.F. — — — Change this to a 71 0.4289 ACRES 0 i z out of the way. g POINT OF BEGINNING UTILITY only FOUND 1-1/2" YELLO Q o CAP, PLS 34580 z o VACATI( UTILITY only N: 703084.952 100 YR. DRAINA easement . , XQ � n �� m RN 93155 , RN 80023784 HEREBY a- The City would prefer the b pins be set at the NEW z VACATED BY THIS PLAT 4 o 22' the existing boundary. LU 40' / �m 0C r m WEST 1/4 CORNER SECTION 28 Z ,- FOUND 3-1/4" BRASS CAP LS w L 4 wI� REG DATED 5-5-06 of It! CITY OF WHEAT RIDGE DATUM m 5,786 S.F. �r 0.3624 ACRES a CONTROL POINT NO. 16209 > o w w ti 1 Q M o EAST=105260.72 LONG. 105°07'42.1328" W _ ELEV.-5454.70 3 Q i W z o' o' /� r M Ih WIY N - z J m m ip LO 1QM� N w 20, Drainage O� O ---- ------ ---- ------------ -- - ---- ----- N U 5.50' RIGH - Y J�\P� O Q HEREBY DEDICATED F THIS PLAT. 1,780 S.F. O�Move callout ou of the - - — � — N00°30U�57"W 425.88' 557.56' EXISTI 10' UTILITY N00'30'57"W 563.06 ESMT RN 6787571 0 LOT 1 APPLEWOOD BAPTIST CHUR SUBDIVISION RN 2006142 1 R-1 2 G e proposed storm pipe shall within the Drainage cement shown on the civil istruction plans. A minimum 10' on either side of the pipe LOT 1 APPLEWOOD KNOLLS EIGHTH FILING RN 68270803 _ QUAIL STREET 60' ROW LOT 13 BLOCK 24 APPLEWOOD KNOLLS SECOND FILING LOT LINE ADJUSTMENT NO. 1 PLAT RN 2012095409 is to a only ULITY 70.88' Xph way to show eas ment 0.0408 ACRES i 0 0 extend to prope line. VIEW TRACT A 100 YR. DRAINAGEWAY CONTAINED 5.50' on i N00°30'S7W 22.00' (Tie) 5368 LYNN DR. ARVADA CO. 80002 • 303 514 3E WITHIN TRACT A 2 OF 2 —— — 18,683 S.F. — — — 71 0.4289 ACRES Move callout out of the way. g POINT OF BEGINNING FOUND 1-1/2" YELLO Change this to a CAP, PLS 34580 UTILITY only N: 703084.952 i 'o easement. E:106408.382 � n �� m The City would prefer the b pins be set at the NEW z ROW line rather than at o i the existing boundary. Z POINT OF COMMENCEMENT WEST 1/4 CORNER SECTION 28 FOUND 3-1/4" BRASS CAP LS 24962 IN RANGE BOX PER MON REG DATED 5-5-06 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 16209 NORTH -703049.56 LAT. 39°45'42.8801" N EAST=105260.72 LONG. 105°07'42.1328" W ELEV.-5454.70 Only needed on Cover Sheet PLAN VIEW I ]S�Zd;�Y:I:I�1�Nl1�9 SCALE: 1 " = 30 AIL MINOR 2 SHEETS SURVEY303 LLC PLAN VIEW LAND SURVEYING 5368 LYNN DR. ARVADA CO. 80002 • 303 514 3E SHEET 2 OF 2 DATE: 9-22-17 REVISED: 11-27-17 SURVEY303-WORK\286-32ND QUAIL\MINOR PLAT\OU I ]S�Zd;�Y:I:I�1�Nl1�9 SCALE: 1 " = 30 AIL MINOR 2 SHEETS Engineer's Cost Estimate Civil Engineering Services FAX: PHONE: JOB NAME: JOB LOCATION: Quail Creek Estates - Public Improvements Quail Creek Estates Wheat Ridge, Colorado CITY COST Office: 419-203-5000 nathan(cD..laudickeng.com DATE: 11/27/2017 STORM QUANTITIES UNIT QUANTITY UNIT COST COST 1 30" RCP LF 169 $$105.0380-99- $ 13,520.00 2 48" HDPE LF 624 $$166.5170, $ 46,800.00 3 30" FES EA $2,278.391 $ 172QQ.0.0 $ 1,200.00 4 48" FES EA $4,618.36 1 $ 2 469-Q0_ $ 2,400.00 5 5' DIA Manhole EA $4,345.57 2 $ '3,5994Z $ 7,000.00 6 U DIA Manhole EA 4 $ 5,500.00 $ 22,000.00 CITY COST $17,750.07 $103,902.24 $2,278.39 $4,618.36 $8,691.14 $22.000.00 TOTAL $ 92.920.00 $159,240.20 ROAD QUANTITIES 1 Drive Aprons SQ. FT 1992 $ 15.00 $ 29,880.00 2 asphalt SQ YD 70.89 $ $72.63 22.65 $ 1,605.63 3 6"vertical curb & gutter w 5' walk LF 550 $ $57.16 25.00 $ 4 Handicap Ramp EA 1 $ 2,500.00 $ TOTAL $ dine Facilitv Quantities $5,148.74 13,750.00 $31,438.00 2,500.00 47,735.63 $68,966.74 I I I I ITOTAL $ 6,000.00 Mobilization ILS 1 1 $ 5,000.00 1 $ 5,000.00 Subtotal = $ 239,207. (25%)Contigency $.91 $59,802. Grand Total $—U9;669-.54- $ 299,009.00 CITY OF WHEAT RIDGE PUBLIC WORKS DATE 11/28/2017 RECEIVED 11/28/2017 2nd Submittal 1St Review and Referral October 25, 2017 ♦6 A♦ City Of pcor eat dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29� Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 October 25, 2017 Brad Weiman Workshop Denver 4 10 0 Jason Street Denver, CO 80211 Re: MS -17-08 /Quail Creek Estates Subdivision— F` Review Dear Mr. Weiman: This letter is in regard to your application for approval of a subdivision plat for property located at 3275 Quail Street. I have reviewed the first submittal and have the following comments. Please note that my review is only one aspect of the review process, and detailed below and attached are additional technical comments from the Public Works Department and outside agencies. Please provide responses to the comments on all following pages on your follow up submittal. Planning Division: 1. Change `Floodway' language in Tract A, as this is not a designated floodway. a This includes the mention of `Floodway' in Note 10. 2. Case HistoryBlock a Add WS -75-05, MS -80-01, MS -17-08 3. Vicinity Map a W.32" Street should be W. 32" Avenue A W. 35`^ Street should be W. 35`^ Avenue 4. Easement Note a Update the easement note as follows: "TEN -FOOT (10') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL PUBLIC STREETS AND FRONT AND REAR PROPERTY LINES ON EACH LOT IN THE SUBDIVISION OR PLATTED AREA. FIVE-FOOT (5') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL SIDE LOT LINES OF EACH LOT IN THE SUBDIVISION OR PLATTED AREA. THESE EASEMENTS ARE DEDICATED FOR THE INSTALLATION, MAINTENANCE, AND REPLACEMENT OF ELECTRIC, GAS, TELEVISION CABLE, DRAINAGE, AND TELECOMMUNICATIONS FACILITIES. PERMANENT STRUCTURES AND WATER METERS SHALL NOT BE PERMITTED WITHIN SAID UTILITY EASEMENTS" A Update plat to reflect the 10 foot easements on the front and rear property lines, and 5 foot easements on side property lines. 5. Stormwater facilities a. Public Works has provided comments regarding Tract A. Please note that Tract A must also be in compliance with Section 26-507 of the Municipal Code. Attached please find a copy of Section 26-507 and a copy of a relevant section from the City's Architectural and Site Design Manual. Referral Comments Wheat Ridge Public Works. See comments and redlines from Jordan Jefferies dated August 18, 2017 included as a separate attachment. West Metro Fire District- See attached comments from Bruce Kral dated October 10, 2017. Neel Energy. See attached comments from Donna George dated October 9, 2017. Century Link.- See attached comments from Dustin Pulciani dated October 11, 2017. Wheat Ridge Forestry and Open Space. See attached comments from Margaret Paget dated October 2, 2017. Northwest Lakewood Sanitation District- See attached comments from Bill Willis dated October 2, 2017. Regional Transportation District (RTD): See attached comments from Scott Woodruff dated October 13, 2017. This concludes the summary of comments. Please contact me to set up a meeting between City Staff and your engineer and landscape architect to discuss the details of the drainageway. A meeting regarding the engineering and design requirements of the drainageway will likely reduce the number of resubmittals necessary and speed up the overall review time. Following the meeting with Staff, you may resubmit the plat documents for review. Please provide a response to this letter, including a response to each item identified above, and resubmit plans in the following formats: • 2 full size (18x24) hard copies Digital files of the resubmittal documents in Adobe .pdf format dwg file of the plat document Please let me know if you have any questions regarding these comments. Sincerely, ;Zackce Mendez Planner II 303-235-2852 zwallace@c i. wh eatridge. co. us cc: Case file (MS -17-08) Enclosures Sec. 26-507. - Stormwater facilities. A. Purpose. The purpose of these regulations is to ensure that stormwater facilities are integrated into site development and are designed to enhance the development through the use of innovative or low impact design approaches and through the use of materials and landscaping that complement the surroundings. B. Applicability. The standards and requirements of this section shall apply to: 1. Site development in all zone districts; 2. Substantial modification of existing stormwater facilities or expansion of such facilities by more than fifteen (15) percent. C. Design. All stormwater facilities shall be designed and maintained in accordance with the city's current site drainage requirements. 2. Below the five (5) year stormwater surface elevation, plant material shall be limited to wetland plantings, grasses, or other groundcovers that enhance water quality and are appropriate based on periodic flooding and facility maintenance needs. Trees and shrubs may be planted above the five (5) year stormwater surface elevation. 3. For concrete structures or basins that are visible from a public street or public space, rocks, landscaping, and/or decorative concrete surface treatments shall be utilized to soften their appearance. 4. The side slopes of stormwater facilities should be gradual, and generally limited to 4:1 or less. 5. The top edge of slopes and embankments should be landscaped with groupings of trees and shrubs. This shall not be construed to mean trees spaced on center. Plantings should be located to allow maintenance access as needed. (Ord. No. 1618 § 1, 4-10-17) 3.9 Stormwater Facilities Design Principle: Stormwater facilities should be integrated into site development and be designed to enhance the development through the use of materials and landscaping that complement the surroundings, or through innovative or low impact development approaches. Design Standards: 1. All Stormwater facilities shall be designed and maintained in accordance with the City's current Site Drainage Requirements. 2. Below the 5 -year stormwater surface elevation, plant material is limited to wetland plantings, grasses, or other groundcovers that enhance water quality and are appropriate based on periodic flooding and facility maintenance needs. Trees and shrubs may be planted above the 5 -year stormwater surface elevation. 3. For concrete structures or basins that are visible from a public street or public space, rocks, landscaping, and/or decorative concrete surface treatments shall be utilized to soften their appearance. Design Guidelines: 4. The side slopes of stormwater facilities should be gradual, and generally limited to 4:1 or less. 5. The top edge of slopes and embankments should be landscaped with groupings of trees and shrubs. Plantings should be located to allow maintenance access as needed. Chapter 3 - Site Design Stormwater Facilities. Rocks and wetland plantings make this drainage channel a visual amenity that complements the area. Stormwater Facilities. Trees, wetland plantings, and stone walls (natural or stamped) soften stormwater facilities that are visible from a public street. Stormwater Facilities. These two designs would NOT be permitted. Concrete structures and basins require rocks, landscaping, and/or surface treatments to soften their appearance. Wheat Ridge Architectural and Site Design Manual 17 433 S. Allison Parkway Lakewood, CO 80226 Bus: (303) 989-4307 Fax: (303) 989-6725 www.westmetrofire.org West Metro Fire Protection District October 10, 2017 Zack Wallace Mendez Planner II 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2852 Fax: 303-234-2845 zwallace@ci.wheatridge.co.us Re: Case No. MS -17-08 (3275 Quail Street — Subdivision) Dear Mr. Mendez, This property is within the West Metro Fire Protection District (WMFPD). Fire service will be provided as long as provisions of the International Fire Code, 2012 edition, including amendments, are met in development. A fire hydrant is required at the northwest corner of West 32d Avenue and Quail Street. This will ensure no more than 300 foot spacing between fire hydrants and that no exterior portion of a new house is more than 300 feet from a fire hydrant. Houses larger than 8500 gross square feet including attached garages and unfinished areas will require the installation of a residential fire sprinkler system. Permits are required from the fire district all work on automatic fire protection systems, all work on automatic fire detection systems, underground fire line, solar photovoltaic systems, radio amplification, and for the storage of hazardous materials including the removal and placement of fuel storage tanks. WMFPD reserves the right to provide additional comments/requirements at the time when plans are submitted and reviewed per applicable codes and amendments. If you have any questions contact me at 303-989-4307 extension 513 or e-mail: bkralkwestmetrofire.org. Respectfully, o Bruce Kral Fire Marshal "Whatever It Takes"... To Serve Xcel EnergysM PUBLIC SERVICE COMPANY October 9, 2017 City of Wheat Ridge Community Development 7500 West 29th Avenue Wheat Ridge, CO 80033 Attn: Zack Wallace Re: Quail Creek Estates, Case # MS -17-08 Right of Way & Permits 1123 West 3°' Avenue Denver, Colorado 80223 Telephone: 303.571.3306 Facsimile 303. 571.3284 donna.l.george@xcelenergy.com Public Service Company of Colorado's (PSCo) Right of Way & Permits Referral Desk has determined there is a potential conflict with the above captioned project. Please be aware PSCo owns and operates existing overhead electric distribution facilities along the southerly property line, and underground electric distribution facilities including a transformer along the westerly property line which may conflict with the plans to redirect the storm drainage channel. PSCo also requests that all electric facilities be shown on the plans along with their disposition/ treatment/intention. The property owner/developer/contractor must complete the application process for any new gas or electric service, or modification to existing facilities including relocation and/or removal via FastApp-Fax-Email-USPS (go to: https://www.xcelenergy.com/start, stop, transfer/new construction service activation for buil ders). It is then the responsibility of the developer to contact the Designer assigned to the project for approval of design details. Additional easements may need to be acquired by separate document for new facilities. As a safety precaution, PSCo would like to remind the developer to call the Utility Notification Center at 1-800-922-1987 to have all utilities located prior to any construction. Should you have any questions with this referral response, please contact me at 303-571-3306. Donna George Contract Right of Way Referral Processor Public Service Company of Colorado Zack, CenturyLlnk has no objection to the proposed plat Thanks Pardo Puloam,ROW Agent Century Link 700 W. Mineral Ave, Littleton, CO 80120 Call. 7205202133 Ou41n Pulclanl@centuryllnk c0ok "Centu Lmk- vil�cMal barandal N From: Zackary Wallace maric 2wallace@as wh eatridge cc as{ Sent Thu who Septem bar 20, 2017 832AM To: P ul da nl, 0u at n mu son to loan R) canto rgin it com> Subject: My 1748 Referral Russet The Meat Ridge Community Development Department has received a request for approval of subdivision at 3275 Quail Street (Case No AS 08). Please download the application documents from the following Dmpboz link Ades the site at httos was bn com/sh/rv4qixusqksqvrWMCKBXh4P5XpciuDC,HdNO OaOffi Comments are due by Fril October 13, 2017 no response from you will consibute having no objections or concerns Feel free to be In touch with any additional questions. Peace noceyor wlpnealAdobe e0flware to New the gnpAcetlon Andre la The West verson RAtlOLa Rwtler can be downlmtlelhere hi open adobe mMaatleb Thank you Zack Wallace Mendez Planner 11 7500 W 29th Avenue Meat Ritlge, Colorado 00033 Office Phone 303235-2852 Fax 303231280.5 vaqw, a wheatridgeccus T.: wdonedi Subvert: RE RE 17 08 Reneml Data Wednesday, Cadeber 11, 2017 5 52 13 so Zack, CenturyLlnk has no objection to the proposed plat Thanks Pardo Puloam,ROW Agent Century Link 700 W. Mineral Ave, Littleton, CO 80120 Call. 7205202133 Ou41n Pulclanl@centuryllnk c0ok "Centu Lmk- vil�cMal barandal N From: Zackary Wallace maric 2wallace@as wh eatridge cc as{ Sent Thu who Septem bar 20, 2017 832AM To: P ul da nl, 0u at n mu son to loan R) canto rgin it com> Subject: My 1748 Referral Russet The Meat Ridge Community Development Department has received a request for approval of subdivision at 3275 Quail Street (Case No AS 08). Please download the application documents from the following Dmpboz link Ades the site at httos was bn com/sh/rv4qixusqksqvrWMCKBXh4P5XpciuDC,HdNO OaOffi Comments are due by Fril October 13, 2017 no response from you will consibute having no objections or concerns Feel free to be In touch with any additional questions. Peace noceyor wlpnealAdobe e0flware to New the gnpAcetlon Andre la The West verson RAtlOLa Rwtler can be downlmtlelhere hi open adobe mMaatleb Thank you Zack Wallace Mendez Planner 11 7500 W 29th Avenue Meat Ritlge, Colorado 00033 Office Phone 303235-2852 Fax 303231280.5 vaqw, a wheatridgeccus Zack Preliminary thoughts on the Wei man development off Quail and 32°u. We will need tO send you our most updated planting specifications —revised In the past 12 months Want to make sure you have the most current version t0 recommend and share with developers Can the diversity be increased forthe tree plantings2 One species along Quail Kentucky Coffeetrees— o Could these tree multi be move west Into the yards of red den cc s0 they would have more space t0 grow and not cause clearance issue over the read /9tlewalks o There might be underground utilities they are working around aswelI One On 32n it Too egocust -hard to tell growing room allotted for these trees and how the fence/wall will work In conjunction with them tree plantings o Them Honegocust are planted with/or in ma and the two plant the turf and the trees ha ve mmpletel y different watering requirements We would be happy t0 answer questions or come up with alternative species t0 suggest. Margaret Paget PaaAM, ,dOp ... Bepamiem 01 PJ,,,, 303-2059550 City or �Whre2t!?� Thou :ZEROED Wallace Bent: Thursday, September 28, 2017 8 39 AM To: Margaret Paget Subject MS 17 08 Referral Margaret, The Meat Ridge Community Development Department has recurved a request for approval of a subdivision at 3275 Quail Street (Case No. MS 1708). Please download the application documents from the City drive: Folder V VCommun v Development, Land Use Case Referral File name: AS 17 08- Warned Comments are due by Fril October 13, 2017 noresponse from you will cons ioute having no objections or concerns Feel free to be In touch with any additional questions. T.: gdov poi cv RNP, Rove Sunned: RE RE 17 08 Reneml poi Data: Maras, cocoa 2, 2017 9 37 09 M Zack Preliminary thoughts on the Wei man development off Quail and 32°u. We will need tO send you our most updated planting specifications —revised In the past 12 months Want to make sure you have the most current version t0 recommend and share with developers Can the diversity be increased forthe tree plantings2 One species along Quail Kentucky Coffeetrees— o Could these tree multi be move west Into the yards of red den cc s0 they would have more space t0 grow and not cause clearance issue over the read /9tlewalks o There might be underground utilities they are working around aswelI One On 32n it Too egocust -hard to tell growing room allotted for these trees and how the fence/wall will work In conjunction with them tree plantings o Them Honegocust are planted with/or in ma and the two plant the turf and the trees ha ve mmpletel y different watering requirements We would be happy t0 answer questions or come up with alternative species t0 suggest. Margaret Paget PaaAM, ,dOp ... Bepamiem 01 PJ,,,, 303-2059550 City or �Whre2t!?� Thou :ZEROED Wallace Bent: Thursday, September 28, 2017 8 39 AM To: Margaret Paget Subject MS 17 08 Referral Margaret, The Meat Ridge Community Development Department has recurved a request for approval of a subdivision at 3275 Quail Street (Case No. MS 1708). Please download the application documents from the City drive: Folder V VCommun v Development, Land Use Case Referral File name: AS 17 08- Warned Comments are due by Fril October 13, 2017 noresponse from you will cons ioute having no objections or concerns Feel free to be In touch with any additional questions. ./�AMAULT MARTIN/MARTIN 00000"CONSULTING SU LTING ENGINEERS October 2, 2017 Zackary Wallace City of Wheat Ridge Development Department Email: zwaIlace@ci.wheatridge.co.us Re: NWLSD-3275 QuailSt.— SanitaryServiceAvailability Martin/Martin, Inc Project No.: 17.0638.C.01 Dear Mr. Wallace, On behalf of the Northwest Lakewood Sanitation District (NWLSD), Martin/Martin Inc., acting as the District Engineer, offers the following in response to the Civil Construction drawings received September 28`h, 2017 concerning a four -lot development at the northwest corner of W. 32nd Ave. and Quail St. The Northwest Lakewood Sanitation District has no objections with the proposed development conditional on the items identified herein are fully addressed. The following are general requirements for sanitary sewer service. Rules, Regulations and Standards of Northwest Lakewood Sanitation District must be complied with at all times. The subject lot at the address referenced above is within the boundary and service area of the Northwest Lakewood Sanitation District. Treatment of sewage generated within the Northwest Lakewood Sanitation District is provided by the Metro Wastewater Reclamation District (Metro). Existing Sanitary Sewer Northwest Lakewood Sanitation District has the following sanitary sewer main(s) near the proposed property: • 8 -inch mainline running south to north, east of the referenced property within Quail St. It appears the property may be serviced by gravity flow; however, the homeowner/developer is responsible for determining horizontal locations and vertical depths of the existing sanitary sewer main and to verify if gravity flow is feasible or if a private individual sewage ejector (lift station) is required. The issuance of a sewer tap permit by the District does not in any way guarantee that the property can be served by gravity flow. All lots (buildings) shall have individual services. Each proposed home will require a separate service connection to the District mainline. Please provide a sanitary sewer plan when available. This plan must be submitted and approved prior to any construction. Sheet 05 Overall Utility Plan • Sanitary service connections must occur 5' upstream or downstream of a District manhole. Please revise. • Please show service line connections and service line diameters. • See the attached sanitary details to be added to the plan set. • Provide field verified location of the existing mainline. A mainline must front each property within 10' or a mainline extension is required. MARTIN/MARTIN, INC. 12499 WEST COLFAX AVENUE LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTINMARTIN.COM NWLSD-3275 Quail St. —Sanitary Service Availability October 2, 2017 Costs All costs involved are to be deposited in advance— design fees, tap fees, observation fees—are the responsibility of the Owner/Developer at the then current rate fee structure. A minimum 72 -hour notice prior to construction is required following District receipt of all fees. These fee amounts can be paid directly to the District Office prior to connection, payable to Northwest Lakewood Sanitation District, which also collects Metro Wastewater's "connection fees'. Any questions regarding this document, please contact us at (303) 431-6100. Sincerely, Bill Willis, PE Cc: AJ Beckman — SDMSI, Inc. Tim Flynn—Collins, Cockrel, Cole Page 212 Zack RTD lsonly co rnedthattheymodifythe existing bus stop on 32n0 to make it meet current ADA Requirements for our boarding area. See attached documents. If there are any questions please contact me. Toanit you C. Scott Woodruff Engineer III 1560 naadway otlaeon oisnct i5eo eroaaway, aura 900 9nsrz I oannar, co emnz 030.3.299290.31 m3037202025 C Idea n woo tluRfm d de des er co in Al T.: wcoar, Wallace Sulged: My 17 08 whorl Aft.ch..M� lesion. arw� von Zack RTD lsonly co rnedthattheymodifythe existing bus stop on 32n0 to make it meet current ADA Requirements for our boarding area. See attached documents. If there are any questions please contact me. Toanit you C. Scott Woodruff Engineer III 1560 naadway otlaeon oisnct i5eo eroaaway, aura 900 9nsrz I oannar, co emnz 030.3.299290.31 m3037202025 C Idea n woo tluRfm d de des er co in 30/40' ACE OF CURB EXISTING CURB AND GUTTER EW cBOARDING 6" p NEWBOARDING AREA AREA w2 (WHEN WARRANTED) EXISTING WALK JP RED REQUIRED BOARDING AREA ED WITH FRONT OF BUS 9OR LESS IN IT IAL ADA REQUIRED BOARDING AREA 30/40' FACEOFCURB EXISTING CURB AND GUTTER 6„ NEWBOARDING AREA 6' (WHEN WARRANTED 0' MIN ].0' DESIRABLE �20 0' 6" THICK CONCRETE SHELTER PAD EXISTING WALKWAY �6" THICK CONCRETE BOARDING AREA `BOC 500 Min. 30/40' MIN.— r DIRECTION OF TRAFFIC NEAR SIDE OF BUS STOP 60' MIN ].0' DESIRABLE NOTES 1. FAR SIDE BUS STOPS ARE PREFERRED. 2. BUS STOP LOCATIONS SHALL BE COORDINATED WITH RTD SERVICE PLANNING AND LOCAL AGENCIES. 3. BUS PAD INSTALLATION IS DETERMINED BY PAVING DESIGN ,SOIL ,AND SUBGRADE CONDITIONS, PREFERENCES OF LOCAL AGENCIES, AND FUNDING AVAILABILITY. 4. WIDTH OF BOARDING AREA CONCRETE BOARDING PAD SHALL BE 9' WHEN EXISTING ROW IS AVAILABLE, OTHERWISE A MINIMUM WIDTH OF 8' IS REQUIRED 5. CONCRETE SHALL BE A MINIMUM THICKNESS OF 6". 6. A 6" THICK CONCRETE SHELTER PAD SHALL BE PROVIDED 20' IN LENGTH AND 5' MINIMUM (1' DESIRABLE) FOR PLACEMENT OF BUS SHELTER, SET BACK A MINIMUM OF 8' (9' DESIRABLE) TO ALLOW FOR DEPLOYMENT OF LIFTS FROM BUSES FOR THE AID OF DISABLED PASSENGERS. 1. FAR SIDE BUS STOPS SHALL HAVE FRONT OF BOARDING AREA PLACED 90' MINIMUM FROM FACE OF CURB OF THE EXISTING CROSS STREET. 8. NEAR SIDE BUS STOPS SHALL HAVE FRONT OF BOARDING AREA PLACED 50' MINIMUM FROM FACE OF CURB OF THE EXISTING CROSS STREET. 9. CONCRETE BOARDING AREA SHALL BE PROVIDED ENTIRE 30'/40'FROM FACE OF EXISTING WALK TO BACK OF CURB WHEN BUS SHELTER IS INSTALLED. ALIGNED WITH FRONT DOOR OF BUS 7r DESIGNED BY — DATE CHECKED BY JS HATE WppWN ALIGNED WITh 8'Min c 9' Preferred DOOR OF BUS E DRANNBY. «A DATE. � PPPROVEDBY. HSS DATE. 6' 6.. INITIAL ADA 6' REQUIRED BOARDING AREA 60' MIN ].0' DESIRABLE NOTES 1. FAR SIDE BUS STOPS ARE PREFERRED. 2. BUS STOP LOCATIONS SHALL BE COORDINATED WITH RTD SERVICE PLANNING AND LOCAL AGENCIES. 3. BUS PAD INSTALLATION IS DETERMINED BY PAVING DESIGN ,SOIL ,AND SUBGRADE CONDITIONS, PREFERENCES OF LOCAL AGENCIES, AND FUNDING AVAILABILITY. 4. WIDTH OF BOARDING AREA CONCRETE BOARDING PAD SHALL BE 9' WHEN EXISTING ROW IS AVAILABLE, OTHERWISE A MINIMUM WIDTH OF 8' IS REQUIRED 5. CONCRETE SHALL BE A MINIMUM THICKNESS OF 6". 6. A 6" THICK CONCRETE SHELTER PAD SHALL BE PROVIDED 20' IN LENGTH AND 5' MINIMUM (1' DESIRABLE) FOR PLACEMENT OF BUS SHELTER, SET BACK A MINIMUM OF 8' (9' DESIRABLE) TO ALLOW FOR DEPLOYMENT OF LIFTS FROM BUSES FOR THE AID OF DISABLED PASSENGERS. 1. FAR SIDE BUS STOPS SHALL HAVE FRONT OF BOARDING AREA PLACED 90' MINIMUM FROM FACE OF CURB OF THE EXISTING CROSS STREET. 8. NEAR SIDE BUS STOPS SHALL HAVE FRONT OF BOARDING AREA PLACED 50' MINIMUM FROM FACE OF CURB OF THE EXISTING CROSS STREET. 9. CONCRETE BOARDING AREA SHALL BE PROVIDED ENTIRE 30'/40'FROM FACE OF EXISTING WALK TO BACK OF CURB WHEN BUS SHELTER IS INSTALLED. 19/29' EXISTING WALK �6" THICK CONCRETE BOARDING AREA EXISTING WALKWAY LANDSCAPEM/ALKWAY BOC 30'/40'MIN . 90 0' Min DIRECTION OF TRAFFIC FAR SIDE OF BUS STOP 6' FRONT d AREA 30/40' DESIGNED BY — DATE CHECKED BY JS HATE WppWN ALIGNED WITh D D ENGINEERING n DIVISION BUS INFRASTRUCTURE STANDARD DRAWINGS REGIONAL TRANSPORTATION DISTRICT FACE OF CURB EXISTING CURB AND GUTTER DOOR OF BUS DRANNBY. «A DATE. � PPPROVEDBY. HSS DATE. 0RZSCALE VERT. SCALE 6.. 6' NEWBOARDING AREA CIVIL BUS STOP LAYOUT REGIONAL 0KERONATRANSPORTATION DISTRICT DENVER, COLORADO 80202 (303)628-9000 8'Min (WHEN WARRANTED) �o o 9' Preferre N0. REVISIONS O� DATE _ _ EXISTING. LANDSCAPE c . (TO REMAIN) .MIn 11 o ��\\-INITIAL AD/ REQUIRED BOARDING 19/29' EXISTING WALK �6" THICK CONCRETE BOARDING AREA EXISTING WALKWAY LANDSCAPEM/ALKWAY BOC 30'/40'MIN . 90 0' Min DIRECTION OF TRAFFIC FAR SIDE OF BUS STOP 6' FRONT d AREA DESIGNED BY — DATE CHECKED BY JS HATE WppWN FlLENAME SEE LE FT MARGIN D D ENGINEERING n DIVISION BUS INFRASTRUCTURE STANDARD DRAWINGS REGIONAL TRANSPORTATION DISTRICT SHEET REFERENCE NUMBER' SD -C101 08OF68 DRANNBY. «A DATE. � PPPROVEDBY. HSS DATE. 0RZSCALE VERT. SCALE 0 CIVIL BUS STOP LAYOUT REGIONAL 0KERONATRANSPORTATION DISTRICT DENVER, COLORADO 80202 (303)628-9000 w -- N0. REVISIONS BY DATE ♦SAI City Of ridge WheatR PUBLIC WORKS Memorandum TO: Zack Wallace, Planner II FROM: Jordan Jefferies, P.E. DATE: October 18, 2017 SUBJECT: MS -17-08/ Weiman- 3275 Quail Street I have completed my first review of the Quail Creek Estates of the property located at 3275 Quail Street received on September 28, 2017 and I have the following comments: PLANNING & ZONING Subdivision Plat: 1. This plat is very busy; rather than having to move two or three notes to make room for a new note, PW suggests adding a second sheet, so you would have a cover sheet and a plan view. This will allow more room for additional required information such as coordinate pairs for all property corners, additional approval blocks, enlarged details, et al. Should the applicant proceed with a 2 -sheet document, please include a sheet index on sheet 1 with Sheet Tides and Sheet Numbers. 2. Include existing parcel line; Corporate Boundary and centerline linetypes in Legend. 3. Appears to be overlapping lines at the northwest comer of the site on the southerly ROW line of W. 33`a Avenue. 4. Add centerlines to adjacent roadways as redlined. 5. In the VICINITY MAP, correct the "street" callouts of the avenues (see redlines). Add W. 33`a AVE. to street north of Site. Correct lineweight of Nelson St. callout to match all others. 6. In the OWNER'S CERTIFICATE notary blocks, take off the "A.D."preceding the year of both blocks. PW recommends changing the "My Commission Expires" notation to that shown. 7. Please be advised that the boundaries of Tract A may be shifting to allow for the required 4:1 max. slopes within Tract A. 8. Please modify the "100 FLOODWAY" text for the minor tributary to Lena Gulch to "100 YR. DRAINAGEWAY". 9. Show the city corporate boundary (Lakewood to south). Label City of Wheat Ridge and City of Lakewood on each side of boundary. 10. The City Certification block needs to be modified as shown. Since this plat does NOT go before City Council the plat must include the ROW acceptance language. 11. The following comments pertain to the Notes: a. In Note #4 the Basis of Bearings needs to be in the northeast direction (N89019'53"E) to correspond to the Legal Description and the graphic. b. Note #10 needs to be modified as indicated on the redlined plat. pualmvaek stges Review -1 JJ it Public Works Engineering October 18, 2017 Page 2 a Include the following Note on the Final Plat: "13) THE STORMWATER QUALITY AREA HEREIN SHOWN AS "TRACT A" SHALL BE CONSTRUCTED AND MAINTAINED BY THE OWNER AND SUBSEQUENT OWNERS, HEIRS, SUCCESSORS AND ASSIGNS. IN THE EVENT THAT SUCH CONSTRUCTION AND MAINTENANCE IS NOT PERFORMED BY SAID OWNER, THE CITY OF WHEAT RIDGE SHALL HAVE THE RIGHT TO ENTER SUCH AREA AND PERFORM NECESSARY WORK, THE COST OF WHICH SAID OWNER, HEIRS, SUCCESSORS, AND ASSIGNS AGREES TO PAY. NO BUILDING OR STRUCTURE WILL BE CONSTRUCTED IN THE DETENTION AREA AND NO CHANGES OR ALTERATIONS AFFECTING THE HYDRAULIC CHARACTERISTICS OF THE DETENTION AREA WILL BE MADE WITHOUT THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS." 12. Show Tract A width dimensions along W. 32nd Avenue and along the westerly property line. 13. Include the Case History number: MS -17-08. 14. Be sure and include the Date of Revision. 15. Show dimension from road centerline to property corners as redlined. 16. Add coordinates to all property corners. 17. Correct typo for existing 10' utility easement along the westerly property line. 18. PW suggests using fractional dimensions for property pins to match the legal as opposed to decimal inches. 19. Identify the `Line hereby removed by this plat' along the southerly edge of the site as a "Parcel' line hereby removed ... CIVIL ENGINEERING Final Drainage Report (Discussion): 1. General Comment: Be advised that Tract A shall be designed to conform to Sec. 26- 507. Stormwater facilities, of the Municipal Code of Laws. This section of the Code requires that all stormwater facilities include landscaping and incorporate certain design features that will in all likelihood require the expertise of a Landscape Architect. As such, Public Works highly recommends that an LA be as contacted to assist in the design process for Tract A. 2. PROPOSED DRAINAGE SYSTEM — RUNOFF — SUBBASIN A5 (Section III -B): Verify Sub -basin A5 area Area is listed as 2.54 acres and it appears to be < 0.1 acre. 3. PROPOSED DRAINAGE SYSTEM — OPEN CHANNEL FLOW (Section III -D): The proposed 48" HDPE storm drain is undersized and it's unclear how excess flow will be conveyed to the proposed overflow channel. Note that overflow onto 32nd Avenue is not allowable. Revise design to eliminate overflows onto 32nd Avenue. One option is to increase pipe size (60") and slope to allow pipe to carry the entire offsite flow of 419 cfs. Additionally, downstream concrete channel slope would need to be reduced which would help address comment 5 below. 4. PROPOSED DRAINAGE SYSTEM — OPEN CHANNEL FLOW (Section III -D): The velocity in the proposed overflow channel (13.98 fps) for the 100 -year storm is QoailCceekEslates_Review-1_JJ.Itr.docx Public Works Engineering October 18, 2017 Page 3 high. UDFCD recommends a maximum velocity of 7 fps. Modifications to the channel geometry and/or linings are recommended to reduce the velocity. 5. PROPOSED DRAINAGE SYSTEM — OPEN CHANNEL FLOW (Section III -D): A Mannings N value of 0.020 was assumed for the grass -lined channel. This seems low. Grass -lined channels typically have a Mannings N value of 0.035 to 0.040. Please provide backup information for the selected Mannings N value if outside the typical range of values. 6. PROPOSED DRAINAGE SYSTEM — OPEN CHANNEL FLOW (Section III -D): The velocity in the proposed concrete channel (15.06 fps) for the 100 -year storm is high. UDFCD recommends a maximum velocity of 7 fps. Modifications to the channel geometry and/or linings are recommended to reduce the velocity. 7. PROPOSED DRAINAGE SYSTEM — OPEN CHANNEL FLOW (Section III -D): 1 - It of freeboard is required in the concrete channel for the 100 -year event. The current design only shows 0.3911. One option is to widen the channel (12'). Widening would allow for a reduction in slope which would help address comment 5 above. 8. STREETS: No discussion is provided on stormwater impact to streets, specifically Quail Street (and 32°d Street if impacted by 100 -year overflows due to proposed undersized pipe). See Wheat Ridge drainage report requirements for what information is required to be provided. Final Drainage Report (Appendix): 1. PROPOSED DRAINAGE PLAN: Area of drainage area A5 is shown as 1.31 acres. The actual area appears to be <0.1 acre. Revise. 2. PROPOSED DRAINAGE PLAN: Minimum orifice size for EDB orifice plate is 0.50" dia. Currently showing 3/8" dia. Revise. 3. UD-DETENTION—REQUIRED VOLUME CALCULATION: Slope is listed as 0.023. Actual slope of site appears to be approximately 0.03 1. Revise or discuss how this slope was determined. Civil Construction Plans: General Comment: Be advised that Tract A shall be designed to conform to Sec. 26-507. Stormwater facilities, of the Municipal Code of Laws. This section of the Code requires that all stormwater facilities include landscaping and incorporate certain design features that will in all likelihood require the expertise of a Landscape Architect. As such, Public Works highly recommends that an LA be as contacted to assist in the design process for Tract A. Sheet 01 (Cover Sheet): 1. Show the Basis of Bearings in a northeasterly direction to correspond to the plat. Sheet 3 (Overall Site Plan): 1. Revise ALL 6 proposed driveways to reflect CDOT Type 3 with ADA -compliant sidewalk (refer to M-609-1 of the CDOT M -Standards). QoailCceekEslates_Review-1_JJ.Itr.docx Public Works Engineering October 18, 2017 Page 4 2. Identify the following on the Overall Site Plan: a. Any proposed retaining walls. b. All proposed area drains. 3. Dimensions for Quail Street don't match the Quail Street Section shown on Sheet 1 (Cover Sheet). 17ft dimension leader points to lip of gutter, not flowline. Revise. 4. CDOT Type 2B ramp shall be used for Quail Street crossing at the Quail/32nd intersection. Type 2A ramp is not appropriate in this location since crossing 32nd Avenue at this corner is not encouraged. 5. There is a bold, dashed line along the sidewalk in W. 32nd Ave. that does not appear necessary. Either identify or remove this. Sheet 4 (Overall Grading Plan): 1. PW suggests the swale along lot lines be narrowed to 10' wide (5' either side) with a 5:1 side slope to lessen impact to the yards. The homeowner will likely have their own idea of what their landscaping will be and narrowing up the swale could provide additional options beyond sod. 2. Ramps at driveway cuts must be ADA compliant (although no detector plate is required). Use CDOT Concrete Driveway Entrance Type 3 (M-609-1). This applies to all driveway cuts along Quail Street. 3. Maximum allowable slope in landscaped areas (slope along eastern third of lots) is 411:1 V. 4. Maximum allowable slope in landscaped areas (slope along north side of WQ pond) is 411:1V. 5. Provide detail for the proposed SD -1 storm drain junction box. 6. Provide detail for concrete channel connection to the existing drainage structure just offsite to the north. 7. Label existing fence along southern property boundary and callout whether fence is to remain or be removed. 8. Provide design details for modular block wall along 32nd Avenue ROW. Assuming no tie -backs will be required. What is size/depth of footing? 9. Maximum allowable side slopes in overflow channel is 3H:1V. 10. Specify which UDFCD seed mix will be utilized in the overflow channel. 11. Label the lft layer that is shown on top of the riprap in the overflow channel section. 12. Show the modular block wall in the overflow channel section. 13. Show the 48" HDPE pipe in the overflow channel section. 14. Riprap should not be placed directly on top of 48" HDPE pipe. Riprap is likely not adequate as pipe trench backfill material. Suggest modifying the section to provide an adequate, compactable backfill over the pipe or use CLSM for backfill of pipe. 15. See additional notes in blue for suggestions. Sheet 5 (Overall Utilitv Plan): 1. Need to identify all proposed street cuts and include approximate dimensions. 2. Provide detail for the custom headwall and pipe penetration at the 48" HDPE pipe outlet. NOTE: General Note #2 will apply. Mill/overlay will likely be required for full width of Quail Street since water line is on east side of street. It appears at least 300 LF of Quail Street will require mill/overlay. QoailCceekEslates_Review-1_JJ.Itr.docx Public Works Engineering October 18, 2017 Page 5 4. See additional notes in blue for suggestions. Sheet 6 (Quail Street Plan & Profile): 1. Show Quail Street centerline profile on same sheet with a different linetype for reference. Provide an adequate design for the flowline profile that limits grade breaks to the extent possible. Profile should include slope callouts for flowline. 2. Grade breaks in excess of 0.50% will require vertical curves. 3. Design should limit cross slopes on Quail Street to a maximum of —4%. It is recognized that only a few additional feet of roadway will be constructed, so cross slopes slightly greater than 4% may be allowable. Minimum cross slope is 2%. Sheet 7 (Quail Street Widening X -Sections): 1. See comment 3 on Sheet 6. Sheet 8 (Storm Plan & Profile — SDD: 1. 36" FES is shown on 30" RCP outlet. Revise. 2. Show existing drainage structure in profile. Sheet 9 (Storm Plan & Profile — SD2): 1. Provide dimensions/depth and size for riprap apron. Sheet 10 (Storm Plan & Profile — SD3 & WQ Pond): 1. Please be advised that the smallest allowed orifice diameter is 0.50". PW understands this may require less openings or will cause the WQ pond to drain slightly faster, but this small of opening will be too easily clogged. 2. Maximum slopes are 4:1 in landscaped areas and areas adjacent to roadways. Sheet 11 (Landscape Plan): 1. The City will require the WQ pond to be adequately landscaped (per Code) due to the proximity to the public roadway. But if is this going to be sodded then it will need to also be irrigated. Sheet 12 (Lot Typicals): 1. Need to show the typical swales proposed along lot lines. Sheets 14-16 Erosion Control): 1. Please include the following Note: "NOTICE TO CONTRACTOR: REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS.' Sheet 17 (Details): 1. Revise curb cut/driveway detail to be ADA compliant. Use CDOT Concrete Driveway Entrance Type 3 (M-609-1). 2. Revise ADA ramp detail to show CDOT Type 2A ramp. QoailCceekEslates_Review-1_JJ.Itr.docx Public Works Engineering October 18, 2017 Page 6 Itemized Engineer's Cost Estimate: 1. No cost estimate for the required public improvements was included with this submittal. Please provide an itemized Engineer's Cost Estimate with the next submittal. The approved estimate amount plus 25% contingency (125% of the approved estimate) will be used for the Irrevocable Letter of Credit required as a Performance Guarantee needed prior to issuance of any Demolition, Grading, or ROW Construction Permits. Please include one PDF and one AutoCAD (2013 or older) DWG file of the Final Plat and one PDF of all revised Civil Documents with the next submittal. 1. CDPS Permit & Stormwater Management Plan: This site in general is greater than one acre in size and the area of disturbance will meet or exceed one (1) acre, so a Stormwater Management Plan (SWMP) associated with the required State CDPS Permit shall be submitted to the City of Wheat Ridge for review and approval. The SWMP must be approved by the City prior to issuance of any Demolition, Grading, ROW Construction, or Building Permits. The CDPS Permit is generally obtained from the Colorado Department of Public Health and Environment by the contractor at time of Building Permit Application. A copy of the CDPS must accompany the final submittal of the SWMP. Please contact Bill LaRow, Stormwater Program Manager at 303.235.2871 for further information). It is highly recommended that the SWMP be submitted as soon as possible to avoid delays in the issuance of required Permits. 2. Subdivision Improvement Agreement: Prior to the issuance of any Building or Right -of -Way Construction Permits or the commencement of any construction activities, a Subdivision Improvement Agreement (SIA) shall be executed by the project owner/developer. The project owner/developer will need to contact the Dept. of Community Development at 303.235.2846 to obtain a copy of the SIA. Please note that an approved engineer's itemized cost estimate for the public improvements will be included in the SIA (refer to Other Requirement #2 below). SIAs are recorded at the Jefferson County Clerk & Recorder's Office with the Final Plat. Public Improvements Cost Estimate & Guarantee: Upon acceptance of the Itemized Engineer's Cost Estimate, an Irrevocable Letter of Credit (ILOC) in the amount of reflecting the total amount of the approved cost estimate plus 25% (125% of the total estimate) shall be submitted by the owner/developer for review and approval at the time of SIA submittal. The total amount required for the Irrevocable Letter of Credit is $XXX,XXX.The ILOC shall remain in force for the entire duration of the project, and the City reserves the right to QoailCceekEslates_Review-1_JJ.Itr.docx Public Works Engineering October 18, 2017 Page 7 request the ILOC be renewed if deemed necessary. A photocopy of both the itemized cost estimate and ILOC will be attached to the SIA and recorded at the county. 4. 2 -Year Warranty Period and Guarantee for Public Improvements Upon completion of all public improvements and Final Acceptance has been granted by the City Inspector, the original Irrevocable Letter of Credit shall be surrendered. At that time a 2 -year warranty period for the completed and approved public improvements shall commence. If at any time during said 2 -year Warranty Period the City Inspector deems that the constructed public improvements are in such condition as to require repairs or replacement, the Developer shall complete such work upon request. Upon commencement of the 2 -year Warranty Period, a 2°d Letter of Credit in the amount of 25% of the original itemized engineer's cost estimate shall be submitted to the City of Wheat Ridge and be dated as to expire on the 2 -year anniversary of the Warranty Period commencement date. The City shall retain said Letter of Credit for the entire 2 -year Warranty Period. Upon completion of the 2 -year Warranty Period, the 2°d Letter of Credit shall be surrendered by the City of Wheat Ridge. Right -of -Way Construction Permit(s)/Licensing: a. ROW Permits. Prior to any construction within the public right-of-way (ROW), the necessary Right -of -Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right -of -Way Construction Permits are issued by the City only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, Traffic Control Plan, and easement or ROW dedications b. Licensing. All work within the public Right -of -Way shall only be performed by a municipally -licensed contractor. 6. Pre -Construction Meeting: Prior to commencement of any construction activities the contractor shall schedule a pre -construction meeting with the city of Wheat Ridge public works at 303.23 5.286 1. The contractor shall be responsible for contacting all applicable utility districts for this meeting. 7. Drainage Certification/ As -Built Plans/ SMA and O & M Plan: Please note the following items required prior to the issuance of the first Certificate of Occupancy for the subdivision: a. Drainage Certification: Upon completion of the drainage improvements, the Engineer -of -Record shall provide to the City of Wheat Ridge a written, signed and sealed Drainage Certification Letter (DCL) stating that the overall site grading was completed per the approved Grading and Drainage Plans, all drainage facilities were constructed per the approved construction plans and shall function as defined in the approved Final Drainage Report/Plan, and that the site has been accurately surveyed to confirm that the grading and construction of all drainage facilities was completed in accordance with these QoailCceekEslates_Review-1_JJ.Itr.docx Public Works Engineering October 18, 2017 Page 8 documents. The DCL shall be submitted to the City for review and approval, and shall be accompanied with As -Built Plans on the Current City Datum for all constructed drainage facilities prior to issuance of the first Certificate of Occupancy. b. As -Built Plans: The following items shall be included in the As -Built Plan prior to City acceptance: i. Storm Sewer (this info referenced in DCL) 1. Detention/WQ pond volume (sufficient spot elevations for engineer to calculate the volume). 2. Detention/WQ pond Outlet Structure elevations. 3. Manholes, rim and invert elevations. 4. Drop Inlets, grate and invert elevations Lighting (within Public ROW only) 1. Streetlight locations. 2. Pedestrian light locations. 3. Pull Box locations. 4. Electric meter location(s) Three (3) copies of the "As -Built" Plans are to be submitted as follows: i. One (1) hardcopy is to be signed & sealed on 24" X 36" bond paper, and ii. Two (2) electronic files are to be delivered on DVD/CD-ROM as follows: 1. One (1) file in AutoCAD 2015 DWG or older format, AND 2. One (1) file in PDF format (of the signed & sealed sheets). 8. Information pertaining to the Public Works development requirements, Site Drainage Requirements, the City's Street Construction Standards & Details in AutoCAD@ DWG format, ROW maps, and City -based coordinate and land surveying information (i.e., Current City Datum), is all available on the Public Works, Development Review page of the City of Wheat Ridge website at: www.ci.wheatridee.co.us QoailCceekEslates_Review-1_JJ.Itr.docx VICINITY MAP 1"=1000' LOT LINE Add to Legend: BOUNDARY LINE Existing Parcel Line Corporate Boundary EASEMENT UNE Centerline FLOODWAY LINE - - - - FOUND SECTION CORNER AS DESCRIBED SET 18" NO. 4 REBAR NTH BLUE PLASTIC CAP O PLS 36561 FOUND MONUMENT O AS DESCRIBED PARCEL NAME SQUARE FEET ACRES LOT 1 30,321 0.6951 LOT 2 15,052 0.3456 LOT 3 1 6,1 71 0.3712 LOT 4 1 6,1 60 0.3710 TRACT A 20,121 0.4619 RIGHT-OF-WAY 1,780 0.0408 TOTAL SITE 99,605 2.2866 to NORTH Y4 C E SECTI This 31/4" matches legal 28 FOUND 3.25' ASS CAP LS 13212 IN RANGE BOX PER MON REC DATED 9-14-11 CITY OF WHEAT RIDGE DATUM CONTROL POINT NO. 15309 NORTH -705737.48 LAT. 39'46'09.3304"N EAST -107869.65 LONG. 105'07'08.5892"W ELEV.-5402.08 / I I I ee� Mi 0 15 30 1 INCH - 30 FEET LOT 28 1 LOT 29 1 LOT 30 1.50' RIGHT-OF-WAY N HEREBY DEDICATED BY 1.50'THIS PLAT. 1,780 S.F. 1 0.0408 ACRES QUAIL CREEK ESTATES A TRACT OF LAND LOCATED IN THE NW 1/4 OF SECTION 28, T3S, R69W, 6TH P.M. 7/ N00°27'43"W 222AU I EXISTI� 5' UTILITY AND DRAINAGE EASEMENT (TYP) AMCoo w=DLnZ (n 0) U 3 N H O ON = Of CYCY N00°30'57"W 40.43' CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 1 This 31/4" matches legal. EAST LINE OF THE NW 1/4 OF SECTION 28 NOO'18'48"W 2657.35' RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 LOT 31 IR1A ZONING LOT 32 z 0' GAS ESMT� Q RN 76787571 10' DRNG. ESMT. 44 '_,� RN 76787571 �w J HEREBY VACATED BY a W z_ THIS PLAT w a n o � MON REC DATED 5-5-06 OILN o z z 130 Q � Please be advised that these N InH boundaries may be shifting � �5' to allow for the required 4:1 LOT 1 LLI UTIUT AND max. slopes within Tract A. 30,321 S.F. 21 0.6961 ACRES AMCoo w=DLnZ (n 0) U 3 N H O ON = Of CYCY N00°30'57"W 40.43' CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 1 This 31/4" matches legal. EAST LINE OF THE NW 1/4 OF SECTION 28 NOO'18'48"W 2657.35' RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 LOT 31 IR1A ZONING LOT 32 -- °o_ 100 YR. D AINAGEWAY LOT LINES HEREBY CREATED 10� o2B=afl/(POOR DOC.) BY THIS PLAT (TYP) TRACT A VERN 80023784 HEREBY VACATED BY THIS PLAT 20,121 S.F. 11s 0o yRO.461 9 ACRES 100 FLOODWAY CONTAINED IC UTILITY AND DRAINAGE EASEMENT (TYP) WITHIN TRACT A 49.99' QUAIL STREET - 50' ROW 43"E 552.90' z w w a w a z_ w a n o � MON REC DATED 5-5-06 OILN o z z Q � CITY OF WHEAT RIDGE DATUM In -- °o_ 100 YR. D AINAGEWAY LOT LINES HEREBY CREATED 10� o2B=afl/(POOR DOC.) BY THIS PLAT (TYP) TRACT A VERN 80023784 HEREBY VACATED BY THIS PLAT 20,121 S.F. 11s 0o yRO.461 9 ACRES 100 FLOODWAY CONTAINED IC UTILITY AND DRAINAGE EASEMENT (TYP) WITHIN TRACT A 49.99' QUAIL STREET - 50' ROW 43"E 552.90' o VACATED BY THIS PLAT o m 22' ■ 40' LOT 2 Iw LOT 3 LOT 4a n _ 5,052 S.F. 16,171 S.F� 16,160 S.F. M 3 3 v' N� rn 0.3712 ACRES Q 0.3710 ACRES 6 o LOT 13 0.3456 ACRES h z z �oo m BLOCK 24 \ Un L I- APPLEWOOD KNOLLS SECOND FILING LOT LINE ADJUSTMENT NO. 1 PLAT /' \ w" ■ RN 2012095409 \ \ J 00 o Show city boundary / 5.50'�RIGHT-OF-WAY linetyp \ e Lakewood to w HEREjY DEDICATED BY J _ _ 2 .00' THIS LAT. 1,780 S South). Label WR/LW 10' UTILITY AND DRAINAGE EASEMENT (TYP) 0.04 ACRE 100.00' 1075� 107.50' each Side of boundary. N00°30'57"W 464.99'' b TRACT A 10 FLOODWAY CONTAINED X � ' This 31/4" matches legal. --- -- -- ----- - -- -- - - - - - V - O^ - - - - o WITHIN TRACT A � ■ � N 20,1 21 S.F. 11/ FOUND 1.5" 11/z" YELLOW CAP PLS 34580 OWNER'S CERTIFICATE• N - xxx.xx E - xxx.xx WE, TIFFANY LEEANNA GRUNERT AND DANIEL E. BARNHART, BEING THE OWNER(S) OF REAL PROPERTY CONTAINING 2.2866 ACRES DESCRIBED AS FOLLOWS: LOT 6, APPLEWOOD KNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE-HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE-HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A UNE DESCRIBED AS STARTING AT A POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH UNE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. METES AND BOUNDS DESCRIPTION OF PROVIDED DESCRIPTION: A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89'19'53" E AND MONUMENTED AS FOLLOWS: -WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. -CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28; THENCE N 89'19'53" E ALONG THE SOUTH UNE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET; THENCE N 00'30'57" W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00'30'57" W ALONG THE EASTERLY LINE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809; THENCE N 89723'01" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY UNE OF QUAIL STREET; THENCE S 00'27'43" E ALONG SAID WESTERLY RIGHT-OF-WAY UNE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWNG TWO 2 COURSES; 1) S 44'26'05" W A DISTANCE OF 14.17 FEET; The City Certification block needs to be modified as 2) S 89'19'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING shown. Since this plat does NOT go before City Council CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. the plat must include the ROW acceptance language. HAVE LAID OUT, SUBDIVIDED AND PLATTED SAID LAND AS PER THE DRAWING HEREON CONTAINED INTO LOTS AND TRACTS UNDER THE NAME AND STYLE OF QUAIL CREEK ESTATES, A SUBDIVISION OF A PART OF THE CITY OF WHEAT RIDGE, COLORADO AND BY THESE PRESENTS DO DEDICATE TO THE CITY OF WHEAT RIDGE AND THE PUBLIC THOSE PORTIONS OF REAL PROPERTY SHOWN AS RIGHT-OF-WAY, AND DO FURTHER DEDICATE TO THE CITY OF WHEAT RIDGE AND THOSE MUNICIPALLY OWNED AND/OR MUNICIPALLY FRANCHISED UTILITIES AND SERVICES THOSE PORTIONS OF REAL PROPERTY SHOWN AS EASEMENTS FOR THE CONSTRUCTION, INSTALLATION, OPERATION, MAINTENANCE, REPAIR AND REPLACEMENT FOR ALL SERVICES. THIS INCLUDES BUT IS NOT LIMITED TO TELEPHONE AND ELECTRIC LINES, GAS LINES, WATER AND SANITARY SEWER LINES, HYDRANTS, STORMWATER SYSTEMS AND PIPES, DETENTION PONDS, STREET LIGHTS AND ALL APPURTENANCES THERETO. TIFFANY LEEANNA GRUNERT AKA TIFFANY L BARNHART STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _-DAY OF - O.Dt 20� BY WITNESS MY HAND AND OFFICIAL SEAL "" ^^""" ^" """' NOTARY PUBLIC MY COMMISSION EXPIRES 557.56' W 0.4619 ACRES IE z 22.00 POINT OF CO MEN CEMENT spelling N00'30'S7"W 563.06' POINT EGINNING NOO'SO'57" WEST Y4 ER SECTION 28 FOUND 1.5" YELLOW w _ FOUND 3.25' BRASS CAP LS E ING 10' UTILITY 24952 IN RANGE BOX PER OWNER'S CERTIFICATE: CONT. ES T RN 76787571 CAP, PL 4580 MON REC DATED 5-5-06 LOT 1 N - xxx.xx ' APPLEWOOD BAPTIST CHURCH SUBDIVISION E - xxx.xx co CITY OF WHEAT RIDGE DATUM RN 2006142621 z CONTROL POINT NO. 16209 NORTH -703049.56 LAT. 39°45'428801"N R-1 ZONING DANIEL E. BARNHART EAST -105260.72 LONG. 105°07'42.1328" W ELEV.-5454.70 STATE OF COLORADO ) NOTES: COUNTY OF JEFFERSON ) SS 1) ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WTHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE SURVEYOR'S THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _SAY OF A.D. 20BY CERTIFICATE SHOWN HEREON. WITNESS MY HAND AND OFFICIAL SEAL MY 68MMIGI EXPIRES. 2) PER COLORADO REVISED STATUTES SEC. 38-51-106 (L) ALL LINEAL UNITS DEPICTED ON THIS PLAT ARE U.S. SURVEY FEET. ONE METER EQUALS 39.37 DIVIDED BY 12 U.S. SURVEY FEET ACCORDING TO THE NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY. NOTARY PUBLIC 3) ANY PERSON WHO KNOWINGLY REMOVES, ALTERS OR DEFACES ANY PUBLIC LAND SURVgY MONUMENT. L ND SURVEY BOUNDARY MON MENT OR ACCESSORY COMMITS A CLASS TWO (2) MISDEMEANOR PURSUANT TO STATE STATUTE 18-4-508, C.R.S. Basis of Bearings must be in NE direction to correspond to both the Legal and the graphic. E MY COMMISSION EXPIRES 4) BASIS OF BEARINGS: BEARINGS ARE BASED ON THE ASSUMPTION THAT THE SOUTH LINE OF THE NORTHWEST QUARTER OF SECTION 28 BE N 89'19'53" yr SURVEYOR'S CERTIFICATE BETWEEN MONUMENTS AS SHOWN WITHIN THIS PLAT BETWEEN CITY OF WHEAT RIDGE CONTROL POINTS 16309 AND 16209. I, CHRISTOPHER H. McELVAIN DO HEREBY CERTIFY THAT THE SURVEY OF THE BOUNDARY OF QUAIL CREEK ESTATES WAS MADE BY ME OR 5) GUARDIAN TITLE AGENCY, LLC FILE NO. 5717-46692A , EFFECTIVE DATE: BASIC AT 7.00 A.M. WAS ENTIRELY RELIED UPON FOR RECORDED RIGHTS-OF-WAY, UNDER MY DIRECT SUPERVISION AND TO THE BEST OF MY KNOWLEDGE, INFORMATION AND BELIEF, IN ACCORDANCE 1MTH ALL APPLICABLE EASEMENTS AND ENCUMBRANCES IN THE PREPARATION OF THIS SURVEY. COLORADO STATUTES, CURRENT REVISED EDITION AS AMENDED, THE ACCOMPANYING PLAT ACCURATELY REPRESENTS SAID SURVEY. 6) SURVEY303 LLC HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR RECORDED/JNRECORDED EASEMENTS, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. CHRISTOPHER H. McELVAIN, PLS 36561, FOR AND ON BEHALF OF SURVEY303, LLC 7) ALL LOT CORNER MONUMENTS SHALL BE SET PER COLORADO STATE STATUTE 38-51-105. ACCEPTANCE OF DEDICATED INTERESTS IN REAL PROPERTY THE CITY OF WHEAT RIDGE, COLORADO, hereby accepts the dedication and conveyance to the City of those lots, tracts, easements, and other 8) THE GEODETIC POINT COORDINATE DATA SHOWN HEREIN HAS BEEN DERIVED FROM THE NAD 83 HARN STATE PLANE COLORADO CENTRAL RPS 0502 COORDINATE interests in real property denoted on this plat as being dedicated to the City for public purposes. SYSTEM, AND HAS A HORIZONTAL ACCURACY CLASSIFICATION OF 0.07 U.S. SURVEY FEET AT 95% CONFIDENCE LEVEL, AS DEFINED IN THE GEOSPATIAL POSITIONING ACCURACY STANDARDS OF THE FEDERAL GEODETIC CONTROL SUBCOMMITTEE (FGDC-STD-007.2-1998). ATTEST 9) THIS PLAT IS ON THE CITY OF WHEAT RIDGE "CURRENT CITY DATUM", DEFINED AS FOLLOWS: A. THE CURRENT CITY DATUM COORDINATE SYSTEM USED IS A GROUND-BASED MODIFIED FORM OF THE NAD83 / 92 STATE PLANE COORDINATE SYSTEM, COLORADO MAYOR CENTRAL ZONE 0502. [SEAL] B. VERTICAL DATUM USED IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) CITY CLERK C. GROUND TO GRID COMBINED SCALE FACTOR IS 0.99974780300, SCALED FROM BASE POINT PHAC 1 (PERMANENT HIGH ACCURACY CONTROL POINT /1) HAVING THE FOLLOWING NAD83 / 92 STATE PLANE COORDINATES: PHAC NORTHING 1701258.75, EASTING 3118217.58, ELEVATION 5471.62. COMMUNITY DEVELOPMENT DIRECTOR DIRECTOR OF PUBLIC WORKS 10) TRACT A IS HEREBY DEDICATED TO THE QUAIL CREEK ESTATES HOMEOWNERS ASSOCIATION FOR LANDSCAPING, ACCESS AND DRAINAGE. SPECIFIC IMPROVEMENTS IMLL PLANNING COMMISSION CERTIFICATION BE DETERMINED BY THE DEVELOPER AND STAFF. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A I HEREBY GRAN D BY THIS PT TO THE CITY OF WHEAT RECOMMENDED FOR APPROVAL THIS DAY OF BY THE WHEAT RIDGE PLANNING COMMISSION. RIDGEVTHE 100 80BWAY IS LY CONTAINED WITHIN TRACT A. Add reVlSlOn date SEE NOTE 13. DRAINAGEWAY 11) FIVE FOOT (5') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL PUBLIC STREETS AND SIDE LOT LINES OF EACH LOT IN THE SUBDIVISION OR PLATTED AREA. TEN FOOT (10') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ON ALL RE LOT LINES OF EACH LOT IN THE CHAIRPERSON SUBDIVISION OR PLATTED AREA. THESE EASEMENTS ARE DEDICATED FOR THE INSTALLATION, MAINTENANCE, AND REPLACEME OF ELECTRIC, GAS, TELEVISION CABLE, DRAINAGE AND TELECOMMUNICATIONS FACILITIES. UTILITIES SHALL ALSO BE PERMITTED WITHIN ANY ACCESS EASEMENTS AND RIVATE STREETS IN THE SUBDIVISION, CLERK AND RECORDER'S CERTIFICATE: jInclude Note 13 PERMANENT STRUCTURES AND WATER METERS SHALL NOT BE PERMITTED WITHIN SAID UTILITY EASEMENTS, UNLESS OTHERWIS SHOWN. ACCEPTED FOR RECORDING IN THE OFFICE OF THE COUNTY CLERK AND RECORDER OF JEFFERSON COUNTY AT GOLDEN, COLORADO 12) PROPERTY IS ZONED RESIDENTIAL -ONE (R-1) THIS DAY OF 2017 13) THE STORMWATER QUALITY AREA HEREIN SHOWN AS "TRACT A" SHALL BE CONSTRUCTED CITY OF WHEAT RIDGE AND MAINTAINED BY THE OWNER AND SUBSEQUENT OWNERS, HEIRS, SUCCESSORS AND ASSIGNS. PUBLIC WORKS IN THE EVENT THAT SUCH CONSTRUCTION AND MAINTENANCE IS NOT PERFORMED BY SAID JEFFERSON COUNTY CLERK AND RECORDER09/28/2017 OWNER, THE CITY OF WHEAT RIDGE SHALL HAVE THE RIGHT TO ENTER SUCH AREA AND PERFORM DATE NECESSARY WORK, THE COST OF WHICH SAID OWNER, HEIRS, SUCCESSORS, AND ASSIGNS AGREES S U R V E 303 LLC RECEIVED 09/28/2017 TO PAY. NO BUILDING OR STRUCTURE WILL BE CONSTRUCTED IN THE DETENTION AREA AND NO CHANGES OR ALTERATIONS AFFECTING THE HYDRAULIC CHARACTERISTICS OF THE DETENTION LAN S U RV E I N G BY: DEPUTY CLERK 1st Submittal AREA WILL BE MADE WITHOUT THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS. CENTER Y4SECTION 28 FOUND 3.25 BRASS CAP LS 24962 IN RANGE BOX PER MON REC DATED 5-5-06 OILN CITY OF WHEAT RIDGE DATUM 22' CONTROL POINT NO. 16309 NORTH -703080.17 LAT. 39°45'42.8801"N LOT 33 LOT 1Q EAST=107884.18 LONG. 105°07'42.1328" W ELEV.-5461.94 L=15.67' CB-S44°26'05"W CD=14.12' 3g' ~ LOT 1 N - xxx.xx C-14.1 '36° APPLEWOOD KNOLLS EIGHTH FILING E - xxx.xx R-10.00' N Q RN 58270803 o � 1.50' RIGHT-OF-WAY P= U HEREBY DEDICATED BY N S44'26'05"W■ THIS PLAT. 1,780 S.F. 0.0408 ACRES 14.17' � o ,11 N00 27'43' W 107.50' N00°27'43 "W 107.50' 22' z < QUAIL STREET T14e e two Imetypes doo . m------- -- = 60' ROW EXISTING fiotmatch ELz o 10' GAS ESMT ° n RN 76787571 w o zo " CD w m P= z z ' N= xxx.xx a U Q _ 1 R. DRAI AGEWAY E _ w > oU� 100 (POOR DOC.) Q �� RN 80023784 HEREBY Q N 0 F-- o VACATED BY THIS PLAT o m 22' ■ 40' LOT 2 Iw LOT 3 LOT 4a n _ 5,052 S.F. 16,171 S.F� 16,160 S.F. M 3 3 v' N� rn 0.3712 ACRES Q 0.3710 ACRES 6 o LOT 13 0.3456 ACRES h z z �oo m BLOCK 24 \ Un L I- APPLEWOOD KNOLLS SECOND FILING LOT LINE ADJUSTMENT NO. 1 PLAT /' \ w" ■ RN 2012095409 \ \ J 00 o Show city boundary / 5.50'�RIGHT-OF-WAY linetyp \ e Lakewood to w HEREjY DEDICATED BY J _ _ 2 .00' THIS LAT. 1,780 S South). Label WR/LW 10' UTILITY AND DRAINAGE EASEMENT (TYP) 0.04 ACRE 100.00' 1075� 107.50' each Side of boundary. N00°30'57"W 464.99'' b TRACT A 10 FLOODWAY CONTAINED X � ' This 31/4" matches legal. --- -- -- ----- - -- -- - - - - - V - O^ - - - - o WITHIN TRACT A � ■ � N 20,1 21 S.F. 11/ FOUND 1.5" 11/z" YELLOW CAP PLS 34580 OWNER'S CERTIFICATE• N - xxx.xx E - xxx.xx WE, TIFFANY LEEANNA GRUNERT AND DANIEL E. BARNHART, BEING THE OWNER(S) OF REAL PROPERTY CONTAINING 2.2866 ACRES DESCRIBED AS FOLLOWS: LOT 6, APPLEWOOD KNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE-HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE-HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A UNE DESCRIBED AS STARTING AT A POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH UNE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. METES AND BOUNDS DESCRIPTION OF PROVIDED DESCRIPTION: A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89'19'53" E AND MONUMENTED AS FOLLOWS: -WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. -CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28; THENCE N 89'19'53" E ALONG THE SOUTH UNE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET; THENCE N 00'30'57" W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00'30'57" W ALONG THE EASTERLY LINE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809; THENCE N 89723'01" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY UNE OF QUAIL STREET; THENCE S 00'27'43" E ALONG SAID WESTERLY RIGHT-OF-WAY UNE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWNG TWO 2 COURSES; 1) S 44'26'05" W A DISTANCE OF 14.17 FEET; The City Certification block needs to be modified as 2) S 89'19'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING shown. Since this plat does NOT go before City Council CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. the plat must include the ROW acceptance language. HAVE LAID OUT, SUBDIVIDED AND PLATTED SAID LAND AS PER THE DRAWING HEREON CONTAINED INTO LOTS AND TRACTS UNDER THE NAME AND STYLE OF QUAIL CREEK ESTATES, A SUBDIVISION OF A PART OF THE CITY OF WHEAT RIDGE, COLORADO AND BY THESE PRESENTS DO DEDICATE TO THE CITY OF WHEAT RIDGE AND THE PUBLIC THOSE PORTIONS OF REAL PROPERTY SHOWN AS RIGHT-OF-WAY, AND DO FURTHER DEDICATE TO THE CITY OF WHEAT RIDGE AND THOSE MUNICIPALLY OWNED AND/OR MUNICIPALLY FRANCHISED UTILITIES AND SERVICES THOSE PORTIONS OF REAL PROPERTY SHOWN AS EASEMENTS FOR THE CONSTRUCTION, INSTALLATION, OPERATION, MAINTENANCE, REPAIR AND REPLACEMENT FOR ALL SERVICES. THIS INCLUDES BUT IS NOT LIMITED TO TELEPHONE AND ELECTRIC LINES, GAS LINES, WATER AND SANITARY SEWER LINES, HYDRANTS, STORMWATER SYSTEMS AND PIPES, DETENTION PONDS, STREET LIGHTS AND ALL APPURTENANCES THERETO. TIFFANY LEEANNA GRUNERT AKA TIFFANY L BARNHART STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _-DAY OF - O.Dt 20� BY WITNESS MY HAND AND OFFICIAL SEAL "" ^^""" ^" """' NOTARY PUBLIC MY COMMISSION EXPIRES 557.56' W 0.4619 ACRES IE z 22.00 POINT OF CO MEN CEMENT spelling N00'30'S7"W 563.06' POINT EGINNING NOO'SO'57" WEST Y4 ER SECTION 28 FOUND 1.5" YELLOW w _ FOUND 3.25' BRASS CAP LS E ING 10' UTILITY 24952 IN RANGE BOX PER OWNER'S CERTIFICATE: CONT. ES T RN 76787571 CAP, PL 4580 MON REC DATED 5-5-06 LOT 1 N - xxx.xx ' APPLEWOOD BAPTIST CHURCH SUBDIVISION E - xxx.xx co CITY OF WHEAT RIDGE DATUM RN 2006142621 z CONTROL POINT NO. 16209 NORTH -703049.56 LAT. 39°45'428801"N R-1 ZONING DANIEL E. BARNHART EAST -105260.72 LONG. 105°07'42.1328" W ELEV.-5454.70 STATE OF COLORADO ) NOTES: COUNTY OF JEFFERSON ) SS 1) ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WTHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE SURVEYOR'S THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS _SAY OF A.D. 20BY CERTIFICATE SHOWN HEREON. WITNESS MY HAND AND OFFICIAL SEAL MY 68MMIGI EXPIRES. 2) PER COLORADO REVISED STATUTES SEC. 38-51-106 (L) ALL LINEAL UNITS DEPICTED ON THIS PLAT ARE U.S. SURVEY FEET. ONE METER EQUALS 39.37 DIVIDED BY 12 U.S. SURVEY FEET ACCORDING TO THE NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY. NOTARY PUBLIC 3) ANY PERSON WHO KNOWINGLY REMOVES, ALTERS OR DEFACES ANY PUBLIC LAND SURVgY MONUMENT. L ND SURVEY BOUNDARY MON MENT OR ACCESSORY COMMITS A CLASS TWO (2) MISDEMEANOR PURSUANT TO STATE STATUTE 18-4-508, C.R.S. Basis of Bearings must be in NE direction to correspond to both the Legal and the graphic. E MY COMMISSION EXPIRES 4) BASIS OF BEARINGS: BEARINGS ARE BASED ON THE ASSUMPTION THAT THE SOUTH LINE OF THE NORTHWEST QUARTER OF SECTION 28 BE N 89'19'53" yr SURVEYOR'S CERTIFICATE BETWEEN MONUMENTS AS SHOWN WITHIN THIS PLAT BETWEEN CITY OF WHEAT RIDGE CONTROL POINTS 16309 AND 16209. I, CHRISTOPHER H. McELVAIN DO HEREBY CERTIFY THAT THE SURVEY OF THE BOUNDARY OF QUAIL CREEK ESTATES WAS MADE BY ME OR 5) GUARDIAN TITLE AGENCY, LLC FILE NO. 5717-46692A , EFFECTIVE DATE: BASIC AT 7.00 A.M. WAS ENTIRELY RELIED UPON FOR RECORDED RIGHTS-OF-WAY, UNDER MY DIRECT SUPERVISION AND TO THE BEST OF MY KNOWLEDGE, INFORMATION AND BELIEF, IN ACCORDANCE 1MTH ALL APPLICABLE EASEMENTS AND ENCUMBRANCES IN THE PREPARATION OF THIS SURVEY. COLORADO STATUTES, CURRENT REVISED EDITION AS AMENDED, THE ACCOMPANYING PLAT ACCURATELY REPRESENTS SAID SURVEY. 6) SURVEY303 LLC HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR RECORDED/JNRECORDED EASEMENTS, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. CHRISTOPHER H. McELVAIN, PLS 36561, FOR AND ON BEHALF OF SURVEY303, LLC 7) ALL LOT CORNER MONUMENTS SHALL BE SET PER COLORADO STATE STATUTE 38-51-105. ACCEPTANCE OF DEDICATED INTERESTS IN REAL PROPERTY THE CITY OF WHEAT RIDGE, COLORADO, hereby accepts the dedication and conveyance to the City of those lots, tracts, easements, and other 8) THE GEODETIC POINT COORDINATE DATA SHOWN HEREIN HAS BEEN DERIVED FROM THE NAD 83 HARN STATE PLANE COLORADO CENTRAL RPS 0502 COORDINATE interests in real property denoted on this plat as being dedicated to the City for public purposes. SYSTEM, AND HAS A HORIZONTAL ACCURACY CLASSIFICATION OF 0.07 U.S. SURVEY FEET AT 95% CONFIDENCE LEVEL, AS DEFINED IN THE GEOSPATIAL POSITIONING ACCURACY STANDARDS OF THE FEDERAL GEODETIC CONTROL SUBCOMMITTEE (FGDC-STD-007.2-1998). ATTEST 9) THIS PLAT IS ON THE CITY OF WHEAT RIDGE "CURRENT CITY DATUM", DEFINED AS FOLLOWS: A. THE CURRENT CITY DATUM COORDINATE SYSTEM USED IS A GROUND-BASED MODIFIED FORM OF THE NAD83 / 92 STATE PLANE COORDINATE SYSTEM, COLORADO MAYOR CENTRAL ZONE 0502. [SEAL] B. VERTICAL DATUM USED IS THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) CITY CLERK C. GROUND TO GRID COMBINED SCALE FACTOR IS 0.99974780300, SCALED FROM BASE POINT PHAC 1 (PERMANENT HIGH ACCURACY CONTROL POINT /1) HAVING THE FOLLOWING NAD83 / 92 STATE PLANE COORDINATES: PHAC NORTHING 1701258.75, EASTING 3118217.58, ELEVATION 5471.62. COMMUNITY DEVELOPMENT DIRECTOR DIRECTOR OF PUBLIC WORKS 10) TRACT A IS HEREBY DEDICATED TO THE QUAIL CREEK ESTATES HOMEOWNERS ASSOCIATION FOR LANDSCAPING, ACCESS AND DRAINAGE. SPECIFIC IMPROVEMENTS IMLL PLANNING COMMISSION CERTIFICATION BE DETERMINED BY THE DEVELOPER AND STAFF. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A I HEREBY GRAN D BY THIS PT TO THE CITY OF WHEAT RECOMMENDED FOR APPROVAL THIS DAY OF BY THE WHEAT RIDGE PLANNING COMMISSION. RIDGEVTHE 100 80BWAY IS LY CONTAINED WITHIN TRACT A. Add reVlSlOn date SEE NOTE 13. DRAINAGEWAY 11) FIVE FOOT (5') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ADJACENT TO ALL PUBLIC STREETS AND SIDE LOT LINES OF EACH LOT IN THE SUBDIVISION OR PLATTED AREA. TEN FOOT (10') WIDE EASEMENTS ARE HEREBY GRANTED ON PRIVATE PROPERTY ON ALL RE LOT LINES OF EACH LOT IN THE CHAIRPERSON SUBDIVISION OR PLATTED AREA. THESE EASEMENTS ARE DEDICATED FOR THE INSTALLATION, MAINTENANCE, AND REPLACEME OF ELECTRIC, GAS, TELEVISION CABLE, DRAINAGE AND TELECOMMUNICATIONS FACILITIES. UTILITIES SHALL ALSO BE PERMITTED WITHIN ANY ACCESS EASEMENTS AND RIVATE STREETS IN THE SUBDIVISION, CLERK AND RECORDER'S CERTIFICATE: jInclude Note 13 PERMANENT STRUCTURES AND WATER METERS SHALL NOT BE PERMITTED WITHIN SAID UTILITY EASEMENTS, UNLESS OTHERWIS SHOWN. ACCEPTED FOR RECORDING IN THE OFFICE OF THE COUNTY CLERK AND RECORDER OF JEFFERSON COUNTY AT GOLDEN, COLORADO 12) PROPERTY IS ZONED RESIDENTIAL -ONE (R-1) THIS DAY OF 2017 13) THE STORMWATER QUALITY AREA HEREIN SHOWN AS "TRACT A" SHALL BE CONSTRUCTED CITY OF WHEAT RIDGE AND MAINTAINED BY THE OWNER AND SUBSEQUENT OWNERS, HEIRS, SUCCESSORS AND ASSIGNS. PUBLIC WORKS IN THE EVENT THAT SUCH CONSTRUCTION AND MAINTENANCE IS NOT PERFORMED BY SAID JEFFERSON COUNTY CLERK AND RECORDER09/28/2017 OWNER, THE CITY OF WHEAT RIDGE SHALL HAVE THE RIGHT TO ENTER SUCH AREA AND PERFORM DATE NECESSARY WORK, THE COST OF WHICH SAID OWNER, HEIRS, SUCCESSORS, AND ASSIGNS AGREES S U R V E 303 LLC RECEIVED 09/28/2017 TO PAY. NO BUILDING OR STRUCTURE WILL BE CONSTRUCTED IN THE DETENTION AREA AND NO CHANGES OR ALTERATIONS AFFECTING THE HYDRAULIC CHARACTERISTICS OF THE DETENTION LAN S U RV E I N G BY: DEPUTY CLERK 1st Submittal AREA WILL BE MADE WITHOUT THE APPROVAL OF THE DIRECTOR OF PUBLIC WORKS. OWNER / DEVELOPER WORKSHOP DENVER 4100 JASON ST. DENVER, CO 80211 CONTACT: BRAD WEIMAN PHONE: (720) 746-9240 EMAIL: BRAD@WORKSHOPDENVER.COM CIVIL ENGINEER B&B ENGINEERING, LLC 6324 XAV I ER CT. ARVADA, CO 80003 CONTACT: NATHAN LAUDICK, PE PHONE: (419) 203-5000 EMAIL: NATHAN@BBENG.CO LANDSCAPE ARCHITECT THE HENRY DESIGN GROUP 1501 WAZEE ST. UNIT#1-C DENVER, CO 80202 CONTACT: SAMANTHA MOCK PHONE: (303) 446-2368 UTILITIES PHONE: CENTURYLINK DEVELOPER CONTACT GROUP P.O. BOX 1720 DENVER, CO 80201 PHONE: (303) 451-2703 SANITARY SEWER DISTRICT: NORTHWEST LAKEWOOD SANITATION DISTRICT C/O SPECIAL DISTRICT MANAGEMENT SERVICES, INC. 141 UNION BLVD., SUITE 150 LAKEWOOD, CO 80228 VOICE:(303) 987-0835 FAX: (303) 987-2032 SURVEYOR SURVEY 303, LLC CONTACT: CHRIS MCELVAIN, PLS 5368 LYNN DR. ARVADA, CO 80002 PHONE: (303) 514-3668 LEGAL DESCRIPTION FIRE PROTECTION WHEAT RIDGE FIRE DEPARTMENT 3880 UPHAM STREET WHEAT RIDGE, C080033 PHONE: (303) 403-5900 CITY OF WHEAT RIDGE 7500 W. 29th AVENUE WHEAT RIDGE, CO 80241 PLANNING DEPARTMENT: CONTACT: LAUREN MIKULAK PHONE: (303) 235-2845 ENGINEERING DEPARTMENT: CONTACT: DAVE BROSSMAN PHONE: (303) 235-2864 STORMWATER MANAGEMENT: CONTACT: BILL LAROW PHONE: (303) 235-2871 GAS AND ELECTRIC: EXCEL ENERGY OF COLORADO 1123 WEST 3rd AVENUE DENVER, CO 80223 PHONE: (303) 534-6700 WATER: THE CONSOLIDATED MUTUAL WATER COMPANY 12700 W 27TH AVENUE LAKEWOOD CO 80215 CONTACT: ANDY ROGERS PHONE (303) 238-0451 A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED AT RECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS : BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89019'53" E AND MONUMENTED AS FOLLOWS: -WEST 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. -CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-1/4" BRASS CAP IN RANGE BOX, LS 24962, PER MON REC DATED 5-5-06. COMMENCING AT WEST 1/4 CORNER OF SECTION 28, THENCE N 89019'53" E ALONG THE SOUTH LINE OF THE NORTHWEST 1/4 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET, THENCE N 00030'57" W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00030'57" W ALONG THE EASTERLY LINE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809, THENCE N 8902301" E ALONG THE SOUTHERLY LINE OF SAID TRACT E A DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF QUAIL STREET, THENCE S 00027'43" E ALONG SAID WESTERLY RIGHT-OF-WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172, THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE FOLLOWING TWO (2) COURSES, 1) S 44026'05" W A DISTANCE OF 14.17 FEET; 2) S 89019'53" W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2866 ACRES MORE OR LESS. BENCH MARK 11 BENCHMARK ELEVATION WAS PROVIDED BY THE CITY OF WHEAT RIDGE AS FOLLOWS: THE W-1/4 CORNER OF SECTION 28 (MONUMENT #16209), HAS AN ELEVATION OF 5454.70 (NAVD 88). I BASIS OF BEARINGS BEARINGS ARE BASE F THE NORTHWEST QUARTER OF SAID SECTION 28, BEING CONSIDERED TO BE S6lfFFi 89019'53" �fHE£r�, DISTANCE OF 2623.64 FEET. NORTH EAST northeasterly direction to :)rrespond to the plat. CONSTRUCTION PLANS QUAIL HOLLOW SUBDIVISION COVER SHEET A PORTION OF THE NW 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO 5'-6' 2' 1 5-0" AIIAGHLU 2' SIDEWALK PARKING a VICINITY MAP SCALE: 1"=2000' 51'-6" ROW 24'-6' t Ill 22'-6' f 6' VERTICAL CURB AND GUTTER NIS 11'1 1 15'1 t 21 51 2'-6't THRU LANE ATTACHED SIDEWALK PAVEMENT SECTION PER SOILS ENGINEER — — — EXIST. CROWN i TYPICAL QUAIL STREET SECTION SHEET INDEX 38TH AVENUE Sheet Title 01 N SITE W GENERAL NOTES 9 OVERALL SITE PLAN 04 OVERALL GRADING PLAN y OVERALL UTILILTY PLAN 5Z QUAIL ST. PLAN & PROFILE WHEAT RIDGE H.S. z in STORM PLAN & PROFILE - SD1 09 (L_ 10 STORM PLAN & PROFILE - SD3 & WQ POND Y LANDSCAPE PLAN 12 0 13 LANDSCAPE DETAILS 14 W. 32ND. AVENUE 15 INTERIM EROSION CONTROL CROWN HILL FINAL EROSION CONTROL W DETAILS �cr W N m W. 26TH AVENUE s s rn W. 20TH AVENUE 5'-6' 2' 1 5-0" AIIAGHLU 2' SIDEWALK PARKING a VICINITY MAP SCALE: 1"=2000' 51'-6" ROW 24'-6' t Ill 22'-6' f 6' VERTICAL CURB AND GUTTER NIS 11'1 1 15'1 t 21 51 2'-6't THRU LANE ATTACHED SIDEWALK PAVEMENT SECTION PER SOILS ENGINEER — — — EXIST. CROWN i TYPICAL QUAIL STREET SECTION SHEET INDEX Sheet Number Sheet Title 01 COVER SHEET 02 GENERAL NOTES 03 OVERALL SITE PLAN 04 OVERALL GRADING PLAN 05 OVERALL UTILILTY PLAN 06 QUAIL ST. PLAN & PROFILE 07 QUAIL ST. WIDENING X -SECTIONS 08 STORM PLAN & PROFILE - SD1 09 STORM PLAN & PROFILE - SD2 10 STORM PLAN & PROFILE - SD3 & WQ POND 11 LANDSCAPE PLAN 12 LOT TYPICAL 13 LANDSCAPE DETAILS 14 INITIAL EROSION CONTROL 15 INTERIM EROSION CONTROL 16 FINAL EROSION CONTROL 17 DETAILS LEGEND RIGHT-OF-WAY/ BOUNDARY LOT LINE SANITARY SEWER STORM SEWER WATER LINE WATER SERVICE SANITARY SERVICE EASEMENT LINE CONTOUR LINE CURB & GUTTER SECTION LINE FENCE SANITARY SEWER MH STORM SEWER MH WATER MH TELEPHONE MH WATER VALVE FIRE HYDRANT APPROVALS 8" SAN 18" STM 8" WAT 8" SAN 18' STM 8" WAT S/S — —801— — 801 W LU H z LU U z O F U O z J H U-1 o a U Y Oj U z p W .cc 0 m o U J O U QO Q D 0-) U Z V Z Q 0L W C) z W LU 7 0 O O 2 W U) i O W W �z U v/ < J ry w �Z0 Cy 2 m B B 17-006 x —x—x—x COPYRIGHT 2017 This document is an instrument of service, and as such ® remai ns the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: 6 D4 ►t �cr W THESE CONSTRUCTION PLANS FOR THE QUAIL HOLLOW WERE PREPARED BY ME (OR UNDER MY DIRECT SUPERVISION) IN ACCORDANCE WITH THE REQUIREMENTS OF THE CITY OF WHEAT RIDGE "ENGINEERING CODE OF STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF PUBLIC IMPROVEMENTS. NATHAN LAUDICK, P.E. NO. 51244 B&B ENGINEERING, LLC DATE CITY OF WHEAT RIDGE PUBLIC WORKS DATE 09/28/2017 RECEIVED 09/28/2017 1st Submittal CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-CVR.dwg COVER SHEET 01 OF 14 1"=30' B&B GENERAL NOTES: 1. ALL REMOVALS (TREES, FENCES, POST, SIDEWALK, CONCRETE, ETC) AND RUBBISH SHALL BE DISPOSED OF LEGALLY. 2. IT SHALL BE THE DESIGN ENGINEER'S RESPONSIBILITY TO RESOLVE CONSTRUCTION PROBLEMS WITH THE CITY DUE TO CHANGED CONDITIONS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY, PROPOSED ALTERATIONS TO THE SIGNED CONSTRUCTION PLANS INVOLVES SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK, OR TO THE FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DESIGN ENGINEER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY FOR REVIEW PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OCCURRENCE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND REPLACING ANY EXISTING SIGNS, STRUCTURES, FENCES, ETC., ENCOUNTERED ON THE JOB AND RESTORING THEM TO THEIR ORIGINAL CONDITIONS. 5. THE CONTRACTOR SHALL OBTAIN ALL NEEDED PERMITS. 6. THE CONTRACTOR SHALL COORDINATE ALL REMOVAL AND REPLACEMENT OFFENCES WITH ADJACENT LANDOWNERS. 7. B&B ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. THE CONTRACTOR SHALL INCLUDE ANY EXISTING UTILITY RELOCATION IN THE ORIGINAL CONTRACT. 8. IT IS RECOMMENDED THAT DURING PLACEMENT, ALL SOIL BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM 698. THE COMPACTED LIFT THICKNESS SHALL NOT BE MORE THAN 6". ADDITIONALLY, THE MOISTURE CONTENT OF THE COMPACTED BACKFILL SHALL BE WITHIN +/- 2% OF OPTIMUM AS DETERMINED BY ASTM D698. (CONTRACTOR TO COORDINATE WITH GEOTECHNICAL ENGINEER FOR COMPACTION REQUIREMENTS) 9. LANDSCAPE AND MONUMENT SIGNS SHALL BE INSTALLED IN SUCH A MANNER THAT A MINIMUM THREE FOOT CLEAR SPACE AND NO OBSTRUCTIONS TO THE FRONT OR PUMPER DISCHARGE NOZZLE ON FIRE HYDRANTS. 10. PROVIDE 4X 4 MARKER POST AT ENDS OF WATER SERVICES, SANITARY SEWER SERVICES AND CONDUIT ENDS. PAINT MARKER POST BLUE AT WATER LINE SERVICES, GREEN AT SANITARY SEWER SERVICES, ORANGE AT CONDUIT ENDS AND LABEL WATER, SANITARY OR CONDUIT. B&B GRADING NOTES: 1. COMPACT ALL FILL AREAS TO 95% OF MAXIMUM DENSITY PER AASHTO T-99 (STANDARD PROCTOR) AND WITHIN 2% OF OPTIMUM MOISTURE CONTENT. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION, PROTECTION, AND REPAIR OF UTILITIES ENCOUNTERED DURING CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. CONTRACTOR SHALL CONTACT REPRESENTATIVES OF THE RESPECTIVE UTILITIES AND HAVE ALL UTILITIES FIELD LOCATED PRIOR TO CONSTRUCTION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL LOCATIONS OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE DRAWINGS, TO ASCERTAIN WHETHER ANY STRUCTURES AND UTILITIES MAY EXIST, AND REPAIR AND/OR REPLACE ANY STRUCTURES AND/OR UTILITIES THAT ARE DAMAGED BY THE CONTRACTOR. 3. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ETC.) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BEAT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS 51 to] WE*]111111.9:G1111■2]alg149-011:WI11141F- 1.4Bill ►[yalI1:11111laxelal11x117p1101LOOM 0:1►lei 1101q:1:769:7xKe7LdL4:1►1Ill 1[*]►1 1. ALL WORK WITHIN THE PUBLIC RIGHT-OF-WAY OR EASEMENT SHALL CONFORM TO THE CITY OF WHEAT RIDGE ("CITY") ENGINEERING REGULATIONS AND DESIGN STANDARDS. IF NO CITY STANDARD EXISTS, THE COLORADO DEPARTMENT OF TRANSPORTATION M -STANDARDS SHALL APPLY. 2. AN APPROVED RIGHT-OF-WAY CONSTRUCTION PERMIT AND A MUNICIPAL CONTRACTOR'S LICENSE ARE REQUIRED PRIOR TO ANY WORK COMMENCING WITHIN THE PUBLIC RIGHT-OF-WAY. ANY WORK PERFORMED WITHIN THE STATE RIGHT-OF-WAY SHALL REQUIRE AN APPROVED STATE CONSTRUCTION PERMIT PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. 3. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNER/DEVELOPER AND CITY INSPECTOR OF ANY PROBLEM ENCOUNTERED WHICH WOULD ALTER THE ORIGINAL DESIGN OR CAUSE NON-CONFORMANCE WITH THE ORIGINAL APPROVED CONSTRUCTION PLANS FOR ANY ELEMENT OF THE PROPOSED IMPROVEMENTS PRIOR TO ITS CONSTRUCTION. 4. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER DURING CONSTRUCTION ACTIVITIES TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGED CONDITIONS OR DESIGN ERRORS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY'S INSPECTOR, THE MODIFICATIONS PROPOSED BY THE DEVELOPER TO THE APPROVED PLANS INVOLVE SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK OR TO FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DEVELOPER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY OF WHEAT RIDGE FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF WORK. ANY IMPROVEMENTS CONSTRUCTED NOT IN ACCORDANCE WITH THE ORIGINAL APPROVED PLANS OR APPROVED REVISED PLANS SHALL BE REMOVED AND THE IMPROVEMENTS SHALL BE RECONSTRUCTED PER THE APPROVED PLANS. 5. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CALL C0811 AT 1.800.922.1987. 6. ALL UTILITY POLES SHALL BE RELOCATED PRIOR TO THE CONSTRUCTION OF THE PUBLIC IMPROVEMENTS. 7. WITH NOTIFICATION OF THE RESPECTIVE OWNER, ADJUST RIMS OF ALL CLEANOUTS, MANHOLES, VALVE COVERS AND SURVEY MONUMENTS PRIOR TO THE FINAL PAVING LIFT. 8. THE CONTRACTOR SHALL PROVIDE ALL LIGHTS, SIGNS, BARRICADES, FLAGMEN OR OTHER DEVICES NECESSARY TO PROVIDE FOR THE PUBLIC SAFETY IN ACCORDANCE WITH THE CURRENT MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. 9. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN INGRESS AND EGRESS TO PRIVATE PROPERTY ADJACENT TO THE WORK THROUGHOUT THE PERIOD OF CONSTRUCTION. PRIOR TO BEGINNING ANY WORK, THE CONTRACTOR SHALL OBTAIN A WRITTEN AGREEMENT FROM THE AFFECTED PROPERTY OWNER(S) IMPACTED BY THIS ACCESS. 10. PRIOR TO THE FINAL LIFT OF SURFACE PAVEMENT ALL UNDERGROUND UTILITY MAINS SHALL BE INSTALLED AND SERVICE CONNECTIONS STUBBED OUT BEYOND THE BACK OF CURB/SIDEWALK LINE WHEN ALLOWED BY THE UTILITY. SERVICE FROM PUBLIC UTILITIES AND FROM SANITARY SEWERS SHALL BE MADE AVAILABLE FOR EACH LOT IN SUCH A MANNER THAT WILL NOT BE NECESSARY TO DISTURB THE STREET PAVEMENT, CURB, GUTTER AND SIDEWALK WHEN CONNECTIONS ARE MADE. 11. UPON COMPLETION OF THE PUBLIC IMPROVEMENTS THE CONTRACTOR SHALL FURNISH "AS-BUILT"PLANS (RECORD DRAWINGS) PRIOR TO FINAL ACCEPTANCE OF THE WORK AND ISSUANCE OF ANY CERTIFICATES OF OCCUPANCY/COMPLETION. THE AS -BUILT PLANS SHALL BE AS FOLLOWS: a. I HARDCOPY, SIGNED & SEALED BY THE ENGINEER -OF -RECORD, IS TO BE DELIVERED ON 24" X 36" BOND PAPER, AND b. 1 SCANNED PDF OF THE SIGNED & SEALED HARDCOPY, AND c. 1 ELECTRONIC AUTOCAD DWG FILE FORMAT. (ALL SEX AND EXTERNAL REFERENCE FILES MUST BE INCLUDED PRIOR TO ACCEPTANCE). 12. AS -BUILT PLANS SHALL INCLUDE ALL OF THE FOLLOWING ELEMENTS THAT APPLY TO THIS PROJECT: a. STREETS: CROSS-SECTIONS AT REGULAR STATIONS AND OFFSETS AS ESTABLISHED BY THE DEPARTMENT OF PUBLIC WORKS SHALL BE PROVIDED. b. DETENTION POND: SUFFICIENT SPOT ELEVATIONS FOR THE ENGINEER -OF -RECORD TO DETERMINE THE PROPER POND VOLUME. c. STORM SEWER: ELEVATIONS ARE TO BE INCLUDED FOR, BUT NOT LIMITED TO, MANHOLES (PIPE INVERTS & RIM), DROP INLETS (FL GRATE AND INVERTS), OUTLET STRUCTURE(S), TRICKLE CHANNEL(S), FES, HEADWALLS AND OTHER DRAINAGE -RELATED STRUCTURES. d. LIGHTING: THE LOCATION OF ALL STREETLIGHTS, PEDESTRIAN LIGHTS, PULL -BOXES, AND ELECTRIC METERS. e. SIGNS: ALL REGULATORY SIGNAGE WITHIN THE PROJECT SHALL BE LOCATED ON THE PLANS. f. IRRIGATION: THE LOCATION SHALL BE PROVIDED FOR ANY IRRIGATION CONTROLLER BOXES, SPRINKLER HEADS, AND SPRINKLER VALVES THAT ARE TO BE MAINTAINED BY THE CITY. 13. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AT 303.235.2861 AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO THE DESIRED INSPECTION. 14. NO PORTION OF THE STREET MAY BE FINAL PAVED UNTIL ALL STREET LIGHTING IMPROVEMENTS, DESIGNED TO SERVE THE STREET AND/OR DEVELOPMENT HAVE BEEN COMPLETED. 15. STREET RIGHT-OF-WAY MONUMENTS SHALL BE SET PRIOR TO FINAL LIFT OF ASPHALT PAVEMENT. MONUMENT HARDWARE AND RANGE BOXES WILL BE PROVIDED BY THE CITY OF WHEAT RIDGE UPON REQUEST (303.235.2861). 16. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 17. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING STANDARDS. IF THE SEASON OR STOCKPILE MATERIAL PROHIBTTS TEMPORARY SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL BLANKETS OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS. 18. STOCKPILES OF ANY MATERIAL SHALL BE LOCATED FULLY WITHIN THE LIMITS OF CONSTRUCTION AND NO LESS THAN 100 -FEET FROM THE BANKS OF THE NEAREST DRAINAGEWAY. STOCKPILE AREAS SHALL BE SIZED TO FULLY CONTAIN THE MATERIAL BASED ON MAXIMUM ALLOWABLE STOCKPILE SIDE SLOPES OF 3 (HORIZONTAL) TO 1 (VERTICAL) CONSTRUCTION. 19. PERMANENT OR TEMPORARY SOIL STABILIZATION MEASURES SHALL BE APPLIED TO DISTURBED AREAS WITHIN THIRTY (30) DAYS AFTER FINAL GRADE IS ACHIEVED ON ANY PORTION OF THE SITE, OR TO DISTURBED AREAS THAT MAY NOT BE AT FINAL GRADE; BUT ARE TO BE LEFT DORMANT FOR A PERIOD OF TIME OF MORE THAN THIRTY (30) DAYS. 20. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED DURING THE COURSE OF CONSTRUCTION, AND SHALL BE INSTALLED IMMEDIATELY PER INSTRUCTIONS OF THE CITY INSPECTOR. 21. IF THE AREA OF DISTURBANCE FOR THE PROJECT IS GREATER THAN AN ACRE IN SIZE, EVEN IF THE PROJECT IS TO BE COMPLETED IN PHASES, REFER TO THE APPROVED STORMWATER MANAGEMENT PLAN (SWMP) FOR EROSION AND SEDIMENT CONTROL REQUIREMENTS. 22. THE CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. 23. NOTICE TO CONTRACTOR: IF MORE THAN THREE (3) STREET CUTS OCCUR WITHIN 250 LINEAR FEET, ADDITIONAL MILLING/OVERLAY REQUIREMENTS WILL APPLY. REFER TO THE TERMS OF THE CITY OF WHEAT RIDGE ROW CONSTRUCTION PERMIT (THAT MUST BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS, 303.235.2861, PRIOR TO COMMENCEMENT OF WORK). 24. PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES THE CONTRACTOR SHALL SCHEDULE A PRE -CONSTRUCTION MEETING WITH THE CITY OF WHEAT RIDGE PUBLIC WORKS AT 303.235.2861. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING ALL APPLICABLE UTILITY DISTRICTS FOR THIS MEETING. Clt Of DETAIL Y G -A03 GENERAL NOTES -PVT CODE TheatMidge GENERAL NOTES FOR DEPARTMENT OF PUBLIC WORKS PRIVATE DEVELOPEMENT G ENGINEERING DIVISION APPROVED BY: SN APPROVE DATE ¢2116 W W H Z W U Z O F U LL F- 0 O H J H w o d U Y C� U z p W m O 10 O o U J O Lo 0Q0QO C � 0-) > U Z V Z 0-1 Q a w a om>.o =11110 �0U= w moss¢¢ row1= 0x 0 0 0 0 10 1x21. 1011 z 1111=o _- zwo11'U ww woo»w xw 0 0x1=13 011=13 0 Po0 10"'o, wii 1 P Revise ALL 6 proposed driveways to reflect CDOT Type 3 with ADA -compliant sidewalk (refer to M-609-1 of the CDOT M -Standards). I I I I RESUBDIVISION OF TRACT 20 BROOKSIDE B23P41 R1A ZONING I I I I I I I I Dimensions don't match Quail Street cznction on Sheet W 00NNIIIIIIIII111 U)Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. M WILFRED SUGAI SYLVESTER & MARY ROHR I MONICA BRYM JOHN & JULIA JEPPESEN JOEE ANN & JEFF SC 01 LAY & AMY KETTERLING LAY SHAWN CAIHY SWAINSON 100 FEET ~ SHERYL MOSBARGER 3298 QUAIL ST. 3294 QUAIL ST. 3274 QUAIL ST. I 3254 QUAIL 3224 QUAIL ST. 3204 QUAIL ST. I III y I 11158 W. 33RD AVE. I WHEAT RIDGE, CO. 800 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 III Use CDOT curb W WHEAT RIDGE, CO. 80033 PID 39-282-06-0 PID 39-282-06-006 I PID 39-282-06-005 PID 39-282-06-004 PID 39-282-06-003 PID 39-282-06-016 I ramp Type 2B for I PID 39-282-06-008 RN 20270782 RN 2016088064 RN 2008065573 RN F1765881 RN 2015050034 RN F0984091 I RN 2016103865 I crossing Quail. III g LOT 28 LOT 2 LOT 30 LOT 31 LOT 32 LOT 33 LOT 1 // Crossing 32nd is — 1.5 ROW • — — —'� �—r____---_ --__— _=DEDICATION— VERTICAL CURB W/ 5' 3 _SIDEWALK, SEE DETAIL_ _ — ®— — SHEET 17 1 L 15' DRAT 2UTILITY, & CCESS ESMT TRACT A 20,141 SO. FT. ,y.® 5' DRAIN. & UTILITY ESMT 10' DRAIN. & UTILITY '—ESMT (TYF 1 LOT 1 30,321 SO. FT BLDG SETBACK I fi I 4.I w Y � III F- W V) CD 0 m BLDG SETBACK In I 25' DRAINAGE 30' 5 10' DRAIN. & UTILITY ESMT (TYP) I LOT 2 15,052 SQ. FT. (AREA DRAIN SO'30'57'E 100.00' — — - — — — — — — — — — — 41 discouraged in this location. SAW—CUT EXISTING II — _ ASPHALT PER CITY DETAIL— CURB CUT TYP _ _ CDOT B RAMP SEE DETAIL SHEET 17 2A SEE 4 EX. 10' GAS EASEMENT l i 30' BLDG SETBACK I I REC.# 76787571 I I Iillti co Cq I� 91181 8 1 I I I�I is f Ll 5 15 20' DRAINAGE YI TRAC U 15' 15' l N I LOT 4 N LOT 3 o I 16,160 SQ. FT. I o 16,171 SQ. FT. m IL I ; III BLDG SETBACK IL AREA DRAIN ° 5030'S7'E — SO'30 57'E 107.50' — — 107.50' TRACT A III �I WATER QUALITYJ--------------------- =-- APPL BAPTIST CHUR H SUBDIVI N __—______--===--_____� wi w� IIII I 1�= _ _ _ _ _ _ _ — — — _ - 10' UTILITY EASEMENT- — — — — CONCREII III ( POND A IIII R 1 061426 1 REC. #76787571 CHANNEL Ip I III APPLEWOOD Identify ALL _ ___=======� I�--J II I I I II i BAPTIST CHURCH proposed area drains. I�— —III — — — del I wal I I II III ---------__� lllj I I III �illl Il =-11111 __________ I IIII' III II ! i II LEGEND: RIGHT-OF-WAY/ BOUNDARY LOT LINE EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER BUILDING SETBACK BUILDING SETBACK EASEMENT LINE ASPHALT TO BE REMOVED PROPOSED PAVEMENT NOTES: TYP — AIL SHEET 17 �® O I L=15.67', R=10.00' _ A=89.79' I � 5.5' ROW / DEDICATION I II cc I II II N ( I II . `o I -----IIII Ij ify any proposed retaining I on the Overall Site Plan. 0 0 III /H III /o II i i .I — — 1. ALL REMOVALS (TREES, FENCES, POSTS, SIDEWALKS, CONCRETE, ETC) AND RUBBISH SHALL BE LEGALLY DISPOSED OF. _ _ _ _ _ _ _ _ = 2. FINAL PAVEMENT DESIGN TO BE DESIGNED BY SOILS ENGINEER AFTER OVERLOT GRADING HAS BEEN COMPLETED. 3. SEE LANDSCAPE PLANS OF PROPOSED FENCING, PLANTINGS AND IDENTIFIER SIGNS DETAILS. 4. ALL SIGNS SHALL CONFORM TO MUTCD STANDARDS AND SPECIFICATIONS. 5. ALL ELECTRICAL, IRRIGATION, ETC SLEEVES (CONDUITS ) SHALL BE INSTALLED PRIOR TO ANY PAVING. 6. EASEMENTS THAT ARE TO BE VACATED ARE NOT SHOWN FOR CLARITY. 7. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 8. TRACT A CONTAINS A STORMWATER QUALITY DETENTION AREA AND DRAINAGE FACILITIES THAT SHALL BE MAINTAINED BY THE HOA. A DRAINAGE EASEMENT OVER THE ENTIRETY OF TRACT A IS GRANTED TO THE CITY OF WHEAT RIDGE. hat is this line for. not needed, please 0 z M N� W RESIDENTIAL -ONE (R-1) MAXIMUM HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% MINIMUM LOT AREA 12,500 SQUARE FEET MINIMUM LOT WIDTH 100 FEET SETBACKS FRONT 30 FEET REAR 15 FEET SIDE (INTERIOR) 15 FEET SIDE (ADJACENT TO STREET) 30 FEET LU O d U Y Gj U z p w D0100 <om0 o U J O m L)QoQO C: H rn H > U Z I- Z ry Q Q J a o a,,L " oz mUo oQ mmQ m woo0 z = S z o=o�oo0E L wwow 0 L _'0 z~ 2wW.wW.S W H H > > ro 'cruo O Ow z m=aowo 0Hz=ILO Pzm o0 zow�,o, waQz_o wu=ow,, zo�Q�m z>z�w W oo , w_¢0m m o=W1 IY LUz W W �Z0 X00 vJ ♦♦^^ TZ VJ Y >� O W CID3:W Z)z Q U < J O� w O3: Z 0 Cy 2 m B B 17-006 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remai ns the propenyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. zimll CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 700&SITE PLAN.dwg OVERALL SITE PLAN 03 OF 14 1"=30' „ ., I z z 7 � 3 O CL 5:1 MAX 5:1 MAX _5X 5% COMPACTED NATIVE SOIL (TO BE STABILIZED WITH IRRIGATED SOD) SECTIONB B SWALE PW suggests the swale along lot lines be narrowed to 10' wide I either side) with a 5:1 side slope to lessen impact to the yards. The homeowner will likely have their own idea of what their landscaping will be and narrowing up the swale could provide additional options beyond sod. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL 9. MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, ASA WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN BUILD RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE 10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN DISTRICT, ANDD THE DESIGN ENGINEER AT THE TIME OF THEIR TWO (2 STABILIZED AGREED UPON THE CONTRACTOR, THE FEET OF THE ADJOINING PROPERTY WITHOUT 1ST N ) OCCURRENCE. OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. NTS NTS -t--- --�- �---�-- --�--- -- --�-- -- -- -- -- -- -- -- -- -- -- -- \\ .qty• -\ 1/ QUAILT ST.i/ \ x� a s Rams drive cuts must be ______________________ --- - - \ Ramps C��:-________-__-WIDENING PLAN - - -- -- ------------------------------------- rr�=---___--------------------------------_�--------- ----- _�-----------! ________________________i- ADAcompliant(nodetector �� AND PROFILE - - �3 / / plate required). Use CDOT I SHEET 06 Details for this Concrete Driveway Entrance / // junction box / 6+0 0/ Type 3 (M-609-1)� Applies to all 3+ao 4+00 5+ required. Overflow -Iao1+00 mechanism to driveways. channel unclear. \ \�\\\�-STORM DRAIN NO. 08 3D-1 SHEET OS \ �------------------------- - - 54.50 FG _45.13. 36" STORM DRAIN - - _ - - - - - - - - _ - - - \ -TW LINE NO. SD -2, _ - 48.52 - 49.99 _ ` _ - 5218 - - - - - _ � _ � 54.33 \ 4391 - SEE SHEET 09 - - FG- _ - FG L \�_ FG - - - - -� FG. BOW _ PROPOSED MODULAR BLOCK T -- --- - -� - 1 �T _ 'fir------- �/-� \ _ I '�5` `5279 / - -�� / / 54.91 RETAINING WALL, 1' 8" MAX. HEIGHT _ - - \ - _ _, I �� Will existingfence FG F------- 1 \ 1 - h \ be removed or 43.45 - (TO BE DESIGN BUILD) 1 1111 / / \ \- / ` ----� -./� - r -r--- i d // / / „5\I FL _ \ remain in lace? 41.x2 --- ,( \/ III / / \ \ \ ----- p �- i II 49.12 �_ / -/ /-- --� -- - / J Bawl sem` F�'� - / -� \ / II I 41.79 L - - e - - - 50.59 \ 5295 - - / / 55.05 I III I TOW aK i 5445 / FG / \ 32ND AVE. OVERFLOW FG /I 11 �BOW�/ w \ \ 47.23) �`%� I CATCHMENT CHANNEL40.84 I I I I 5444 - I}, Ij _ 1`�i/ 5 2443 4506 \` \� I \ �„ 46.73 49.95 48.9G FG•79 / DETAIL THIS SHEET / TOW/ 5441 I FG54.83 4511 \ FG \ / FB 23 / \ ` 44.56 FG ( I FG / / / TOW \ \ ( / TOI BW 4.55 TOW FG .72 I\ III II ( \ \♦- - �\ \\\ \\\ I FI \\\ 1 I 1 I �� // / Fil /`�r YSBW39.69 \ \ \ \ \ -\ \ / / 1 �� \1 BOW 3�7 \\� \ \\ \ \ \ I / 8 / 1 /I / �'� \ J \ \ \ \ Max slope 4:1 in all / I / / 549 �\ I O / �w9 V I / Bow 39.54 I / - / 1 \ \ \ \ \ - - landscaped areas. / I I / - / I ` - / / �� 54.03 1 I TOW I / / ♦ \ \ \ / I j \ / b / / Bow I I I I 39.15 -I-- �T // - �� \ \ \ 1 / / \ J \i'�� I /._ n/�� / / / / I \ \ NOTE: Wall length I K N / ,BOW / I �/ '�� \ \ \ \ \ / I I L- / s 1 1 1 �� /� / 1 I / -y- \ _ - �� / \ / could be reduced / 38.69 // \ \ \ I \ \ -- / I 1 J I I I I i `� I I I `a 1 I �° I y ii % I 54.75 01 V TW �j- / \ \ \ \ I / \ � I m J / b modifications to 5 1 \ \_-_�\ I I J V I rr, "r I I I\ / �' r I MW I grading SED MODULAR BLOCK 55 i \ I / \ / / RETAINING WALL, 1' 11" MAX. HEIGHT BOW31168 FG I 38.87 \ ro / I \ / \ \ ,� _ _ / \ / I BOW WATER QUALITY POND, I \ \ \ icy, ` - �" \ / \/ ✓ / IT BE DES I I AND 15" STORM DRAIN NO. I \I ( \\ \`- \ \ 5� -- -----�/ hk� -ill I 3666 SD -3 SEE SHEET 10 \ ,/ `N \ - _ - - J / / + / / / 54.67 I I \ /A - - / as / Desi I I b a I ,Fc 1. \ . \ I �'3 - \ I - - - - °' 11 - / / / I Tow `-_ � � / gndetails xslope 4:1 in /� 1 I \� \� \�� - �� _ ��I - _---- ---_ / required for wall. _ / 5298 \ _ _ _ J / SEED Assuming no tie- / Bow I dsca ed areas. \ \ / / - - ` - / I / / / Bow \ - --� _ I I , / backs required. 511 II I p 33X ?2.34X g^I. � \ - - YYY \� / \ �� // /' // THIS \ 54.34 III �I What is size/depth �\ \I --_- / I n _ r -- / gTow II I �y � / I / � PROPOSED 10' i of footing? t3g34 / STORM DRAIN NO. 1 �_ / / i / V CONCRETE CHANNEL - FG C \ - - - SD -1 SHEET OB - ��_ -�� 1r / / / 46.83 35.56 39•� i _ 4232 1 ` - \ �- / / /I / SEE DETAIL SM. 08 51.93 FL 1 FG FG - _ 44.29 1 - / / / FG FL I \ / FG \ �234X FG 2.53X 1 \ T 213% 11.71% 1 SBOW 54.14 X60' I _ _ _ _ \ 3888 245% _F TW FG �� - - i ( _ 4207 / - i 44.04 - 1 - -T - '-� - - �.3e 1 I - - I - - 9417 87 - 51.9305 5449 / ISI 3878_ - - _ - 44.54 FL i 39.16 R 4257 FL � FG FG \ 48.87 I III FG - low 14 - - X4236 - 42 - _2.23% Tow \ - - 53.11 111 I 2 7+0o TOW 2 22{ _ - - - �� TOW 4+00 13+ TOW I I - r - J S BOW 46OW 1 47.41 4788 80111\ v°'• vh// h yM. '�� BOW r' 37.18 37.77 1 3818 39.00 39.49 S 39.91 �� 40.38 �SS / �°{" v 44.82 45 26 \` 45 67 ,f 46.59 66 \ \ 11 II 11 I low TW it8 /yTOW law X39 row TOW. .TGyI / „Ai / 1 y' - - - 211 c � BOW BOW �\ 5771 BW 5"�`° BW 5°p BOW ,. 5° y ,r�i \ a, '�i �3 $ I II __---51 ' -\ 38.64 _ 37.13 37.43 37.78 3840 38 98 39.56 - - _ - - - - - 4500 45 64 46.25 46.86 47.34 48.09 48.73 49.43 - - 50.59 - - STOW - BOW ) BOW - BW BOW_BOW BOW _ - BOW _ _ _ - - - - - - J _ TW TW TOW TOW TOW TW - TW TW TOW' TOWS BW _ _ _____--- -__----------- \ �______-- __.��-��-- -- I \ ---- /___-- ___ _>�__=---------- ��---- ------ PROPOSED MODULAR BLOCK \\ \ X f --� -_---- Gam- PROPOSED MODULAR BLOCK - I� -- d�==-- = = - - - = \ _ _- -� i--------- ------------ \ RETAINING WALL, 2'MAX.HEIGHT 11 I RETAINING WALL, 10" MAX. HEIGHT NOTE: Is this a decorative \ - - - - _ -� �' / 1 I Provide detail for - TO BE DESIGN BUILD wall? Appears that wall III 11 / - 7 I �• \• Show modular block II �I connection to �\ ( ) pp (TO BE DESIGN BUILD) wall in profile existing drainage Specify which could be eliminated with structure UDFCD seed mixmodifications to grading. 5460 NOTE: Is this a decorative \ _ will be used ally Appears that wall - - - - - - - - - - Vhat is this 1 ft layer n top of riprap? Pipe not shown in section. Riprap should not be placed directly on pipe. Riprap likely not adequate backfill due to inability to L BE STABIU4ED WITH UDFCD X FOR HIGH WATER ONDITIONS IIG GRADE 5450 TYPE ii/� BEDDING 5445 GRADE Max slope 3:1 in _ naturalized channel 5450 - \24' DEPTH TYPE M BURIED RIP -RAP 5445 -10 0 10 32ND AVE. OVERFLOW CATCHMENT CHANNEL 11d be eliminated with difications to qradinq 5 0 2.5 5 10 11 ORIGINAL SCALE: 1"= 5' HORIZ. 48.12 48.2248 74 Tow row Tow 49.35 Tow NOTES: 50.54 51.14 51.74 -TOW Tow TW MW 10' MIN 48.87 5MIN 5' MIN 1. ALL GRADING SHOWN ON THIS PLAN FOR STREETS AND 48.88 5.17 45.28 45.39 45.17_/"- SWALES ARE FINISHED GRADE. UJ I 2. ALL FILL AREAS ON SITE SHALL BE COMPACTED TO 95% TW DENSITY OF THE STANDARD PROCTOR. d 3 o 1 TOC TOOT- TOC a 3. PROPOSED CONTOURS SHOWN DEPICT FINISHED STREET GRADE 10X ELEVATIONS AND ROUGH OVERLOT GRADING WITHIN LOTS. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO COMPACTED NATIVE SOIL ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED (TO BE STABILIZED WITH IRRIGATED SOD) 44.96 45.13 GRADES AS SHOWN. 45.45 SECTION C -C 5. ALL FILL MATERIAL AND COMPACTION SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATION. TOO SWALE 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT 8. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL 9. MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, ASA WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN BUILD RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE 10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN DISTRICT, ANDD THE DESIGN ENGINEER AT THE TIME OF THEIR TWO (2 STABILIZED AGREED UPON THE CONTRACTOR, THE FEET OF THE ADJOINING PROPERTY WITHOUT 1ST N ) OCCURRENCE. OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY 20 0 10 20 40 ORIGINAL SCALE: 1"= 20' HORIZ. NTS NTS -t--- --�- �---�-- --�--- -- --�-- -- -- -- -- -- -- -- -- -- -- -- \\ .qty• -\ 1/ QUAILT ST.i/ \ x� a s Rams drive cuts must be ______________________ --- - - \ Ramps C��:-________-__-WIDENING PLAN - - -- -- ------------------------------------- rr�=---___--------------------------------_�--------- ----- _�-----------! ________________________i- ADAcompliant(nodetector �� AND PROFILE - - �3 / / plate required). Use CDOT I SHEET 06 Details for this Concrete Driveway Entrance / // junction box / 6+0 0/ Type 3 (M-609-1)� Applies to all 3+ao 4+00 5+ required. Overflow -Iao1+00 mechanism to driveways. channel unclear. \ \�\\\�-STORM DRAIN NO. 08 3D-1 SHEET OS \ �------------------------- - - 54.50 FG _45.13. 36" STORM DRAIN - - _ - - - - - - - - _ - - - \ -TW LINE NO. SD -2, _ - 48.52 - 49.99 _ ` _ - 5218 - - - - - _ � _ � 54.33 \ 4391 - SEE SHEET 09 - - FG- _ - FG L \�_ FG - - - - -� FG. BOW _ PROPOSED MODULAR BLOCK T -- --- - -� - 1 �T _ 'fir------- �/-� \ _ I '�5` `5279 / - -�� / / 54.91 RETAINING WALL, 1' 8" MAX. HEIGHT _ - - \ - _ _, I �� Will existingfence FG F------- 1 \ 1 - h \ be removed or 43.45 - (TO BE DESIGN BUILD) 1 1111 / / \ \- / ` ----� -./� - r -r--- i d // / / „5\I FL _ \ remain in lace? 41.x2 --- ,( \/ III / / \ \ \ ----- p �- i II 49.12 �_ / -/ /-- --� -- - / J Bawl sem` F�'� - / -� \ / II I 41.79 L - - e - - - 50.59 \ 5295 - - / / 55.05 I III I TOW aK i 5445 / FG / \ 32ND AVE. OVERFLOW FG /I 11 �BOW�/ w \ \ 47.23) �`%� I CATCHMENT CHANNEL40.84 I I I I 5444 - I}, Ij _ 1`�i/ 5 2443 4506 \` \� I \ �„ 46.73 49.95 48.9G FG•79 / DETAIL THIS SHEET / TOW/ 5441 I FG54.83 4511 \ FG \ / FB 23 / \ ` 44.56 FG ( I FG / / / TOW \ \ ( / TOI BW 4.55 TOW FG .72 I\ III II ( \ \♦- - �\ \\\ \\\ I FI \\\ 1 I 1 I �� // / Fil /`�r YSBW39.69 \ \ \ \ \ -\ \ / / 1 �� \1 BOW 3�7 \\� \ \\ \ \ \ I / 8 / 1 /I / �'� \ J \ \ \ \ Max slope 4:1 in all / I / / 549 �\ I O / �w9 V I / Bow 39.54 I / - / 1 \ \ \ \ \ - - landscaped areas. / I I / - / I ` - / / �� 54.03 1 I TOW I / / ♦ \ \ \ / I j \ / b / / Bow I I I I 39.15 -I-- �T // - �� \ \ \ 1 / / \ J \i'�� I /._ n/�� / / / / I \ \ NOTE: Wall length I K N / ,BOW / I �/ '�� \ \ \ \ \ / I I L- / s 1 1 1 �� /� / 1 I / -y- \ _ - �� / \ / could be reduced / 38.69 // \ \ \ I \ \ -- / I 1 J I I I I i `� I I I `a 1 I �° I y ii % I 54.75 01 V TW �j- / \ \ \ \ I / \ � I m J / b modifications to 5 1 \ \_-_�\ I I J V I rr, "r I I I\ / �' r I MW I grading SED MODULAR BLOCK 55 i \ I / \ / / RETAINING WALL, 1' 11" MAX. HEIGHT BOW31168 FG I 38.87 \ ro / I \ / \ \ ,� _ _ / \ / I BOW WATER QUALITY POND, I \ \ \ icy, ` - �" \ / \/ ✓ / IT BE DES I I AND 15" STORM DRAIN NO. I \I ( \\ \`- \ \ 5� -- -----�/ hk� -ill I 3666 SD -3 SEE SHEET 10 \ ,/ `N \ - _ - - J / / + / / / 54.67 I I \ /A - - / as / Desi I I b a I ,Fc 1. \ . \ I �'3 - \ I - - - - °' 11 - / / / I Tow `-_ � � / gndetails xslope 4:1 in /� 1 I \� \� \�� - �� _ ��I - _---- ---_ / required for wall. _ / 5298 \ _ _ _ J / SEED Assuming no tie- / Bow I dsca ed areas. \ \ / / - - ` - / I / / / Bow \ - --� _ I I , / backs required. 511 II I p 33X ?2.34X g^I. � \ - - YYY \� / \ �� // /' // THIS \ 54.34 III �I What is size/depth �\ \I --_- / I n _ r -- / gTow II I �y � / I / � PROPOSED 10' i of footing? t3g34 / STORM DRAIN NO. 1 �_ / / i / V CONCRETE CHANNEL - FG C \ - - - SD -1 SHEET OB - ��_ -�� 1r / / / 46.83 35.56 39•� i _ 4232 1 ` - \ �- / / /I / SEE DETAIL SM. 08 51.93 FL 1 FG FG - _ 44.29 1 - / / / FG FL I \ / FG \ �234X FG 2.53X 1 \ T 213% 11.71% 1 SBOW 54.14 X60' I _ _ _ _ \ 3888 245% _F TW FG �� - - i ( _ 4207 / - i 44.04 - 1 - -T - '-� - - �.3e 1 I - - I - - 9417 87 - 51.9305 5449 / ISI 3878_ - - _ - 44.54 FL i 39.16 R 4257 FL � FG FG \ 48.87 I III FG - low 14 - - X4236 - 42 - _2.23% Tow \ - - 53.11 111 I 2 7+0o TOW 2 22{ _ - - - �� TOW 4+00 13+ TOW I I - r - J S BOW 46OW 1 47.41 4788 80111\ v°'• vh// h yM. '�� BOW r' 37.18 37.77 1 3818 39.00 39.49 S 39.91 �� 40.38 �SS / �°{" v 44.82 45 26 \` 45 67 ,f 46.59 66 \ \ 11 II 11 I low TW it8 /yTOW law X39 row TOW. .TGyI / „Ai / 1 y' - - - 211 c � BOW BOW �\ 5771 BW 5"�`° BW 5°p BOW ,. 5° y ,r�i \ a, '�i �3 $ I II __---51 ' -\ 38.64 _ 37.13 37.43 37.78 3840 38 98 39.56 - - _ - - - - - 4500 45 64 46.25 46.86 47.34 48.09 48.73 49.43 - - 50.59 - - STOW - BOW ) BOW - BW BOW_BOW BOW _ - BOW _ _ _ - - - - - - J _ TW TW TOW TOW TOW TW - TW TW TOW' TOWS BW _ _ _____--- -__----------- \ �______-- __.��-��-- -- I \ ---- /___-- ___ _>�__=---------- ��---- ------ PROPOSED MODULAR BLOCK \\ \ X f --� -_---- Gam- PROPOSED MODULAR BLOCK - I� -- d�==-- = = - - - = \ _ _- -� i--------- ------------ \ RETAINING WALL, 2'MAX.HEIGHT 11 I RETAINING WALL, 10" MAX. HEIGHT NOTE: Is this a decorative \ - - - - _ -� �' / 1 I Provide detail for - TO BE DESIGN BUILD wall? Appears that wall III 11 / - 7 I �• \• Show modular block II �I connection to �\ ( ) pp (TO BE DESIGN BUILD) wall in profile existing drainage Specify which could be eliminated with structure UDFCD seed mixmodifications to grading. 5460 NOTE: Is this a decorative \ _ will be used ally Appears that wall - - - - - - - - - - Vhat is this 1 ft layer n top of riprap? Pipe not shown in section. Riprap should not be placed directly on pipe. Riprap likely not adequate backfill due to inability to L BE STABIU4ED WITH UDFCD X FOR HIGH WATER ONDITIONS IIG GRADE 5450 TYPE ii/� BEDDING 5445 GRADE Max slope 3:1 in _ naturalized channel 5450 - \24' DEPTH TYPE M BURIED RIP -RAP 5445 -10 0 10 32ND AVE. OVERFLOW CATCHMENT CHANNEL 11d be eliminated with difications to qradinq 5 0 2.5 5 10 11 ORIGINAL SCALE: 1"= 5' HORIZ. 48.12 48.2248 74 Tow row Tow 49.35 Tow 49.94 TOW k 50.54 51.14 51.74 -TOW Tow TW MW 48.76 TOW 48.87 I I 48.88 5.17 45.28 45.39 45.17_/"- 45.49 45.60 45.71 45.81 45.9246.06 TOC TOC 46.15 TOC TW I TOC TOC TOC TOC TOC TOOT- TOC 44.96 45.13 45.30 - 45.45 46.14 TOC TOO TOO 44.79 TOC - - - - - 45.65 44.67 TOC - TOC 50.48 _ TOC 45 45 45 4 ��TOI5-��-\\\- 45 4i 45 46.15 W W Z w U Z O Q U O Z J D w o d U Y Gj U z p w Qm om�`O J O V m U Q O Q D M H 0-)H > U Z V Z 0-1 Q Q J Q >o =F¢oz � IE L5 mo M g < m w" z>xzUoo pO F. W ow z wl =0 o Z 0 ru ru ww w»� 'wo�o'0 0=100w o 001,=,u m"0 P'W o0 Zo- wQ¢z_o worom� zomIPOm z>z�ow w'��o' m_Q�m mSo�LL W U/ W W 7 0 O O V J65 = W i O W M0 3:W W o. Z)Q C) U) < J O� w O3: Z 0 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. N MIN 1.11011! CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-GWING.dwg OVERALL GRADING PLAN 46.15 4 51.51 51.87 TOC TW TW 51.87 TOW OF 14 1"=20' II I N I II I I LU I II I I � III I II _- --= L 1 EXISTING PIPE TO REMOVED r 36" STORM DRAIN 8" ° - LINE NO. SD -2, SEE SHEET 09 -- - --�\ G - ----- �T\ �� EX. EAT RIDGE COMBINATION INLET (TRIPLE) �I° III LU III ❑ it I Q i il�+ ❑ III � -a III I - - I II MIII El El I M III I El =III U) I � I Uj I I R' -RAP �r 15" FES- �XIIST1NG'HEADWAJJ / - III III I II, I I I III ' I II I I I III ' I II I I I I III ' III I I III 1 II I I � II . I SII -5' 0 STM MH 15' DRAIN., UTILITY, & ACCESS ESMT ,--5' 0 STM MH ss"9 - r_ H X36" FES PONDIA L-- ODIFIED TYPE - - POND OUTLET STRUCTURE \ 5' DRAIN. & UTILITY ESMT 39.75 LF 8" PVC 0 2% RIM=5438.78 - INV. 5436.36 INV. 5435.57 TRACT A _ 11 ATER QUALITY POND, AND 15" STORM DRAIN NO. SD-3SEE SHEET 10 i CURVE TABLE CURVE / LENGTH RADIUS DELTA CHORD BEARING CHORD LENGTH C1 47.26' 122.94' 022'01'34.34" N119'42.26"W 46.97' C2 34.35' 83.22' 023.39'02.86" NO.30'58.00"W 34.11' C3 37.79' 91.54' 023.39'02.86" NO.30'58.00"W 37.52' C4 37.38' 90.56' 02339'02.86" NO.30'58.00"W 37.12' C5 37.45' 90.73' 02339'02.86" NO.30'58.00"W 37.19' C6 37.01' 89.67' 023'39'02.86" NO.30'58.00"W 36.75' C7 37.20' 90.12' 023'39'02.86° NO.30'58.00"W 36.94' C8 37.63' 91.17' 023'39'02.86" NO.30'58.00"W 37.37' C9 38.03' 92.12' 023'39'02.86" NO.30'58.00"W 37.76' C10 38.28' 92.75' 023'39'02.86" NO.30'58.00"W 38.01' C11 37.37' 90.52' 023.39'02.86" NO.30'58.00"W 37.10' C12 37.83' 91.64' 023.39'02.86" NO.30'58.00"W 37.56' C13 47.02' 153.24' 017.34'51.60" N2.31'07.63"E 46.84' C14 32.05' 56.31' 032.36'29.87" N1.27'57.57"E 31.61' LOT 1 16 DRAIN. & UTILITY ESMT (TYP) 25' DRAINAGE -1 TRACT - L 152 LF 8" I PVC 0 2% I Need to identify all proposed street cuts and include approximate dimensions. Gas main Irs to I NOTE: Only 5ft I late here. separation between water/san service lines. - Utility districts may - _ - - - - EXISTING WATER require more. - - - - EXISTING --- ------------------====----= --------- -------------- 6' st :. .TO- TOrSTREET ■ i FA oil T -JAa . Q 10' DRAIN. & I UTILITY ESMT (TYP) RIM=5442.07 INV. 5439.40 LOT 2 - 100 8" I I I RIM5444.04 0 2% INV PVC 0 . 5441.40 20' DRAINAGE 10' DRAIN. & TRACT ESMT (TYP) I UTILITY ESMT (TYP) ES LOT 4 LOT 3 107.5 LF 8" I I"ROPOSED 18" NYOPLAST PVC 02Z I IE DRAIN W/ DOME COVER .) - SEE DETAIL SHT. 17 - RIM=5446.38 C5 =RACY A :::C3- INV. 5433.55 III II, III III M/ STORM DRAIN NO. _ - - I _ _ _ ___________ _ _-_-_ = ��ROPOSED 10' - - _ _ _ _ _ - = 10' UTILITY EASEMENT= = = CONCRETE CHANNEL \� `_ SD -1 SHEET 08 p � REC. #76787571 SEE DETAIL SHY. OS - - - - - APPLEWOOD PROPOSED 3' X 05' Provide detail for III BAPTIST CHURCH L -LOW -FLOW MEANDERING _ - _ _ _ _ I I = _ _ - - ___ � custom headwall CONCRETE CHANNEL If - I ,I ��N and pipe = II II j _ III penetration l -=11X50 II 4 pply. Mill/overlay ,ill likely be squired for full ,idth since water ie is on east side f street. Appears t least 30OLF of luail St will require GENERAL NOTES: 1. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. 2. MORE THAN THREE (3) STREET -CUTS WITHIN A 250 LF SECTION OF ROADWAY WILL RESULT IN MILLING/OVERLAY PER CITY ROW PERMIT REQUIREMENTS. UTILITIES NOTES: 1. THIS PLAN IS FOR OVERALL SITE LAYOUT INFORMATION ONLY. WATER LINE NOTES: 1. ALL WATERLINE SERVICES ARE 3/4" TYPE "K" COPPER UNLESS OTHERWISE NOTED. 2. ALL WATER MAINS ARE 8" UNLESS OTHERWISE NOTED. SANITARY SEWER NOTES: 1. ALL SANITARY SEWER LINES ARE 8" PVC UNLESS OTHERWISE NOTED. 2. ALL SANITARY SERVICES ARE 4" PVC UNLESS OTHERWISE NOTED. r� w Z U) 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. I III II it �, II CUSTOM BOX MANHOLE - -STRUCTURAL DESIGN BY OTHERS II \ 1 'I o 1� STORM DRAIN NO. I SDA SHEET 08 I �® 5.5' ROW DEDICATION t II II PROPOSED 48" II HDPE STORM PIPE II I� II ILU II r - I Q II I z 11 I ID II M II III U) II III 10 STMMHI III Ij I III (I HEADWALL & CONCRETE EL - STRUCTURAL BY OTHERS I III I III I II I III I I III �I III I ,I I- I III UTILITY LEGEND WATER LINE FIRE HYDRANT i GATE VALVE ►t BLOW -OFF 3/4" SERVICE W/METER�W/S EXISTING SANITARY SEWER SANITARY SEWER MANHOLE 4" SANITARY SEWER SERVICE S/S STORM DRAIN FLARED END SECTION WHEAT RIDGE COMBINATION INLET (TRIPLE) STORM MANHOLE (5' 0) OUTLET STRUCTURE (TYPE C INLET) p WHEAT RIDGE VALLEY INLET W w z w U z O Q U LL F_ O z J H LU o d 0 Y Oj U_ z 0 m �om0 o U LoaJ O U Q 0 Q 0 C 0-) i 0 Z I- Z 0-1 Q a a 0 a o _1QOz 'zwLo mOwaQ m w�U z0 oo�o�0 z 00 0,=,z owe _'0 z~ 2 S ww W H H > > ro 'cruO Pro 0w m=aOwOz 0Hz=ILO Pzm o0 10"'o, wQaz-o wOrom,, zoz�Im z>z�ow w -Qom m�ozW1 LU V) Z W LU 7 0 Q O O V) = W � > O W M�M W W Q UU) < J O� w O� Z 0 5L N L I�l B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 700GUTIL.dwg OVERALL UTILILTY PLAN 05 OF 14 1"=30' I I II J ---moi N: 703676.47 E: 106605.37 i - T \ \0+00 fill\ ' ST \ PCR STA� - -� 0+27.66,17.26'R7 '7 � I ` FL FEV=5444.45Ti PCRSTA 0+31.97, 18.98'R FL ELEV=5444.50 El 5460 \ II 61 i i ,� 6+00 INA 1+00 m o N N 2+00 M 7/ ao rn e- N�T \ \ N N \ZA � N CURB CUT STA _ CURB CUT STA _ - _ - _ _ 'CURB CUT STA _ CURB CUT STA CURB CUT STA CURB CUT STA 0+78.06, 19.00'R % 1+40.79, 19.00'R- �� v _- _- �_ �, 2+64.37, 19.00'R \ -� =3+65.03, 19.00'R - 4+13.16, 19.00'R 4+73.87, 19.00'R FL ELEV=5444.89 //�� \ _ 1 ( _ / J _ -� E\EV=5450.67 \ FL ELEV=5451.93 Tr- FL ELEV=5446.02 1 / FL ELEV=5448.14 \ i FL ELEV=5449.71 --- 'CURB CUT STA � \ CURB CUT STA / / CURB CUT STA• - - CURB CUT STA CURB UT STA \_CURB CUT STA 1+0206,'19;00'R 1+56.07, 19.00'R \ / / 2+88.37, 19.00'R - �' /� - _ 3+80.29, 19.00 R - 4+37.16, 19.00 R 4+97.87, 19.00 R _.. 11► „ r, r„ �..� A n rv=raaa �n FL ELEV=5450-OB FL ELEV=5451.17' FL ELEV=5452.54 1% \ n "'..,i Ll ---_ Pill - �f1 ELEV=5/ 453.t,� 111IPCIR STA IA 1 5+97.31, 3&87'R �'�I�' il6 I i I a IN: 703065.31 s` E: 106610.30 j O O :z I 5460 0+00 1+00 2+00 3+00 4+00 5+00 6+006+11 W VJ Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. NOTES 1. ALL ELEVATIONS ARE TO FLOWLINE UNLESS OTHERWISE NOTED. 2. ADJUST EXISTING MANHOLES, VALVES ETC TO FINISHED GRADE. 3. ALL SLEEVES FOR GAS, ELECTRICAL, IRRIGATION ETC SHALL BE INSTALLED PRIOR TO PAVING OPERATIONS. 4. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 5. THE SUBGRADE MATERIAL SHALL BE SCARIFIED OR REMOVED TO A DEPTH AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. 6. PAVEMENT SECTION TO BE DETERMINED BY THE GEOTECHNICAL ENGINEER AFTER OVERLOT GRADING OPERATIONS. 7. THE CONTRACTOR SHALL PROOFROLL SUBGRADE AND BASE COURSE IN A MANNER ACCEPTABLE TO THE CITY. PROOFROLLING SHALL BE INSPECTED BY THE CITY. PRIOR TO INSTALLATION OF ASPHALT PAVEMENT. W O o_ U Y Gj U z p w m < 010 o U J O to U Q O Q D C < < ry U Z V Z Q Q J o Q 0 o JLcaUo M0 < m z 0 S 002z00 0i0Ol wwow z owe zw 2 wWwWS w P:"»� 210 00 'cw z 0=10W6 mrzswo PZm 00 10"'o, W<>' w0= 'o, z000Im z>z�ow w_QOmJ m�ozL� LU U/ W W Ifff-zri X00 vJ ♦♦^^ _ w vJ Y >O> LU W �z rn CQ U J (r w O� Z 0 EO, CY 2 B B 17-006 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remains the propehyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006 -RD P$P.dq QUAIL ST. PLAN & PROFILE 06 OF 14 1"=30' n gg,' Show Quail Street centerline profile along the same alignment. Use different, distinguishable g A Ln X II II 5455 linetype.5455 S rn � oo i M 6 g � IIca i 5450 g g N g u> N + I < > " ' 5450 PROPOSED FLOWUNE c� u Ln y f E%ISTING GRADE A PROPOSED FLOWLINE 5445 Provide slopes for 5445 i Grade breaks each segment >0.50°k will require vertical curves 5440 5440 0+00 1+00 2+00 3+00 4+00 5+00 6+006+11 W VJ Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. NOTES 1. ALL ELEVATIONS ARE TO FLOWLINE UNLESS OTHERWISE NOTED. 2. ADJUST EXISTING MANHOLES, VALVES ETC TO FINISHED GRADE. 3. ALL SLEEVES FOR GAS, ELECTRICAL, IRRIGATION ETC SHALL BE INSTALLED PRIOR TO PAVING OPERATIONS. 4. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 5. THE SUBGRADE MATERIAL SHALL BE SCARIFIED OR REMOVED TO A DEPTH AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. 6. PAVEMENT SECTION TO BE DETERMINED BY THE GEOTECHNICAL ENGINEER AFTER OVERLOT GRADING OPERATIONS. 7. THE CONTRACTOR SHALL PROOFROLL SUBGRADE AND BASE COURSE IN A MANNER ACCEPTABLE TO THE CITY. PROOFROLLING SHALL BE INSPECTED BY THE CITY. PRIOR TO INSTALLATION OF ASPHALT PAVEMENT. W O o_ U Y Gj U z p w m < 010 o U J O to U Q O Q D C < < ry U Z V Z Q Q J o Q 0 o JLcaUo M0 < m z 0 S 002z00 0i0Ol wwow z owe zw 2 wWwWS w P:"»� 210 00 'cw z 0=10W6 mrzswo PZm 00 10"'o, W<>' w0= 'o, z000Im z>z�ow w_QOmJ m�ozL� LU U/ W W Ifff-zri X00 vJ ♦♦^^ _ w vJ Y >O> LU W �z rn CQ U J (r w O� Z 0 EO, CY 2 B B 17-006 COPYRIGHT 2017 This docum ent is an instrument of service, and as such remains the propehyofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006 -RD P$P.dq QUAIL ST. PLAN & PROFILE 06 OF 14 1"=30' U50 5450 5440 5440 5435 5435 0 10 20 30 0+00.00 5450 MM V0.14INM 5450 -2.47 .00 - 5450 5445 i�■1 a .00 -3.87 . - - . -385 •OO o .00 EXISTING 1 1 5435 PROP. GRADE (M)GRADE 5440 3.72' -4.11 % 5440 26.5' 5435 5435 0 10 20 30 1+25.00 0 10 20 30 2+50.00 546 ' MM V0.14INM Mm- -2.47 .00 - 5450 5445 i�■1 a .00 -3.87 . 5450 - - 283' .00 5445 0 10 20 30 2+50.00 546 ' MM V0.14INM 5460 -2.47 .00 - 5450 5445 Lo � a .00 -3.87 . 5450 - - 283' .00 5445 26.5' 5435 EXISTING 1 26.5' -4.11 % 26.5' 5445 5450 - " 5435 NEWER --=� 5440 5435 5435 5445 5435 26.5' 5445 5445 26.5' 0 10 20 30 3+75.00 5460 Lo V0.14INM 5460 -2.47 .00 - 5450 5445 Lo � a .00 -3.87 . 5450 - - 283' .00 5445 26.5' 5435 0 10 20 30 5+00.00 P.) 5450 5450 5440 5440 5435 5435 0 10 20 30 0+25.00 0 10 20 30 1+50.00 I. A Lo V0.14INM 5450 - -2.47 .00 ' i�iiis■ 55450 PROP GRADE (TYP. 5440 5440 26.5' 0 10 20 30 1+50.00 I. A 0 10 20 30 2+75.00 5460 Lo iy i�ii■� 5450 - -2.47 .00 5440 55450 PROP GRADE (TYP. 5440 0 10 20 30 2+75.00 5460 Lo 5460 5450 - -2.47 .00 5440 55450 PROP GRADE (TYP. 5440 5440 26.5' - - 91 -3 � .00 EXISTING RADE (TYP)3.24' 5440 5435 5435 EXISTING 5450 26.5' -4.11 % 26.5' 5445 5450 - " 5435 5450 --=� 5440 5435 5435 5445 5435 0 10 20 30 4+00.00 0 10 20 30 5+25.00 5450 Lo 5450 5460 -2.47 .00 5440 3.71' 5440 26.5' -3.78 .00° (TYP ) 5435 U40E 5435 0 10 20 30 0+50.00 5450 5450 I 5460 MWr i Lai DRIVE ADE (TYP.)- 5450 5450 a a 5460 EXISTING ADE (TYP.) - - -4.11 _0078 Lai DRIVE ADE (TYP.)- PROP. -3.78 .00° (TYP ) �j 5440 3.72' U40E 5435 5435 0 10 20 30 0+75.00 INEMEN.M ' ito'. � 5460 MMiN EXISTING -4.28 .00 Lai DRIVE ADE (TYP.)- GRADE mmon ' MW= m�mn 5460 -M 0 10 20 30 3+00.00 5460 5460 5460 5460 5460 EXISTING -4.28 .00 Lai DRIVE ADE (TYP.)- GRADE -3.78 .00° � O RON � 5450 •0076 0 EXISTING 5450 26.5' -4.11 % 5445 5445 5450 - " 5450 --=� 5440 .14' 5435 5445 5435 26.5' 5445 5445 26.5' 0 10 20 30 4+25.00 5460 5460 5460 M 5460 EXISTING -4.28 .00 5450 ADE (TYP.)- GRADE -3.78 .00° < � 5450 •0076 5450 EXISTING 5450 26.5' ADE (TYP)GRADE 5445 5445 0 10 20 30 5+50.00 0 10 20 2+00 5460 5460 M 5460 EXISTING -4.28 .00 5450 ADE (TYP.)- GRADE a 00. < � 5450 •0076 5450 EXISTING PROP. ADE (TYP)GRADE 3.38' (TYP 5450 26.5' 5440 --=� 5440 276' 5435 5445 5435 0 10 20 30 3+25.00 5460 5460 M 5460 EXISTING -4.28 .00 5450 ADE (TYP.)- GRADE a 00. 5450 � -4,32 Q 5445 298' -26.51 5445 0 10 20 30 4+50.00 5460 a 5460 M 5460 EXISTING -4.28 .00 PROP. ADE (TYP.)- GRADE 54505450 26.5' 1H I 5445 5445 0 10 20 30 5+75.00 'E m W- mamid M �.�' Im'kift 0 10 20 30 1+00.00 2 0 10 20 30 2+25.00 M . . WEEMIIIIIIIIIIIIII M 5460 EMEIIIIIIIIIIIIII DRIVE 1 RON r Q 5445 - -4.18/- 5450 5450 --=� _ 276' 5445 0 10 20 30 3+50.00 5460 5460 5460 - DRIVE 1 RON 5445 Q 5445 - -4.18/- 5450 5450 _ 276' 5445 26.5' 5445 0 10 20 30 4+75.00 5460 5460 5450 1 5450 5445 5445 0 10 20 30 6+00.00 NOTES 1. ASPHALT DESIGN PER SOILS ENGINEER. 2. SEE WHEAT RIDGE VERTICAL CURB WITH SIDEWALK (CS) SECTION. DETAIL CODE "C" w O d U Y C� U z p w m <010 Qo@U 5<")< c H rn H U Z V Z 0-1 Q J J m F o 3 i LQuo M ZU w mo mWo1<, z�woo xzo p 000 Z rux�or 0 o, ='0 0 wL t as oJo�� as z 0w 0�0z � mxdowo mwzx0o 'co -000 p z 00mz Jo Z W Q p a 1 Y '0= 0 r 2 m m < "How 2 w��ozo00� m=Qm K . 1 W H o �x LU z W LU Ifff-Z0 <0 0- 0 U) UTZW E O W 3: W �z U U/ < J O� w �Z0 Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. N Al/ 69 [•] SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006 -RD P$P.dq QUAIL ST. WIDENING X -SECTIONS 07 OF 14 1"=20' STM 1 CUSTOM BOX MANHOLE- - --—�`-----_ — STA 0+49.97 — ® 5' 0 STM MH — — �/ — — _ — — EXISTING PIPE_ - - � BOX MANHOLE TO 5' 0 STM MH 5"1 &STREET\ TO BE REMOVED QUAIL --rte ---------------- _----- _ ------ _---- --UTILITY ESMT--------------------- ------ X. WHEAT RIDGE 1` "' --- /� �\\\ 36" FES on 30 \�ri'�_--'� �� --- y��'��-- / \ COMBINATION INLET (TRIPLE) � \// / II D4 �I I CUST6M BOX MANHOLE - STRUCTURAL DESIGN BY ® \\\ OTHERS \ ® ® Z It/ /II\ — pipe. Revise. / / — J` _ 1 zz — i/ / / T \ I ; I / �s, ' 30 0 15 30 40 I 1 I�I III �J.I III I Sg43 - 54,18 5449 32ND AVE. OVERFLOW I I I �® / 5447 / I I I / / ORIGINAL SCALE: 1"= 30' HORIZ. I 1 ❑ I VI1 ❑ I 15' DRAIN., - 5446 / CATCHMENT CHANNEL / N III I UTILITY, & I \ ` , ��+� \� I 5.5 ROW / v SEE SHEET 04 ACCESS ESMT I I \ `s \ I I r I DEDICATION / `s,� IIII \ I\ \\ \ 0 (I I IkEl U II PROPOSED 48° II ` WATE QUALI \ / }.. / I 1 I II \ \ L �� HDPE STORM IPE II I i 36 FES, P POND A \ \ I, I I I � I / 2DRAINAGE' RIP -RAP — MID E I I I I LLJ POND OUTLET STRUCTURE LOT 1 10' DRAIN. & 10 DRAIN. & Ar TRACT XUTILITY ESMT UTILITY ESMT (TYP) UTILITY ESMT (TYP) i 5, IIII DRAIN. & \ - �� ii J > / UTILITY ESMT �\ �� -`-_ --- \ /// I / %,e 'y�T 4\ / I Z I 10' DRAIN. \ / / / / / 7 I I I I �— — ^ ` LOT 2 LOT 3 I / / / / \ FES n - _ _ & UTILITY - - ` � _ - - - - \ > - I / / / PROPOSED 18" NYOPLAST ! N II 39.75 LF 8 1 / 1 \ / / / /��`tr PVC 0 2% -v - - ESMT (TYP) i - i 152 LF 8" I I 100 LF 8� y �� X107.5 Lf 8" / / / INLINE DRAIN W/ DOME COVER I I I M II I - / EXISTING HEADWALL ' "^47 h "� - - - - J PVC 0 2% J -PVC,O 2% - /-� -PVC 0 2% I vM"� (TYP.) -SEE DETAIL SHT. 17 2 (6 DIA) N II STA 2+07.93 I W II I � 5 0 STIP I MH � II TRACT I I 7+ _ — _ — _ —TRACT—i II �/ I s A - U \ \ CSTO V M HEADWALL & CONCRETE CHANNEL - STRUCTURAL DESIGN BY OTHERS iii I -WATER QUALITY POND, .— _ — —_� _ _ _ --_ y/ III _-- — --,, —-- __-10' _\`-----, APPLEWOOD _ PROPOSED 3 X 0.5 <--_____ -PROPOSED III 11 ( `� — AND 15" STORM DRAIN NO. - — — — _ =l ` - LOW -FLOW MEANDERING-_ _ _ _ _ _ _ _ _ - -__ _ _ = �= -= = '- - - - _ �` t CONCRETE CHANNEL �� / BAPTIST CHURCH 1 CONCRETE CHANNEL - � __� \ / � � SEE DETAIL SHT. 08 SD -3 SEE SHEET 10 III �_ 1 \ / / � I I �I I \ \ I \_ u w 0 o U Y GJ U z p w �om0 o U Jo U Q 0 Q p M H rn H > U Z V Z 0-1 Q J J m F L Quo ' m J mho =, w UU0 w�� Z = S Z 0 0 =0 0 0 0 wm OowL=,0 rx - Lal w -» t z 0w,0 -z m=,owo mcaz=00 o ;zm o0 z �o>zJo < z>z�ow m=Qom o LLQ U) z W W Ifff— 7 0 O O ii TZ U) W � Y ry �e E O W 3: W 00 1 D � U1 CQ U J ry w Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. N ATA N I°R SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD1.dq STORM PLAN & PROFILE - SD1 08 OF 14 1"=30' 5455 ansions and for riprap \ F7FFF MUM mom =wn coop El El El1 �gJB I\ STM 12 (FES 30' \ I STA 0+_71.64 5439-� l N /<�\� v \ to 5' DIA) 1.24 I I I I I • I g \I \�I STM 8 (5' DIA STA 2+25.05 I ® i � III I.ss I III I II I \\ II1 I I \ II1 I �— I I I I I I III I W A T G D r1 11 A 1 1 TV D r1 AI n A AI n C TrI D RA n D A I AI C n _7 5455 0+00 1+00 2+00 2+56 N W + E S 20 0 10 20 40 IM ORIGINAL SCALE: 1"= 20' HORIZ. NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP–RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. W w z W U z O I— LL LL O z J H w o o_ U Y OJ U z p LU Dom0 o�` U J o V QLo Qo5o C:0- ZVZU 0-1 Q Q J a a >m�o JE<' m�o momaa z0w'=rau Ow2o zo 0S0OI 00 O "a='0 oLE' � z�L��L ww Oo'0 cow z m"=LL0ILU P" o0 wao w0�azo-w,, zo��m z>z�ow m:Ed QOm m1o?� W V) z LU w 1---z0 X00 U65 = 10 LU� Y O L� oo 0 LU z U < J ry w 11<Z� Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. N ATA 1.11011! CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD2.dq STORM PLAN & PROFILE - SD2 09 OF 14 1"=30' �7 WQCV ELEV 5438.( 1/4" THICK GALVANIZED STEEL PLATE OVERLAPPEE 4" FROM GAP IN CONCRETE 47 R SECTION A -A PROPOSED WINGWALL REINFORCE PER M-601-20 d, CONCRETE FLOOR 6" 11.5° 12' N (Tip) �' . ' '' I. IIIIIIIIIIIIIIIIIIII 6" [O 3'(T1'P) IIIIIIIIIIIIIIIIIIIII o IIIIIIIIIIIIIIIIIIIII I I e I 47' _ r SECTION A -A PROPOSED WINGWALL REINFORCE PER M-601-20 d, CONCRETE FLOOR NTS Please be advised that the smallest allowed orifice diameter is 0.50". PW understands this may require less openings or will cause the WQ pond to drain slightly faster, but this small of onenine will be too easilv cloeeed. 6 -5/16" STAINLESS STEEL BOLTS io 3-3/8"0 SPACED 0 10.6" 4' . 12' 4' WQ PLATE CARBON STEEL 1 1/4"1 WELL SCREEN 1/2" ANGLE FRAME TRASH RACK SEE ATTACHED TO CHANN DETAIL THIS SHEET BY WELDING ALL AROUND HEADWALL OPENING OUTLET STRUCTURE DETAIL MODIFIED TYPE'C' INLET TRASH RACK AND WATER QUALITY ORIFICE PLATE, SEE DETAILS4. —� WATER QUALITY WSEL=5438.01 BTM POND=5435.38 CREST OF EMERGENCY SPILLWAY 10 -YEAR OVERFLOW WSEL WATER OVERFLOWS QUALITY POND EL 5438.34- 14_ TYPE L RIP -RAP I AI Illillllllllll . PLAN NTS LA (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 WATER QUALITY ORIFICE PLATE TRASH RACK Q d NTS (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 15" RCP ELEVATION Maximum slope is TOP OF POND MATCH 4:1 in landscaped BEYOND EXISTING areas and areas adjacent to roadways. 0 N �' . ' '' I. IIIIIIIIIIIIIIIIIIII [O a IIIIIIIIIIIIIIIIIIIII NTS Please be advised that the smallest allowed orifice diameter is 0.50". PW understands this may require less openings or will cause the WQ pond to drain slightly faster, but this small of onenine will be too easilv cloeeed. 6 -5/16" STAINLESS STEEL BOLTS io 3-3/8"0 SPACED 0 10.6" 4' . 12' 4' WQ PLATE CARBON STEEL 1 1/4"1 WELL SCREEN 1/2" ANGLE FRAME TRASH RACK SEE ATTACHED TO CHANN DETAIL THIS SHEET BY WELDING ALL AROUND HEADWALL OPENING OUTLET STRUCTURE DETAIL MODIFIED TYPE'C' INLET TRASH RACK AND WATER QUALITY ORIFICE PLATE, SEE DETAILS4. —� WATER QUALITY WSEL=5438.01 BTM POND=5435.38 CREST OF EMERGENCY SPILLWAY 10 -YEAR OVERFLOW WSEL WATER OVERFLOWS QUALITY POND EL 5438.34- 14_ TYPE L RIP -RAP I AI Illillllllllll . PLAN NTS LA (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 WATER QUALITY ORIFICE PLATE TRASH RACK Q d NTS (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-604-11 15" RCP ELEVATION Maximum slope is TOP OF POND MATCH 4:1 in landscaped BEYOND EXISTING areas and areas adjacent to roadways. 0 - CARBON STEEL 1 1/4'1 1/2' INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME 5439 STM 12 (FES 30")_ // \ STA 0+71.64 / TRACT A \ �! 5438 \ 11 \ \ oJo \ \ I/ 38.88 1 WATER QUALITY POND A \ \ I M FG� r-') I _o -I- EMERGENCY SPILLWAY I 3a34 SEE DETAIL `tr 1 \ STM 15 (FES 15") \\\ I' -/ _ FG� _'FG / 3'W X 5'L X 21'D j \> �a STA 0+14.14 �I �6, TYPE L RIP AP / \ \ \ \ -\°a \ I / \ / i^✓moi \.. �° 3888 3556FG I. I. 1 .lal°I. �. I .° a O II I FG / 35.36 FG I STM 14 (TYPE C) boll STA 0+29.30 \� — 5435 �— J' — — - ------5436----- ME WATER QUALITY POND AND STORM DRAIN SD -3 PLAN AND PROFILE 5440 5440 +y V�c II II z of rr)Z' - p H VC � rn z 2C II PROPOSED GRADE �5, 5435 5435 I I 21" DEPTH TYPE L BURIED RIP -RAP I� PROPOSED GRADE 5433 1 5433 0+00 0+63 NOTES 0 0 05 10 20 ORIGINAL SCALE: 1"= 10' HORIZ. 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACIUTIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. W 0 o_ U Y Gj U z 0 w D0100 go�U �Lin QoH > IO rn c H U Z V Z 0-1 Q J J m ' F o <3 i 'E"o zm"<'0 W mO--U 00 0, �'0 z�z0 g 0 th_orr the) 0 o m "'o w w �0 '0 z lw�'�z 01d '0 m�z=�U 0 ;zm0oo z �o> zzJ p o = wU,o y ��m < z>z"ow Q 2 m,�wmP: m-�m- 0 who w� 0 A W — / W W 7 0 � O O V J = W � Y �e O � W CO3:wiz Q U 2 J � w O� Z 0 L N C� 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. 101 CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD3.dwg STORM PLAN & PROFILE - SD3 & WQ POND OF 14 �' . ' '' I. IIIIIIIIIIIIIIIIIIII Illllllllllllll�aill IIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIII I - CARBON STEEL 1 1/4'1 1/2' INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME 5439 STM 12 (FES 30")_ // \ STA 0+71.64 / TRACT A \ �! 5438 \ 11 \ \ oJo \ \ I/ 38.88 1 WATER QUALITY POND A \ \ I M FG� r-') I _o -I- EMERGENCY SPILLWAY I 3a34 SEE DETAIL `tr 1 \ STM 15 (FES 15") \\\ I' -/ _ FG� _'FG / 3'W X 5'L X 21'D j \> �a STA 0+14.14 �I �6, TYPE L RIP AP / \ \ \ \ -\°a \ I / \ / i^✓moi \.. �° 3888 3556FG I. I. 1 .lal°I. �. I .° a O II I FG / 35.36 FG I STM 14 (TYPE C) boll STA 0+29.30 \� — 5435 �— J' — — - ------5436----- ME WATER QUALITY POND AND STORM DRAIN SD -3 PLAN AND PROFILE 5440 5440 +y V�c II II z of rr)Z' - p H VC � rn z 2C II PROPOSED GRADE �5, 5435 5435 I I 21" DEPTH TYPE L BURIED RIP -RAP I� PROPOSED GRADE 5433 1 5433 0+00 0+63 NOTES 0 0 05 10 20 ORIGINAL SCALE: 1"= 10' HORIZ. 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6. NO GRADING FOR DETENTION OR WQ FACIUTIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. W 0 o_ U Y Gj U z 0 w D0100 go�U �Lin QoH > IO rn c H U Z V Z 0-1 Q J J m ' F o <3 i 'E"o zm"<'0 W mO--U 00 0, �'0 z�z0 g 0 th_orr the) 0 o m "'o w w �0 '0 z lw�'�z 01d '0 m�z=�U 0 ;zm0oo z �o> zzJ p o = wU,o y ��m < z>z"ow Q 2 m,�wmP: m-�m- 0 who w� 0 A W — / W W 7 0 � O O V J = W � Y �e O � W CO3:wiz Q U 2 J � w O� Z 0 L N C� 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. 101 CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SD3.dwg STORM PLAN & PROFILE - SD3 & WQ POND OF 14 I Street tree per 70 IF of Street Prortaee Quail Street Street Prortaee - E�C 3 IF West 32ro1 Ave- Street Prortaee Ill IF Quail Street Street Fepuiremert - 0 Street Trees West 32ro1 Ave- Street tree Requfrerrert = 3 Street trees GENERAL LANDSCAPING NOTES 1. ALL SHRUB BEDS SHALL BE MULCHED WITH V-2" RECYCLED LANDSCAPE MULCH TO A MINIMUM DEPTH OF 4" AND SHALL BE PLACED OVER A WATER PERMEABLE WEED BARRIER FILTER FABRIC. ALL TREES TO HAVE A MULCH RING NO SMALLER THAN 2' FROM THE TRUNK AND 4' IN DIAMETER, AND NO LESS THAN 3" DEPTH. MULCH TO BE KEPT 3" AWAY FROM TRUNK TO REDUCE INSECT AND TRUNK DAMAGE. 2. ALL PLANTING BEDS ADJACENT TO SOD AREAS SHALL BE SEPARATED WITH $' X 4" STEEL EDGER WITH A ROLLED TOP. 3. LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR DETERMINING FINAL LOCATION OF UTILITIES. ALL TREES SHALL BE PLANTED A MINIMUM OF 10' FROM ANY UTILITY LINE. 4. NO PLANTS SHALL BE PLANTED WITHIN SOF THE BUILDING PERIMETER. 5. THE CONTRACTOR SHALL WARRANTY ALL PLANT MATERIAL FOR A PERIOD OF ONE YEAR AFTER SUBSTANTIAL COMPLETION HAS BEEN ISSUED BY THE OWNER OR OWNER'S REPRESENTATIVE. 6. PROTECT EXISTING TREES SCHEDULED TO REMAIN AGAINST INJURY OR DAMAGE, INCLUDING CUTTING, BREAKING, OR SKINNING OF ROOTS, TRUNKS OR BRANCHES, SMOTHERING BY STOCKPILED CONSTRUCTION MATERIALS, EXCAVATED MATERIALS, OR VEHICULAR TRAFFIC WITHIN BRANCH SPREAD. 7. REPAIR TREES SCHEDULED TO REMAIN AND DAMAGED BY CONSTRUCTION OPERATIONS IN A MANNER ACCEPTABLE TO THE OWNER'S REPRESENTATIVE REPAIR DAMAGED TREES PROMPTLY TO PREVENT PROGRESSIVE DETERIORATION CAUSED BY DAMAGE. 8. REPAIR AND REPLACEMENT OF TREES SCHEDULED TO REMAIN AND DAMAGED BY CONSTRUCTION OPERATIONS OR LACK OF ADEQUATE PROTECTION DURING CONSTRUCTION OPERATIONS SHALL BE AT CONTRACTOR'S EXPENSE. 9. WATER QUALITY POND AND DRAINAGE CHANNEL SOD TO BE NATURE'S PRAIRIE BY TURF MASTER OR EQUAL. CITY OF WHEAT RIDGE ST,AND,AIRD L AND SC,AP INC NOTES 1. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CALL C0811 AT 1.800.922.1987 2. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 3. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING STANDARDS. IF SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL BLANKETS OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS 4. THE CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. Fill List ep' FF�IVACT' PENCE OfR 5F,DICK WALL - t.5.D. QTY. SYMBOL COMMON NAME LATIN NAME SIZE SHADE TREES & KC KENTUCKY COFFEETREE GYMNOCLADUS DIOICUS 2" CAL. 3 SKH SKYLINE HONEYLOCUST GLEDITSIA TRIACANTHOS VAR. INERMIS 'SKYLINE' 2" CAL EVERGREEN SHRUBS z H 2 CAJ COMPACT ANDORRA JUNIPER JUNIPERUS 'ANDORRA COMPACTA' 5 GALLON 3 EC5 EMERALD CAROUSEL 5AR5ERRY 5ER5ERIS X EMERALD CAROUSEL 5 GALLON ORNAMENTAL GRASSES 20 1 KFCx I DUJARF NINE5ARK PHYSOCARPUS OPULIFOLIUS 'NANA' 5 GALLON NATURE'S PRAIRIE TURF CANADA SLUE STREAI" f E3ANG WHEATGRASS Sl" 00TH SR01"IE CREEPING RED FESCUE CHEWING FESCUE SIG SLUE eTEI`- fiUFfiED HAIR SHEEN FESCUE PRAIRIE JUNEGRASS SIDE CATS DRAMA RECOMMENDED LOUD-GROUJ NATIVE SEED MIX 25% EHRAII"1 CRESTED WHEAfiG;RASS 25% 5HEEF=' FESCUE 20% PERENNIAL R1'EG;RASS 15% CHEWING FESCUE 10% CANADA E�I-UEG;RASS SEEDING RATE : 20-25 LS5 /ACRE Legend Shable Tree Orramerta I tree Deciduous Shrubs Everereer Shrubs OrramertaI Grasses Lardscape Ebleirg Corr -rete Sod Native Seem' 111-211 Rock Co'b'ble e�' flrlvac� Ferce or Sr1ck Wall - T.S.D. Oper F,�a i I Perce Frbpbsed Contour Frbperty Sburdary Us w u, o' J w � � 3 Q 0 a z 1 nP >rao� w m Jzw�o U m0 < w z z0�zo O O 0 0 2 0= F OD w'aow�z Q 0"-� U �a a, w��»- ❑ �x 0o0 D V = 0o -o O Q1wxmo Z • • 0 cdzmmoo zo o fj > � o Z w0= 1 w w x m d J Of 0= 00 a z>zea H sE w,�rrx, .dN K 0 I W Z W LU 7 r) X00 W Q O LU 3: W � � z /1 CQ U J w -03: Z 0 02m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: SM CHECKED BY: SM 32750uail-LP-1st Submittal-313-17.cWg LANDSCAPE PLAN 11 O 0 a 0 O z H JZ L_ LU o� U) Z�zw0 cje wrni=wU = 0�N 0 v N Z LU > � w > Ir z Lu LLI U 1M Y O D Us w u, o' J w � � 3 Q 0 a z 1 nP >rao� w m Jzw�o U m0 < w z z0�zo O O 0 0 2 0= F OD w'aow�z Q 0"-� U �a a, w��»- ❑ �x 0o0 D V = 0o -o O Q1wxmo Z • • 0 cdzmmoo zo o fj > � o Z w0= 1 w w x m d J Of 0= 00 a z>zea H sE w,�rrx, .dN K 0 I W Z W LU 7 r) X00 W Q O LU 3: W � � z /1 CQ U J w -03: Z 0 02m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the Property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: SM CHECKED BY: SM 32750uail-LP-1st Submittal-313-17.cWg LANDSCAPE PLAN 11 r— — \ -x 1 ORNAI" IENTAL TREE FROFOSED STORM f�If�E 2 EVERCzREEN 5ITRU55 — —4 DECIDu®Us SHRUSs 2 EVERr;;FEJ=N SITRU55—�_ 3 ORNAMENTAL CRASSES� 3 DECIDUOUS SHRU53 j G 1 EVEReFEEN SHRL 155 LATIN NAME DECIDUOUS eHRuss 3 1 ORNAMENTAL TREE 25'x 181' 2" CAL. DECIDUOUS eHRU5S 3 3 EVERGREEN SITRUSS —�2 DECIDUOUS 51TRU55 5' NON- IRRIGATION BUFFER TYP. SIDE AND REAR 1'ARD FENCING TO 5E INSTALLED TO SE LANDSCAFED 5l' 5T' DEvELORER T1'R- ITOI"1EOLUNER TYF. 10' DRAIN AND UTILITY EASEMENT_ EXISTING 10' UTILITY EASEMENT 3 ORNAMENTAL � SSES 3 DECIDUOUS SHRUBS 2 DECIDUOUS SHRUBS - 3 ORNAMENTAL GRASSES mm 5' UTILITY :EASEMENT 1 115 SIDE SETBACK TYP. I I --avA Ii-sIREEL 5Q� FENCING TO E3E INSTALLED 5'I' DEVELOFER T T F�- SIDE AND RE I I 15' SIDE SETBACK TYP. —�-1� C—A1=ED �Y �UJNER 71'1=. 15' REAR SETBACK 10' DRAIN AND TYP. UTILITY EASEMENT I I EXISTING 10' UTILITY EASEMENT Lot tub i ca l - Corner Lot `4) 7= Lot Tule i ca l - Standard Lc NORTH 0' 20' 40' 60' SHADE TREES SYMBOL COMMON NAME LATIN NAME MATURE SIZE (NxW) SIZE ORNAMENTAL TREES CP CHANTICLEER PEAR PYRUS CALLERYANA 25'x 181' 2" CAL. FAM FLAME AMUR MAPLE ACER GINNALA ' FLAME IS' X is, 2" CAL. WH WASHINGTON HAWTHORN CRATAEGUS PHAENPYRUM 25' x 20' 2" CAL. DECIDUOUS SHRUBS AWS ANTHONY WATERER SPIREA SPIREA JAPONICA 'ANTHONY WATERER' 25' X 3' 5 GALLON ESM BLIZZARD MOCKORANGE PHILADELPHUS LEWIS[[ 'BLIZZARD' 1' X 1' 5 GALLON DBU DWARF BURNING BUSH EUONYMUS ALATUS 'COMPACTUS' 1' X 1' 5 GALLON ON DWARF NINEBARK PHYSOCARPUS OPULIFOL[US 'NANA' 4' X 4' 5 GALLON FOR KUMSON FORSYTHIA F. VIRIDISSIMA KOREANA-KUMSON- 5- X 5' S GALLON EVERGREEN SHRUBS ECB EMERALD CAROUSEL BARBERRY 5ERBERIS X EMERALD CAROUSEL 4.5' X 4.5' 5 GALLON MMP MOPPS MUCO PINE PINUS MUCO 'MOPPA' 3' X 3' 5 GALLON ORNAMENTAL GRASSES KFG KARL FOERSTER CALAMAGROSTIS ACUTIFLORA 'KARL FOERSTER' 4.5' x 2' 1 GALLON F'MG PURPLE MAIDEN GRASS MISCANTHUS SINENSIS F'URPURASCENS' 4' x 5' 1 GALLON Lanolscaloe Reoluirements I- No less than 2E% of the Bross lot area and no less than 100% of the front yard (exclusive Of driveway and sidewalk access to the home) shall be landscaped- (- No more than 50% of the total landscaped coverage on the lot shall be comprised of turf - 4 DECIDUOUS SHRUBS -1 ORNAMENTAL TREE S NON - IRRIGATION BUFFER TYP. Note: Sods to be Texas 51ueprass Hbrid Or Approved) Equal. Legend Iiiiii cp%� O Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Gzrasses Landscape Edging Concrete = i Native Seed 111-211 Rock Co'b'ble 6' Rrivacy Fence or Srick Wall - T -S -D - Open Fail pence property soundary Sidewalk + 73 O w Corner Lot Size Patio + Total Landscape (Lot 4) Driveway + Area Sod on Site w Building Area (7 U 33,398 sq. ft. 8,266 sc�.ft. 25,132 scI. ft. Max Sod Allowed on Site = 12,566 sq. ft. Note: Sods to be Texas 51ueprass Hbrid Or Approved) Equal. Legend Iiiiii cp%� O Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Gzrasses Landscape Edging Concrete = i Native Seed 111-211 Rock Co'b'ble 6' Rrivacy Fence or Srick Wall - T -S -D - Open Fail pence property soundary Sidewalk + 73 O w Standard Lot Size Patio + Total Landscape (Lot3) Driveway + Area Sod on Site w Building Area (7 U 15,551 Sq. ft. 5,1-10 Sq. ft. 10,381 Sol. ft. Max Sod Allowed on Site = 5,191 scj. ft. Note: Sods to be Texas 51ueprass Hbrid Or Approved) Equal. Legend Iiiiii cp%� O Shade Tree Ornamenta I Tree Deciduous Shrubs Evergreen Shrubs Ornamental Gzrasses Landscape Edging Concrete = i Native Seed 111-211 Rock Co'b'ble 6' Rrivacy Fence or Srick Wall - T -S -D - Open Fail pence property soundary Us 73 O w U a U Z i O w (7 U z H Z JZ O w LU 0� F Z(Dzw0 Z 0 w0OWH0 m _(0 = w U 1 aU`J� 5 N Z (0 LU > W z U Y M Y O 0 Us 0L W V J z W W 7 0 BOO V J = W � Y O LU 3: W z U < J ry w Z Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the property ofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: SM CHECKED BY: SM 32750uail-LP-1st Submittal -313-17.&g LOT TYPICALS 12 OF 17 J w � � 3 Q o a Z i '=o0 w m Jzw5o U w mO to < Z 0 z01zo O o oo1oJ F 0 w0OWH0 1 Ow�� U "»-, o 210 o0 t=aowo O 01,=,uz .. o Pzm0oo zo "'o, w waQz�o se WUomd J � 0= oQmm z> zea H ¢ sE ww�rrm, .JN Of wwwF O mwo?ww w 0L W V J z W W 7 0 BOO V J = W � Y O LU 3: W z U < J ry w Z Cy 2 m B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remai ns the property ofthe Engineer. Permission foruse of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: SM CHECKED BY: SM 32750uail-LP-1st Submittal -313-17.&g LOT TYPICALS 12 OF 17 DO NOT CUT LEADER. PRUNE DAMAGED OR DEAD WOOD AFTER PLANTING AND STAKING. KEEP CROWN SHAPE TYPICAL OF SPECIES. 14 GUAGE GALV. WIRE WITH 1/2" 0 X 18" WHITE PVC PIPE ON EACH WIRE. SPECIFIED TREE STRAP COLLAR. DO NOT TWIST. SPECIFIED POSTS, 2 EA I HT. ALLIGN AS APPROVED. KEEP PLUMB WITH TOPS EVEN. DRIVE 12" INTO UNDISTURBED SUBGRADE OUTSIDE PLANTING PIT. TREE STAKES LOCATED INSIDE WATERING SAUCER ON TREESGREATER THAN 3" CAL. USE GUYS AS PER EVERGREEN TREES. WRAP ENTIRE SURFACE OF TRUNK UP TO BRANCHES WITH REQUIRED WRAPPING WHEN SPECIFIED. REFER TO SPECIFICATIONS. SECURE @ TOP WITH DUCT TAPE. 0"ATTRUNK4" DEPTH SPECIFIED MULCH AT EDGE OF RING, INSIDE 4" WATERING SAUCER. REMOVE SAUCER UPON SODDING/SEEDING IN IRRIGATED AREAS. PLANT TREE 2-4" ABOVE SURROUNDING GRADE LEVEL ON UNDISTURBED SOIL. SET TRUNK PLUMB. SPECIFIED BACKFILL MIXTURE. ADMENDMENTS AS SPECIFIED IN TOP 12" DEPTH. REMOVE ALL TWINE & WIRE FROM BALL. REMOVE WIRE BASKETS. INITIAL STABILIZING BACKFILL 1/3 DEPTH, COMPACTED. UNDISTURBED PIT BOTTOM FOR ROOT BALL BASE. DECIDUOUS TREE PLANTING NOT TO SCALE GUYING DETAIL NOTE: DO NOT PLANT ANY PLANT WITH ROOTBALL NOT IN CONFORMANCE WITH COLORADO NURSERYACT REQUIREMENTS. HOLD MULCH GRADE 1" BELOW EDGE OF WALK. EDGING OR CURB. CONCRETE CURB, EDGING, OR SIDEWALK PRUNE ALL DAMAGED OR DEAD WOOD AFTER PLANTINGAND MULCHING SET SHRUB AT GRADE GROWN IN CONTAINER OR GROWN IN NURSERY. SETTOP OF JUNIPER'S ROOTBALL TO FINISH GRADE OF MULCH APPLY SPEC IF IED MULCH AT 3" DEPTH SCORE CONTAINER ROOTBALLS WITH ENCIRCLING ROOTS FILL PLANT PIT WITH SPECIFIED BACKFILL MIX. SEE SPECIFICATIONS FOR COMPOSITION REMOVE CONTAINER. PLACE ROOTBALL ON UNDISTURBED SOIL �TSHRUB PLANTING NOT TO SCALE 8' O.C. (MAX.) 4X4 POST CLIP ANGLE (6' RENCE ONLY) CLIP ANGLE 2X4 RAIL (ON EDGE) 1" CROWN RECYCLES LANDSCAPE ROCKIMULCH 6" OBTAIN FROM THE CITY OF WHEAT RIDGE CALL 303-235-2866 FOR PICK UP INFORMATION FACE ON BOTH TYPAR T-3401 LANDSCAPE BARRIER I: ,I I . SIDES. (1 "1 ORRDS I'i CEDAR) I:.I 4" IN. — — — — — FABRIC (OR APPROVED EQUAL) I �: I 3 =1 I I=1 I I=1 11=1 11=1 11=' ��+' 1—III—I I—I I—I 1-I a L. NATIVE SOIL CLASS B CONCRETE 1 NOTES: ALL FACE BOARDS SHALL BE OF CEDAR. 4'1 POSTS ADN 2'l RAILS SHALL BE CEDAR OR PRESSURE TREATED FIR. PAY ITEM: PER LF OR 6' CEDAR FENCE GRAVEL/MULCH LANDSCAPE TREATMENT HEIGHT (3 FT OR 6 FT) NOT TO SCALE G' LU z LU O z O U LL g a ° allo No as da on 'o Q, 'o Etc €o LL'0 o_oyy wpp >> °�N ct w'Eu °zmQ,00 w _o wn<oma z °°azw on da a°m- m oz� ry w V J z W W <zC) X00 W >ry W 0M/' 3: W W Q U�� O z w 0 m BB17-006 COPYRIGHT 2017 This dommen is an Instrument of service, and as such ns the property of the Engineer. Permission for use of round his document Is limited and an be e#ended only by wren zgreementwlth B&B Engineering, LLC. REVISION: CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: SM CHECKED BY: SM 3215QuaiFLP-1st Submittal-9-13-11.dwg DETAILS 13 O U �U O 2 O z H Oz w oF-: zCOZw0 z Win Lu EE mW ��j W VJ Z 30 0 15 30 40 M I M H I I\I ORIGINAL SCALE: 1"= 30' HORIZ. l y I I I I`\ III O W II I I I I \ \ I X��L�_-- ' _ — -- 0"i BMP LEGEND: 8"w B"w BFw B wi / "W // e"w B"W B w EXISTING BOUNDARY LINE " / /J — / =sem LOC — _G LOC �� _ — LOC I EXISTING SECTION LINE \ ^ ^ ^ ^ 1 \ .QUAIL STREET — — PROPOSED LOT LINE r� —�---�---------- ----- ---------- y�------'— --- —�---------- —� II PROPOSED FLOWLINE — --- — --_-- ——___________ _ ______ — — 5400 / _ — — — — — — — — — © PROPOSED MAJOR CONTOUR p PROPOSED MINOR CONTOUR j�� ® © PROPOSED WALL OR BARRIER �\448" — f I — — — . / — — — I / / / \\I 5 PROPOSED STORM DRAIN LINE /EXISTING MAJOR CONTOUR 40 Ih� I �I 1 / /^I 1111 \� — — — I (\ II I EXISTING MINOR CONTOUR ❑ / I \ SF / S III I LOC /II I I 1 II N \ I / I II. I I Ir \ SII \ \ \ \ \ \ I I I 08 N 8 �) I / a / ? 1 I II SF SILT FENCE l � � � / 1 I I DD DIVERSION DITCH II / I I 1 / I I 1 I W II RRB RRB FOR CULVERT PROTECTION l .... ,• .• ,!• I I I i I � � :� f '• •" 1'~:;,`�:::;: I 1 1 II SF ; ` \ \ \ I \ — — — \ - , —' / ::/ : „:� LOC Q LIMITS OF CONSTRUCTION 111\I 111 _ I �,_ ---� \ _ — --- ^� SF �/ �`y % / /,'.`. •:�.:.;" •: I I Li N II sq ^ — _ _ — — — , — —/� I / / , X„.: ., SSA %. CWA III II CF CONSTRUCTION FNECE dj\ \\\ '- - i^J � —_ -- —� � --� — \ ---- � I :�: .�:.i�•..•�,:•;.:. / I I / _ _ (. 1 I RR PROPOSED RIP—RAP SF W I ROUGH CUT STREET CONTROL CHECK DAM SF \ r/ — / ° INLET PROTECTION // j`� / _��_ —\ �-_ LOC— ,=\ —_— _—_ �I I III I .•t:'•:`v=':�::.:�f.;;. STABILIZED STAGING AREA LOC_7. LOC I III , , 1 \ \ _ _,\ ,111 APPLEW006 I / r \ 1 \ \ I _ - _ _ __ __ _ _ — — I I I vTC VEHICLE TRACKING CONTROL BAPTISTCHURC�I� ��” III I \ I I I I I I I I III / I \ 1 1 I I 11 I I IIIII I II I I III III /�< '01 _j �J ®CONCRETE WASHOUT AREA = Fr - ell i ® RS ROCK SOCK FOR STREET 6mzz (9)ROCK SOCK FOR SWALES W W SM SEEDING AND MULCHING ECB EROSION CONTROL BLANKET OEXISTING WETLANDS NOTICE TO CONTRACTOR: ® SCL SEDIMENT CONTROL LOG Please include thi > REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS. SB SEDIMENT BASIN O VEGETATIVE BUFFER oP OUTLET PROTECTION T5D TEMPORARY SLOPE DRAIN o' w z z w U z O ILLQ U O z J D LU 0 d U Y b U z p LU m <OmO o U J O U Q 0 QIN 0 C i i U Z V Z ry Q Q J a 0 ;�L JL �o momaQ m w"U0 z�=zo 0 '0-0� wwOw'= �w0= p_ _o H ww w�-� =w » z m=aOwO mHz=ILO P" o0 wQaz-o w0=swL zomea z>zo, w'��=' w -Qom .SozL LLQ U) z W W 7 0 BOO U65 = W � Y O W Lill11203:W mffjz U < J O� w O� Z 5L N L I00 B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property ofthe Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 711 SWMP.1wg INITIAL EROSION CONTROL 14 OF 14 1"=30' NOTICE TO CONTRACTOR: Please include thi > REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS. w VJ Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: EXISTING BOUNDARY LINE EXISTING SECTION LINE — — — PROPOSED LOT LINE PROPOSED BOWLINE 5400 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE — EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR SB OP SILT FENCE DIVERSION DITCH RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CONSTRUCTION FNECE PROPOSED RIP–RAP ROUGH CUT STREET CONTROL CHECK DAM INLET PROTECTION STABILIZED STAGING AREA VEHICLE TRACKING CONTROL CONCRETE WASHOUT AREA ROCK SOCK FOR STREET ROCK SOCK FOR SWALES SEEDING AND MULCHING EROSION CONTROL BLANKET EXISTING WETLANDS SEDIMENT CONTROL LOG SEDIMENT BASIN VEGETATIVE BUFFER OUTLET PROTECTION TEMPORARY SLOPE DRAIN W w z w U z O I— U G= H O z J D w o d U Y (7 U z p LU Do m < 010 o U J O U Q 0 Q 0 C 0 i U Z V Z 0-1 Q a a 0 a o QOz MZMUO mOmaQ m w�U0 z S z 0 0010 _0ru' W Owl= 0 'Ll" z � 2 S w >> lux L 9 u z m=aOwO 0Hz=ILO Pzm o0 zo ">o, Lu <>' u,0rsma zo��Im z>z0ow m_QOmJ m1ozL /'� w U / z W w 7 BOO U/ 65 / y WY�/ Ld- E O >> LLQ W �z � U1 CQ U J O� w O� Z 0 5L N L I�l B B 17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. N AN 69101 CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SWMP.dwg INTERIM EROSION CONTROL 15 OF 14 1"=30' M I, I I I I I it I I I I NOTICE TO CONTRACTOR: Please include this Note REFER TO THE STORMWATER MANAGEMENT PLAN (SWMP) FOR ADDITIONAL EROSION & SEDIMENT CONTROL REQUIREMENTS. LU VJ Z 30 0 15 30 40 ORIGINAL SCALE: 1"= 30' HORIZ. BMP LEGEND: 5400 EXISTING BOUNDARY LINE EXISTING SECTION LINE PROPOSED LOT LINE PROPOSED FLOWLINE PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR SILT FENCE DD DIVERSION DITCH ® RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION II II Li CF CONSTRUCTION FNECE II �I RR PROPOSED RIP—RAP II � LOC Q II RCS ROUGH CUT STREET CONTROL ZIII 11 O CHECK DAM II M 11 1111.. II I CD to II IP INLET PROTECTION W II t' ;' •''; :•t• SSA STABILIZED STAGING AREA ill vrC VEHICLE TRACKING CONTROL CONCRETE WASHOUT AREA I In ROCK SOCK FOR STREET II I�I 6=2z RS ROCK SOCK FOR SWALES SEEDING AND MULCHING ECB EROSION CONTROL BLANKET OEXISTING WETLANDS ® SCL SEDIMENT CONTROL LOG SB SEDIMENT BASIN VB VEGETATIVE BUFFER OP OUTLET PROTECTION TSD TEMPORARY SLOPE DRAIN o' w z z w U z O F U LL H O z J D w O d U Y (7 U z p LU m < 0 10 o U J O U Q 0 Q 0 C 0 i U Z V Z ry Q a a 0 a o _1QOz "S mOwQQ m w�U z0 oo�o�0 z wwOw�= owe z�LmmL ww »- ww z ca " M mIL Pzm o0 zo >� W<> w0�sma zo QIm z>z�ow m:E-Qom .SozL 0L �/� w U / z W W 7 r) O O v W U) UTZ i O W 3: W z Q U < J O� w O3: Z 0 Cy 2 mLL B B 17-006 COPYRIGHT 2017 This document isan instrument of service, and as such remains the prop arty o f the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. N ATA 1.11011! CONSTRUCTION DOCUMENTS DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006SWMP.dwg FINAL EROSION CONTROL 16 OF 14 1"=30' m V LL 0 Q 60 0 (V ul (V ai 7 Ln J a w 0 C) 0 z O V ry Ln z O CY_ Od (V m Q0 0 0 m m 0 (V N V N i d / 5' SIDEWALK WARP UNE 6" VERTICAL CURB, 5` ,��N.� 1�,P�•. Z AND 5 SIDEWALK VARlfs SEE pCAHs 1. CONSTRUCTION JOINTS REQUIRED IN DRIVECUT AT A MAX 10' SPACING. REVIEW LOCATION OF PROPOSED TOOLED JOINTS WITH INSPECTOR PRIOR TO PLACING CONCRETE 2. DRIVECUTS ARE TO BE PLACED ISOMETRIC VIEW MONOLITHIC WITH CURB & GUTTER 2'-0" 1/4 it " LIP 5-0" SIDEWALK 10:1 MAX. SLOPE SUBGRADE COMPACTED TO MIM DENSITY PER->.� 1/8" RAD SOILS CLASSIFICATION COOT SECTION 203.07 29-399ON A 2% 4' N. 4'MIN. 4'MIN. 5' of a�21 A 2% ` 5' V' FLOWLINE CURB RAMP TYPE 1A SEE NOTE 9. FL 4'MIN. RAMP 2' 6„ TO 8" SIDEWALK DETECTABLE WARNING SURFACE TOP OF 2% 8.3% MAX. 5� PAVEMENT ------ ------T, MAX• ° ° e i. O CRETE 4.1 I EWALK GUTTER FLARED SIDE 6" BREAKPOINT SECTION A -A INCREASES TO 8" FOR BRICK PAVERS. %TURNING SPACE (\MI.N.X 4'MIN.) APPROACH ( SIDEWALK SIDEWALK FLARED CURB SIDE (TYP.) �- TRIC VI ><_ DETECTABLE WARNING SURFACE GUTTER 1/4" LIP \ 0" ASPHALT OR CONCRETE SURFACE TO TRANSITII( SHOWN ON THE GRADIS PROVIDE BOND BREAKER WHEN ABUTTING CONCRET SECTION VIEW CURB CUT DETAIL DETAIL FLOWLINE Computer File Information Creation Date: 07/04/12 Initials: JBK Date: Last Modification Date: 02/23/17 Initials: LTA R -X 02/23/17 Full Path: www.coloradodot.info/business/designsupport R -X Drawing File Name: 6080101010.dgn R -X CAD Ver.: MicroStation V8 Scale: Not to Scale Units: Enalish R -X CURB RAMP TYPE 1B A 2% \ jN � 00 x� 0 2/° 10% 2/ 10% MAX. <::::::.;.: �f 5' J2' 4' 5' Lot.- A CURB RAMP TYPE 1B DETAIL MAY BE USED IN MID -BLOCK. RAMP PAY AREA FOR CURB RAMPS TYPES 1A AND 113. R NTS Gi RB CUT AS SHOWi; ON PLANS FLARED END °--------- SECTION D o e CONCRETE /IEW TOE WALL too NO 4 @ 12" EACH WAY 8" NOTE: TRASH RACKS SHALL BE MANUFACTURED BY CARDER CONCRETE OR APPROVED EQUAL. TRASH RACK TO BE EPDXY COATED AND HARDWARE (BOLTS, NUTS, WASHERS) TO BE GALVANIZED 10% WHEN THE ADJACENT CIRCULATION PATH IS BLOCKED STEEP FLARED SIDE SLOPES SEE NOTE 15. evlslons Colorado Department of Transportation ents 4201 East Arkansas Avenue revised the cu details 1 Notes. Denver, Colorado 8022 .'� ° Fax: (303) 757-9820 Project Development Branch JBK/LTA PER T SLOPE 1 1.0% 1 2.0% 1 5.0% 1 7.1% 1 8.3% 1 10.0% QUIVALENT SLOPE 1 100:1 1 50:1 1 20:1 1 14:1 1 12:1 1 10:1 SLOPE TABLE STANDARD PLAN NO. CURB RAMPS M-608-1 Issued By: Project Development Branch on July 4, 2012 1 Sheet No. I of 10 FLARED END SECTION W/ TOE WALL DETAIL NTS Revise detail to include CDOT Type 2B ramp or include sheet 2 of M-608-1 (CDOT M - Standards). VARIABLI 11►1�1►1��7:7_1ll a INTEGRATED DUCTILE IRON O® GRATE TO MATCH BASIN 0. D. MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) 8" - 30" NYOPLAST DRAIN DETAILS NTS VVI\VI AL- TE TOE WALL (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" BASED ON MANUFACTURING REQ.) 4" MIN ON 8" - 24" 6" MIN ON 30" 2' UTILITY CL OF RIGHT OF WAY FL ZONE PL GENERAL NOTES 1. THE D CTABLE WARNINGS SHALL BE INSTALLED AT SIDEWALK TO STREET TRANSITI THEY SHALL HAVE A TRUNCATED DOME SURFACE. THE DOMES SHALL 19' BE IN A SQU GRID PATTERN AND ALIGNED WITH PEDESTRIAN TRAFFIC. -0-611 2. ALL DETECTABLE W ING SURFACES SHALL START A MINIMUM OF 6 INCHES PEDESTRIAN FROM THE FLOWLINE THE CURB AND NOT BE MORE THAN A MAXIMUM OF CROSSWALK 8 INCHES FROM ANY PO ON THE FLOWLINE OF THE CURB, WITH EXCEPTION 17' FOR TYPES 1B MODIFIED A 3B MODIFIED CURB RAMPS AS THIS DIMENSION 4'MIN. PEDESTRIAN MAY BE GREATER THAN 8 IN S ON ONE SIDE OF THE RADIUS. CROSSWALK 3. THE RAMP SLOPE AND DETECTABL WARNING SURFACE SHALL BE 8.3% OR FLATTER. 4. TOLERANCE LIMITS ON THE RAMP RU ING SLOPE AND FLARED SIDE SLOPES SHALL BE SIDEWALK +0.5% MAXIMUM. THE DEPARTMENT WILL EASURE THE SLOPES AND THOSE EXCEEDING 4'MIN. 11' TH RU LANE THE MAXIMUM TOLERANCE WILL NOT BE CEPTED. o *2% /o TYP. 1 /4"/FT 1 /FT f M AX 5. THE MINIMUM WIDTH FOR SIDEWALK IS 4 ET. BOND BREAKER HERE WHEN r/ ABUTTING EXISTING CONC. SUBGRADE COMPACTED TO DRAINAGE STRUCTURES, TRAFFIC SIGNAL EQUI ENT, OR OTHER OBSTRUCTIONS MINIMUM DENSITY PER MAX.6. MX. SHALL NOT BE INSTALLED IN THE CURB RAMP R TURNING SPACE AREAS. VERTICAL CURB WITH PEDESTRIAN 7. CONSTRUCTION OF THE CONCRETE PEDESTRIAN C B SHALL BE INCLUDED IN 4" HMA (GR S, PG 64-22) CROSSWALK THE BID PRICE OF THE CONCRETE CURB RAMP. * SEE DETECTABLE WARNING 8. IF THE PLACEMENT OF THE PEDESTRIAN PUSH BUT N ASSEMBLY ON A TRAFFIC SIGNAL PLACEMENT GUIDE DETAIL MAST POLE WILL NOT BE WITHIN EASY REACH (10 CHES OR LESS AND UNOBSTRUCTED) ON SHEET 7. OF ALL PEDESTRIANS (IN ACCORDANCE WITH THE AM ICANS WITH DISABILITIES ACT), THEN A SEPARATE PEDESTRIAN PUSH BUTTON POST A SEMBLY (PPBPA) SHALL BE CURB RAMP TYPE 1B MODIFIED INSTALLED WITHIN ADA REACH RANGES. THE PPBPA S LL MEET THE PROVISIONS FOUND NOTE: GRADE BREAKS SHALL NOT BE PERMITTED IN IN "SECTION 4E.08 THROUGH 4E.13 - PEDESTRIAN DE CTORS" OF THE 2009 MUTCD RAMPS, TURNING SPACES, AND SURFACE SLOPES. MANUAL WITH REVISIONS 1 AND 2. 9. DIAGONAL CURB RAMPS (ON THE APEX) ARE NOT PREFE ED IN NEW CONSTRUCTION. A SINGLE DIAGONAL CURB RAMP (ON THE APEX) WILL 0 Y BE PERMITTED DURING RECONSTRUCTION OR ALTERATION WHERE PHYSICAL OR ITE CONSTRAINTS PREVENT A TWO CURB RAMPS FROM BEING INSTALLED. THE ENGINE R SHALL PROVIDE APPROVED SIDEWALK JUSTIFICATION DOCUMENTATION (COOT CURB RAMP DESI N VARIANCE REQUEST FORM). 4'MIN. ,,,� ,,,� ALL CURB RAMPS INSTALLED ON THE APEX MUST MEET HE STANDARDS AS DEFINED ,,,� IN M-608-1. 10. CURB RAMPS (EXCLUDING FLARED SIDES OR BLENDED ANSITIONS) SHALL BE WHOLLY A CONTAINED WITHIN THE WIDTH OF THE CROSSWALK AN /OR THE PEDESTRIAN STREET 10j 10� 4'MIN. �/ CROSSING THEY SERVE. 11. ALL CURB RAMP JOINTS AND GRADE BREAKS SHALL B FLUSH (0" ±1/8"). THE JOINT BETWEEN THE ROADWAY SURFACE AND GUTTER PAN HALL BE FLUSH. 3" MIN. CURB HEIGHT 12. THE CONTRACTOR SHALL VERIFY REMOVAL LIMITS E SUFFICIENT TO PROVIDE POSITIVE DRAINAGE, MAINTAIN EXISTING DRAINAGE ATTERNS, AND AVOID PONDING CURB RAMP TYPE 1B OR 3B IN THE FINAL CONFIGURATION. REDUCED CURB HEIGHT 13. TO AVOID CHASING GRADE INDEFINITELY WHEN RAVERSING THE HEIGHT OF CURB, THE RAMP LENGTH SHALL NOT EXCEED 15 FEE . ADJUST THE RAMP SLOPE AS NEEDED TO PROVIDE ACCESS TO THE MAXIMUM EXTE TECHNICALLY FEASIBLE. 14. THE CHANGE IN GRADE AT THE BOTTOM OF HE CURB RAMP AND ADJOINING ROAD SURFACE SHALL NOT EXCEED AN ALGEBRAIC DIFFE NCE OF 13.33%. THE COUNTER SLOPE OF THE GUTTER OR ROAD AT THE FOOT OF A C B RAMP, TURNING SPACE, OR BLENDED TRANSITION SHALL NOT EXCEED 5.0% 0 15. FLARED SIDE SLOPES MAY EXCEED 0% ONLY WHERE THEY ABUT A NON -WALKABLE SURFACE OR THE ADJACENT CIRCULATION TH IS BLOCKED. 4' 41 MIN. 16. THE STANDARD TURNING SP IS 4 FEET BY 4 FEET. WHERE THE TURNING SPACE IS FLARED SIDE SLOPES CONSTRAINED, THE TURNIN SPACE SHALL BE 4 FEET MINIMUM BY 5 FEET MINIMUM. MAY BE GREATER THAN THE 5 FOOT DIMENSIO HALL BE PROVIDED IN THE DIRECTION OF THE RAMP RUN. 10% WHEN THE ADJACENT CIRCULATION PATH IS BLOCKED STEEP FLARED SIDE SLOPES SEE NOTE 15. evlslons Colorado Department of Transportation ents 4201 East Arkansas Avenue revised the cu details 1 Notes. Denver, Colorado 8022 .'� ° Fax: (303) 757-9820 Project Development Branch JBK/LTA PER T SLOPE 1 1.0% 1 2.0% 1 5.0% 1 7.1% 1 8.3% 1 10.0% QUIVALENT SLOPE 1 100:1 1 50:1 1 20:1 1 14:1 1 12:1 1 10:1 SLOPE TABLE STANDARD PLAN NO. CURB RAMPS M-608-1 Issued By: Project Development Branch on July 4, 2012 1 Sheet No. I of 10 FLARED END SECTION W/ TOE WALL DETAIL NTS Revise detail to include CDOT Type 2B ramp or include sheet 2 of M-608-1 (CDOT M - Standards). VARIABLI 11►1�1►1��7:7_1ll a INTEGRATED DUCTILE IRON O® GRATE TO MATCH BASIN 0. D. MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) 8" - 30" NYOPLAST DRAIN DETAILS NTS VVI\VI AL- TE TOE WALL (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" BASED ON MANUFACTURING REQ.) 4" MIN ON 8" - 24" 6" MIN ON 30" 2' UTILITY CL OF RIGHT OF WAY FL ZONE PL 53' MIN. ROW LANEAGE SECTION NOT TOS ALE RECOMMENDED RESIDENTIAL STREET WITH PARKING (VCG *1 % MIN. - 4% MAX. 41 City of Whe at ld¢e b DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION S -A01 LOC.RESID.VCG DETAIL CODE LOCAL RESIDENTIAL STREETS WITH PARKING S APPROVED BY: SN APPROVE DATE 10/2016 2' 6" 5' 2 6" 2% _U A Q p C A. 2 2'-6" NOTE: CONTRACTION JOINTS REQUIRED AT MAXIMUM 10' SPACING VERTICAL CURB AND GUTTER TO BE PLACED MONOLITHIC WITH SIDEWALK VERTICAL CURB WITH SIDEWALK (CS) SECTION City of Wheat id e g DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION DETAIL C -D02 VCG.SW CODE VERTICAL CURB WITH SIDEWALK (CS) SECTION APPROVED BY: SN APPROVE DATE 10/2016 LU O � U U z p LU CO a0000 Z U? �i c�a=C=Q C: 1-- 0-) Uz z< (N W H w J m w g Q 4 W - Q W m Jzw°o U momaQ cnz"u�c� Z z3: Zo 0 Z a° °= 8 ��2=0 U °~LOL zJw��= w wi=g»� z ?wo�oz C=aowo � U � Z = � U Z 0 ozmu;oo zp 0 wQ>zo Z wC)=oma J Q z°z<zw �u �ofa� m J Q O U J U - o w (� / z W n 0 C/) co U) �e > 0� 0 W � z UJ BB17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS OF 14 1"=30' 28' 11 19' -0-611 17' 2' 5'MIN. SIDEWALK 11' TH RU LANE o *2% /o TYP. 1 /4"/FT 1 /FT f M AX BOND BREAKER HERE WHEN r/ ABUTTING EXISTING CONC. SUBGRADE COMPACTED TO SAWCUT EXISTING WHEN REQ' MINIMUM DENSITY PER SOIL CLASSIFICATION, VERTICAL CURB WITH CDOT SECTION 203.07 SIDEWALK 4" HMA (GR S, PG 64-22) 6" MIN. COMPACTED SUBGRADE HOT MIX ASPHALT AS 211 HMA (GR SX, PG 64-22) SPECIFIED ON DRAWING 53' MIN. ROW LANEAGE SECTION NOT TOS ALE RECOMMENDED RESIDENTIAL STREET WITH PARKING (VCG *1 % MIN. - 4% MAX. 41 City of Whe at ld¢e b DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION S -A01 LOC.RESID.VCG DETAIL CODE LOCAL RESIDENTIAL STREETS WITH PARKING S APPROVED BY: SN APPROVE DATE 10/2016 2' 6" 5' 2 6" 2% _U A Q p C A. 2 2'-6" NOTE: CONTRACTION JOINTS REQUIRED AT MAXIMUM 10' SPACING VERTICAL CURB AND GUTTER TO BE PLACED MONOLITHIC WITH SIDEWALK VERTICAL CURB WITH SIDEWALK (CS) SECTION City of Wheat id e g DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION DETAIL C -D02 VCG.SW CODE VERTICAL CURB WITH SIDEWALK (CS) SECTION APPROVED BY: SN APPROVE DATE 10/2016 LU O � U U z p LU CO a0000 Z U? �i c�a=C=Q C: 1-- 0-) Uz z< (N W H w J m w g Q 4 W - Q W m Jzw°o U momaQ cnz"u�c� Z z3: Zo 0 Z a° °= 8 ��2=0 U °~LOL zJw��= w wi=g»� z ?wo�oz C=aowo � U � Z = � U Z 0 ozmu;oo zp 0 wQ>zo Z wC)=oma J Q z°z<zw �u �ofa� m J Q O U J U - o w (� / z W n 0 C/) co U) �e > 0� 0 W � z UJ BB17-006 COPYRIGHT 2017 This document is an instrument of service, and as such remains the property of the Engineer. Permission for use of this document is limited and can be extended only by written agreement with B&B Engineering, LLC. REVISION: SITE PLAN EXHIBIT DATE: 09/25/2017 DRAWN BY: RL CHECKED BY: NAL 7006-DETAILS.dwg DETAILS OF 14 1"=30' B&B Engineering, LLC QUAIL CREEK ESTATES FINAL DRAINAGE REPORT September 25, 2017 Prepared By: B&B Engineering, LLC Contact: Nathan Laudick, PE Email: nathan@bbeng.co Phone 419-203-5000 Prepared For: Workshop Denver Contact: Brad Weiman Email: brad@workshopdenver.com Phone 720-749-9240 CITY OF WHEAT RIDGE PUBLIC WORKS 09/28/2017 RECEIVED 09/28/2017 1st Submittal 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC Engineer's Certification "This Final Drainage Report for the Quail Hollow Subdivision was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Wheat Ridge Site Drainage Requirements and was designed to comply with the provisions thereof' Nathan Laudick, PE Registered Professional Engineer State of Colorado No. 51224 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC Table of Contents I. INTRODUCTION.................................................................................................................................. 4 A. SITE LOCATION...............................................................................................................................4 B. SITE DESCRIPTION.........................................................................................................................4 C. PROPOSED PROJECT DESCRIPTION..........................................................................................5 D. FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO SITE .............................................. 5 II. HISTORIC DRAINAGE SYSTEM......................................................................................................... 5 A. MAJOR DRAINAGE BASINS............................................................................................................5 B. SUB -BASINS AND SITE DRAINAGE...............................................................................................5 III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM............................................................................ 6 A. CRITERIA..........................................................................................................................................6 B. RUNOFF........................................................................................................................................... 7 C. DETENTION......................................................................................................................................9 D. OPEN CHANNEL FLOW................................................................................................................10 E. STORM SEWERS...........................................................................................................................11 IV. CONCLUSIONS..................................................................................................................................11 A. Discuss Impact of Improvement......................................................................................................11 B. State Compliance with Applicable Criteria......................................................................................12 C. Flood Hazard Zone —Wheat Ridge Zoning Ordinance...................................................................12 V. REFERENCES...................................................................................................................................13 APPENDIX A - Proposed Drainage Map....................................................................................................... APPENDIX B — Hydrologic Calculations......................................................................................................... APPENDIX C — Hydraulic Calculations........................................................................................................... APPENDIX D - NRCS Soils Report................................................................................................................ APPENDIXE —FIRM Map.............................................................................................................................. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC INTRODUCTION A. SITE LOCATION The Quail Creek Estates Subdivision (the Site) is an approximate 2.28 acre residential subdivision located in the City of Wheat Ridge, Jefferson County, and is situated along Quail Street and 32"' Ave. The site lies north of W. 32"' Avenue, east of the Applewood Baptist church and south of recent Quail Hollow Subdivision. The parcel is described as Lot 6, Applewood Knolls, 12th Filing and is located in the NW Ya of Section 28, Township 3 South, and Range 69 West of the 6th P.M. VICINITY MAP SCALE: 1"=2000' B. SITE DESCRIPTION The Quail Hollow Subdivision is comprised of approximately 2.28 acres. The site has one residential structure and is mostly open with several trees along the drainage, an unnamed Tributary to Lena Gulch, which traverses the property from the southeast to the northerly property line. The Site is bordered to the east, north, and south by single family residential subdivisions and to the west by Applewood Baptist Church. The Site predominantly slopes from south to north and slightly east to west. The Site is comprised of slopes ranging from two percent in the southerly portion to ten percent on the easterly side. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC The site is comprised of type C hydrologic soils group (refer to appendix E for soils report and map). There are no known significant geologic features or known irrigation ditches that exists on site. C. PROPOSED PROJECT DESCRIPTION The proposed land is a single family residential subdivision consisting of 4 residential lots and street improvements that provide access. All residential lots are located outside the mapped FEMA 100 -year floodplain. The unnamed tributary to Lena Gulch will be piped along the southern property boundary to a concrete channel along the west property line of the project. An overflow channel has been proposed to capture overflowfrom 32"' Ave and convey to the same said concrete channel. D. FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO SITE The unnamed tributary that runs through the site is the most relevant drainage hazard to the site. Studies of Lena Gulch have been authorized by the Urban Drainage and Flood Control District and the City of Wheat Ridge and have been used as reference material in this report. These reports analyze the unnamed tributary. Below are the references of the reports and studies used in preparation of this report: Flood Hazard Area Delineation (FHAD) Lena Gulch (Lower), dated October 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. Major Drainageway Planning Lena Gulch (Lower Drainageway Hydrology Report, dated April 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. HISTORIC DRAINAGE SYSTEM A. MAJOR DRAINAGE BASINS There are no 100 -year floodplains that affect the site. B. SUB -BASINS AND SITE DRAINAGE The site is impacted by an unnamed tributary to Lena Gulch which traverses the site from the south-east to the north-west where it outfalls ultimately to Lena Gulch. The unnamed tributary to Lena Gulch is comprised of sub -basins 85 and 86 as well as a portion of sub basin 87 (approximately 1/3) as studied in the report entitled Major Drainageway Planning Lena Gulch (Lower) Drainageway Hydrology Report (ref. 5). The Applewood Baptist Church currently occupies the area within sub -basin 87. Due to fact that the church area does not drain to the unnamed 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC tributary to Lena Gulch, the area has been removed from the analysis. Peak 100 - year runoff values for these sub -basins (85 and 86) are 419 cfs and 207 cfs, respectively. This results in a total 100 -year runoff of 626 cfs conveyed to the headwall built as part of the Quail Hollow Subdivision. The Peak 5 -year runoff values for these sub -basins are 139 cfs and 68 cfs, respectively. This results in a total 5 -year runoff of 207 cfs. It is assumed that, through pipe flow or overland flow, the 419 cfs from sub -basin 85 will impact the site from the south. However, field investigation found only a 30" RCP discharging to the site from the east along approximately the 33rd Avenue alignment. There are no other discharge points from the east to the property. Analysis of the pipes show that they do not convey the 207 cfs as indicated for sub -basin 86. In discussions with the City for the Quail Hollow subdivision, it was agreed that the full 207 cfs from sub -basin 86 does not reach the site. The unnamed tributary to Lena Gulch is not a FEMA designated 100 -year floodplain nor is it a flood hazard area identified by UDFCD. For the 48" pipe, overflow catchment channel, and concrete channel calculations, it was assumed that the system would convey approximately 419 cfs. The 30" RCP in sub -basin 86 will be intercepted in Quail St. and conveyed along the north property line of the site. It will discharge the 42 cfs (capacity of 30" RCP flowing full at 1.00%) into the area just upstream of the new headwall built for the Quail Hollow Subdivision. III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM A. CRITERIA 1.) The existing site was subdivided into nine basins. The nine basins consist of sub -basins Al, A2, A3, A4, A5, 0-1, 0-2, 0-3, 0-4, and 0-5. All A -Basins will contribute runoff to the water quality pond, while the O -Basins either flow offsite or through the site without being captured by the water quality pond. 2.) The storm water runoff calculations in this report were performed based on methods outlined in the Manual. Due to relatively small sub -basin areas (less than 5 acres) the rational method was used to calculate storm runoff peaks for the minor and major storm events. Design rainfall was taken from the T -I -F Curves found in the City of Wheat Ridge Site Drainage Requirements. Overland flow times where calculated based on Figure RO-1 of the Manual. The run-off coefficient values used in this report were taken from Table RO-5 in the Manual. 3.) The Minor Drainage System is designed to transport the runoff from the 5 -year recurrence interval with a minimum disruption to the lots. Minor storm drainage can be conveyed in the curb and gutter area of the street (subject to street classification and capacity), by storm sewer, swales between lots, and open channels. The Major Drainage System is designed to convey runoff from the 100 -year recurrence interval flood to minimize health and life hazards, damage to structures and interruption to traffic and services. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC B. RUNOFF Sub -basin Al (DP 1) (Q5 = 0.24 cls, Q,00 = 1.07 cfs) is approximately 0.32 acres and is composed primarily of the western portion of the proposed Lot 4 and the southern 10' of Lot 3. Stormwater from the proposed residential lots will be conveyed from east to west along a swale on the property line and is intercepted by a drainage swale that runs from south to north near the western property line. This swale runs into a 15" Nyoplast drainage basin with a domed grate. The cross sections of the drainage swales are located on the proposed drainage plan located in the appendix of this report. Also included, is the inlet capacity table for the domed grate inlet. The drainage swale is sized to convey far more than the 100 -yr flow. However, the sump area where the drainage basin is located has been designed so that once the 8" PVC pipe is constricted with the 5 -yr flow the rest of the flow will overtop the adjacent concrete channel and be conveyed along with the unnamed tributary flow. Sub -basin A2 (DP 2) (Q5 = 0.22 cfs, Q,00 = 0.96 cfs) is approximately 0.23 acres and is composed primarily of the western portion of the proposed Lot 3 and the southern 10' of Lot 2. Stormwater from the proposed residential lots will be conveyed from east to west along a swale on the property line and is intercepted by a drainage swale that runs from south to north near the western property line. This swale runs into a 15" Nyoplast drainage basin with a domed grate. The cross sections of the drainage swales are located on the proposed drainage plan located in the appendix of this report. Also included, is the inlet capacity table forthe domed grate inlet. The drainage swale is sized to convey far more than the 100 -yr flow. However, the sump area where the drainage basin is located has been designed so that once the 8" PVC pipe is constricted with the 5 -yr flow the rest of the flow will overtop the adjacent concrete channel and be conveyed along with the unnamed tributary flow. Sub -basin A3 (DP 3) (Q5 = 0.21 cfs, Q,00 = 0.91 cfs) is approximately 0.21 acres and is composed primarily of the western portion of the proposed Lot 2 and the southern 10' of Lot 1. Stormwater from the proposed residential lots will be conveyed from east to west along a swale on the property line and is intercepted by a drainage swale that runs from south to north near the western property line. This swale runs into a 15" Nyoplast drainage basin with a domed grate. The cross sections of the drainage swales are located on the proposed drainage plan located in the appendix of this report. Also included, is the inlet capacity table for the domed grate inlet. The drainage swale is sized to convey far more than the 100 -yr flow. However, the sump area where the drainage basin is located has been designed so that once the 8" PVC pipe is constricted with the 5 -yr flow the rest of the flow will overtop the adjacent concrete channel and be conveyed along with the unnamed tributary flow. Sub -basin A4 (DP 4) (Q5 = 0.38 cls, Q,00 = 1.57 cfs) is approximately 0.47 acres and is composed primarily of the western portion of the proposed Lot 1. Stormwater from the proposed residential lots will be conveyed from east to west and is intercepted by a drainage swale that runs from south to north near the western property line. This swale runs into a 15" Nyoplast drainage basin with a 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC domed grate. The cross sections of the drainage swales are located on the proposed drainage plan located in the appendix of this report. Also included, is the inlet capacity table for the domed grate inlet. The drainage swale is sized to ub-basin A5fear more than the 100 -yr flow. However, the sump area where the ppears to be <0.1 drainage bassi le ed has been designed so that once the 8" PVC pipe is Cres constricted with the 5 -yr flo of the flow will overtop the adjacent concrete channel and be conveyed along named tributary flow. Sub -basin A5 (DP 5) (Q5 = .03 cfs, Q,00 = 0.23 cfs) is approximatel 2.54 cres and is composed of direct drainage to the Water Quality Pond A. Th'37Nater Quality Pond required storage is calculated as 0.028 acre feet. The pond outlet structure is proposed as a modified Type C inlet with a notch out for a water quality plate as detailed in the construction plans. The water quality plate is designed to release runoff over a maximum of 40 hours, based on the area of imperviousness draining to the pond. The Type C inlet is designed to pass approximately the 10 -yr peak inflow of 1.4 cfs without overtopping the spillway. This is due to 100 -yr flows being conveyed directly to the concrete channel conveying the unnamed tributary through the site. The pond outlet structure is proposed to outfall to the north via a proposed 15" RCP and outfall into headwall built for the Quail Hollow subdivision and ultimately end up in the Lena Gulch. The expected flowrate to enter the adjacent sewer system is 0.02 cfs which is the peak water quality outflow from the pond. In storm events larger than the approximate 1.5 year storm (exceeding the WQ Volume), the pond will flow through the grate of the modified Type C inlet and through the 15" RCP. In event that the Type C inlet is clogged the pond will overtop the 10 -foot emergency spillway and flow north into the above said headwall. Because the flow into the Water Quality pond is restricted by the conveyance potential of the 8" pipe the Type C inlet, with 4" of ponding over the grate, and the 10' emergency overflow will have an abundance of excess capacity to handle any event that may reach the pond. Sub -basin 0-1 (DP 6) (Q5 = 0.53 cfs, Q,00 = 1.76 cfs) is approximately 0.50 acres and is composed of front 30' of all four lots along Quail Street. The residential lots drain to roadside curb and gutter. Stormwater is conveyed to an existing triple Wheat Ridge combination inlet. This inlet was designed as part of the Quail Hollow Improvements to convey 100 -year flows without overtopping Quail Street. Sub -basin 0-2 (DP 7) (Q5 = 0.31 cfs, Q,00 = 1.18 cfs) is approximately 0.87 acres and is composed of the tract of land dedicated to conveying the unnamed tributary through the site. The unnamed Tributary to Lena Gulch (Q5 = 139 cfs, Q,00 = 419 cfs) is approximately 174 acres and is composed of primarily existing residential lot and street drainage as studied in the report entitled Major Drainageway Planning Lena Gulch (Lower) Drainageway Hydrology Report (ref. 5). Please refer to the discussion in Section II.B. of this report for further discussion of hydrologic methodology used in calculating flowrates. An extension of a 48" HDPE pipe, an overflow catchment channel, and open concrete channel are proposed to convey the runoff through the proposed Quail Creek Estates subdivision. The concrete channel discharges into headwall built as part of the Quail Hollow Subdivision and ultimately ends up in Lena Gulch. Hydraulic 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC analysis if the pipe, overflow channel, and concrete channel can be found in appendix C. Sub -basin 0-3 (DP 8) (Q5 = 0.04 cfs, Q,00 = 0.31 cfs) is approximately 0.08 acres and is composed primarily of rear lot drainage from Lott. Drainage is conveyed down the access area of the WQ pond and, ultimately, all the drainage from this basin will be conveyed to the unnamed tributary to Lena Gulch. Sub -basin 0-4 (DP 9) (Q5 = 0.03 cfs, Q,00 = 0.21 cfs) is approximately 0.06 acres and is composed primarily a 10' section of Tract A. Stormwater from this basin runs into a swale along the shared property line with the curch and ulitamately ends up at the headwall built as part of the Quail Hollow Subsivision. C. DETENTION 1.) Due to the proximity of Lena Gulch, a major drainageway, no 5 -year or 100 - year storm water detention is required. Water quality treatment will be employed for on-site stormwater runoff. A stormwater quality pond (Designated as Water Quality Pond A) will be located on Tract A which is located on the north-western side of the Site. Drainage basin characteristics yielded a water quality capture (WQCV) volume of 0.028 acre-feet will be detained for treatment for basins Al, A2, A3, A4 and A5. This volume represents the "first flush" of stormwater runoff and is equivalent to V inch of rainfall over the entire contributing basins of Al, A2, A3, A4 and A5. The impervious area of the entire disturbed site was added to the calculations to size the Water Quality Pond. A watershed area of 2.29 acres with an impervious of 28.51 % was used for this calculation. 2.) The water surface elevation in of the WQCV in Water Quality Pond A is 5438.01. 3.) The peak release rate of the WQCV based on a 40 -hour maximum drain time is 0.02 cfs, respectively. 4.) The proposed method of release will be by a modified Type C inlet with a notch out for a water quality plate and trash screen along the vertical wall of the inlet. The water quality plate will consist of 3 rows of 3/8" diameter holes spaced at 10.6" apart vertically to achieve a complete drain time of 40 hours. In large storm events where inflows exceed the WQCV, the water will enter the modified Type C inlet through the grate and flowthrough the proposed 15" RCP to existing headwall. The modified Type C inlet is sized to pass the 10 -year storm flow from the contributing basins through the 15" RCP without overtopping the spillway elevation. However, the emergency spillway will be able convey larger flows to the north to the existing headwall. 5.) No trickle channels are proposed for use in Water Quality Pond A. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO is very eration be given to odifications to wer velocity to </ 7ft/s include a detail for this connection. uL�# rement not B&B Engineering, LLC 6.) The emergency overflow is located on the north side of Water Quality Pond A. The spillway top is located at 5438.34. The top of embankment is located at 5438.88 and the spillway length is 10 LF with 6H: 1 V side slopes to the top of embankment. The design conveyance of the emergency spillway has an abundance of excess capacity due to 100 -yr flows being directed directly into the concrete channel conveying the unnamed tributary. For this reason a 0.5' high spillway was proposed. 7.) The Water Quality Outlet Structure will be by a modified Type C inlet with a notch out for a water quality plate and trash screen along the vertical wall of the inlet. The water quality plate will consist of 3 rows of 3/8" diameter holes spaced at 10.6" apart vertically to achieve a complete drain time of 40 hours. The first water quality orifice will be at an invert elevation of 5435.38 and the rim elevation of the Type C inlet will be 5438.01. The pond outlet will be connected to a proposed 15" RCP that flows north to the existing headwall and ultimately to Lena Gulch. More discussion required in regard 8.) The trash rack/orifice plate shall approved equivalent, using #93 OPEN CHANNEL FLOW 100 -year overflows. What pstream inlet is flooding 32nd? Jhat is extent and depth of Doding in 32nd Ave? Further nalvsis likely required. proposed overflow channel is locat d along 32"' Ave and directs overflow from "' Ave. into the concrete channel. Tie swale is trapezoidal, with a 3 ft. depth and ie slopes of 2H:1V and a 4 ft. widp bottom. This yields a total width of 16 ft. eep side slopes are proposed becEWse this will only see flow when the capacity the 48" pipe is exceeded and flow enMrs directly from 32"' Ave after overtopping curb. The channel is reinforced with buried Type M riprap in case of major Psion from a large event. The longitudinal slope of the channel is 2.67 %. The imum depth generated in the swale during the 100 -year storm event is 2 ft. aximum velocity generated in the swale during the 100 -year storm event is .9 ps. T swale will be grass Ii Mannings N for grass -lined channel ing's value o .02 should be closer to 0.035 - 0.040 A proposed concrete channel will convey the combined 100 -yr flow rate of the unnamed tributary to Lena Gulch. The above described overflow channel and the pr sed 48" HDPE will enter the concrete channel on the SW Porti Velocity is very The ch el is 10' wide and 3' deep. In the center is a meandering 3 high. deep low concrete channel. This totals 3.5' deep when con Consideration portions of the c nnel. Boulders will be randomly placed in the flat p should be given to of the low flow cha for aesthetics. The channel will have a c longitudinal slope an connect directly to the low flow inter for design built as part of the Quail Hollow subdivision. The maxim depth gen modifications to 11 ft. T aximum veloci lower velocity to </ in the swale during the 100 -year storm event is 5.0 ps. 1= 7ft/s Cross sections have been provided in the Appendix C that show the anticipated 100 -year flowthrough each section of the natural channel. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC E. STORM SEWERS There are a total of four separate storm sewer systems related to the development of the proposed Site. Pipe sizes on site range from a minimum of 8 -inch diameter PVC at back of the lots to the 48" pipe conveying portions of the unnamed tributary flow. A 30" RCP pipe extension will intercept the existing flow discharging into the NE portion of the site and convey it along the north property line to the existing headwall. Storm sewer within the Site consists of 15 -inch and 30 -inch diameter RCP pipes. The Pond outlet in Water Quality Pond A is a modified Type C inlet with a notch out to install a water quality orifice plate. The proposed 48" HDPE pipe discharges directly into the 10' wide concrete channel via a custom headwall. IV. CONCLUSIONS Provide detail in drawings. A. Discuss Impact of Improvement 1.) Solutions to mitigate any adverse impacts include a water quality pond constructed to provide WQCV forthe drained area. Storm sewers are designed to convey 100 -year flows within the Site meeting criteria set forth by UDFCD. The drainage patterns created by this development are consistent with the typical drainage patterns for a single-family residential subdivision. Developed storm runoff will be directed away from proposed structures to prevent damage that could otherwise occur. The developed storm runoff will flow overland in grass swales, curb and gutter, and pans to the storm inlets that will direct the flow into an underground storm sewer system. The underground storm sewer system will direct the flow to the water quality pond. The pond will store the storm runoff, treat it for water quality and release flows at acceptable rates. The facilities to be built with this subdivision will effectively prevent damage to property due to storm water runoff and the 100 -year water surface elevations effects on downstream properties. will not have any adverse impacts on of Lena Gulch nor have any adverse 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC B. State Compliance with Applicable Criteria 1.) There are no detention ponds located within the Site due to relatively small drainage areas and proximity to the Lena Gulch Floodplain. 2.) There is an application for a U.S. Army Corps of Engineers Nationwide 29 permit associated with wetland impacts as related to the proposed development. C. Flood Hazard Zone — Wheat Ridge Zoning Ordinance The proposed development of the Site will not have any adverse impacts on the 100 -year water surface elevations of Lena Gulch nor have any adverse effects on downstream properties. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC V. REFERENCES 1. Urban Storm Drainage and Flood Control District Drainage Criteria Manual, Volumes 1, 2, and 3, Denver Regional Council of Governments, April 2008. 2. Jefferson County Storm Drainage Design and Technical Criteria, Jefferson County Colorado, October 2013. 3. FEMA FIRM 08059CO213F & 08059CO194F effective date February 5, 2014. 4. Flood Hazard Area Delineation (FHAD) Lena Gulch (Lower), dated October 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. 5. Major Drainageway Planning Lena Gulch (Lower Drainagewav Hydrology Report, dated April 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. 6. National Resources Conservation Service Web Soil Survey Golden Area, Colorado, Quail Hollow U.S. Department of Agriculture Soil Conservation Service, March 12, 2014. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC APPENDIX A — Proposed Drainage Map 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO I I 1 1 I / ] ' .38 .50 .59 e _77'\7 II III I � Iii `\�\\1 I r �j I III 11j 11111 TI I I /1111111 1 I Ili. �.I;I� I 'illll lIi 1 This area appears to be <0.10 acres PROPOSED 'MNCWALL REINFORCE PER M-601-20 TRASH RACK AND WATER DUALITY ORIFICE PLATE, SEE DETAILS J Ali L IF - TF Al _ q5 0.47 .29 A,,\�r A 27 i �� i 0.32 .57 s .55 0.28 .56 1 �FEE _ I ,t ----- - __- 0-2 /O-4 -qr 6 .16 I 1 1 % 1Io-- ---=e= =�®� -- .51 l 11%/I T 11k— ��- 1 1 1 ,III I I I I II 'II 1 I I 11 �/ I )I i I ! III !I 1 TI r+ V A WATER DUALITY CAERE PUFL PLAN NTs A (1) STANDARD CDOT CLOSE MESH CRATES - INSTALL PER COOT M STANDARD M-604-11 WATER DUALITY BRIDGE PLATE TRASH RACK M POND 5435 38 15° RCP (1) STANDARD COOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M -BOT -11 CREST OF EMERGENCY SPILLWAY 18 -YEAR OVERFLOW MEL WATER TOP OF POND MATCH QUALITY POND OVERFLOWSBEYOND EXISTING EL 5438.34 �- 4 1 TYPE L RIP -RAP B, TYPE II BEDDING EMERGENCY SPILL WAY SECTION NTS TOP OF POND = OF POND = 5438.88 10' CREST LENGTH NOT FG (AS SHOWN /ON PLAN NEW) 13' RCP :r. : t -•.. PE II BEDDING TO BE D AB MIX IZO WITH JDFCD SffO MIX FOR HIGH WATER DEPTH TYPE L WATER / XX TABLE CONDIBURIED BURIED RIP -RAP ELEVATION US. FILTER STAINLESS NUS EMERGENCY SPILL WAY PROFILE ®�s3 NTS CJ SOUP ELEV 5438.01 I I 1/4" THICK GALVANIZED STEEL PLATE OVERLAPPED 4 FROM GAP IN CONCRETE inimum orifice for DB orifice plates 0.50" dia. 1'-0- CARBON STEEL 1 1/4'0 1/2 INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME w Zz U) ORIGINAL SCALE t 1 30' HORIZ. LEGEND BASIN IG 5 1R. RUNOFF XX COEFFICIENT 0 US. FILTER STAINLESS 100 YR. RUNOFF LL ®�s3 STEEL WELL SCREEN OR 0 AREA IN ACRES GE- APPROVED EQUAL USING — — PROPERTY LINE 000000000 #93 VEE WIRE WITH FLOW ARROW 0.139' OPENINGS i BETWEEN WIRES 1'-0- CARBON STEEL 1 1/4'0 1/2 INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME w Zz U) ORIGINAL SCALE t 1 30' HORIZ. LEGEND NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION, WO PLATE e STAINLESS a STEELEEL BOLLS EG 03 - ER 0 CARBON STEEL 1 1/4.1 SPACED ®ID.fi" 1/2" ANGLE FRAME WELL SCREEN ATTACHED TO GRAND TRASH RACK SEE BY WELDING ALL AROUND DETAIL THIS STEEL 4]" SECTION A -A HEADWALL OPENING NTS OUTLET STRUCTURE DETAIL MODIFIED TYPEC' INLET NTS OMPACTED NATIVE SOI TO BE STABILIZED WIT IRRIGATED SOD) SECTION C -C SECTION E -E SWALE SWALE NTS NTS' W U u U U U UF O HE <o HELI ZZ < ZO r�r< zaz< w BASIN IG 5 1R. RUNOFF XX COEFFICIENT 0 _ m- 100 YR. RUNOFF LL ®�s3 COEFFICIENT 0 AREA IN ACRES GE- DESIGN POINT — — PROPERTY LINE 000000000 DRAINAGE BASIN BOUNDARY FLOW ARROW NOTES: 1. BUILDING FOOTPRINTS SHOWN FOR INFORMATIONAL PURPOSES ONLY ACTUAL FOOTPRINT MAY VARY UPON CONSTRUCTION, WO PLATE e STAINLESS a STEELEEL BOLLS EG 03 - ER 0 CARBON STEEL 1 1/4.1 SPACED ®ID.fi" 1/2" ANGLE FRAME WELL SCREEN ATTACHED TO GRAND TRASH RACK SEE BY WELDING ALL AROUND DETAIL THIS STEEL 4]" SECTION A -A HEADWALL OPENING NTS OUTLET STRUCTURE DETAIL MODIFIED TYPEC' INLET NTS OMPACTED NATIVE SOI TO BE STABILIZED WIT IRRIGATED SOD) SECTION C -C SECTION E -E SWALE SWALE NTS NTS' W U u U U U UF O HE <o HELI ZZ < ZO r�r< zaz< w z m m= 0 _ m- LL ®�s3 0 GE- J . meP® W i W Lu Z D � O w 'O^^ V J Cn Lu � � Lu >> W M�M W 1 0 �Q U�< J OfLu �ZQ ED BB17-006 COPYRIGHT 2017 T. b. REVISION: e GITEPIAN EAHIBIT DATE 0925rz0T] DRAM BY RL CHECIED BY NAL P�1MNty PROP. DRAINAGE PLAN DRN OF 14 1"= 30' B&B Engineering, LLC APPENDIX B — Hydrologic Calculations 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO BSB ENGINEERING PROJECT: QUAIL CREAK ESTATES SUBJECT: JOB#: BB17-006 DATE: 9/25/2017 BY: NAL Basin Name Square Footage Acres Lawns/ Landscaped (sf) Lawns/ Landscaped (Acres) Asphalt/ Concrete (sf) Asphalt/ Concrete (Acres) Roofs (sf) Roofs (Acres) Soil Type "C Composite Runoff Factors Cs Clo Cloo I % Al 14,134 0.32 11,134 0.26 0 0.00 3,000 0.00 0.26 0.34 0.55 20.68 A2 12,930 0.30 9,930 0.23 0 0.00 3,000 0.07 0.27 0.35 0.55 22.42 A3 12,070 0.28 9,070 0.21 0 0.00 3,000 0.07 0.27 0.35 0.56 23.87 A4 20,584 0.47 14,805 0.34 1,721 0.04 4,058 0.09 0.29 0.37 0.57 27.54 A5 2,560 0.06 2,560 0.06 0 0.00 0 0.00 0.16 0.26 0.51 2.00 0-1 21,822 0.50 11,740 0.27 10,082 0.23 0 0.00 0.38 0.45 0.59 47.28 0-2 16,828 0.39 11,383 0.26 5,445 0.13 0 0.00 0.32 0.39 0.57 33.71 0-3 3,517 0.08 3,517 0.08 0 0.00 0 0.00 0.16 1 0.26 0.51 1 2.00 0-4 2,643 0.06 2,643 0.06 0 0.00 0 0.00 0.16M0.260.51 2.00 To[als: 107,088 2.46 76,782 1.76 17,248 0.40 13,058 0.30 02928.51 13.06 Lans Use Imp., I % Lawns/landscaped 2 Asphaft/Concrete 100 Roofs 90 IMP P-7006 DAN xlsx 8/25/20178.55 AM B&B ENGINEERING PROJECT: QUAIL CREAK ESTATES SUBJECT: TINE OF CONCENTRATION TIME OF CONCENTRATION JOB#: BB17-006 DATE: 9/25/2017 BY: NAL **NOTE: ARVADA REQUIRES MIN. Tc=10 MIN. * Lade of Land Surface for Overland Travel Time 1 = Heavy Meadow 2 = Tillage/ Field 3 = Short pasture & lawns 4 = Nearly bare ground 5 = Grassed waterway 6 = Paved areas and shallow paved swales VELOCITY COEFFICIENTS 1 2.5 2 5 TIME (Ti) [ 7 4 10 5 TRAVEL TIME ( 6 20 Tc CHECK (Urbanized Basins) FINAL Tc Time to Basin No. Area (acres) SYr. co-eff. Elevations Upstream Downstream Dist. (ff) Slope (-) Ti (min) Elevations Upstream Downstream Dist. (TO Slope (%) Vel. (fps) Tt (min) Tc Length (ft) Tc (min) (min) Peak** Flow Remarks Al 0.32 0.26 5455 5449 104 5.8 8.6 5449 5446.28 102 2.7 3 1.2 1.4 10.0 206 11.1 10.0 10.0 Developed A2 0.30 0.27 5449.33 5445 115 3.8 10.3 5445 5444.05 36 2.6 3 1.2 0.5 10.8 151 10.8 10.8 10.8 Developed A3 0.28 0.27 5447.05 5442.64 118 3.7 10.4 5442.64 5441.94 27 2.6 3 1.2 0.4 10.8 145 10.8 10.8 10.8 Developed A4 0.47 0.29 1 5445 5439.15 150 3.9 11.3 1 5439.15 5438.8 22 1.6 3 0.9 0.4 1 11.8 172 11.0 1 11.0 11.0 1 Developed A5 0.06 0.16 5439.14 5436 22 1 14.3 3.3 5436 5435.4 8 7.5 3 2.2 0.1 3.3 30 10.2 3.3 5.0 Developed 0-1 0.50 0.38 5455.11 5452.56 73.4 3.5 7.3 5452.56 5444.61 470.93 1.7 6 2.4 3.2 10.6 544 13.0 10.6 10.6 Developed 0-2 0.39 0.32 5452.9 5446.16 148 4.6 10.3 5446.16 5435 547 2.0 6 2.7 3.4 13.7 695 13.9 13.7 13.7 Developed 0-3 0.08 0.16 5445.4 5440.78 41 11.3 4.8 5440.78 5435 103 5.6 3 2.0 0.9 5.7 144 10.8 5.7 5.7 Developed 0-4 0.06 0.16 5443.29 5442.67 24 2.6 6.0 5442.67 5436.8 247 2.4 5 2.3 1.8 7.8 271 11.5 7.8 7.8 Developed **NOTE: ARVADA REQUIRES MIN. Tc=10 MIN. * Lade of Land Surface for Overland Travel Time 1 = Heavy Meadow 2 = Tillage/ Field 3 = Short pasture & lawns 4 = Nearly bare ground 5 = Grassed waterway 6 = Paved areas and shallow paved swales VELOCITY COEFFICIENTS 1 2.5 2 5 3 7 4 10 5 15 6 20 To P-7006 DRNAIs, 925201 ]855 AM STANDARD FORM SFJ E&BENGINEERING STORM O RAINAGE SYSTE M O E SIGN (RATIONAL METHOD PROCEDURE) CALCULATED BY NAL JOB NO BB1706 OATS 9/61P PROJECT'. QUAIL CREAK ESTATES CHECKED BY DESIGN STORM'. 5Y®r DIRECT P TROLL TOTALPUNOTT STREET PIPE TRAVEL TIME BASIN E _ 0 o e_ 3 _ _ _ w 9 E w 9 - — _ 9 _ REMARK® AT 1 AT 932 03 106 009 250 024 100 009 280 024 A2 2 A2 NC 027 10M 0® 224 022 108 008 274 022 PO 3 A3 028 027 1079 0® 224 021 108 008 274 021 Al 4 A4 047 09 106 014 224 038 110 014 274 JOE 45 5 A5 006 016 500 001 350 003 50 001 350 06 01 6 01 050 033 1055 019 276 053 106 019 276 051 02 7 02 039 032 139 012 252 031 137 012 252 031 03 8 03 008 016 570 001 343 004 57 001 343 004 04 9 04 006 016 779 001 312 003 78 001 312 06 B6B ENGINEERING STANDARD FORM SFJ STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) CALCULATED BY DRR JOB NO EE17055 DATE N6117 PROJECT'. QUAL CREAK ESTATES CHECKED BY DESIGN STORM'. 100 YEAR DIRECT RTROLL TQTALRUNQTT STREET FIFE TRAVEL TIME BASIN E _ o z 3 _ _ _ _ _ _ _ 9 E 9 — 9 _ REMARK® AT 1 AT 032 05 19@ 913 ALL iW 190 913 600 iN A2 2 A2 NC 05 10M 016 5W 096 193 016 587 0% PO 3 A3 028 03 1979 915 5W 091 193 915 587 091 Al 4 A4 047 09 10% 99 5W 157 193 032 587 19 45 5 A5 006 051 500 90 ]50 923 193 947 587 99 01 6 01 050 053 1055 RSI 591 176 103 079 587 176 02 7 02 039 09 139 04 537 1.13 103 126 587 1.13 03 S 03 003 051 570 004 ]M 031 57 004 ]M 031 04 9 04 006 051 779 00 fiR 021 78 003 672 021 B&B Engineering, LLC APPENDIX C — Hydraulic Calculations 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO DETEMION BASINSTAGE-STORAGE TABLE BUILDER DID oNenrol lon 0.20 (fool 2017) ^�^ e.onommnecomeo„aon pemaon Pone) R,ohnonlo,loull on -onfo, 1 h, oholl D.a ,..u-*C.w.,.Vo..(woo m t ..... ....DEUR .n. .:: .a�> .n. ..a�> 1. r R.n..t/.wm.(P-298 ..m : wttl. v.0 _ :: Slope ApD`em.100y,Dmw,,.nV.1... 3.1% Shone Slong one 1 V.—(woM—ee S.l..t Z.n. 2 St.,.. V.lunne RODh.n.h seie.t.ne a ..me (ODh.n.D- ADD,-. . .,. ., . V.1, .om- .�� wi,,. � , .1 S u,. oh eDeahDSD)- Ta. y�. e w,.n eoth(H,h- .nnei( )- S lop e.f Thhke C tonne(S,,)= e= d M.,n .— S,d.(S D.,n Le.„t.t—hth Rsmp = DETEMION BASINSTAGE-STORAGE TABLE BUILDER UD oNenron,vemi on 0.20 (February 2017) o 0.10 0— Detention Basin Outlet Structure Design Project: Basin ID: -car x _T ! „EO Stage (ft) Zone Volume (ac Outlet Type .aur I .."co Zone 1p/i 263 0028 Out mePlate Zone 2 Not mil zed of Zone9 Not Utilized Example Zone Configuration (Fishing nPond) 0.028 Total User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth= N/Aft(distance below the filtration media surface) Underdrain Orifice Area -1 N/A PP Underdaln Orifice Diameter -1 N/A Inches Underdaln Orifice Centroid - N/A feet Userinput Orifice Platewith one or more orifices orElliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate art of Lowest Orlf ce=M N/A ft (relative to bas in bottom at Stage =oft) WQ Shift ce Area per Row= 9.028E-04 ft D epth at top of Zone u9 ng Orifice Plate=ft ft (relative to basin bottom atSbge=Oft) (re lative to basin bottom at Stage =oft) Elliptical Hal' -Width= N/A feet Orifice Plate'. Orifice Vertical Spacing=Inches Elllptcal Slot Cent old N/A feet Orifice Plate'. Orifice Area per Row=so, inche diameter =3/8inch Elliptical SlotArea= N/A fit 0.063 Minimum orifice dia 0.171 0.225 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) = O.5Orr 0.00 0.01 0.07 Row 1 (required) Row 2(optonal) Row 3(optional) Row 41. 0.55 onall I Row 7(optional) I Row Stage of Orifice Centroid H)l 222 0 88 . 1 ]5 Orifice Area( sq. Inches) 0.13 0.13 0.13 Row 9(optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16(optlongI) Stage of Orifice Centroid (f[) Orifice Area( sq. Inches) User Input: Vertical Orifice (Circular or Rectangular) N/A N/A Calculated Parameters for Vertical Orifice N/A No[SelA No[Select 100yeat N/A Not Selected Not Selected Invert of Ve-tical Orifice = N/ected RDA ft (relative to basin bottom atSbge=Oft) Vertcal Orifice Area= N/A N/A Depth at of Zone using Vertcal Orifice= 0.063 0.096 ft (relative to basin bottom atSbge=Oft) Vertical Orifice Centroid= N/A N/A Vertcal Orifice Diameter= Inches ed N/A N/A N/A N/A N/A N/A User Input: Overflow Weir (Created and Grate (Flet or Sloped) Calculated Parameters for Overflow Weir Overflow Weir Front EdgeH "DHo= Overflow Wel- Front Edge Length= Overflow Weir Slope= Horiz Length of Weir Sides= Overflow Gate Open Area %_ Debris Clogging %= Not Selected N/A N/A N/A N/A M N/A 100yeat N/A 1.07 N/A 1.04 N/A ft (relative to basin bottom at Stage feet HIV (enter zero for Hat gate) feet %, gate open area/total area 56 User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Bannister Plate, or Rectangular Orifice) Not Selected 1 Not Selected 0(t) Height of Grate Upper Edge, Fl= Over Flow Weir Slope Length= Grate Open Area /100 -yr Orifice Area= Overflow Gate Open Area w/o Debris= Overflow Gate Open Area w/ Debris= Calculated Parameters for Outlet Pipe w/ Flow Restriction Plan Depth to l overt of Outlet Pipe I LRA I N/A ft (distance below basin bottom at Stage =o k) outlet orifice Area= Circular orifice Diameter= I N/A N/A inches outlet Orifice Cent old Half -Central Angle of Rest rotor Plate on Pipe= User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Slagsft(relative to basin bottom at Stage =oft) Spillway Crest Length= feet Spillway End Slopes= HIV Freeboard above Max Water Surface= feet Design Stops Return Period = OneHourRainfall Depth (in)= Calculated RunoffVolume(acre -ft) = OPTIONAL Overripe RunoffVolume (acreft)_ Inflow Hydregaph Volume (acreft)_ Pretlevelopment Unit Peak Flow, q (cfs/acre) _ Pretlevelopment Peak 0lots) _ Peak Inflow 0lots) _ Peak Outflow 0lots) _ Ratio Peak Outflowto Pretlevelopment 0= Structure Controlling Flow= M as Volo city through Gate 1 (fps)= Mas Velocity through Gab 2 (fps) _ Time to Dain W % tit Inflow V01ume (hours) Time to Dain 99% of Inflow Volume (hours) Maximum Pontlirrq Oepth Q[) Area at Maximum Ponding Depth (acres) Ma imum Volume Stared (acre -ft) Not Selected 1 Not Selected N/A I N/A N/A I WA N/A W 100yeat 0.53 1.07 078 Calculated Parameters for Outlet Pipe w/ Flow Restriction Plan Depth to l overt of Outlet Pipe I LRA I N/A ft (distance below basin bottom at Stage =o k) outlet orifice Area= Circular orifice Diameter= I N/A N/A inches outlet Orifice Cent old Half -Central Angle of Rest rotor Plate on Pipe= User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Slagsft(relative to basin bottom at Stage =oft) Spillway Crest Length= feet Spillway End Slopes= HIV Freeboard above Max Water Surface= feet Design Stops Return Period = OneHourRainfall Depth (in)= Calculated RunoffVolume(acre -ft) = OPTIONAL Overripe RunoffVolume (acreft)_ Inflow Hydregaph Volume (acreft)_ Pretlevelopment Unit Peak Flow, q (cfs/acre) _ Pretlevelopment Peak 0lots) _ Peak Inflow 0lots) _ Peak Outflow 0lots) _ Ratio Peak Outflowto Pretlevelopment 0= Structure Controlling Flow= M as Volo city through Gate 1 (fps)= Mas Velocity through Gab 2 (fps) _ Time to Dain W % tit Inflow V01ume (hours) Time to Dain 99% of Inflow Volume (hours) Maximum Pontlirrq Oepth Q[) Area at Maximum Ponding Depth (acres) Ma imum Volume Stared (acre -ft) Not Selected 1 Not Selected N/A I N/A N/A I WA N/A I WA Calculated Parameters for Spillway Spillway Design Flow Depth, feet Stage at Top ofFreeboard-I feet Basin Area atTop of Freeboard= acres WQCV EURV 2year 5year 10yeat 25 Year 50year 100yeat 0.53 1.07 078 1.04 1.28 1.63 1.91 2.21 0028 0.059 0.035 0.063 0.096 0.171 0.226 0.295 0028 0.059 0.034 0.063 0.096 0.171 0.225 0.294 0.00 0.00 0.01 0.07 0.21 0.55 076 1.73 0.0 0.0 0.0 0.2 0.5 1.3 1.7 24 0.4 0.9 0.5 0.9 1.4 2.5 3.3 44 0.02 0.0 0.0 0.0 0.0 0.0 0.0 0.0 N/A N/A N/A 0.1 0.0 0.0 0.0 0.0 Plate N/A Plate N/A N/A N/A N/A N/A WA N/A N/A N/A WA N/A N/A WA N/A N/A N I N/A N/A N/A N/A N/A 52 56 39 43 54 59 ]0 ]] 111 120 >120 >120 252 3.25 1 276 3.25 1 3.25 3.25 3.25 3.25 002 1 0.73 1 0.03 0.03 1 0.73 0.73 1 0.03 0.73 0.025 1 001 1 0.032 001 1 001 001 1 0.04] 1 0047 Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. Monday, Sep 25 2017 Concrete Channel INIMUM. high. User -defined Highlighted Section Invert Elev (ft) = 96.50 Depth (ft) = 3.11 Slope (%) = 2.13 Q (cfs) = 419.00 N -Value = 0.021 Area (sgft) = 27.82 Velocity (ft/s) Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) 76..40 Known Q (cfs) = 419.00 Top Width (ft) EGL (ft) (Sta, EI, n)-(Sta, EI, n)... ( 0.00, 100.00)-(0.01, 97.00, 0.013)-(3.50, 97.00, 0.030)-(3.51, 96.50, 0.013)-(6.99, 96.50, 0.013)-(7.00, 97.00, 0.013)-(9.99, 97.00, 0.03 -(10.00, 100.00, 0.013) Elev (ft) 101.00 100.00 97.00 95.00 -1 eeboard is only 39ft. Must be 1 ft Velocity is very INIMUM. high. Consideration should be given to Section design modifications that can lower 100 -yr Velocitv to </= 7ft/s 0 1 2 3 4 5 Sta (ft) Depth (ft) 4.50 3.50 2.50 1.50 0.50 -0.50 I I I I 1 1 -1.50 6 7 8 9 10 11 Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 48 INCH HDPE PIPE Q (cfs) Circular Area (sgft) Diameter (ft) = 4.00 Invert Elev (ft) = 100.00 Slope (%) = 1.25 N -Value = 0.011 Calculations EGL (ft) Compute by: Q vs Depth No. Increments = 15 Elev (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 Section Monday, Sep 25 2017 Highlighted Depth (ft) = 3.73 Q (cfs) = 204.14 Area (sgft) = 12.21 Velocity (ft/s) = 16.72 Wetted Perim (ft) = 10.48 Crit Depth, Yc (ft) = 3.86 Top Width (ft) = 1.99 EGL (ft) = 8.08 1 2 3 Reach (ft) 4 5 Depth (ft) 5.00 c 3.00 2.00 1.00 HO 1.00 6 Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 8 INCH WQ DRAIN PIPE Circular Highlighted Diameter (ft) = 0.67 Depth (ft) Q (cfs) Area (sgft) Invert Elev (ft) = 100.00 Velocity (ft/s) Slope (%) = 2.00 Wetted Perim (ft) N -Value = 0.011 Crit Depth, Yc (ft) Top Width (ft) Calculations EGL (ft) Compute by: Q vs Depth No. Increments = 15 Elev (ft) 101.00 i 18187 100.50 100.25 100.00 99.75 Monday, Sep 25 2017 = 0.63 = 2.200 = 0.34 = 6.42 = 1.76 = 0.64 = 0.33 = 1.27 Section 0 1 Reach (ft) Channel Report Hydraflow Express Extension for AutodeskO AutoCADO Civil 3DO by Autodesk, Inc. 32ND OVERFLOW CATCHMENT CHANNEL Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 3.00 Invert Elev (ft) = 100.00 Slope (%) _ N -Value 0.020 Calculations Compute by: Knownpth Known Depth (ft) = 2.00 Elev (ft) 104.00 illicilliel 102.00 101.00 100.00 99.00 1 0 Highlighted Depth (ft) Q (cfs) Area (sgft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) iv -value seems low. Grass -lined should be closer to 0.035 - 0.040. 2 4 6 8 Section 10 Reach (ft) Monday, Sep 25 2017 = 2.00 = 223.75 = 16.00 �ioaTy is very nign Tor ass -lined channel. msideration should given to design Ddifications that can wer 100 -yr Velocity to = 7ft/s Depth (ft) 4.00 KXIIIIIIIIII 2.00 1.00 M -1.00 12 14 16 18 20 eoaam klm ou a�5ou M in Pipe Gvei Olt Max HGL �0. Link lD ��s�ou ole pP slope wiu u4 m�a��ou oo looan pP Maxp fid¢ Max VeI �V¢ M ax kepN OP 4S" HDPE —SD'I —'100—YR CAPACITY OF EXISTING 4S" OUTFALL PIPE 2P-]0065iM 011 50.50.83 54598 544fl29 5445]5 544564 254 283 545 48 544495 544]98 Ip-]8865iM �y3�P-]8865iM �¶ Ip -]886 iM �y 6�P-]886 iM �¶ 1498 fl45 a oo a o0 6548 6IXi56 544429 544594 544595 544564 m45 m48z 1fl94 2]0.5 319 238 30" RCP — SD2 — '100— YR eoaam 91m ou a�5ou M in Pipe Gvei Olt M ax HGL �U Link lD ��s�ou ole pP slope w1u u4 m�a��ou oo looan pP Maxp fid¢ Max VeI �V¢ M ax kepN OP 10P-]0065iM �� 540.5]5 5440.]6 543]W 543]14 5435]0 53B 502 543492 543466 543]4 Ip-]0065iM OyT �P-]0065iM 0¶ Ip-]0065iM Oy 13 �P-]0065iM 0¶ 6281 9661 zso zso 60116 6014 543]W 543]14 5a�zza 5aulo 4632 45R 1029 1199 195 1 ]I eoaam 91m ou a��ou M in Pipe Gvei Olt M ax HGL �U Link lD ��gm ou ole pP slope wiu u4 m�a��ou oo looan OP Maxp fid¢ Max VeI �V¢ Ma. oa4m pP POND OUTLET—SD3 5az3m 5auw 5azax9 141 543569 543532 Ip-]0065iM �y 16�P-]0065iM �¶ 15P iu 0 ozso 5auw 5azax9 is 624 632 3�„ __ ___ ___ ___ ___ ___ - �zkku.r�mnc ii __ __ _ _ _.,,_ .___ ._� � -- s43, ___ ___�� _____ _____ ______. __ ___ ___ ___ ___ ___ ___ saacwx __ __ �, � �__- ua m�aa eoaam 91m ou a��ou M in Pipe Gvei Olt M ax HGL �U Link lD ��gm ou ole pP slope wiu u4 m�a��ou oo looan OP Maxp fid¢ Max VeI �V¢ Ma. oa4m pP 5az3m 5auw 5azax9 141 543569 543532 Ip-]0065iM �y 16�P-]0065iM �¶ 15P iu 0 ozso 5auw 5azax9 is 624 632 B&B Engineering, LLC 17/18 APPENDIX D - NRCS Soils Report 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties September 23, 2017 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/ portal/nres/main/soils/healthn and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. Contents Preface........................................................................................................... How Soil Surveys Are Made........................................................................ SoilMap......................................................................................................... SoilMap...................................................................................................... Legend........................................................................................................ MapUnit Legend......................................................................................... MapUnit Descriptions................................................................................. Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties............................................................................................ 44—Englewood-Urban land complex, 0 to 2 percent slopes ............... 106—Nunn-Urban land complex, 2 to 5 percent slopes ...................... References................................................................................................... . Cl How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes, the general pattern of drainage, the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components, the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. Cusum Soil Resource Report Soil Map r+sscAemx1i N ° v m A °�o��m webMa� � m�� o E�ne � 34 9 MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils 0 Soil Map Unit Polygons Wet Spot Soil Map Unit Lines Other Soil Map Unit Points Special Point Features () Blowout Transportation Borrow Pit Rails Clay Spot 0 Closed Depression Gravel Pit Gravelly Spot a Landfill ALava Flow 46 Marsh or swamp Mine or Quarry 0 Miscellaneous Water 4 Perennial Water V Rock Outcrop + Saline Spot Sandy Spot f Severely Eroded Spot O Sinkhole ,A Slide or Slip Sodic Spot Custom Soil Resource Report rur Interstate Highways US Routes Major Roads }y Local Roads Background . Aerial Photography IN MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2014—Aug 21, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Spoil Area Q Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation �..ty Rails rur Interstate Highways US Routes Major Roads }y Local Roads Background . Aerial Photography IN MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 10, 2014—Aug 21, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background ILYAM»XH4L1U Custom Soil Resource Report 11 LVA MaI L1 I ; M N LVA UT4 I M L1 I imagery displayed on these maps. As a result, some minor shiftinq of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (C0641) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 44 Englewood -Urban land complex, 0 to 2 percent slopes 0.9 35.5% 106 Nunn -Urban land complex, 2 to 5 percent slopes 1.6 64.5% Totals for Area of Interest 2.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The if: Custom Soil Resource Report delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 13 Custom Soil Resource Report Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties 44—Englewood-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: jpp0 Elevation: 5,200 to 6,500 feet Mean annual precipitation: 13 to 17 inches Frost -free period. 126 to 142 days Farmland classification: Not prime farmland Map Unit Composition Englewood and similar soils: 65 percent Urban land: 20 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Englewood Setting Landform: Alluvial fans, drainageways Down-slope shape: Linear Across -slope shape: Linear Parent material: Clayey, calcareous alluvium Typical profile H1 - 0 to 9 inches: clay loam H2 - 9 to 39 inches: clay, clay loam H2 - 9 to 39 inches: clay loam, clay H3 - 39 to 60 inches: H3 - 39 to 60 inches: Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Very high (about 17.4 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Foothill (R049BY208CO) Other vegetative classification: CLAYEY FOOTHILL (048AY208CO) Hydric soil rating: No Ml Custom Soil Resource Report Description of Urban Land Typical profile H1 - 0 to 6 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No Minor Components Typic haplaquolls Percent of map unit: 15 percent Landform: Flood -plain steps Hydric soil rating: Yes 106—Nunn-Urban land complex, 2 to 6 percent slopes Map Unit Setting National map unit symbol: jpkk Elevation: 5,200 to 6,500 feet Mean annual precipitation: 13 to 17 inches Frost -free period. 126 to 142 days Farmland classification: Not prime farmland Map Unit Composition Nunn and similar soils: 65 percent Urban land: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Alluvial fans, mesas, terraces Down-slope shape: Linear Across -slope shape: Linear Parent material: Clayey, calcareous alluvium Typical profile H1 - 0 to 6 inches: clay loam H2 - 6 to 30 inches: clay, clay loam H2 - 6 to 30 inches: clay loam, loam H3 - 30 to 60 inches: H3 - 30 to 60 inches: Properties and qualities Slope: 2 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained iN Custom Soil Resource Report Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: Very high (about 19.3 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Foothill (R049BY208CO) Other vegetative classification: CLAYEY FOOTHILL (048AY208CO) Hydric soil rating: No Description of Urban Land Typical profile H1 - 0 to 6 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No i[ References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L. M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ n res/detail/nati o na I/soils/?cid= n res 142 p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www. nres. usda. gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www. nres. usda. gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid= nres142 p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detai I/natio na l/l anduse/rangepasture/?cid=stel prdbl 043084 17 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ n res/deta i I/soi Is/scienti sts/?cid=nres142 p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lnternet/FSE DOCUM ENTS/n res142p2_052290. pdf iE: B&B Engineering, LLC 18/18 APPENDIX E - FIRM Map 6324 Xavier Ct. 419-203-5000 ph laudick@gmail.com Arvada, CO MAP SCALE 1" = 500' 50 0 500 1000 FEET METER z J JV 11 I FIRM to LVIVG r1G5376 L vaw iy In 0<_ 29TH AVE w COLORADO OA K RA � W 30TH AVE 5389 5380' O a AGF��Fw (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CO CONTAINS: F RAN VIEW ANGEVIE� F2 W 38TH AVE JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F 28TH PL Q W 29TH Avg ` CER T\NILI GyT z O W 29TH AVE w rn P 5386 ::.::::::::::::::::.::. Notice to User: The Map Number shown below ZONE AE a Z)oR u7 �z -441 �,,• �� used on insurance applications for the subject 28TH AVE C� rn En Lo w o C7 2 5388 M YNRMAP NUMBER C' O u 12 ' f •C ti � O 2 '9 O O v x o MAP REVISED I M ZONE AE � s a r n 2 v s co Q Lena Gulch 27TH cn z d. 9 tS Q�c� (3� Q o LQ I W 37TH PL 4402000mN O � QO �cflV)wo 00 0 LQ:::.: �c,� .:.:.:: .:##::# W 36TH �O � U) U) U 2 U) U) .c� d O .::�::::.'.::: .:::'::�:::" ::::: ::..... PL O O z 5414 01 .::::::::" .::::::::::::"' d T N� W 36TH J Y 5415 4' �' ...::.'' .:.. W 36TH AVE � U) AVE � w w z 5416 W N::::#:''#::':'::::::' H v J J J W O z W 36TH (I� �+J _ O W 35TH PL 2 z ZONE AE W 35TH PL Y ZUi Cn � 5418 co w o 0 5419 21 W 35TH AVE W 35TH AVE 54171 y z 5422-"sQ�,p s 5418 � z Q`' o ° W 34TH p < 3°�N AVE z W 34TH PL 3��N C/) 2� 3 U) w 34T 11 AVF r Y v Pv E W 33RD AVE C/) W MAP SCALE 1" = 500' 50 0 500 1000 FEET METER �^ `1•v1 ^' A^` V....................................................CO JV 11 I FIRM to FLOOD INSURANCE RATE MAP L In ................................ ......................... ........................ ........................... 29TH AVE COLORADO OA K RA � W 30TH AVE 4401 000m PANEL 213 OF 675 O a AGF��Fw (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAINS: RAN VIEW ANGEVIE� F2 O� JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F 28TH PL Q W 29TH Avg ` CER T\NILI GyT W 29TH AVE o� Notice to User: The Map Number shown below a Z)oR _ 5o �� z -441 �,,• �� used on insurance applications for the subject 28TH AVE C� P� 28 T H Q C7 2 � 5 YNRMAP NUMBER O u 12 ' f •C ti � O 2 '9 O O v x o MAP REVISED I P a r n 2 v s Q 27TH R0 y I O I v P 2 U) .c� J _ ......................................... MAP SCALE 1" = 500' 50 0 500 1000 FEET METER This is an official copy a of portion of the above referenced flood map. It p p was extracted usingF-MIT On -Line. This ma does not reflect changes p 9 or amendments which may have been made subsequent to the date on the Y q title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov D PANEL 0213F FIRM to FLOOD INSURANCE RATE MAP In JEFFERSON COUNTY, ® COLORADO AND INCORPORATED AREAS PANEL 213 OF 675 a (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAINS: COMMUNITY NUMBER PANEL SUFFIX JEFFERSON COUNTY 080087 0213 F LAKEWOOD, CITY OF 085075 0213 F WHEAT RIDGE, CITY OF 085079 0213 F Notice to User: The Map Number shown below should be used when placing map orders; the Community Number shown above should be used on insurance applications for the subject a community. YNRMAP NUMBER 1 08059CO213F x o MAP REVISED 'J'° g FEBRUARY 5, 2014 Federal Emergency Management Agency This is an official copy a of portion of the above referenced flood map. It p p was extracted usingF-MIT On -Line. This ma does not reflect changes p 9 or amendments which may have been made subsequent to the date on the Y q title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov �"� Community Development �Whea� City of 7500 West 29th Avenue COMMUNITY DEVELOPMENT tdge Wheat Ridge' Colorado 80033 Ph: 303.235.2846 Fax: 303.235.2857 Community Development Referral Form Date Mailed: September 28, 2017 Response Due: October 13, 2017 The Wheat Ridge Community Development Department has received a request for approval of a subdivision at 3275 Quail Street. No response from you will constitute having no objections or concerns regarding this proposal. Case No.: MS -17-08 / Weiman Request: The applicant is requesting a 4 -lot subdivision. The subject property is zoned Residential - One (R-1), which allows for large lot single-family homes. The property currently consists of one lot and is located at the northwest corner of 32"' Avenue and Quail Street and is approximately 2.28 acres in size. A single-family home currently sits on the property, and is planned to be demolished if the subdivision is approved to allow for the construction of four single family homes. The property borders Applewood Baptist Church to the west and Quail Street to the east. To the south is 32"' Avenue and the City of Lakewood. To the north is 33'' Avenue and the Quail Hollow subdivision, currently being developed. A major drainage way to Lena Gulch runs north through this property, and is proposed to be channelized and rerouted by this subdivision. Please respond to this request in writing regarding your ability to serve the property. Please specify any new infrastructure needed or improvements to existing infrastructure that will be required. Include any easements that will be essential to serve the property as a result of this development. Please detail the requirements for development in respect to your rules and regulations. If you need further clarification, contact the case manager: Case Manager: Zack Wallace Mendez Phone: 303.235.2852 Email: zwallace@ci.wheatridge.co.us Fax: 303.235.2852 DISTRIBUTION: Consolidated Mutual Water District Northwest Lakewood Sanitation District West Metro Fire District City of Lakewood Xcel Energy Century Link Comcast Cable Urban Drainage and Flood Control District Regional Transportation District Wheat Ridge Police Department Wheat Ridge Public Works Wheat Ridge Parks & Recreation Department Wheat Ridge Forestry Division Wheat Ridge Building Division Application September 25, 2017 NOTE: Land use applications must be v ` submitted BY APPOINTMENT with a �+ City Of planner. Incomplete applications will not iPn ccatl�i oge be accepted—refer to submittal checklists. LAND USE CASE PROCESSING APPLICATION Community Development Department 7500 West 29th Avenue • Wheat Ridge, CO 80033 • Phone (303) 235-2846 (Please print or type all information) Applicant Brad Weiman Address, City, State, Zip 4100 J Phone 303-949-5945 Denver. CO 80211 Email brad worksho denver.com Owner Tiffany Grunert and Daniel Barnhart Phone Email Address, City, State, Zip 3275 Quail St., Wheat Ridge, CO 80033 Contact Mark Bishop Phone 303-409-9464 Address, City, State, Zip 2545 Miller Sty Lakewood, CO 80215 Email chessmark62 mail.com (The person listed as contact will be contacted to answer questions regarding this application, provide additional information when necessary, post public hearing signs, will receive a copy of the staff report prior to Public Hearing, and shall be responsible for forwarding all verbal and written communication to applicant and owner.) Location of request (address): 3275 Quail St., Wheat Ridge, CO 80033 Type of action requested (check one or more of the actions listed below which pertain to your request): O Change of Zone or Zone Conditions O Special Use Permit O Subdivision — specify type: O Planned Development (ODP, SDP) O Conditional Use Permit O Administrative (up to 3 lots) O Planned Building Group O Site Plan O Minor (4 or 5 lots) O Temporary Use, Building, Sign O Concept Plan O Major (6 or more lots) O Variance/Waiver (from Section 26- O Right of Way Vacation O Other:_ Detailed description of request: Subdivide on lot into 4 lots which will be compliant with the existing R-1 zoning. I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that in filing this application, I am acting with the knowledge and consent of those persons listed above, without whose consent the requested action cannot lawfully be accomplished. Applicants otherthera c2wners must submit power-of-attorney from the owner which approved of this behalf. IYA AMIOTTE NOTARY PUBLIC Notarized Signature of Applicant QTATC OF COLORADO State of Colorado ss ID NOTARY 2olo4028199 County of bejel a— } My COMMISSION EXPIRES NOVEMBER 13, 2018 The fore o''innn,�� instrument (Land Use Processing Application) was acknowledged by me this 2-6 day of i �" , 20��- by �Y VV'Qiffim DK dmT #U� My commission expires if L3 /20 jR NotarJI'Pu lic To be filled out by staff: Date received 9- 2s -Z 7 Comp Plan Design. Related Case No. Assessor's Parcel No. 3'?X2$'.2 OS -D7$ Size (acres or sgft) J. W CA c, re 5 Rev 1/22/2016 Fee $ /100• 0 Receipt No. C U R b l& n I Pre -App Mtg. Date Current Zoning Proposed Zoning Case No. Quarter Section Map W 2 Case Manager Current Use Proposed Use 0 0 o September 25, 2017 City of Wheat Ridge Planning and Development 7500 W. 29th Ave. Wheat Ridge, CO 80033 To whom it may concern: 4100 Jason Street Denver CO 80211 720.746.9240 workshopdenver.com Quail Creek estates is a minor subdivision proposal to the city of wheat ridge. This parcel will be split into 4 single family residences maintaining focus on large lots and larger luxury estates. This addition to the neighborhood will maintain consistency and added elegance to that area. Homes style of modern farmhouse with luxury characteristics is our desired aesthetic outcome. The furthest most northern parcel will become the lot that I (Brad Weiman owner of Workshop Denver) plan to reside and build a large custom home for myself and family. One of the remaining three lots will be sold to some of our close family friends while the last two lots will become spec homes. Hence the name of the development one of the biggest challenges that we have faced is relocating the natural storm drainage channel that runs through the entire lot. The proposed re channelization is (general) to run along south boundary towards west and then head straight north along the west boundary. We plan to create a new development that maintains an older feel focusing on keeping as much of the mature trees. We plan to protect and possibly relocate some of the healthy trees. Aside from creating new homes for new residents we plan to maintain and upgrade the ROW areas along quail street and propose a new fence/wall along the 32nd boundary. Please feel free to call with any questions or concerns. Thanks, Brad Weiman 303-949-5945 workshoder�ver.com Brad @workshoodenver.com Rev. 512017 City of Wheat�ige COMMUNITY DEVELOPMENT Submittal Checklist: Subdivision Project Name: Project Location:S ilf�_. Application Contents: The following items represent a complete subdivision application. This submittal checklist applies to all types of plat applications, including major, minor, and administrative subdivision plats. Please contact a staff planner with any questions about your specific application. 1. Completed, notarized land use application form 2. Application fee 3. Signed submittal checklist (this document) 4. Proof of ownership—e.g. deed �5. Written authorization from property owner(s) if an agent acts on behalf of the owner(s) _6. Mineral rights certification form—required for plats are reviewed at a public hearing 7. Commitment for title insurance—required for all major and minor subdivisions and right- of-way dedications _8. Written request and description of the proposal _9. Geodetic Surveying Requirements for Final Plats checklist—completed & signed by surveyor _10. Closure sheet for the exterior boundary and for all individual lots—boundary must close within a limit of 1:50,000 _11. Subdivision plat Two (2) full size paper copies (24" x 36") One (1) reduced size paper copy (11" x 17") AutoCAD .dwg file format—confirm acceptable version with city staff 12. Civil documents, if required _13. Exhibit and deed for right-of-way dedication prepared by surveyor—only required if partial right-of-way is being dedicated by separate document _14. Electronic (Adobe .pdf) files of all submittal documents—these may be provided via email, CD, DVD, or USB flash drive Form and content of Subdivision Plat: Project information 1. Title of document – centered at top of page "[Subdivision Name] Located in the _ 1/4 Section, Township 3 South, Range 69 West of the 6th Principal Meridian..." _2. Complete metes and bounds legal description compliant with Geodetic Surveying Requirements: _a. On Current City Datum (ground-based modified form of NAD83/92 (NAD83 HARN) State Plane coordinate system) b. Includes section ties to Section corners, Quarter Section corners, or to City of Wheat Ridge Permanent High Accuracy Control (PHAC) points 3. Basis of bearing statement _4. Small scale vicinity map –with north arrow and scale 5. Name/Address/Phone number(s) of architect, engineer, or surveyor associated with the project Community Development Department • (303) 235-2846 • www.ci.wheatridge.co.us _6. Certification blocks —including for surveyor, owner, City, and County (see cover items handout) 7. Standard easement notes (see cover items handout) 8. Ownership/unified control statement, if applicable 9. Dedicatory statement, if applicable _10. Data table with total area of site and area of individual lots (in square feet and acres) 11. Case history box and date of preparation Graphical information 12. Graphical representation of the property boundary corresponds with the legal description _13. Point of Beginning and Point of Commencement are shown _14. Monument information — including City -based monument identification number and coordinates on Current City Datum 15. Existing and proposed lot lines, with appropriate information: _a. Include distances and bearings on Current City Datum b. Round all distances to the nearest 0.01 -foot and all angular measurements to the nearest second b. Provide the arc length, chord length, chord bearing, central angle, and radius for all curves d. Show lot lines as "Hereby [created/removed] by this plat" 16. Existing and proposed street right-of-way, with appropriate information: a. Include all adjacent ROW widths and distances from ROW centerline to corners of subject property boundary b. Show right-of-way dedications as "Hereby dedicated by this plat" _17. Existing and proposed easements a. Show location, purpose, and dimensions of all easements b. Distances and bearings shall be consistent with the Current City Datum 18. Location and dimensions of public dedication/reservation, if any 19. Subdivision name, lot and block numbers, and zoning for adjacent properties — all adjoining parcels not previously platted are shown as "UNPLATTED" 20. Legend, north arrow, and scale —scale not to exceed 1 "= 100' 21. Section ties to a minimum of two (2) property corners are included 22. NOS/NGS Statement of Accuracy included 23. All Set & Found property pins are identified 24. All encroachments or gaps have been clearly identified including any necessary note(s) 25. All lineal units are shown as being in U.S. SURVEY FEET 26. A description of the Current City Datum is included (refer to Geodetic Surveying Requirements) _27. Location of the 100 -year floodplain (if applicable) _28. The sheet margins are 2" on the left, 1" on top, and 1/2" on sides Additional information which may be required: Depending on the size, scope, and complexity of the request additional documents may be required. The submission of these documents will be discussed during the pre -application meeting. This includes, but is not limited to, the following documents (one paper copy plus Adobe .pdf file is required): 1. Traffic study 2. Trip Generation Study 3. Drainage Letter & Plan 4. Drainage, Grading, and Erosion Control Plan 5. Final Drainage Report & Plan _6. Conceptual utility plans — required to gauge the appropriateness of proposed easements 7. Street sections — required to gauge the appropriate widths of ROW dedications and access easements 8. Soils Report 9. Engineering plans which detail construction of all public improvements 10. Development Covenant Agreement 11. Phase I Environmental Assessment 12. Complete set of construction drawings (2 copies) 13. Improvement Survey Plat 14. Improvement Location Certificate 15. Site Plan _16. HOA Covenants 17. Subdivision Improvement Agreement — template to be provided by staff, exhibits to be provided by applicant As applicant for this project, I hereby ensure that all of the above requirements have been included with this submittal. I fully understand that if any one of the items listed on this checklist has been excluded, the documents will NOT be distributed for City review. In addition, I understand that in the event any revisions need to be made after the second (2"d) full review, I will be subject to the applicable resubmittal fee. Signatur Date: 7 Zf - Zo Name (please print); �rr� ��,n Phone: 3 City of Wheat Ridge 2017-09-25 15:49 CDBB ZONING APPLICATION FEES CDA016851 AMOUNT FMSD ZONING APPLICATION FEE 1,100.00 FMSD REIMBURSE TO COMMUNITY 120.00 PAYMENT RECEIVED AMOUNT CHECK: 005574 1,220.00 TOTAL 1,220.00 Application Fees 2006065924 4 06/01/2006 02:31:08 Jefferson County, Fitpd for record the-. day of Reception No. R $11.00 D $81.40 WD pM 2 page(s) Colorado ,A.D. , at o'clock M. RECORDER By DEPUTY. WARRANTYDEED�.....a tyAwaanxae�aatirrcc�aC THIS DEED, Made on this day of May 23, 2006 _ between E)ocunia.it ni PeA DAVID R. DIGIACOMO AND LEEANNE DIGIACOMOi.i%!',', .+.yrm� u�.n.n.wr+�.e+'. of the County of JEFFERSON and State of COD ORADO of -the Grantor(s), and DANIEL E. BARNHART AND TIFFANY L. BARNHART tau ` whose legal address is of the WITNESS, That the Grantor(s), for and in consideration of the sum of ( $814,000.00 ) *** Eight Hundred Fourteen Thousand and 00/100 *** DOLLARS the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm unto the Grantee(s), their heirs and assigns forever, not in tenancy in common but in joint tenancy, all the real property, together with improvements, if any, situate, lying and being in the County of JEFFERSON and State of Colorado, described as foltows: SEE EXHIBIT "An ATTACHED HERETO AND MADE A PART HEREOF yP also known as street number 3275 QUAIL STREET WHEAT RIDGE CO 80033 TOGETHER with all and singular and hereditaments and appurtenances thereto belonging, or in anywise appertaining and the reversion and reversions, remainder and remainders, rents, issues and profits thereof; and all the estate, right title interest, claim and demand whatsoever of the Grantor(s), either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances; TO HAVE AND TO HOLD the said premises above bargained and described with appurtenances, unto the Grantee(s), their heirs and assigns forever. The Grantor(s), for himself, his heirs and personal representatives, does covenant, grant bargain, and agree to and with the Grantee(s), their heirs and assigns, that at the time of the ensealing and delivery of these presents, he is well seized of the premises above conveyed, has good, sure, perfect, absolute and indefeasible estate of inheritance, in law, in fee simple, and has good right, full power and lawful authority to grant, bargain, sell and convey the same in manner and form as aforesaid, and that the same are free and clear from all former and other grants, bargains, sales, liens, taxes, assessments, encumbrances and restrictions of whatever kind or nature soever, Subject to general taxas for the year 2005 and those specific Exceptions described by reference to recorded documents as reflected is the Title Documents accepted by Orantee(s) in accordance with Section So (Title Review) of the Contract to Ray and sell Real Estate relating to the above described property) distribution utility easements (including cable TV); those specifically described rights of third parties not shown by the public records of which arantee(s) has actual knowledge and which were accepted by Orantee(o) in accordance with Section Ob (Natters not shown by the Public Records) an section So (survey Review) of the contract to Buy and sell Real Rotate relating to the above described real property; Inclusion of the Property within any special tax district; and, the benefit and burdens of any declaration and party wall agreements, if any and other NONE The Grantor(s) shall and will WARRANT AND FOREVER DEFEND the above bargained premises in the quiet and peaceable possession of the Grantee(s), his heirs and assigns, against all and every person or persons lawfully claiming the whole or any part thereof. The singular number shall include the plural, and the plural the singular, and the use of any gender shalt be applicable to all genders. IN WITNESS WHEREOF the Grantor(s) has executed this deed above. JEAN L. WANKEL - By, NOTARY PUBLIC DA h. DrorAc mo STATE OF COLORADO My Commission Expires July 21, 2007 By: 110 LRRANNE DIGZACMO STATE OF COLORADO ) )ss. County of jwPsRsoN ,) The foregoing instrument was acknowledged before me on this day of May 23 2006 by DAVID R. DZOZACONO AND LEEANNE DrgZAC= My commission expires Witness my hand and official seal. ary Public Name and Address of Person Creating Newly Created Legal Descrip 38-35-106.5, C s.) Escrow# 870143554 When Recorded Return to: DANIEL E. BARNHART AND TIFFANY L. BARNHART Title# K70143554 3275 QUAIL STREET WHEAT RIDGE, CO 80033 Form 96 08/29/04 WDJ71 WARRANTY DEED (Joint Tenants) Printed: May 17, 2006 (3224451) EXHIBIT A LOT 6, APPLEWOOD KNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 931SS172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE-HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE-HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A LINE DESCRIBED AS STARTING AT A POINT WHICH IS 3.0 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. Form EXHIBITA 01/17/03 K70143554 3a t. R rK 6S jff I!, �' DESIGN ; BUILD 4100 Jason Street Denver CO 80211 720.746.9240 workshopdenver.com September 21, 2017 City of Wheat Ridge Planning and Development 7500 W. 29th Ave. Wheat Ridge, CO 80033 Authorization: 3275 Quail St., Land Development Application To whom it may concern, This letter authorizes Brad Weiman, on behalf of Wymac Ent. Inc. a Colorado Corporation, DBA Workshop Denver, to submit to the City of Wheat Ridge a Land Development Application for a Minor Plat for the property currently known as 3275 Quail St. If you have any questions or concerns regarding this submittal, please contact any member of the development team as listed in the written description of request. Sincerely, Owners as shown on deed: Address Phone e-mail Owners as shown on deed: ;TTS � j Address 1.31 7 Cbe I VKp A Phone X03 .� �-q6 - 7-�- 7 73c,f h � a f T_ DenVe) (' U NJ — v e-mail �`�4,� } cun� a 1. c►�, � � S September 21, 2017 City of Wheat Ridge Planning and Development 7500 W. 29th Ave. Wheat Ridge, CO 80033 Authorization: 3275 Quail St., Land Development Application To whom it may concern, 4100 Jason Street Denver CO 80211 720.746.9240 works hopd enve r. corn This letter authorizes Brad Weiman, on behalf of Wymac Ent. Inc. a Colorado Corporation, DBA Workshop Denver, to submit to the City of Wheat Ridge a Land Development Application for a Minor Plat for the property currently known as 3275 Quail St. If you have any questions or concerns regarding this submittal, please contact any member of the developm gleam as lis d in the written description of request. Sincerely, / Y Owners as shown on deed: D h Address 30-09- 'f �` ,� td�t Phone 700 —45-7 -6`7/6 e-mail bpf-'?kWM9A j 0&416" Owners as shown on deed: Address Phone e-mail 1 � f F City of ��Wheat]�id�e COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 2Wh Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 NOTICE TO MINERAL ESTATE OWNERS APPLICANTS: You must submit this completed form to the Community Development Department no later than ten (t 0) days before the public hearing on your application. Failure to complete and submit this Certification of Notice shall constitute sufficient grounds to reschedule your public hearing. I, , as of/with (Print name) (Position/Job Title) (Entity applying for permit/approval) (hereinafter, referred to as the "Applicant"), do hereby certify that notice of the application for set for public hearing on (Describe type of application) 20 , has been sent to all mineral estate owners at least thirty (30) days before the public hearing, as required by § 24-65.5-103(1), C.R.S., or, in the alternative, that the records of the Jefferson County Clerk and Recorder do not identify any mineral estate owners of any portion of the property subject to the above referenced application. xCheck here if there are no mineral estate owners of any portion of the subject property. I hereby further certify that I am authorized by the Applicant to make representations contained herein and act as the Applicant's agent for purposes of this Certificate of Notice and bind the Applicant to these representations by my signature below. Dated this 'L49- qday of N ST. i ---% BWS ST VITY MA 1'=1000' NOM28 FO A CORNER SECTION QUAIL CREEK ESTATES " 28 FOUND 3.25' MASS CAP M REC IN RAND BOX PER A TRACT OF LAND LOCATED IN THE NW 14 OF SEC71ON 28, T3S, R69W, STH P.M. NON REC DATED 9-14-11 (TINY OF WHEAT RID. E DAMN CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO NORTH= PANT NO. 153.9 SHEET 1 OF 1 NORTH=705737.48 LAT. 39'48'09.3304' EAST -107869.85 LONG. 105'07'0&W9Y ELEV.-5402.08 Q V CENTER Y CORNER SECTION 28 FWND 3.25' BRASS CAP 1 -'0 = 3D FEET EAST LINE OF THE NW 1/4 OF SECTION 28 LS 24962 IN RANGE BOX PER N0018'48'W 2857.35' .. - .. - - .. - .. - .. _ .. - .. - .. - . _ MON REG DATED 5-5-06 LOT 2B I LOT 20 1 1.50' RIGHT-OF-WAY HEREBY DEDICATED BY uJ• L `� THIS PLAT. 1.790 S.F. -1 I- __----UTLITY AND I I EXISTING I EASEMENT TYP) AGE tI 10' CAS ESMT� gAjl RN 76787571 i 10DRNG. ESML i7Ti I I RN 76787571 CITY OF WHEAT RIDGE DATUM RMUSCIW90N LF TRACT 2D BROOKSIDE B 23 P 41 BY "I L J HERE THISPLAT z �_ I CONTROL POINT NO. 16309 rc 22 NORTH 7030010.17 LOT 30 LOT 31 RIA ZONING LOT 32 LOOT 33 LRT I LAT. 39'46'428801' $ it EAST=707884.18 LONG 105'0i421328' EXISTING I ro FLEV. 5461.94 BOUNDARY INE S 15.6 � - "- - a1.L�10.67 26'05'W LOT 1 39' AEMENT UNE: f < I _ A --89'1Y G f gppLEW00D KNOLLS EI( � �r _ 1O.00`'36' a R=10.DD' � RN 6827080: 5DF ROW 1.50' RIGHT-OF-WAY J1 ^I HEREBY DEDICATED BY THIS PLAT. 1,78D S.F. `� VACATED BY THIS PLAT o -1 I- __----UTLITY AND I I EXISTING I EASEMENT TYP) AGE tI 10' CAS ESMT� gAjl RN 76787571 i 10DRNG. ESML i7Ti I I RN 76787571 LOT 2 I LOT 3 I LOT 4 On! -A 15,052 S.F. 16,171 S.F./ I 16,160 S.F. Qr c I 037 2 ACRES 0 3710 ACRES Q �'� m � P=RO BSRON CORNER AS OF9008ED 4 m + BY "I L J HERE THISPLAT I SECTION LTi - .. - .. - LOT WE 1 � 3 QJALSFREET ;ni 80' ROW / I I /` - I EXISTING I ro � BOUNDARY INE S - "- �g RN 75787571 AEMENT UNE: f < I _ , _ I/ ` 'r 100 FLOODWAY (POOR DOC.) I _ +r• E CUSAYYLINE ----- - RN 80023784 HEREBY I J1 ^I LOT 1 VACATED BY THIS PLAT o LOT 2 I LOT 3 I LOT 4 On! -A 15,052 S.F. 16,171 S.F./ I 16,160 S.F. Qr c I 037 2 ACRES 0 3710 ACRES Q �'� m � P=RO BSRON CORNER AS OF9008ED 4 m + ---- 1 __-----_ ---- -_- T I 30.321 S.F.LOT 0.6961 ACRES 1 � 3 QJALSFREET ;ni 80' ROW / I I /` - I EXISTING I ro � SEI 12110. 4 IEBAR TART HIRE 10' GAS ESMT I I I - "- RN 75787571 f < I _ , _ I/ ` 'r 100 FLOODWAY (POOR DOC.) I _ +r• pLASI1C CAp r 36781 RN 80023784 HEREBY I J1 ^I VACATED BY THIS PLAT o 'mw�i 22' 4D' LOT 2 I LOT 3 I LOT 4 On! -A 15,052 S.F. 16,171 S.F./ I 16,160 S.F. Qr c I 037 2 ACRES 0 3710 ACRES Q �'� m � P=RO BSRON CORNER AS OF9008ED 4 m + 5 UTILITY AND ��0 �y 30.321 S.F.LOT 0.6961 ACRES I 0.3456 ACRES i I / I I /` - I ma w I ro BLOCK i 24 APPLEWOOD SEI 12110. 4 IEBAR TART HIRE N00'30'S7"W 80.43' , _ I/ ` y, =Ia KNOLLS SEC LOT UNE pLASI1C CAp r 36781 J1 /I _ _ RN201209540PLS AS DESCIIMD m . LOT LINES HEREBY CREATED BY THIS PIAT (TYP) I i A� N 1 MD A �RN 80023704 ��Jr 100 FLOODWAY (POOR DOC.) HEREBY VACATED BY 1H15 PLAT 5.50' RIGHT-OF-WAY HEREBY DEDICATED BY db r PARCEL rc m 0.46791ACRES - _ L_ - - - - - - - i I- - - - i - - J -1 UDLItt AND DRAI;OAGE EAS4.M�T (1� THIS PLAT. 1,780 S.F. 0.0408 NAME SQUARE FEETr0.3456 x� 100 FLOODWAY CONTAINED 10 UIRRTY AND DRAINAGE EASEMENT 107,6(1' 10 ACRES LOT 1 30 321 Z WITHIN TRACT A 149.99' 100.00 LOT 2 15052 LOT 3 16177 - -__-__ __-__-__-__-__� NOD'30'5 --484.90' -__-_ __ - TRNIACT A 100 FLOODWAY LEV'1V TRACT AAINEO i 22' 4D' LOT 4 16160 TRACT A 201" / - - - --------------------- --- 567 54, - - -S - -- - - - - - --__ 1 2200' POINT OF COMMENCEAENT 0.4619 RIGHT-OF-WAY 1780 0.0406 FOUND 1.5" TOTAL SITE 99.605 22866 YELLOW CAP amumimusaw PLS 34580 K WFANI LffAN1A MNRT AND OIYEL E BAONART. SED 1E MMM OF REL PROPERTY CONTAINING LM AGER DESCRIBES AS FWLM TOT 0. APKMW WIML26 12TH FILM COWRY OF MRABIAL STATE OF CIMCRA00, CUM THE NORTH 200 FEET THEREOF, AID NCUUM THAT PARCEL ADJACENT TO LOOT B AS VACATED BY THE 001ANCE IBM= OCI08£R 1, 1993 SEDER RECFP'9011 N& OMOM72 AND NNE PMBLIRARLY Di1CRMD AS RUM A PARCEL OF LAD N THE Nom OIE4w N sam 2M mmr 3 swn RANGE m sm OF THE BM PRINCIPAL MEI DIN. =EOM As I= sm OF 11E AND AT IE swwmr cma OF THE WLOOW D®OBD PROPERTY AND TIE NORTH 18 FEET OF THE SOLIDI 40 FEET OF SAID, NNE CNE -HALF OF SEC= 25 BOUOFD 01 11E EAU NO VEST BY THE NNOLNgA1q! TOM SOUTH W THE EAST A D SEBT IBES OF THAT PR�FRIY OESfA�D N TIE INSTRUMENT RI I I II" MARCH 26, TBA SEDER RECEP110N N0. 79MOM N ITE WFIOAL BEDOEDS OF CONN OF ,ERTEN9N6 STATE OF COLORADO, F7CEEPT THAT PORTION OF SAD PARCEL LMC SOUTHEAST OF A LIN ODICIED As STANNG AT A PONT RICH B 10 F19T_T NORTH OF THE PSIMMMN OF THE SAD PROL MATRON OF TIE EAST LRE W SAD PROPERTY AO 1NE SWM LINE W SAID AND D R MNp SOISaLY UT ISES10 A PIMNEON TS 10 FEET TEST OF SAD NTIE SEC1pN• TENS AND BONDS =ai11GR OF PMYOED DE90N11Nk A PARED. CIF LAID BEI NS A PO RM01 WF LOT R APPIENOM DINT.$ 121H RNC A SUBDIVISION RECORDED AT RECEPI N0, 70707571 AID A WGITEB PARCEL OF LAID RECORDED AT RECEPTION NIC. 93ISM72 OW LOCATED N BE IDRRIIEST 1/4 OF MKI N 20. lONN9i 3 SCRUM ANCE 09 MEST� BOTH PRINCIPAL LEDDWA CITY OF TI EAT RDW: CON NOF ,EFERSON, SACN IE CP ARADD MOM PARTICULARLY It AS BASS CF SEAIWN03 BEARDS ARE BASED N INE SUIT URE OF DE NORTHWEST 1/4 OF S•LTON 25 1EING N MOW E AD MCNAEIIED AS FNILOOMS -VES 1/4 CO SECTION 216 =4 A FOND 3-1/4' BA SS CAP N RANGE BOX LS 20M PFIt ZION NEO DAT. 5-5-00. DETER 1/4 MMER 1601 21L SENC A FWNA 3-1/4' BOSS CAP N RAW BNL LS 240OC6 PER NON RSC SATED 5 -5 -OB. COMMI NCI NGAT MOST 1/4 CWMER OF SECTION 21. TIEIICE N 8111011T E ALONG 11E SOON LM OF TE NONHRtEST 1/4 OF SAID MM ED A DBAME W 114EW FM7 TENS N 003VBY W A DISTANCE OF 220. FEET 10 THE MAEAST CODER W LOT 1, AFPILIOA BAPIBT Wllml SUBWAM A SUBDIVISION RFDODED AT RE10EIRRO1 N0. 20011114MI AM THE PONT UP BMW= VIE NE N 007787' W ALONG 1E EMERILY LINE W SAD LOT 1. APPSEM CID ENW ST CI1AN =MOM A BSTANCE OF 08306 FEET 10 THE s0 "EST OOBEV OF TRACT F. OVAL HOLLOW RUMMK A =DIVISION REOOFIOED AT RECEPTOR N0. 2N409=t mm N Ii RSO' E AOM TIE SONEELY LIE OF SAID TRACT E A OSTANE OF MM FEET TO A MVM N INE V6' MY BNT-0F-VAT 1.1E W MAP I WINE S 0727'42 E AMONG SAD 11LRIELY RRtIT-OFNAY IEE A DISTNNE ff 6ED B0 FEET 70 TE NW E48T C00Et OF SAID, VACATED PARCEL CF LAO W2AID I AT WEPTION NIL 931551770 THENCE AND SAD VACATED PARCEL OF LANG RECORDED AT WW7�IION NR W=817211E FNLOMO TWO, M CWRRSM tj S 44R1bY W A BSTA CE W 14.17 FEET, S 891932 W A =STANCE W IOL78 FEET TO TIE FAR OF BEGNBN AM AN AREA W 10.805 SF. GR 22888 ACRES MOM OR LESS. BAYS LAD Nr SAMRI D NO PLATM SAO LAO AS PER THE CROW HEREON OO TAI SO NA LOIS ANO TRACTS OW 1E NATE ANO SME CF GRN. C7®C LYDIIQ, A S AWOM W A PAR OF BE CITY CF NEAT RIDGE, COUM= AO BY TIM PRESENTS OD DEDICATE TO TE CITY OF wim RDGE AD THE PUBIC 110E POR w OF REAL PROPERTY BONN As RpH-w-WLY, AND DO RRIIEA BOUT TO 1 E CITY OF WENT RARE AND 1HOBE MUNICIPALLY ONE. ANOOOIOR MINIMALLY FIANCIISED U1111ER AID SERVOS THOSE PORIDNS CF REAL PROPERTY SHORN AS EASEMENTS FOR THE CONISMICROK /,TA ATIO, OPERATN4 MAINTERAIM REPAIR AM RULCOM PON ALL SEIRMICES. 10 06 AN BUT 0 Wt LIMITED To MMM ANC amNRC S. WA71R N SAMMA LMY R$ NYDRAIM SNORNA�R1TFSESTENS AID PIPES, Ni1ENTION PONOE� SIREEE IIGHTSSAAM ALL TFFMY IEELV A ORIENT ANA MANY L BA NW - STATE OF NAM COUNTY OF JORIE SIO N ED IE MUM INSTRUMENT WAS ACIDIOIWID® BEFORE ME 1115 AMY W AA 20- BY WINES MY RAD AND WFKM SEA. MY COMMISSION EPIRM EXISTING 10'' UTILITY ESMT RN 76787571 LOT 1 APPLEN CID BAPTIST CHURCH SUBDIVISION RN 2CM426M DANIEL L BARN HART R-1 ZONING STATE GR COLGRADO ss cam OF AFFEBOM THF FOREODING NSNIREIR WAS AOODNFDO® BEFORE LE TNS -CAT OF AL 20_ BY %ONUS NY ANN) AND WFITLAL SEA. YY OOYSBWI LT'- wo NOLm r1E1lC I, CINISSFN4ER N. MrELWM DO MFM COFY TAT THE SIDNEY W THE MUNI OF Oft W= ESTATES 1111118 MADE BY ME GR HMA MY DIRECT SIPENMSION AND TO IE REST OF MY 010111D6>f: NFWMATOM AND BLEW, N AX701DANCE NM ALL APPNCABE OOLGRADD STATUTE$ CUNBR RLMSED ED11 AS ATONED. THE AOOO FANVNO PLAT ACCURATELY IEPIEETIS SAN SURVEY. Oi6SIRI ER L MCELVAN, PLS 301161, FOR AND N BEHAF OF 9NYEY301 LLC APP - DAY W BY TIE CITY W NEAT ISLE. ATTEST CITY WE IC MAVGR OOIMMFY MVEL DPIEIT DIEM oIEC1DR OF PINK MONS AEO5111MERM FOR APPRWM IM DAY OF BY 1E NEAT RDA PLANINS OOBM9=L CHAF59M FOR REICOROW N 11E =ECF OF 201SE7 MARTY WEB AND RECODER OF JEIMSOM COIN1Y AT OWDO DEL COLORA .MESON CONN =ERN AND RECWOBR Br mm mm POINT OF BEGINNING N0030'57W WEST A COMER SECTION 28 FOUND 1.5" Y£LLOW wI FOUND IV BRASS CAP LS CAP, PLS 34580 I 1� m 24962 IN RANGE BOX PER A; a MON REC DATED 5-5-D5 z CITY OF WHEAT RIDGE DATUM CONTROL POINT N0. NORTH -703049.56 LAT. AT. 3 39'45'42.860 .'2 EAST=105260.72 LONG. 1051421: ELEV. 5454.70 1) AIMMM TO MGM LAN YOU MST COMMENCE ANY LOCAL ACTION SAM LPN ANY DESLTT N IN sURNEY 6111TH TFNEE RAMS AFTER M FAST DESCRIES SUCH OITECF. N NO EVENT MAY AMY AM BASED UPON ANY DEFECT IME C=RENLEI MORE 1NAN 10 YEARS FROM 1E DATE W TME SURWIGIfB 11R1E1CAM SHOWN HIM 2) PER O=ARA00 8111 191 STATUTES SEG 3B -M-100 (L) ALL LINEAL NMB DGWRED ON THIS PUT AE U.S. SAM FEET. NNE METER EMS �0.3T =yE® Bs 81AYEY FLIT A700TNA0 10 THE NATIONAL N6ITWTE OF STANDARDS AND TCIMDLM. 3) YPOISON TWO 99IIEDFYDRYPI�9/�ANT �TE $T NTE 18 ANY PUB IDI = �Y MNRAEM LAD SLNYEY NRI DOW MONUMENT OR ACO�OLY ON 4 OM W BE MM MANSIONS ARE BASED ON INE ASB MPICH TAT THE SOUTH LEE OF 1E NN IMMES'T MARTEN W SM= 2B SEARS S N 8W11$T W BEN EEF MMDIENIS AS SHOW MRN THIS PLAT BETWEEN CITY OF NEAT RDA CONTROL PARIS 10301 AND 10700. U) OWRBAN 1111E AGE CT, LL.0 FILE NIL 5717-401180 . UFEC11YE DAZE BASIC AT 7100 AAl WAS NIEELY FETED UPON FOR BROODED LNOBS••NF-NAT, FA41011S AND MINBRANCES N 11E PIEPAPA110N OF 10 SURVEY, OINEBHP 116E EYDBIPE GR ANY OM FACTS THAT AN ACCIU ATEIE AND CURRENT INTEINLE OSS 7) ALL NOT O=MEN MONUMENTS NAL BE SET PER COLORA00 SATE SATUIE 36-51-1011, 0) THE ADDEND PAR ==ME E DATA BICNN HEWN RIAS ®N DOW FROM 1E HAD 9 HAM STATE PLAE COLOAW MORAL WS 0809 CO=NNATE SYSTEIL NO HAS A lIABNTAL ACCURACY W SSFICATIN OF OX U.S. SURVEY FEET AT I IX CONnBERM 011. AS DEFT® N INE MWAIAL PORION" ACOBACY ST R4= OF ITE FEDERAL WHAM CION11M ROMMM VMC-SID-AT2t11S0j. 0) 1115 PUT S N THE CITY OF NEAT RDOE %MER CITY DARIM , DEFIED AS F01OO L THE CURRENT CITY DAIIM COODNAIE SYSEM t= S A GROUND-BASED MOOFID FONT OF THE WM / 92 STATE RAE ODOR@LAN MMM pOa= CIENINAL ZONE OWL B. WMA DAM USED S THE NOON AMERICAN MNnCAL DAVM OF 1980 (RAVE So G GROUND, 10 9Bo =00 SALE FACTO S UM4780M MM FROM BASE PAR PHA= 1 PERMANENT TIN AOOMN.Y CGRWa PAR /) BAVNO 1 FTALDNNS NA00.T / 92 STATE TINE COGRNAIM PHAD NORTHING 1701=756 EASM 3118917.88. EUIMTGR 1471.89. 10) TRACT A S HIM DOM1010 INE Oft CF= ESTATES IDMEDMNES AMM70 FDR LNOS'API10. MM AO DRAINAM SPEY= BPRCAEMEO S BE OETED U BY TIE DEYEEDER AID STAFF. A ORANAFE EASIER OVEt THE ERLTIER OF TRACT A S HEREBY CANED BY T6 PUT 70 THE CITY OF Ni M E 1E 100 YEAR ROWWNY S INANELY COWAMED WITHIN 7tACT A. 11) FIVE PDCI (9) NDE EASEMENTS ARE HEREBY GRANTED N PRIVATE PROPERTY ADJNOM W ALL PUBIC SBFEIS AND SOLE LOT LEES OF EACH LCAT N THE SSWWSOI GR PUTTED AREAL TEN FMR CITY, VEE EA5EER5 AAE HEREBY GRANTED N PRIVATE PROPERTY N ALL REAR LOT LIES W EACH LAT N WE SUBDIVISION GR��LFOR�FDIMAINTIMANIF. AND REPLACEMENT W Ef NOAK AHDMEDMWAMM F RWS�ALSO EPEN NU MY EASEMM AND PRIMIN THE UNWON, PERMANENT SMICIREB NO NATER LEES SIAL NOT BE PEWITIED WM SAD U1L11Y EA':EMSOM LOESS oBEHISE ETOWL 12) PROPERTY S DTI® IFSDBOIUIL-=E QM) LAND SURVEYING L"M DEL A11bA DATE: 9-22-17 - LLC SCALE: 1' 20 111 0.4619 RIGHT-OF-WAY 1.7W 0.0408 FOUND 1.5' TOTAL SITE 99,605 22866 PLS 34580 ME. TETANY MMA MMM AND DAMNL E SNOHMIT, BRIO THE OMa" OF REAL PROPERTY COIEMNN I= ADNES BES AS mWAS, LOT 0, APPIPNOOD OIOU 112TH FILM CUM O ,E7}TRSIX SPATE OF 40LOIADQ EECFPT TLE I CUTIN 200 FEET TIQEDF AD NIO7NND THAT PARCEL AOJACER 10 LOT 6 AS VACATED BY 4E OiENNICE FAMM D OCT011R 1, 1993 LAMER REQP7OI N0. 63156172 AND MOM AWROSAI6.Y BESCIMD AS FIOLUCM A PARCEL W LANE N TiE NORTH ONE -MY OF SECiIOI 21L TOMOW 3 ON K RANCE 00 IM W TEE STN PRINCIPAL MUML DESCRW AS LVI N0 SOUTH OF DE ARC AT 7E SOS141EA41' COTTER O II E DOW CFDOZffD PROPERTY AND iNE NORTH 15 FEET O TIE SOUTH 40 FEET OF SAID, NMM ONE -HARP OF SEC'110N 25 OMM O THE EAST AND 11F_TTT BY THE PWAMI 31 10 7E SOUBI OF THE EAST AND MSF UES OF THAT PROPFMY DESCRMD N THE IBM MR AMMM MARCH 2% 1971 U CIR RECFPIUN N& 76046042 N 7E CFFTCIAN" REDORDS OF CO NI Y OF MEPN. STATE OF COSRADq MICMT iIIAT PORIIOI WSW PARCEL LWN SOUL UN OFA FSE DE9WMD AS SNRNF6 ATA POM III 13 10 FEET NOF1H OF 7E KMOMM OF THE SAD NROONOITA31 OF 7E EAST UE OF SAD PRO ERIV AND THE SOUTH LIME W SAID PARCEL AND RIMIIO SOPSFESIE ILY 70 A PONT UM 610 FEET ISM O SAD MUMCM METES MID SOM DFSCRIP. N OF PNOMM OESCRIII A PARCEL OF LAD 11310 A PORTION OF LOT S. APFLENOOD KNOLLS, ION FILM A SILMMm REX 0E3 AT RMnm NO, 76757371 10 A MM9ITED PANED OF L40 NOOOLOBf AT ROCBnM NO. 11131551172® MATED N THE PHOT nM 1/4 OF SECRICI1 24 TO INSI P 3 SCUT RAUSE 00 UK OF THE SKIN PRINCIPAL NERDIAN, CITY OF WHEAT R= COUNTY OF JNIE SCK STAB: OF COLORAC) HONE PARNONARLY BASS OF BF1M10S ffAMCS ARE BASED ON THE SOOIN UTE OF TIE NORRINST 1/4 OF SEC11O1 261110 N 50TOV E AND MON MEWED AS FOLLOWS: -MST 1/4 CODER SFP:IIION ®O A FOINO 3-1/4•' ERASE CAP N RAKE BOL LGL 2400$ PFR YDN NEC OATm 5 -5 -OL -DRIER 1/4 00111ER BECIION 26 BE116 A FOIIO 3-1/4 BRA4S CAP N RAl1iE BOC IS 2460L PER YON RSC DAZED 5.3-05. OLLER70AT NFSY 1/4 CMBt W SEC11CI1 2I 1FERE N M7653' E NANO TIE Si0U11 ISE /TF lE NORiFIWBSf 1/4 OF SAD SL] 1111 m A OL4d11(E W 114764 FEET, 7FE10: N 003031' r A [1SCN0E W 2i 0D P1E'T TO 761E !OUREA9T CCIIEIR a• LOT 1. APPItr00D sAPDBT CINDOI SmIM'AOL A 91BOM9CH RmONm AT REPIDN N0. 2006144621 NO lE POOR OF BEL70I0 TELE N o0365T r ADM 7E EASIELY TIE ff SAID EDT 1, APPIE600D ENPRST OLNIRCH 9UBOM9QL A OWAICE M 56306 FEET 10 TIE 90UP3f INLMm OF TRACT E, TUE FICIL06 SOMOMSgK A SII901MSICH RECOLIm AT REIEPIIOI N0. 2N409550P, 71EIE M ■7001' E NOD lE SOLIIFEALY TIE ff SAD 1RAW E A DISTANE d' 177.25 FEET 10 A POM ON THE N3mLY rm-OF-my TIE OF IML STAEEIL TFERCE S 0027'43' E ALONG SAID 1E9MRLY NMR-W-4YAY WE A OWM M W SUM FEET 70 THE NOR IEASF CORNER OF BAD VACATED PRICE. OF LMD RFD00 AT FAMIDOI N0. 931561721 111111 AZOIC SAD VACATED PAROL CF LAW IIECODED AT 111iP11CH N0. 93158172 BE FOLLOWING = M =IBM 1) S 44WW WA OISNILE OF 14,17 FEEL; 2) S 58'1916,! r A OWAHM W 1OL75 FEET 10 DE P00R W BE7a M 0CHTA0N0 AN AEA W O%M SF. GR 22898 ADO MOIRE OR LESS RAYS IAD OUT. 9MRW AN PLATO SAD LAD AS PER THE DRAMIO MM CORNED KIND LOIS AO INACIS ODER TE NAME A0 SME O GAL OM MAAiM A MMWM W A PART OF iE CITY W MrAT 16110E COLORADO AND M THEN RESENTS DO DMICATE 10 7E QTY OF TEAT RDE AND lE ROM WE PORTIONS O REAL PROPERTY SIM AS OW -CF -MY. AND DO FORRET DEOICAT TO IE CITY OF OUT ME AND THOSE YIIICIPALLY O ND MUNICIPALLY FRA0ICNSED MM AND SEIrCFS THOSE PORI IQIS OF REAL PROPERTY SHOWN AS E43BEM FOR THE CONSTRUCTION, INSTALLATION, OPERATION, YANYBUNCL HEPAR AND REPLACEMENT FOR ALL BMW= 116 INCLINES Ort O NOT WEED 70 M04M ANN ELDCERC INM OAS LEE$ MAiM NO SANITARY MINER LIES HYDRANTS; SIQNEATLR MEMS AND FPR CIENSIiION PODS STREET ILMM ANO ALL APPURIDERANCES iMERIEM IWANY LSEAM GSIERT AOA iBFANY L FIABLNIART STATE OF CQARADD 6 COUNTY O ,EFFERSC1 TIE FORM= NSIRIER WAS ACMNFDOW BMW M lMS SAY OF AD. 20_ BY TRESS YY HAND AND OFI IAL SEA. YY CCIYSSMN E7 M IDTARI' PL9jC EXISITING 10' UTILITY - ESMT RN 76787571 LOT 1 APPLENOOD BAPTIST CFAIRCH SUBDIVISION RN 20081425M OMEl E SAANRART 31-1 ZONING STATE OF COLORADO SS COUNTY OF AVERSO1 1HE FOREGOING EGOMO NSR65ENT 08 AC NONEDED BMW IE THIS SAT OF AA 20_ B1f HITLESS YY TWD AND OFFICAN" SEAL NY CMGI MON OHM NOTARY PUBLIC ammucLamillmx L ONSMM K MAWM DO MOST CMff THAT 7E MEM OF iM BOUNDARY OF QUAL NEER ESTATES 08 ME SY E M ODER MY CECT MFm AND 7011E BST OF MY 10NRmC1: WGMTM AND MW. N ACCO OANM TITIN ALL APRLNBLE COLORADO MATURE$ C106EIT MY= MM AS ATONED. TE ACOO rM= PLAT ACCIUAw FeBEE Om SAD SURVEY. CHRODIVI IER K MC£LWSL PLS MM. FOR AID ON BOW CF SR1tY303, LLC DAY OF BY TE CITY OF MEAT ICM ATTEST CITY cm MAYOR COMMUNITY OEELOPME T 09EC1O1 tLIEDHCH OF PUBLIC M166 POINT OF BEGINMNG N0070'57W WEST Y4 CORNER SECTION 28 FOUND 1.5" YELLOW I �I" FOUND 3.25' BRASS CAP LS CAP, PLS 34580 24962 IN RANG BOX PER MON REC DATED 5-5-•06 i = CITY OF WHEAT RIDGE DAMN CONTROL POINT 610. NORTH 703049.56 LAT. AT. 3 39'45'42860 EASTZ9250.72 LONG 105'01 l� ELEV. 5454.70 1) AC000 TO COLORADO LAW YOU MUST CMB a ANY IEBAL ACTION BM UPON ANY BMW N 705 SURVEY NMRNN TIMIT I CARS AFTER YOI FRSE DBMS SUCH BUM. N NO EVENT MAY ANY ACNN RA9D UPON ANY OF ECT SE CODE® MORE TOUR TEN YEARS FROM THE DATE OF THE SAI"" i6 CERi MIE SHOW MOM BPER OOIDRADO REVISED STATUTES SEC. 35-61-106 (U ALL DEAL LNOTS WWlElD ON THS PIAT AM NS. SUWAY FEEI ONE INTER EOMOS 3637 OVNED L SURVEY FiiT ACMEM TO 7HE NA70NA. 0 mnm W STAIDMDS AID iEO0NLM. 3) ANY PEL9O1 M1) KNOWINGLY RDVJM ALTERS OR DEFACES ANY KEW WD SKYEY MIMOOff. TAD SURVEY BOUNDARY MOMENT OR AOCES9ORY COY A CLASS TM M MSOIEAINOR PURSUANT 10 STATE STAiM 1FT4-SOS, IMS. 4) SASS OF BEAM M MMM ARE BASED ON THE A=Wr M THAT TIE SOUTH ISE O iM NRROM WARiER OF ST C1 = 2S SEARS S N MOW r ETREEN YCINMM AS MM MRNI THIS PIAT E1MiD QTY OF MEAT MSE CONTROL POINTS 15300 AND ROM F0) WADIS IN EDC Elff. L D FI THE PRPARAIDDIFILE NO. 7-10004A IEN OF �YDAM BASIC AT 7101) AIL US 11111111I Ron WON FOR RIOOIEl RCONS-OFM1Y, CRE7 IIIIE5) SUIRVEV= EEI � ON ANY FWK NO � IMT Al ACCURATE AND CUR ff WILEE SE YIIA DISMOSE ALL IDT COOED OMMO IS SHALL HE ETT PER COLORADO STATE SIMMIE 36-51-105, 8) THE CIEDDOC PONT C UMM DATA SHOWN IEE11 HAS BEm OEIOYED FROM THE HAD 83 MAIN STATE RAZE COURAM CNI RA. FPS 00 C MMII 96110, AND R44 A Nff=UAL ACCURACY OAS*ICA70 OF 007 LRCS PAM FEET AT ON CON MM MS. AS DOM N 1HE ODVATIAL PMTIOMW ACCURACY STANDARDS O THE FIDFRA MWIC CONRII WW=KTEE VOD"ID- 1.2 -THIS), 6) THIS PUTT IS ON TFE CITY OF MEAT REO 'CROBNR QTY DA7UP, DEFIED AS iU UM A TIE C Mff CRY DAM COMNAiE SYSTEM USED 6 A 0C0aSASO MODIFIED FUM OF THE NAM 102 STATE PIAS COADEMAX SWSELL DCON31 VERTICAL III USED O THE NORTH AMERICAN MOCAL DAIUM OF 7000 (NAND SES) C. GROUND TO OW MMM SOME FACICR 0 UM47MM SCAID FROM DAB PONT RNC 1 PIAMNT TNN ACCURACY OODRC. PONT p) HANG 71 FOLOWNO NAOSO / 02 STALE PLAE OOOROIAIESI RUC NIOEONO 170=796 EASTM 31111117'.,0, ELEWA71CH 591AM 10) M&CT A 8 HEREBY OWAIM 10 1E,UAL C EEC E3TAM NUMEDMFRB ASSOCIATION FOR LANDSCARK ACCESS AND OANIAM MUM E Pwm0m,, SE CE D IRrED SF INE EMAPER AND STAFF. A DRAINAGE EA9]EIR OVER BE BfWff O TRACT A N HOW GRANTED BY IM PUTT 70 THE CIMY W M1 RLSY[NDED IRR APPSOVAL TM DAY W BY THE MEAT FmE FSAFNIC COMMISSION. RIDGE THE 100 TEAR FLOODWAY 0 BUNNY CONTAINED MUNI TRACT A. 11) FIVE POOT (9) WE DOE= ARE HERESY GRANTED ON PRIVATE PROPERTY ADLME7R TO AL PRINK BASSETS AND SDE EST ETES W EACH LOT N TE CHAIR�R9p1 TIIMM OR RATTED AREA. TIM FOOT (i9) MUSE FASEIEIiS ARE FERNY GRANTED ON F WATE PROPERTY ON ALL R LOT ARES OF EACH LOT N BE mLmm ma DRAINAGE AND 1EEOTO TIN ICA1100 PT UTYM AFFA. THESE E49ME ARE 9�LALSSC P M W ANY ACCESS EASEMENTS MO PRry TE S�SEE NATE SUNCY x POWWW SBSOIOES AM rAYER SEiM SOUL NOT E PERMIT® MSM $AD UTILITY EASiAEMIDS, UNLESS 011 MM SINAK ACCEPTED FOR NE OF JEFFERSON N 7E ORE 7 dCUMCmK 610 FECODEtJEFFJEFFERSONCUM]OOCAT GUM COLORADODD 12) PROPERW 3 TIED MMK-OE QM) AiFEOM COMY OAR AM RCOpt LAND SURVEYING YIM G& X= -M3 ala DATE: 9-22-17 Sr.ALF. 1' NORTH A CORNER SECTION 28 FOUND 3.25' 1RASS CAP QUAIL CREEK ESTATES " I '� iWl y j ' SECTION IEE LOT LINEc - G RANGE BOX PER N M RE ON REC DATED 9-14-11 A TRACT OF LAND LOCATED IN THE NW X OF SECTION 28, T3S. R69% 6TH P.M. rri - I CITY OF IIIIHEAT I DAT CONTROL POINT N0.115309 M NORTH= .48 LAT. 39'46'09.3304' EAST -107869.67869.65 - T CITY OF WHEAT RIDGE. COUNTY OF JEFFERSON. SHEET 1 OF STATE 1 OF COLORADO ?I I LONG 105TA'08.589Y LEY. 540208R M.=5401081 I VACATED BY THIS PLAT g SECT10N 28 FOUNCENM D 3.25'EBRASS CAP B LIE ELEMENT IUE�_ • � i� 1 6101 - RET EAST UNE OF THE NW 1/4 G SECTION 28 I LS 24962 IN RANG BOX PER 610.5061 Sf. LOT 3 LOT 4_ 1� \\\ . ' - . - - - - - - - - - - NOOTB'48'W 2657.35' - - - - RE'SUE111 90N OF TRACT 20 BROOK9DE - - - - NON REC DATED 5-5-06 - - ' ' - CITY OF WHEAT RIDGE DATUM Y2• CONTROL PIPIT 610. 16309 '" Q j= LOT 26 E,pT 29 LOT 30 B 23 P 41 RTA ZONING LOT 31 LOT 32 LOT 33 �T 1 - NORTH107 3 4.18 LAT.. 105.428801' m EAST=107884.18 ELEV.-501.94 LONG 105T)Y421328' PADET Ol: O n CD=54428'05'W 1 I LOT 1 5 UTILITY AND 30,321 S.F. I `ami" 16,171 S.F,/ 0.3712 ACAS `I I I 16,160 S.F. 0.3710 ACRES � LOT i N CD=14.12' 39' APPLEWODD KNOLLS EI1 A=894738" QUAL 9T. LOT 13 WAL ST. am $'�j- - - - - - _ R=1o.00' - N Q RN 6827080: Ill I I �� - - - - - - - - - - 1.50' RIGHT-OF-WAY - - -� - 50' ROW 1.50' RIGHT-OF-WAY HEREBY DEDICATED BY 1.50' H HEREBY DEDICATED BY THIS PLAT. 1.780 S.F. L 9 0.19 PLAT. 1,780 S.F. ACWFS N - o 1nl �I< a, Im sus RAIN DAP MOM I 0.99 ow -•1 f- _ NYT7:i i W A W 1 _ T TANG Ii00 a 43f7 / I n CQi /y,.■ p�� W RDW I a �' DRAINAGE I I I I EXISTING I I g€ LINE RN 201 0,95 P RN 201209540 PlS FOUND MONUMENT O--- ------ EXISTING �I 10' GAS ETRN 76787571 , .�\ EASEMENT (N _ 10' GAS ESMT I I I I RN 76787571 I I `6 .z VICINITY MAP �I I 1'=1000' -f z J I i 0' DRNG-ESMT RN 76787571 3I I 20 111 0.4619 RIGHT-OF-WAY 1.7W 0.0408 FOUND 1.5' TOTAL SITE 99,605 22866 PLS 34580 ME. TETANY MMA MMM AND DAMNL E SNOHMIT, BRIO THE OMa" OF REAL PROPERTY COIEMNN I= ADNES BES AS mWAS, LOT 0, APPIPNOOD OIOU 112TH FILM CUM O ,E7}TRSIX SPATE OF 40LOIADQ EECFPT TLE I CUTIN 200 FEET TIQEDF AD NIO7NND THAT PARCEL AOJACER 10 LOT 6 AS VACATED BY 4E OiENNICE FAMM D OCT011R 1, 1993 LAMER REQP7OI N0. 63156172 AND MOM AWROSAI6.Y BESCIMD AS FIOLUCM A PARCEL W LANE N TiE NORTH ONE -MY OF SECiIOI 21L TOMOW 3 ON K RANCE 00 IM W TEE STN PRINCIPAL MUML DESCRW AS LVI N0 SOUTH OF DE ARC AT 7E SOS141EA41' COTTER O II E DOW CFDOZffD PROPERTY AND iNE NORTH 15 FEET O TIE SOUTH 40 FEET OF SAID, NMM ONE -HARP OF SEC'110N 25 OMM O THE EAST AND 11F_TTT BY THE PWAMI 31 10 7E SOUBI OF THE EAST AND MSF UES OF THAT PROPFMY DESCRMD N THE IBM MR AMMM MARCH 2% 1971 U CIR RECFPIUN N& 76046042 N 7E CFFTCIAN" REDORDS OF CO NI Y OF MEPN. STATE OF COSRADq MICMT iIIAT PORIIOI WSW PARCEL LWN SOUL UN OFA FSE DE9WMD AS SNRNF6 ATA POM III 13 10 FEET NOF1H OF 7E KMOMM OF THE SAD NROONOITA31 OF 7E EAST UE OF SAD PRO ERIV AND THE SOUTH LIME W SAID PARCEL AND RIMIIO SOPSFESIE ILY 70 A PONT UM 610 FEET ISM O SAD MUMCM METES MID SOM DFSCRIP. N OF PNOMM OESCRIII A PARCEL OF LAD 11310 A PORTION OF LOT S. APFLENOOD KNOLLS, ION FILM A SILMMm REX 0E3 AT RMnm NO, 76757371 10 A MM9ITED PANED OF L40 NOOOLOBf AT ROCBnM NO. 11131551172® MATED N THE PHOT nM 1/4 OF SECRICI1 24 TO INSI P 3 SCUT RAUSE 00 UK OF THE SKIN PRINCIPAL NERDIAN, CITY OF WHEAT R= COUNTY OF JNIE SCK STAB: OF COLORAC) HONE PARNONARLY BASS OF BF1M10S ffAMCS ARE BASED ON THE SOOIN UTE OF TIE NORRINST 1/4 OF SEC11O1 261110 N 50TOV E AND MON MEWED AS FOLLOWS: -MST 1/4 CODER SFP:IIION ®O A FOINO 3-1/4•' ERASE CAP N RAKE BOL LGL 2400$ PFR YDN NEC OATm 5 -5 -OL -DRIER 1/4 00111ER BECIION 26 BE116 A FOIIO 3-1/4 BRA4S CAP N RAl1iE BOC IS 2460L PER YON RSC DAZED 5.3-05. OLLER70AT NFSY 1/4 CMBt W SEC11CI1 2I 1FERE N M7653' E NANO TIE Si0U11 ISE /TF lE NORiFIWBSf 1/4 OF SAD SL] 1111 m A OL4d11(E W 114764 FEET, 7FE10: N 003031' r A [1SCN0E W 2i 0D P1E'T TO 761E !OUREA9T CCIIEIR a• LOT 1. APPItr00D sAPDBT CINDOI SmIM'AOL A 91BOM9CH RmONm AT REPIDN N0. 2006144621 NO lE POOR OF BEL70I0 TELE N o0365T r ADM 7E EASIELY TIE ff SAID EDT 1, APPIE600D ENPRST OLNIRCH 9UBOM9QL A OWAICE M 56306 FEET 10 TIE 90UP3f INLMm OF TRACT E, TUE FICIL06 SOMOMSgK A SII901MSICH RECOLIm AT REIEPIIOI N0. 2N409550P, 71EIE M ■7001' E NOD lE SOLIIFEALY TIE ff SAD 1RAW E A DISTANE d' 177.25 FEET 10 A POM ON THE N3mLY rm-OF-my TIE OF IML STAEEIL TFERCE S 0027'43' E ALONG SAID 1E9MRLY NMR-W-4YAY WE A OWM M W SUM FEET 70 THE NOR IEASF CORNER OF BAD VACATED PRICE. OF LMD RFD00 AT FAMIDOI N0. 931561721 111111 AZOIC SAD VACATED PAROL CF LAW IIECODED AT 111iP11CH N0. 93158172 BE FOLLOWING = M =IBM 1) S 44WW WA OISNILE OF 14,17 FEEL; 2) S 58'1916,! r A OWAHM W 1OL75 FEET 10 DE P00R W BE7a M 0CHTA0N0 AN AEA W O%M SF. GR 22898 ADO MOIRE OR LESS RAYS IAD OUT. 9MRW AN PLATO SAD LAD AS PER THE DRAMIO MM CORNED KIND LOIS AO INACIS ODER TE NAME A0 SME O GAL OM MAAiM A MMWM W A PART OF iE CITY W MrAT 16110E COLORADO AND M THEN RESENTS DO DMICATE 10 7E QTY OF TEAT RDE AND lE ROM WE PORTIONS O REAL PROPERTY SIM AS OW -CF -MY. AND DO FORRET DEOICAT TO IE CITY OF OUT ME AND THOSE YIIICIPALLY O ND MUNICIPALLY FRA0ICNSED MM AND SEIrCFS THOSE PORI IQIS OF REAL PROPERTY SHOWN AS E43BEM FOR THE CONSTRUCTION, INSTALLATION, OPERATION, YANYBUNCL HEPAR AND REPLACEMENT FOR ALL BMW= 116 INCLINES Ort O NOT WEED 70 M04M ANN ELDCERC INM OAS LEE$ MAiM NO SANITARY MINER LIES HYDRANTS; SIQNEATLR MEMS AND FPR CIENSIiION PODS STREET ILMM ANO ALL APPURIDERANCES iMERIEM IWANY LSEAM GSIERT AOA iBFANY L FIABLNIART STATE OF CQARADD 6 COUNTY O ,EFFERSC1 TIE FORM= NSIRIER WAS ACMNFDOW BMW M lMS SAY OF AD. 20_ BY TRESS YY HAND AND OFI IAL SEA. YY CCIYSSMN E7 M IDTARI' PL9jC EXISITING 10' UTILITY - ESMT RN 76787571 LOT 1 APPLENOOD BAPTIST CFAIRCH SUBDIVISION RN 20081425M OMEl E SAANRART 31-1 ZONING STATE OF COLORADO SS COUNTY OF AVERSO1 1HE FOREGOING EGOMO NSR65ENT 08 AC NONEDED BMW IE THIS SAT OF AA 20_ B1f HITLESS YY TWD AND OFFICAN" SEAL NY CMGI MON OHM NOTARY PUBLIC ammucLamillmx L ONSMM K MAWM DO MOST CMff THAT 7E MEM OF iM BOUNDARY OF QUAL NEER ESTATES 08 ME SY E M ODER MY CECT MFm AND 7011E BST OF MY 10NRmC1: WGMTM AND MW. N ACCO OANM TITIN ALL APRLNBLE COLORADO MATURE$ C106EIT MY= MM AS ATONED. TE ACOO rM= PLAT ACCIUAw FeBEE Om SAD SURVEY. CHRODIVI IER K MC£LWSL PLS MM. FOR AID ON BOW CF SR1tY303, LLC DAY OF BY TE CITY OF MEAT ICM ATTEST CITY cm MAYOR COMMUNITY OEELOPME T 09EC1O1 tLIEDHCH OF PUBLIC M166 POINT OF BEGINMNG N0070'57W WEST Y4 CORNER SECTION 28 FOUND 1.5" YELLOW I �I" FOUND 3.25' BRASS CAP LS CAP, PLS 34580 24962 IN RANG BOX PER MON REC DATED 5-5-•06 i = CITY OF WHEAT RIDGE DAMN CONTROL POINT 610. NORTH 703049.56 LAT. AT. 3 39'45'42860 EASTZ9250.72 LONG 105'01 l� ELEV. 5454.70 1) AC000 TO COLORADO LAW YOU MUST CMB a ANY IEBAL ACTION BM UPON ANY BMW N 705 SURVEY NMRNN TIMIT I CARS AFTER YOI FRSE DBMS SUCH BUM. N NO EVENT MAY ANY ACNN RA9D UPON ANY OF ECT SE CODE® MORE TOUR TEN YEARS FROM THE DATE OF THE SAI"" i6 CERi MIE SHOW MOM BPER OOIDRADO REVISED STATUTES SEC. 35-61-106 (U ALL DEAL LNOTS WWlElD ON THS PIAT AM NS. SUWAY FEEI ONE INTER EOMOS 3637 OVNED L SURVEY FiiT ACMEM TO 7HE NA70NA. 0 mnm W STAIDMDS AID iEO0NLM. 3) ANY PEL9O1 M1) KNOWINGLY RDVJM ALTERS OR DEFACES ANY KEW WD SKYEY MIMOOff. TAD SURVEY BOUNDARY MOMENT OR AOCES9ORY COY A CLASS TM M MSOIEAINOR PURSUANT 10 STATE STAiM 1FT4-SOS, IMS. 4) SASS OF BEAM M MMM ARE BASED ON THE A=Wr M THAT TIE SOUTH ISE O iM NRROM WARiER OF ST C1 = 2S SEARS S N MOW r ETREEN YCINMM AS MM MRNI THIS PIAT E1MiD QTY OF MEAT MSE CONTROL POINTS 15300 AND ROM F0) WADIS IN EDC Elff. L D FI THE PRPARAIDDIFILE NO. 7-10004A IEN OF �YDAM BASIC AT 7101) AIL US 11111111I Ron WON FOR RIOOIEl RCONS-OFM1Y, CRE7 IIIIE5) SUIRVEV= EEI � ON ANY FWK NO � IMT Al ACCURATE AND CUR ff WILEE SE YIIA DISMOSE ALL IDT COOED OMMO IS SHALL HE ETT PER COLORADO STATE SIMMIE 36-51-105, 8) THE CIEDDOC PONT C UMM DATA SHOWN IEE11 HAS BEm OEIOYED FROM THE HAD 83 MAIN STATE RAZE COURAM CNI RA. FPS 00 C MMII 96110, AND R44 A Nff=UAL ACCURACY OAS*ICA70 OF 007 LRCS PAM FEET AT ON CON MM MS. AS DOM N 1HE ODVATIAL PMTIOMW ACCURACY STANDARDS O THE FIDFRA MWIC CONRII WW=KTEE VOD"ID- 1.2 -THIS), 6) THIS PUTT IS ON TFE CITY OF MEAT REO 'CROBNR QTY DA7UP, DEFIED AS iU UM A TIE C Mff CRY DAM COMNAiE SYSTEM USED 6 A 0C0aSASO MODIFIED FUM OF THE NAM 102 STATE PIAS COADEMAX SWSELL DCON31 VERTICAL III USED O THE NORTH AMERICAN MOCAL DAIUM OF 7000 (NAND SES) C. GROUND TO OW MMM SOME FACICR 0 UM47MM SCAID FROM DAB PONT RNC 1 PIAMNT TNN ACCURACY OODRC. PONT p) HANG 71 FOLOWNO NAOSO / 02 STALE PLAE OOOROIAIESI RUC NIOEONO 170=796 EASTM 31111117'.,0, ELEWA71CH 591AM 10) M&CT A 8 HEREBY OWAIM 10 1E,UAL C EEC E3TAM NUMEDMFRB ASSOCIATION FOR LANDSCARK ACCESS AND OANIAM MUM E Pwm0m,, SE CE D IRrED SF INE EMAPER AND STAFF. A DRAINAGE EA9]EIR OVER BE BfWff O TRACT A N HOW GRANTED BY IM PUTT 70 THE CIMY W M1 RLSY[NDED IRR APPSOVAL TM DAY W BY THE MEAT FmE FSAFNIC COMMISSION. RIDGE THE 100 TEAR FLOODWAY 0 BUNNY CONTAINED MUNI TRACT A. 11) FIVE POOT (9) WE DOE= ARE HERESY GRANTED ON PRIVATE PROPERTY ADLME7R TO AL PRINK BASSETS AND SDE EST ETES W EACH LOT N TE CHAIR�R9p1 TIIMM OR RATTED AREA. TIM FOOT (i9) MUSE FASEIEIiS ARE FERNY GRANTED ON F WATE PROPERTY ON ALL R LOT ARES OF EACH LOT N BE mLmm ma DRAINAGE AND 1EEOTO TIN ICA1100 PT UTYM AFFA. THESE E49ME ARE 9�LALSSC P M W ANY ACCESS EASEMENTS MO PRry TE S�SEE NATE SUNCY x POWWW SBSOIOES AM rAYER SEiM SOUL NOT E PERMIT® MSM $AD UTILITY EASiAEMIDS, UNLESS 011 MM SINAK ACCEPTED FOR NE OF JEFFERSON N 7E ORE 7 dCUMCmK 610 FECODEtJEFFJEFFERSONCUM]OOCAT GUM COLORADODD 12) PROPERW 3 TIED MMK-OE QM) AiFEOM COMY OAR AM RCOpt LAND SURVEYING YIM G& X= -M3 ala DATE: 9-22-17 Sr.ALF. 1' HEREBY VACATED BY awl LJ THIS PLAT I I I I '� iWl y j ' SECTION IEE LOT LINEc - _ rq 100 FLOODWAY (POOR DOC.) RN 80023784 HEREBY I g r.N .-I ?I I I I VACATED BY THIS PLAT g B LIE ELEMENT IUE�_ I I LOT 2 I LOT 3 LOT 4_ 22' 40' �& it � MURRAY LINE ------- 1 I LOT 1 5 UTILITY AND 30,321 S.F. I 15,052 S.F. 0.3456 ACRES I 16,171 S.F,/ 0.3712 ACAS `I I I 16,160 S.F. 0.3710 ACRES � m rc�.o LOT 13 CORNER BESQMD ��\ 0.6961 ACRES I I �� a BLOCK 24 SET N0. 4IEBAR 6100'305 W � I� F I / `\_, 1nl �I< a, Im APPLEWOOD KNOLLS SEC LOT RAIN DAP 4a �' � � wi' LINE RN 201 0,95 P RN 201209540 PlS FOUND MONUMENT O--- ------ I �I I -f z J AS IT \�---�--- LOT LINES HEREBY CREATED � 100 FLOODWAY (POOR DOC.) BY THIS PLAT (TTP) Tf�i1V 1 A �RN 80023784 HEREBY VACATED BY THIS PLAT `ri I I I I I I 5.50' RIGHT-OF-WAY DEDICATED BY RAID DATy THIN/ 20,121 S.F. 0,7` 0.4619 ACRES �s L - - - - - - - J L - - - - -'- - J EASEMENT (TVP J _HEREBY THIS PLAT. 1,780 S.F. P-IP.^.EL NATAL SpLuaRE FEET ACRES xI -' - 100 FLOODWAY CONTAINED 10 U11UTY AND DRAINAG EASEMENT TTP 00' �/ 1 .00" 10 URJTY AND DRAINAGE 10 .50' 0.0408 ACRES LOT 1 LOT 2 3U.321 15052 0.6961 0,3456 WITHIN TRACT A 149 go 10 N00'30'STW 484.99' - _�-- Tpw/�►T A100 FLOODWAY CONTAINED LOT 3 16171 0.3712 _ _. ___-__ _ _-__-__-__ __-__-__-__-__-__-__-___ -__ - ----- B iV'1A.1 WITHIN TRACT A 22' 40' Lara TRACT A 1e160 0.3710 '� --- --- - - - - - - - - - - - - - - - - - - ------------30,12TST-----------^- 557 66' 2200' POINT OF COMMENCEMENT 20 111 0.4619 RIGHT-OF-WAY 1.7W 0.0408 FOUND 1.5' TOTAL SITE 99,605 22866 PLS 34580 ME. TETANY MMA MMM AND DAMNL E SNOHMIT, BRIO THE OMa" OF REAL PROPERTY COIEMNN I= ADNES BES AS mWAS, LOT 0, APPIPNOOD OIOU 112TH FILM CUM O ,E7}TRSIX SPATE OF 40LOIADQ EECFPT TLE I CUTIN 200 FEET TIQEDF AD NIO7NND THAT PARCEL AOJACER 10 LOT 6 AS VACATED BY 4E OiENNICE FAMM D OCT011R 1, 1993 LAMER REQP7OI N0. 63156172 AND MOM AWROSAI6.Y BESCIMD AS FIOLUCM A PARCEL W LANE N TiE NORTH ONE -MY OF SECiIOI 21L TOMOW 3 ON K RANCE 00 IM W TEE STN PRINCIPAL MUML DESCRW AS LVI N0 SOUTH OF DE ARC AT 7E SOS141EA41' COTTER O II E DOW CFDOZffD PROPERTY AND iNE NORTH 15 FEET O TIE SOUTH 40 FEET OF SAID, NMM ONE -HARP OF SEC'110N 25 OMM O THE EAST AND 11F_TTT BY THE PWAMI 31 10 7E SOUBI OF THE EAST AND MSF UES OF THAT PROPFMY DESCRMD N THE IBM MR AMMM MARCH 2% 1971 U CIR RECFPIUN N& 76046042 N 7E CFFTCIAN" REDORDS OF CO NI Y OF MEPN. STATE OF COSRADq MICMT iIIAT PORIIOI WSW PARCEL LWN SOUL UN OFA FSE DE9WMD AS SNRNF6 ATA POM III 13 10 FEET NOF1H OF 7E KMOMM OF THE SAD NROONOITA31 OF 7E EAST UE OF SAD PRO ERIV AND THE SOUTH LIME W SAID PARCEL AND RIMIIO SOPSFESIE ILY 70 A PONT UM 610 FEET ISM O SAD MUMCM METES MID SOM DFSCRIP. N OF PNOMM OESCRIII A PARCEL OF LAD 11310 A PORTION OF LOT S. APFLENOOD KNOLLS, ION FILM A SILMMm REX 0E3 AT RMnm NO, 76757371 10 A MM9ITED PANED OF L40 NOOOLOBf AT ROCBnM NO. 11131551172® MATED N THE PHOT nM 1/4 OF SECRICI1 24 TO INSI P 3 SCUT RAUSE 00 UK OF THE SKIN PRINCIPAL NERDIAN, CITY OF WHEAT R= COUNTY OF JNIE SCK STAB: OF COLORAC) HONE PARNONARLY BASS OF BF1M10S ffAMCS ARE BASED ON THE SOOIN UTE OF TIE NORRINST 1/4 OF SEC11O1 261110 N 50TOV E AND MON MEWED AS FOLLOWS: -MST 1/4 CODER SFP:IIION ®O A FOINO 3-1/4•' ERASE CAP N RAKE BOL LGL 2400$ PFR YDN NEC OATm 5 -5 -OL -DRIER 1/4 00111ER BECIION 26 BE116 A FOIIO 3-1/4 BRA4S CAP N RAl1iE BOC IS 2460L PER YON RSC DAZED 5.3-05. OLLER70AT NFSY 1/4 CMBt W SEC11CI1 2I 1FERE N M7653' E NANO TIE Si0U11 ISE /TF lE NORiFIWBSf 1/4 OF SAD SL] 1111 m A OL4d11(E W 114764 FEET, 7FE10: N 003031' r A [1SCN0E W 2i 0D P1E'T TO 761E !OUREA9T CCIIEIR a• LOT 1. APPItr00D sAPDBT CINDOI SmIM'AOL A 91BOM9CH RmONm AT REPIDN N0. 2006144621 NO lE POOR OF BEL70I0 TELE N o0365T r ADM 7E EASIELY TIE ff SAID EDT 1, APPIE600D ENPRST OLNIRCH 9UBOM9QL A OWAICE M 56306 FEET 10 TIE 90UP3f INLMm OF TRACT E, TUE FICIL06 SOMOMSgK A SII901MSICH RECOLIm AT REIEPIIOI N0. 2N409550P, 71EIE M ■7001' E NOD lE SOLIIFEALY TIE ff SAD 1RAW E A DISTANE d' 177.25 FEET 10 A POM ON THE N3mLY rm-OF-my TIE OF IML STAEEIL TFERCE S 0027'43' E ALONG SAID 1E9MRLY NMR-W-4YAY WE A OWM M W SUM FEET 70 THE NOR IEASF CORNER OF BAD VACATED PRICE. OF LMD RFD00 AT FAMIDOI N0. 931561721 111111 AZOIC SAD VACATED PAROL CF LAW IIECODED AT 111iP11CH N0. 93158172 BE FOLLOWING = M =IBM 1) S 44WW WA OISNILE OF 14,17 FEEL; 2) S 58'1916,! r A OWAHM W 1OL75 FEET 10 DE P00R W BE7a M 0CHTA0N0 AN AEA W O%M SF. GR 22898 ADO MOIRE OR LESS RAYS IAD OUT. 9MRW AN PLATO SAD LAD AS PER THE DRAMIO MM CORNED KIND LOIS AO INACIS ODER TE NAME A0 SME O GAL OM MAAiM A MMWM W A PART OF iE CITY W MrAT 16110E COLORADO AND M THEN RESENTS DO DMICATE 10 7E QTY OF TEAT RDE AND lE ROM WE PORTIONS O REAL PROPERTY SIM AS OW -CF -MY. AND DO FORRET DEOICAT TO IE CITY OF OUT ME AND THOSE YIIICIPALLY O ND MUNICIPALLY FRA0ICNSED MM AND SEIrCFS THOSE PORI IQIS OF REAL PROPERTY SHOWN AS E43BEM FOR THE CONSTRUCTION, INSTALLATION, OPERATION, YANYBUNCL HEPAR AND REPLACEMENT FOR ALL BMW= 116 INCLINES Ort O NOT WEED 70 M04M ANN ELDCERC INM OAS LEE$ MAiM NO SANITARY MINER LIES HYDRANTS; SIQNEATLR MEMS AND FPR CIENSIiION PODS STREET ILMM ANO ALL APPURIDERANCES iMERIEM IWANY LSEAM GSIERT AOA iBFANY L FIABLNIART STATE OF CQARADD 6 COUNTY O ,EFFERSC1 TIE FORM= NSIRIER WAS ACMNFDOW BMW M lMS SAY OF AD. 20_ BY TRESS YY HAND AND OFI IAL SEA. YY CCIYSSMN E7 M IDTARI' PL9jC EXISITING 10' UTILITY - ESMT RN 76787571 LOT 1 APPLENOOD BAPTIST CFAIRCH SUBDIVISION RN 20081425M OMEl E SAANRART 31-1 ZONING STATE OF COLORADO SS COUNTY OF AVERSO1 1HE FOREGOING EGOMO NSR65ENT 08 AC NONEDED BMW IE THIS SAT OF AA 20_ B1f HITLESS YY TWD AND OFFICAN" SEAL NY CMGI MON OHM NOTARY PUBLIC ammucLamillmx L ONSMM K MAWM DO MOST CMff THAT 7E MEM OF iM BOUNDARY OF QUAL NEER ESTATES 08 ME SY E M ODER MY CECT MFm AND 7011E BST OF MY 10NRmC1: WGMTM AND MW. N ACCO OANM TITIN ALL APRLNBLE COLORADO MATURE$ C106EIT MY= MM AS ATONED. TE ACOO rM= PLAT ACCIUAw FeBEE Om SAD SURVEY. CHRODIVI IER K MC£LWSL PLS MM. FOR AID ON BOW CF SR1tY303, LLC DAY OF BY TE CITY OF MEAT ICM ATTEST CITY cm MAYOR COMMUNITY OEELOPME T 09EC1O1 tLIEDHCH OF PUBLIC M166 POINT OF BEGINMNG N0070'57W WEST Y4 CORNER SECTION 28 FOUND 1.5" YELLOW I �I" FOUND 3.25' BRASS CAP LS CAP, PLS 34580 24962 IN RANG BOX PER MON REC DATED 5-5-•06 i = CITY OF WHEAT RIDGE DAMN CONTROL POINT 610. NORTH 703049.56 LAT. AT. 3 39'45'42860 EASTZ9250.72 LONG 105'01 l� ELEV. 5454.70 1) AC000 TO COLORADO LAW YOU MUST CMB a ANY IEBAL ACTION BM UPON ANY BMW N 705 SURVEY NMRNN TIMIT I CARS AFTER YOI FRSE DBMS SUCH BUM. N NO EVENT MAY ANY ACNN RA9D UPON ANY OF ECT SE CODE® MORE TOUR TEN YEARS FROM THE DATE OF THE SAI"" i6 CERi MIE SHOW MOM BPER OOIDRADO REVISED STATUTES SEC. 35-61-106 (U ALL DEAL LNOTS WWlElD ON THS PIAT AM NS. SUWAY FEEI ONE INTER EOMOS 3637 OVNED L SURVEY FiiT ACMEM TO 7HE NA70NA. 0 mnm W STAIDMDS AID iEO0NLM. 3) ANY PEL9O1 M1) KNOWINGLY RDVJM ALTERS OR DEFACES ANY KEW WD SKYEY MIMOOff. TAD SURVEY BOUNDARY MOMENT OR AOCES9ORY COY A CLASS TM M MSOIEAINOR PURSUANT 10 STATE STAiM 1FT4-SOS, IMS. 4) SASS OF BEAM M MMM ARE BASED ON THE A=Wr M THAT TIE SOUTH ISE O iM NRROM WARiER OF ST C1 = 2S SEARS S N MOW r ETREEN YCINMM AS MM MRNI THIS PIAT E1MiD QTY OF MEAT MSE CONTROL POINTS 15300 AND ROM F0) WADIS IN EDC Elff. L D FI THE PRPARAIDDIFILE NO. 7-10004A IEN OF �YDAM BASIC AT 7101) AIL US 11111111I Ron WON FOR RIOOIEl RCONS-OFM1Y, CRE7 IIIIE5) SUIRVEV= EEI � ON ANY FWK NO � IMT Al ACCURATE AND CUR ff WILEE SE YIIA DISMOSE ALL IDT COOED OMMO IS SHALL HE ETT PER COLORADO STATE SIMMIE 36-51-105, 8) THE CIEDDOC PONT C UMM DATA SHOWN IEE11 HAS BEm OEIOYED FROM THE HAD 83 MAIN STATE RAZE COURAM CNI RA. FPS 00 C MMII 96110, AND R44 A Nff=UAL ACCURACY OAS*ICA70 OF 007 LRCS PAM FEET AT ON CON MM MS. AS DOM N 1HE ODVATIAL PMTIOMW ACCURACY STANDARDS O THE FIDFRA MWIC CONRII WW=KTEE VOD"ID- 1.2 -THIS), 6) THIS PUTT IS ON TFE CITY OF MEAT REO 'CROBNR QTY DA7UP, DEFIED AS iU UM A TIE C Mff CRY DAM COMNAiE SYSTEM USED 6 A 0C0aSASO MODIFIED FUM OF THE NAM 102 STATE PIAS COADEMAX SWSELL DCON31 VERTICAL III USED O THE NORTH AMERICAN MOCAL DAIUM OF 7000 (NAND SES) C. GROUND TO OW MMM SOME FACICR 0 UM47MM SCAID FROM DAB PONT RNC 1 PIAMNT TNN ACCURACY OODRC. PONT p) HANG 71 FOLOWNO NAOSO / 02 STALE PLAE OOOROIAIESI RUC NIOEONO 170=796 EASTM 31111117'.,0, ELEWA71CH 591AM 10) M&CT A 8 HEREBY OWAIM 10 1E,UAL C EEC E3TAM NUMEDMFRB ASSOCIATION FOR LANDSCARK ACCESS AND OANIAM MUM E Pwm0m,, SE CE D IRrED SF INE EMAPER AND STAFF. A DRAINAGE EA9]EIR OVER BE BfWff O TRACT A N HOW GRANTED BY IM PUTT 70 THE CIMY W M1 RLSY[NDED IRR APPSOVAL TM DAY W BY THE MEAT FmE FSAFNIC COMMISSION. RIDGE THE 100 TEAR FLOODWAY 0 BUNNY CONTAINED MUNI TRACT A. 11) FIVE POOT (9) WE DOE= ARE HERESY GRANTED ON PRIVATE PROPERTY ADLME7R TO AL PRINK BASSETS AND SDE EST ETES W EACH LOT N TE CHAIR�R9p1 TIIMM OR RATTED AREA. TIM FOOT (i9) MUSE FASEIEIiS ARE FERNY GRANTED ON F WATE PROPERTY ON ALL R LOT ARES OF EACH LOT N BE mLmm ma DRAINAGE AND 1EEOTO TIN ICA1100 PT UTYM AFFA. THESE E49ME ARE 9�LALSSC P M W ANY ACCESS EASEMENTS MO PRry TE S�SEE NATE SUNCY x POWWW SBSOIOES AM rAYER SEiM SOUL NOT E PERMIT® MSM $AD UTILITY EASiAEMIDS, UNLESS 011 MM SINAK ACCEPTED FOR NE OF JEFFERSON N 7E ORE 7 dCUMCmK 610 FECODEtJEFFJEFFERSONCUM]OOCAT GUM COLORADODD 12) PROPERW 3 TIED MMK-OE QM) AiFEOM COMY OAR AM RCOpt LAND SURVEYING YIM G& X= -M3 ala DATE: 9-22-17 Sr.ALF. 1' City of Geodetic Surveying _,49PvQW heat LIC WORKS clge Requirements for Final Plats TITLE of PLAT: 00,41L- Notice to Sura evor: it Initial each item as completed. This form shall accompany the Final Plat submittal. 1. All distances for the above referenced Plat are shown using (ground) modified State Plane measurements (U.S. survey feet rounded to the nearest 0.01') consistent with the Current City Datum, AND the following datum information is shown on the Final Plat: a. The Current City Datum Coordinate System used is a ground-based modified form. of the NAD83/92 State Plane Coordinate System, Colorado Central Zone 0502. b. Vertical Datum used is the North American Vertical Datum of 1988 (NAVD88), c. Ground to Grid Combined Scale Factor is 0.99974780300, scaled from base point PHAC 1 (Permanent High Accuracy Control Point # 1) having the following NAD83/92 State Plane coordinates: PHAC l:Northing. 1701258.75, Easting: 3118217.58, Elevation: 5471.62. [/¢7 2. Modified State Plane coordinates consistent with the Current Cin) Datunt are shown on the Final Plat to the nearest one-hundredth of a foot (0.01) .for all property, boundary comers, angle /f point(s), and for all point(s) of cun:atureltangency. [� ! 3. The follotiving curve data for the site boundary. and for all lot lines and easement boundaries, shall be shoxim on the Final Plat. All angular measurements shall be to the nearest second and all distances to the nearest 0.01': a_ Arc length. b. Chord length. c. Chord bearing. d. Central angle (delta). e. Radius. 4_ The Section Tie control points shall be on the Current Citta Datum and shown using (ground) modified State Plane distances and bearings with the Latitude/Longitude and modified State Plane coordinates shown per City of Wheat Ridge published values. All associated property boundary comers shall be in modified State Plane values consistent with the Current Cf{}, Datum, a minimum of two (2) property boundary corners of the site shall be tied to any of the three (3) following control point types within the City of Wheat Ridge net;vork: a. Section corners. b. Quarter -section comers. %//�� c. City of Wheat Ridge Permanent High Accuracy Control (PIIAC) points. 5. A Basis of Bearing Statement shall be shoti m specifying the two (2) Cite of Wheat Ridge monuments selected to establish the modified State Plane (Current Cin) Datum) bearings used for the Plat. Specify the City monument identification number, the Current CityDaturn coordinates and the LatitudetLongitude for each of the two monuments used for the Basis of Bearing, and show the modified State Plane distances and bearings between them. Rev 11 12 fi 6. The foiloiving information is included on the Plat for all monuments used: a, The City -based monument identification number. b. Modified State Plane coordinates on the Current City Datum (as supplied by the City). 7. Provide one (1) 24"X 36" paper cope on the Current City Datum as listed on this Plat, with all bearings relative to the Current Ci -h7 Datum Basis of Bearing, and A coordinates relative to said Current City Datum. 8. Txvo digital files of the Final Plat positioned correctly on the Current City Daturae have been provided with the Plat submittal as follows: a_ One (1) file in the currently acceptable version of AutoCAD DWG format (please contact the Department of Public Works at 303.235.2861 for version info). f� b. One (1) file in Adobe PDF format. 9. A Closure Report showing the error of closure for the platted area was provided with the plat submittal. The error of closure shall not exceed 1:50,000 for all linear and angular (bearing) measurements per Section 26-407-D of the City of Wheat Ridge Municipal Code of Laws. 10. The following statement is included on the plat: "Per Colorado Revised Statutes Sec. 35-51-106 (L), all lineal units depicted on this Land Survey Plat are U.S. Survey Feet. One Meter equals j 34.37 divided by 12 U.S. Survey Feet according to the National Institute of Standards and Technology, " 11. Per C.K.S. 38-52-106, the Final Plat shall contain a Statement of Accuracy, as defined by the National Ocean Survey National Geodetic Survey, used to derive the coordinates shown on the Final Plat. The form of the Statement of Accuracy shall be: The geodetic point coordinate data shown herein has been derived from the NAD 83 HAILN State Plane Colorado Central FIPS 0502 Coordinate System, and has a horizontal Accuracy Classification of 0.07 U.S. Survey Feet at the 95% Confidence level, as defined in the Geospatial Positioning Accuracy Standards of the Federal Geodetic Control Subcommittee (FGDC-STD-007.2-1998). I hereby acknowledge all the above requirements have been addressed in a full and complete manner. �f�2i5 ice` GGsl�ari,1 Surveyor Name (Please Print) syi�y� y3o 3 G G C Firm l� Surveyor signature Date For information pertaining to Section and Quarter Corner information, PHAC points, benchmarks, or for general City surveying monumentation information, please visit the City of Wheat Ridge website at: www.d.wheatridge.co.us Or contact the Department of Public Works, Engineering Division at 303.235.2861. Ret.- 1 V12 BOUNDARY -MAP CHK-QUAIL.txt Process No Adjust Results 9/21/2017 07:43 Coordinate file: F:/SURVEY303-WORK/286-32nd QUAIL 00000/MINOR PLAT/MAP CHK-QUAIL.crd Closure Results Starting Point 1: N 703084.952 E 106408.382 z 0.000 Ending Point 1: N 703084.952 E 106408.383 z 0.000 Azimuth Of Error: 119°03'48" North Error -0.00030 East Error 0.00054 vertical Error -0.00000 Hz Dist Error 0.00062 Sl Dist Error 0.00062 Traverse Lines 5 sideshots 1 Store Points 1 Horiz Dist Traversed: 1474.152 slope Dist Traversed: 1474.152 Closure Precision: 1 in 2366478 Starting Point 1: N 703084.952 E 106408.382 z 0.000 Point Horizontal zenith Slope Northing Easting Elev No. Angle Angle Dist Description 2 N0.3057w 90.0000 563.057 703647.986 106403.313 0.000 3 N89.2301E 90.0000 177.280 703649.893 106580.583 0.000 4 S0.2743E 90.0000 552.897 703097.014 106585.041 0.000 5 S44.2605w 90.0000 14.168 703086.898 106575.122 0.000 1 s89.1953w 90.0000 166.750 703084.952 106408.383 0.000 Page 1 LOT 1 -MAP CHK-QUAIL.tXt Process No Adjust Results 9/21/2017 07:55 Coordinate file: F:/SURVEY303-WORK/286-32nd QUAIL 00000/MINOR PLAT/MAP CHK-QUAIL.crd Closure Results Starting Point 9: N 703425.729 E 106430.315 z 0.000 Ending Point 9: N 703425.728 E 106430.315 z 0.000 Azimuth Of Error: 149°06'22" North Error -0.00032 East Error 0.00019 vertical Error -0.00000 Hz Dist Error 0.00038 S1 Dist Error 0.00038 Traverse Lines 6 sideshots 1 store Points 1 Horiz Dist Traversed: 722.694 Slope Dist Traversed: 722.694 Closure Precision: 1 in 1924981 Starting Point 9: N 703425.729 E 106430.315 z 0.000 Point Horizontal zenith Slope Northing Easting Elev No. Angle Angle Dist Description 10 NO.3057w 90.0000 149.991 703575.713 106428.965 0.000 11 N59.5120E 90.0000 65.151 703608.431 106485.305 0.000 6 N0.3057w 90.0000 40.435 703648.864 106484.941 0.000 7 N89.2301E 90.0000 94.147 703649.877 106579.083 0.000 8 50.2743E 90.0000 222.399 703427.485 106580.876 0.000 9 S89.1953W 90.0000 150.571 703425.728 106430.315 0.000 Page 1 LOT 2 MAP CHK-QUAIL.tXt Process No Adjust Results 9/21/2017 08:00 Coordinate file: F:/SURVEY303-WORK/286-32nd QUAIL 00000/MINOR PLAT/MAP CHK-QUAIL.crd Closure Results starting Point 13: N 703325.732 E 106431.216 z 0.000 Ending Point 13: N 703325.732 E 106431.216 z 0.000 Azimuth Of Error: 91°17'39" North Error -0.00000 East Error 0.00015 Vertical Error -0.00000 Hz Dist Error 0.00015 S1 Dist Error 0.00015 Traverse Lines 4 sideshots 1 Store Points 1 Horiz Dist Traversed: 501.049 Slope Dist Traversed: 501.049 Closure Precision: 1 in 3449823 Starting Point 13: N 703325.732 E 106431.216 z 0.000 Point Horizontal zenith Slope Northing Easting Elev No. Angle Angle Dist Description 9 N0.3057w 90.0000 100.000 703425.729 106430.315 0.000 8 N89.1953E 90.0000 150.571 703427.486 106580.876 0.000 12 50.2743E 90.0000 100.001 703327.488 106581.682 0.000 13 S89.1953W 90.0000 150.477 703325.732 106431.216 0.000 Page 1 LOT 3 MAP CHK-QUAIL.txt Process No Adjust Results 9/21/2017 08:01 Coordinate file: F:/SURVEY303-WORK/286-32nd QUAIL 00000/MINOR PLAT/MAP CHK-QUAIL.crd Closure Results Starting Point 15: N 703218.236 E 106432.183 z 0.000 Ending Point 15: N 703218.236 E 106432.183 z 0.000 Azimuth Of Error: 78°40127" North Error 0.00002 East Error 0.00009 Vertical Error -0.00000 Hz Dist Error 0.00009 Sl Dist Error 0.00009 Traverse Lines 4 SideShots 1 Store Points 1 Horiz Dist Traversed: 515.853 Slope Dist Traversed: 515.853 Closure Precision: 1 in 5561797 starting Point 15: N 703218.236 E 106432.183 z 0.000 Point Horizontal zenith slope Northing Easting Elev No. Angle Angle Dist Description 13 N0.3057W 90.0000 107.500 703325.732 106431.216 0.000 12 N89.1953E 90.0000 150.477 703327.488 106581.682 0.000 14 S0.2743E 90.0000 107.501 703219.991 106582.549 0.000 15 S89.1953W 90.0000 150.376 703218.236 106432.183 0.000 Page 1 LOT 4 MAP CHK-QUAIL.txt Process No Adjust Results 9/21/2017 08:02 Coordinate file: F:/SURVEY303-WORK/286-32nd QUAIL 00000/MINOR PLAT/MAP CHK-QUAIL.crd Closure Results Starting Point 17: N 703110.740 E 106433.151 z 0.000 Ending Point 17: N 703110.740 E 106433.151 z 0.000 Azimuth Of Error: 78°40'27" North Error 0.00002 East Error 0.00009 Vertical Error -0.00000 Hz Dist Error 0.00009 Sl Dist Error 0.00009 Traverse Lines 4 sideshots 1 store Points 1 Horiz Dist Traversed: 515.651 slope Dist Traversed: 515.651 Closure Precision: 1 in 5559614 Starting Point 17: N 703110.740 E 106433.151 z 0.000 Point Horizontal zenith Slope Northing Easting Elev No. Angle Angle Dist Description 15 N0.3057w 90.0000 107.500 703218.236 106432.183 0.000 14 N89.1953E 90.0000 150.376 703219.991 106582.549 0.000 16 50.2743E 90.0000 107.501 703112.494 106583.415 0.000 17 589.1953w 90.0000 150.274 703110.740 106433.151 0.000 Page 1 ROW DED MAP CHK-QUAIL.txt Process No Adjust Results 9/21/2017 08:06 Coordinate file: F:/SURVEY303-WORK/286-32nd QUAIL 00000/MINOR PLAT/MAP CHK-QUAIL.crd Closure Results Starting Point 1: N 703084.952 E 106408.382 z 0.000 Ending Point 1: N 703084.952 E 106408.382 z 0.000 Azimuth Of Error: 144'40'29" North Error -0.00005 East Error 0.00003 Vertical Error -0.00000 Hz Dist Error 0.00006 S1 Dist Error 0.00006 Traverse Lines 8 sideshots 1 Store Points. 1 Horiz Dist Traversed: 1467.658 Slope Dist Traversed: 1467.658 Closure Precision: 1 in 24871777 Starting Point 1: N 703084.952 E 106408.382 z 0.000 Point Horizontal zenith Slope Northing Easting Elev No. Angle Angle Dist Description 20 N0.3057w 90.0000 5.500 703090.452 106408.333 0.000 19 N89.1953E 90.0000 165.292 703092.381 106573.613 0.000 18 N44.2605E 90.0000 14.117 703102.461 106583.496 0.000 7 NO.2743w 90.0000 547.434 703649.877 106579.083 0.000 3 N89.2301E 90.0000 1.500 703649.893 106580.583 0.000 4 SO.2743E 90.0000 552.897 703097.014 106585.040 0.000 5 S44.2605w 90.0000 14.168 703086.898 106575.121 0.000 1 S89.1953w 90.0000 166.750 703084.952 106408.382 0.000 Page 1 TRACT A MAP CHK-QUAIL.tXt Process No Adjust Results 9/21/2017 08:05 Coordinate file: F:/SURVEY303-WORK/286-32nd QUAIL 00000/MINOR PLAT/MAP CHK-QUAIL.crd Closure Results Starting Point 20: N 703090.452 E 106408.333 Z 0.000 Ending Point 20: N 703090.452 E 106408.333 z 0.000 Azimuth Of Error: 344°39'27" North Error 0.00003 East Error -0.00001 vertical Error -0.00000 Hz Dist Error 0.00004 S1 Dist Error 0.00004 Traverse Lines 9 Sideshots 1 Store Points 1 Horiz Dist Traversed: 1549.483 Slope Dist Traversed: 1549.483 Closure Precision: 1 in 43246534 Starting Point 20: N 703090.452 E 106408.333 z 0.000 Point Horizontal Zenith slope Northing Easting Elev No. Angle Angle Dist Description 2 N0.3057w 90.0000 557.557 703647.986 106403.313 0.000 6 N89.2301E 90.0000 81.633 703648.864 106484.941 0.000 11 S0.3057E 90.0000 40.435 703608.431 106485.305 0.000 10 S59.5120w 90.0000 65.151 703575.714 106428.965 0.000 17 50.3057E 90.0000 464.992 703110.740 106433.151 0.000 16 N89.1953E 90.0000 150.274 703112.494 106583.415 0.000 18 S0.2743E 90.0000 10.033 703102.461 106583.496 0.000 19 S44.2605w 90.0000 14.117 703092.381 106573.613 0.000 20 S89.1953w 90.0000 165.292 703090.452 106408.333 0.000 Page 1 OWNER / DEVELOPER • WORKSHOP DENVER 4100 JASON ST. DENVER, CO 80211 CONTACT: BRAD WEIMAN PHONE: (720) 746.9240 EMAIL: BRAD@WORKSHOPDENVER.COM CIVIL ENGINEER B&B ENGINEERING, LLC 6324 XAVIER CT. ARVADA, CO 60003 CONTACT: NATHAN LAUDICK, PE PHONE: (419) 203-5000 EMAIL: NATHAN@SBENG.CO LANDSCAPE ARCHITECT THE HENRY DESIGN GROUP 1501 WAZEE ST. UNIT#1-C DENVER, CO 80202 CONTACT: SAMANTHA MOCK PHONE: (303) 446-2368 UTILITIES PHONE: CENTURYLINK DEVELOPER CONTACT GROUP P.O, BOX 1720 DENVER, CO 80201 PHONE: (303) 451-2703 SANITARY SEWER DISTRICT: NORTHWEST LAKEWOOD SANITATION DISTRICT GO SPECIAL DISTRICT MANAGEMENT SERVICES, INC. 141 UNION BLVD., SUITE 150 LAKEWOOD, CO 80228 VOICE:(303) 987-OSM FAX: (303) 987-2032 SURVEYOR SURVEY 303, LLC CONTACT: CHRIS MCELVAIN, PLS 5368 LYNN DR. ARVADA, CO 80002 PHONE: (303) 5143588 LEGAL DESCRIPTION FIRE PROTECTION WHEAT RIDGE FIRE DEPARTMENT WIND UPHAM STREET WHEAT RIDGE, CO 8DO33 PHONE: (303) 4035900 CITY OF WHEAT RIDGE 7500 W. 29th AVENUE WHEAT RIDGE, CO 80241 PLANNING DEPARTMENT: CONTACT: LAUREN MIKULAK PHONE: (303) 235-2845 ENGINEERING DEPARTMENT: CONTACT:DAVE BROSSMAN PHONE: (303) 236-2884 STORMWATER MANAGEMENT: CONTACT: BILL LAROW PHONE: (303) 235-2871 GAS AND ELECTRIC: EXCEL ENERGY OF COLORADO 1123 WEST 3rd AVENUE DENVER, 00 80223 PHONE: (303) 5346700 WATER: THE CONSOLIDATED MUTUAL WATER COMPANY 12700 W 27TH AVENUE LAKEWOOD CO 80215 CONTACT: ANDY ROGERS PHONE (303) 235-0451 A PARCEL OF LAND BEING A PORTION OF LOT 6, APPLEWOOD KNOLLS, 12TH FILING A SUBDIVISION RECORDED ATRECEPTION NO. 76787571 AND A VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 BEING LOCATED IN THE NORTHWEST 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO MORE PARTICULARLY DESCRIBED AS FOLLOWS: BASIS OF BEARINGS: BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST 1/4 OF SECTION 28 BEING N 89'19'53'E AND MONUMENTED AS FOLLOWS: -WEST 114 CORNER SECTION 28, BEING A FOUND 3.114' BRASS CAP IN RANGE BOX, LS 24962, PER MON REG DATED 5.5-08. -CENTER 1/4 CORNER SECTION 28, BEING A FOUND 3-114" BRASS CAP IN RANGE BOX, LS 24962, PER MON REG DATED 55-06. COMMENCING AT WEST 114 CORNER OF SECTION 28; THENCE N 89'19'53"E ALONG THE SOUTH LINE OF THE NORTHWEST 114 OF SAID SECTION 28 A DISTANCE OF 1147.94 FEET; THENCE N 00°30'57" W A DISTANCE OF 22.00 FEET TO THE SOUTHEAST CORNER OF LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2006142621 AND THE POINT OF BEGINNING THENCE N 00'30'51 W ALONG THE EASTERLY LINE OF SAID LOT 1, APPLEWOOD BAPTIST CHURCH SUBDIVISION, A DISTANCE OF 563.06 FEET TO THE SOUTHWEST CORNER OF TRACT E, QUAIL HOLLOW SUBDIVISION, A SUBDIVISION RECORDED AT RECEPTION NO. 2014095809; THENCE N 89'23'01' E ALONG THE SOUTHERLY UNE OF SAID TRACT EA DISTANCE OF 177.28 FEET TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE OF QUAIL STREET; THENCE S 00'2743' E ALONG SAID WESTERLY RIGHT-OF-WAY LINE A DISTANCE OF 552.90 FEET TO THE NORTHEAST CORNER OF SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 03155172; THENCE ALONG SAID VACATED PARCEL OF LAND RECORDED AT RECEPTION NO. 93155172 THE. FOLLOWING TWO (2) COURSES; 1) S 44'26'05' W A DISTANCE OF 14.17 FEET; 2) S 89'1753' W A DISTANCE OF 166.75 FEET TO THE POINT OF BEGINNING CONTAINING AN AREA OF 99,605 S.F. OR 2.2868 ACRES MORE OR LESS. CONSTRUCTION PLANS QUAIL HOLLOW SUBDIVISION COVER SHEET A PORTION OF THE NW 1/4 OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO 2' S' -D' 2'-6' TIUTY ATTACHED 2' 6'-0' ZONE SIDEWALK PARIQNG BENCH MARK 6 BENCHMARK ELEVATION WAS PROVIDED BY THE CITY OF WHEAT RIDGE AS FOLLOWS: � THE W-1/4 CORNER OF SECTION 28 (MONUMENT #16209), HAS AN ELEVATION OF 5454.70 (NAVD 88). I , I BASIS OF BEARINGS BEARINGS ARE BASED ON THE SOUTH LINE OF THE NORTHWEST QUARTER OF SAID SECTION 28, BEING CONSIDERED TO BEAR SOUTH 89°1953° WEST, A DISTANCE OF 2623.64 FEET. I, VICINITY MAP SCALE: 1"=2000' 51'-6" ROW 24'-6' t w THRU LANE NIS f W -C PAVEMENT SECTION PER SOILS ENGINEER — DIST. CROWN 1 I --- -----------t— I--- 6MCC CURB AND (81TiQt TYPICAL QUAIL STREET SECTION Sheet Number 01 02 03 IWDEX Sheet TIUe COVER SHEET GENERAL NOTES OVERALL SITE PLAN 04 OVERALL GRADING PLAN OS OVERALL UTILILTY PLAN OB QUAIL ST. PLAN & PROFILE 07 QUAIL ST. WIDENING %.SECTIONS 08 STORM PLAN & PROFILE - SDI 09 STORM PLAN & PROFILE - SD2 10 STORM PLAN & PROFILE - 803 & WQ POND 11 12 LANDSCAPE PLAN LOT TYPICAL 13 14 LANDSCAPE DETAILS INITIAL EROSION CONTROL 15 18 _ INTERIM EROSION CONTROL FINAL EROSION CONTROL 17 DETAILS LEGEND THESE CONSTRUCTION PLANS FOR THE WAIL HOLLOW WERE PREPARED BY ME (OR UNDER MY DIRECT SUPERVISION) IN ACCORDANCE WITH THE REQUIREMENTS OF THE CITY OF WHEAT RIDGE -ENGINEERING CODE OF STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF PUBLIC IMPROVEMENTS, NATHAN LAUDICK, P.E. NO. 51244 B&B ENGINEERING, LLC DATE LU O U ULu Lu gom0 o �U L4zazQ LL W W Z i o 0 00coT W � � O W CO 1 Z)Q U(n < J Er 0 � Q z � V L co BB17-006 COPYRIDI1T 2017 r m mumwn m.n wwmsn.r..n.. a�a o .u, we m e�,a m, uc. mxPmVI— ,4e.m.xwneeer+am..n REVISION: CONSTRUCTION DOCUMENTS DATE: 0912512017 DRAWN BY: RL CHECKED BY: NAL COVER SHEET 01 OF 14 EXISTING PROPOSE RIGHT-OF-WAY/ BOUNDARY LOT LINE -- --_ SANITARY SEWER — =SAN— — — 8" SAN STORM SEWER — tr STM! . — — te" Snt WATER LINE — s• wnr — — 8" WAT WATER SERVICE WIS SANITARY SERVICE SJS EASEMENT LINE — — — — — — — — — — CONTOUR LINE — —sot— — — —Sot CURB & GUTTER = SECTION LINE — — FENCE SANITARY SEWER MH STORM SEWER MH WATER MH TELEPHONE MH T WATER VALVE D4 N FIRE HYDRANT YY YI APPROVALS THESE CONSTRUCTION PLANS FOR THE WAIL HOLLOW WERE PREPARED BY ME (OR UNDER MY DIRECT SUPERVISION) IN ACCORDANCE WITH THE REQUIREMENTS OF THE CITY OF WHEAT RIDGE -ENGINEERING CODE OF STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF PUBLIC IMPROVEMENTS, NATHAN LAUDICK, P.E. NO. 51244 B&B ENGINEERING, LLC DATE LU O U ULu Lu gom0 o �U L4zazQ LL W W Z i o 0 00coT W � � O W CO 1 Z)Q U(n < J Er 0 � Q z � V L co BB17-006 COPYRIDI1T 2017 r m mumwn m.n wwmsn.r..n.. a�a o .u, we m e�,a m, uc. mxPmVI— ,4e.m.xwneeer+am..n REVISION: CONSTRUCTION DOCUMENTS DATE: 0912512017 DRAWN BY: RL CHECKED BY: NAL COVER SHEET 01 OF 14 B&B GENERAL NOTES: 1. ALL REMOVALS (TREES, FENCES, POST, SIDEWALK, CONCRETE, ETC) AND RUBBISH SHALL BE DISPOSED OF LEGALLY. 2. IT SHALL BE THE DESIGN ENGINEER'S RESPONSIBILITY TO RESOLVE CONSTRUCTION PROBLEMS WITH THE CITY DUE TO CHANGED CONDITIONS ENCOUNTERED BY THE CONTRACTOR DURING THE PROGRESS OF ANY PORTION OF THE PROPOSED WORK. IF, IN THE OPINION OF THE CITY, PROPOSED ALTERATIONS TO THE SIGNED CONSTRUCTION PLANS INVOLVES SIGNIFICANT CHANGES TO THE CHARACTER OF THE WORK, OR TO THE FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DESIGN ENGINEER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY FOR REVIEW PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF THE WORK. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A RESULT OF GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE STABILIZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR OCCURRENCE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND REPLACING ANY EXISTING SIGNS, STRUCTURES, FENCES, ETC., ENCOUNTERED ON THE JOB AND RESTORING THEM TO THEIR ORIGINAL CONDITIONS. 5. THE CONTRACTOR SHALL OBTAIN ALL NEEDED PERMITS. 6. THE CONTRACTOR SHALL COORDINATE ALL REMOVAL AND REPLACEMENT OF FENCES WITH ADJACENT LAND OWNERS. 7. BBB ENGINEERING ASSUMES NO RESPONSIBILITY FOR UTILITY LOCATIONS. THE UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS, HOWEVER, THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. THE CONTRACTOR SHALL INCLUDE ANY EXISTING UTILITY RELOCATION IN THE ORIGINAL CONTRACT. S. IT IS RECOMMENDED THAT DURING PLACEMENT, ALL SOIL BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM 698. THE COMPACTED LIFT THICKNESS SHALL NOT BE MORE THAN 6". ADDITIONALLY, THE MOISTURE CONTENT OF THE COMPACTED BACKFILL SHALL BE WITHIN +/- 2% OF OPTIMUM AS DETERMINED BY ASTM D698. (CONTRACTOR TO COORDINATE WITH GEOTECHNICAL ENGINEER FOR COMPACTION REQUIREMENTS) 9. LANDSCAPE AND MONUMENT SIGNS SHALL BE INSTALLED IN SUCH A MANNER THAT A MINIMUM THREE FOOT CLEAR SPACE AND NO OBSTRUCTIONS TO THE FRONT OR PUMPER DISCHARGE NOZZLE ON FIRE HYDRANTS. 10. PROVIDE 4 X 4 MARKER POST AT ENDS OF WATER SERVICES, SANITARY SEWER SERVICES AND CONDUIT ENDS. PAINT MARKER POST BLUE AT WATER LINE SERVICES, GREEN AT SANITARY SEWER SERVICES, ORANGE AT CONDUIT ENDS AND LABEL WATER. SANITARY OR CONDUIT. B&B GRADING NOTES: 1. COMPACT ALL FILL AREAS TO 95% OF MAXIMUM DENSITY PER AASHTO T-99 (STANDARD PROCTOR) AND WITHIN 2% OF OPTIMUM MOISTURE CONTENT. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION, PROTECTION, AND REPAIR OF UTILITIES ENCOUNTERED DURING CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. CONTRACTOR SHALL CONTACT REPRESENTATIVES OF THE RESPECTIVE UTILITIES AND HAVE ALL UTILITIES FIELD LOCATED PRIOR TO CONSTRUCTION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL LOCATIONS OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE DRAWINGS, TO ASCERTAIN WHETHER ANY STRUCTURES AND UTILITIES MAY EXIST, AND REPAIR AND/OR REPLACE ANY STRUCTURES AND/OR UTILITIES THAT ARE DAMAGED BY THE CONTRACTOR. 3. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ETC.) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS 4- TOPSOIL SHALL BE COMPACTED IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEER'S RECOMMENDATION. 1. ALL WORK WITHIN TIM PUBLIC RIGHF-0F-WAY OR RASBM@IT SHALL CONFORM TO THE CITY OF WHEAT RIDGE T'CrM ENGINEERING REGULATIONS AND DESIGN STANDARDS. IF NO CITY STANDARD EXISTS, THE COLORADO DEPARTMENT OF TRANSPORTATION M -STANDARDS SHALL APPLY. 2. AN APPROVED RIGHT -OP -WAY CONSTRUCTION PERMIT ANDA MUNICIPAL CONTRAC OR% LICENSE ARE REQUIRED PRIOR TO ANY WORK COMMENCINGWHTIN THE PUBLICRWHT-OF-WAY ANY WORK PERFORMED WITHIN THE STATE RIGHT-OF-WAY SHALL REQUIRE AN APPROVED STATE CONSTRUCTION PERMIT PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. 3. IT SHALL. BE TUE CONTRACTOR'S RE4GNSIBUdTY TO NOTIFY THE OWNBRIDEVELOPEKAND CITY INSPECTOR OFANY PROBLEM ENCOUNTERED WHICH WOULD ALTER THE ORIGINAL DESIGN OR CAUSE NON-CONFORMANCE WITH THE ORIGINALAPPROVED CONSTRUCTION PLANS FOR ANY ELEMENT OF THE PROPOSED IMPROVEMENTS PRIOR TO ITS CONSTRUCTION 4. IT SHALL BE THE RESPONSIBILITY OF THE DEVELDPER DURING CONSTRUCTION ACTIVITIES TO RESOLVE CONSTRUCTION PROBLEMS DUE TO CHANGED CONDITIONS ORDESIGN ERRORS ENCOUNTERED BY THE CONTRACTOR DURING 77BPROGRESS OF ANY PORTION OF TIE PROPOSED WORK. IF, IN THE OPINIUN OF THE CITYS INSPECTOR, TATE MODIRCA71ONS PROPOSED BY THEDEVF.LOPERTO THE APPROVED PIANS INVOLVE SIGNIFICANT CHANCES TO THE CHARACTER OF THE WORK OR TO FUTURE CONTIGUOUS PUBLIC OR PRIVATE IMPROVEMENTS, THE DEVELOPER SHALL BE RESPONSIBLE FOR SUBMITTING REVISED PLANS TO THE CITY OF WHEAT RIDGE FOR APPROVAL PRIOR TO ANY FURTHER CONSTRUCTION RELATED TO THAT PORTION OF WORK ANY IMPROVEMENTS CONSTRUCPIDN(VT IN ACCORDANCE WITH ITE ORIGINAL APPROVED PLANS OR APPROVED REVISED PLANS SHALL BE RD40VEDAND TNM IMPROVEMENTS SHALL BE RECONSTRUCTED PER THE APPROVED PLANS. S UTILITY NOTRECATIONCENTER-THE CONTRACTOR SHALL CONTACT THE UTILTYNOTUWATION CENTER OF COLORADO FORLOCA77ON ON UNDERGROUND GAS, ELECITICAND TELEPHONE UTILITIES AT LEAST 48 HOURS PRIOR TO THE COMMENCEMENT OFANY CONSTRUCTION. CALL COBH AT IJ=a=1987. 6. ALL UTILITY POLES SHALL HE RELOCATED PRIOR TO THE CONSFRUCITON OF THE PUBLIC IMPROVEMDiHTS. 7. WITHNOT7ECATION OF THE RESPECTIVE OWNER, ADJUST RIDES OF ALL CLBANOUT'S, MANHOLE% VALVE COVERS AND SURVEY MONUMENTS PRIOR TO THE FINAL PAVING LIT. & THE CONTRACTOR SHALL PROVIDE ALL LIGHTS, SIGNS, BARRICADITB, FLAGMEN OROTHED DEVICESNECBSSARY TO PROVIDE FOR THE PUBLIC SAFETY INACCORDANCE WITHTRE CURRENT MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. 9. THE CONTRACTOR SHALL PROVBEAND MAETAININGRESS AND EGRESS 70 PRIVATE PROPERTY ADJACENT TO THE WORK THROUGHOUT THE PERIOD OF CONSTRUCTION. PRIOR TO BEGINNING ANY WORK, THE CONTRACTOR SHALL OBTAIN A WRITTEN AOREEM I NT FROM THE AFFECTED PROPERTY OWNERS) "ACTED BY THIS ACCESS. 16. PRIORTO THE FINAL LIFT OF SURFACE PAVEMENT ALL UNDERGROUND UTILITY MAINS SHALL BE OWALLED AND SERVICE CONNECTIONS STUBBED OUT MOND THE BACK OF CLBBISIDEWALK LINE WHEN ALLOWED BY THE UTILITY. SERVICE FROM PUBLIC UTILITIES AND FROM SANUARY SEWERS SEAL[. BE MADE AVAILABLE FOR EACH LOT IN SUCH A MANNER THAT WILL NOT BE NECESSARY TO DISTURB THE STREET PAVEMENT, CURB, GUTTER AND SIDEWALK WHEN CONNECTIONS ARE MADE. 11. UPON COMPLETION OF THE PUBLIC IMPROVEMENTS TH13 CONTRACTOR SHALL FURNISH "AS-BL3LT" PIANS OECORD DRAWINGS) PRIOR TO FINAL ACCEPTANCE OF THE WORK AND ISSUANCE OF ANY CERTIFICATES OF OCCUPANCY!COMPLETION. THE AS -BUILT PLANS SNAIL BE AS FOLLOWS: a 1 HARDCOPY, SIGNED & SEALED BY THE ENCHNEER-0E-RECORD, IS TO BE DELIVERED ON 24" X 36^ BONDPAPERAND b, l SCANNED PDF OF THE SIGNED & SEALED H ARDODPY,AND 4 1 ELECTRONIC AUIOCAD DWG FILE FORMAT. (ALL SHXAND EXTERNAL REFERENCE FRES MUST BE INCLUDED PRIOR TO ACCPBTANCSM 12. AS -BUILT PLANS SHALL INCLUDE ALL OF THE FOLLOWING ELEMENT'S THAT APPLY TO THIS PROJECT. aFSPR . M, CROSS-SECTIONS AT REGULAR STATIONS AND OFFSETS AS ESTABLISHED BYTHEDEPARTMENT OF PUBLIC WORKS SHALL BE PROVIDED 0.D ONPOND•SUFFLCIENT9POTELEVATTONS FOA TLE -0E- CORD TO DBTEUENB TIE PROPER POND VOLUME. City of �Wheat�idge DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION c. STORM SEWER: ELEVATIONS ARE TO BE INCLUDED FGA, BUT NOT LIMITED TO, MANHOLES (PDEIIVFRTB & RIMJ, DROP METS (FL GRATE AND INVESTS). OUTLET STPUCT JRE(S), TRICKLE CHANNEL(S), YES, HEADWALLS AND OTTER DRAINACB-RELATED STRUCTURES, d LIGHTING: THE LOCATION OFALL STREETLIGHTS, PEDESTRIAN LIGHTS, PULL-ROXES,AND ELECTRIC METERS. c. SIGNS: ALL REGULATORY SIGNAGE WITHIN THE PROJECT SHALL BE LOCATED ON TITS PLANS. L IRRIGATION: THE LOCATION SHALL BE PROVIDED FOR ANY IRRIGATION CONTROLLER BOXES, SPRIINKIMRWADS, AND SPRINKLER VALVES THAT ARE TO HE MAINTAINED BY THE 13. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR AT 303.235.2561 AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO THE DESIRED INSPECTION. 14. NO PORTION OF THE STREET MAY HE FINAL PAVED UNTIL ALL STREET LIGHTING IMPROVEMENTS, DESIGNED TO SERVE THE STREET AND/OR DEVELOPMENT HAVE SEEN COMPLETED. 15. STRESTRHBT-0E-WAYMONDMENIS SHALL BESETPWORTO FINAL LIFT OF ASPHALT PAVEMENT. MONUMENT HARDWARE AND RANGE BOXES WILL HE PROVIDED BY THE CITY OF WHEAT RIDGE UPON REQUEST (311235.2161). 16. SEEDING AND MULCHING SHALLBE COMPLETED WITHIN THIRTY (30)DAYS OFINITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING H SIBSTANTIALLYOUMPLETEINA GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING, 17. ANY DISTURBED AREA ORSTOCKPOLE NOT ATFINAL GRADE THAT H TO BEI EPT E%POSED FORMORETHAN THIRTY (30) DAYS AND H NOT SUBJECT TO CONSTRUCM11TRAPFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN(7)DAYS OF PLACEMEATORDISTURBANCE W ACCORDANCE WITHTHE CITY OF WHEATRMCE TEMPORARY SEEDING STANDARDS. E THE SEASON OR STOCNPIIBMATERIALPRONETI'STEMPORARY SEEDING, THEINSIURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL BLANKETS OR STRAW MULCH AND TACKIPIEL, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS. 1& STDCKPJLBS OF ANY MATERIAL SHALL BE LOCATED FULLY WITHIN THE ISM OF CONSTRUCTION ANDNO LESS THAN 100 -FEET FROM THE BANKS OF THE NEAREST DRAINAGEWAY. STOCKPILE AREAS SHALL BE SIZED TO FULLY CONTAIN NTE MATERIAL BASED ON MAXIMUM ALLOWABLE STOCKPILE SIDE SLOPES OF 3 (HORIZONTAL) TO I CVERTICAL) CONSTRUCTION. 19. PERMANENT ORTEMPORARY SOIL STABU17ATIONMEAS IRES SHALL BEAPPLEDTO DISTURBEDAREASWITHIN HIXTYGM DAYS AFTER FINAL GRADE IS ACHIEVED ATMA NOTE AT OF THE ITE, D" TARE TO AREAS THAT MAY NOT BEAT FINAL GRAD"UT ARE TO LEFT OORMAN'T FORA PERIOD OF TIME OF MORE THAN THIRTY (30)DAY& 20. ADDITIONAL EROSION CONTROL MEASURESMAYBE REQUIRED DURING THECOURSE OF CONSTRUCTION, AND SHALL BE INSTILLED IMMEDIATELY PER INSTRUCTIONS OF THECITYINSPECJUR 21. ETHE AREA OF DZTUABAKCRPORTIE PROJECT IS GREATER THAN AN ACRE IN SIZE. EVEN IF TEBPROJECTIS TO BE COMPLETEDTH PHASES. REPEETO THEAPPROVED STORMWATER MANAGEMFNTPLAN (SWMCO FORF ROSION AND SEDIMENT CONTROL REOUSIMMEM 22. THE CONTRACTOR SHALL OBTAINTHS PROPEL ROW CONSTRUCTONPERMITSFROMTRECOYOF WDEATRMM DEPARTMENTOF PUBLIC WORKS (3D3.235.2961)PRIOR TO COMMENCEMENT OF ANY CONSTRUCIIONACITVDIBS WITHIN THE PUBLIC RIGHT' -0F -WAY. 23. DOLAM&IF MORE THAN THREE (33 MEET CU7'9 R WTHIN250 LEEAR PEEI.ADDTIONAL ME.LINGJOVERLAY REQUIREMENTS WILL APPLY.RBPERTO THE TERMS OF THE CITY OF WHEAT RIDGE ROW CONSTRUCTION PERMIT (THAT MUST BE OBTAINED FROM THE DEPARTMENT OF PUBLIC WORKS, 303.2152361, PRIOR TO COMMENCEMENT OF WORK). 24. PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES TIM CONTRACTOR SHALL SCHEDULE PRE -CONSTRUCTION MIMING WITH THE CITY OF WHEAT RIDGE PUBLIC WORKS AT 303.2.35.2361. TIE CONTRACTOR SHALL 86 RESPONSIBLE FOR CDMT'ACM40ALL APPLICABLE UTILITY DISTRICTS FOR TSH MEETING. DETAIL G -A03 GENERAL NOTES -PVT CODE GENERAL NOTES FOR PRIVATE DEVELOPEMENT V APPROVED BY: SN APPROVE DATE 1012018 W ll U L) Z Z 7om0 Qz to (Zg ii oQO L0 Z;Z< Ul W 1-€jn U N 4 z. Z o O � a High 0 _ €a z $kR I W g HI iY rn ui V / W Z W Q z a. I- 00 O W m 1 D U) z U< W Lu J 0 � D z_ BB17-006 51224 COPYRIGHT 2017 ,w-�I„ EONmm! h an ha,R.ad d a.w'a, R,e as ava Cod,MM hp �du. EnpY,Ps�Fvni,bn b„sad nh aa9 M,..nh" apmn,anlv,aM1 BEB Nipi,wi9. RC. REVISION: CONSTRUCTION DOCUMENTS DATE: 09T2SM17 DRAV)IN BY: RL CHECrED BY; NAL 1008-poms, 9 OF,PIERAL NOTES 02 OF 14 W I I I I Q I I RESUBDIVISION OF TRACT 20 BROOKSIDE ,� 8 23 P 41 V RIA ZONING M WLFREO SUGA SYLVESTER & MARY ROHR I MONICA BRYM I JOHN & JULIA A JEPPE EN JOSE ANN &JEFF SCHLEUSNER CLAY & AMY KETTERUNG I SHAWN & CATHY SWAINSON I ,nneMtln P9+He��+y6,ert. PnmYW,bwv! u+nAm,ee s u„na w ew e..mmm eey e, ,.,m„ SHERYL MOSBARGER 298 QUAIL ST. 3294 QUAIL ST. 3274 QUAIL ST. 3254 QUAIL ST. 3224 QUAIL ST. I 3204 QUAIL 11 I 11158 W. 33RD AVE. I WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO. 80033 I WHEAT RIDCE, CO. 80033 WHEAT RIDGE, CO. 8DO33 WHEAT RIDGE, CO. 80033 WHEAT RIDGE, CO.. 8D033 I I] W WHEAT RIDGE, CO. 50033 PID 39-282-06-007 I I PID 39-282-06-006 I PID 39-282-06-005 I PID 39-282-06-004 PID 39-282-06-003 I PID 39-282-06-016 II PID 39-282-06-DO8 3 RN 20270782 RN 2016088064 RN 2008055573 RN F1765881 RN 2015050034 RN F0984091 �f I RN 2016103865 35 FEET PROPOSED CURB GRADING HAS BEEN COMPLETED. MAXIMUM BUILDING COVERAGE 25% CONSTRUCTION DOCUMENTS AND GUTTER I LOT 28 1LOT 24 LOT 30 LOT 31 LOT 32 LOT 33 MINIMUM LOT AREA LOT I 11 1.5 ROW 1L-- -- - -- - -- Y _� -�- -�-------- -- DEDICATION------------- s- _s®---------®-�6----_ VERTICAL CURB W/ 5 0 _ _SIDEWALK, SEE DETAIL_ _ 4 SHEET 17 t1 r ocoo�.oLa�coarv+c.��c:Y:.. s�-kms •7�'�sfi: 15' DRAIN. }--UTILITY, & CCESS ESMT T W_ II II;I WATER QUALITY POND A I� I II I al I II ,I 11 I I) Ill IBI III L40AN TRACT A 20,141 SQ. FT /x® 0 7 SAW -CUT EXISTING 'ASPHALT PER CITY DETAIL COOT CURB RAMP _ _ _ _ __0_ CURB CUT (TYP) - - TYPE 2A - SEE 3 QUAIL STREET / SEE DETAIL SHEET 17 % DETAIL SHEET 17 I � 30' BLDG SETBACK EX. 10' GAS EASEMENT I r30'BLDG SETBACK I REC.1 76787571 mI I �ILa ell 15ILOT 1 15 30' 15 J I* I 20 DRAT AGE 10' DRAIN. & 4 TRACT 4 5' DRAIN. & 30,321 SQ. FT. 15' 15' 6,, UTILITY ESMT (TYP) >-UTILITY ESMT Fe Ih<1 1-T LOT 2 N LOT 3 15,160 SQ. FT & UTILITY I 15,052 SO, FL I 9 16,171 SO. FT. m I _III I '-ESMT (TYP BLDG SETBACK I III �m I I BLDG SETBACK so3o's7E _ _ 25' DRAINAGE_ 23oE ,00.00 167.SL7' 107.511' �- CT A I HK 1------ --- LOT i -- -- "` ---�-- --- APPLEWOOD BAPTIST CHURCH SUBDIVISION =_ 10' UTILITY EASEMENT= _= " -a '-CONCRETE I — — — — — — — — — RN 2006142621 I R-1ZONING26 REC. #76787571 CHANNEL- --I ti APPLEWOOD — ------ — ill BAPTIST CHURCH -- I I=_llr�ssesesma°os=- 1-:71 0 0 0 L=15.67', R=10.00' A,-89.79' 5-5' ROW DEOIGATIo�1 1 W co a U 8 Lu2 MEMO 0 ga L3 QFQQFQ> V 2Z� w I.IJ U) > W W QZa ~ O 2 WAY T O `W LJ Im SZ)¢ U�2 J 0� Q Z� cy _ BB17-006 a } 51224 k COPFRIOHT 2017 ,nneMtln P9+He��+y6,ert. PnmYW,bwv! u+nAm,ee s u„na w ew e..mmm eey e, ,.,m„ LEGEND: NOTES: REVISION: RIGHT -CF -WAV - - BOUNDARY 1. ALL REMOVALS (TREES, FENCES, POSTS, SIDEWALKS, CONCRETE, ETC) AND RUBBISH LOT LINE -.. _ _ SHALL BE LEGALLY DISPOSED OF. EXISTING CURB - - - - - AND GUTTER - - - - - - - - - - - - - 2. FINAL PAVEMENT DESIGN TO BE DESIGNED BY SOILS ENGINEER AFTER OVERLOT MAXIMUM HEIGHT 35 FEET PROPOSED CURB GRADING HAS BEEN COMPLETED. MAXIMUM BUILDING COVERAGE 25% CONSTRUCTION DOCUMENTS AND GUTTER 3. SEE LANDSCAPE PLANS OF PROPOSED FENCING, PLANTINGS AND IDENTIFIER SIGNS DATE: 09,2512017 DRAY N B RL BUILDING SETBACK - - - - - - - - - DETAILS. MINIMUM LOT AREA 12,500 SQUARE FEET . NAL BUILDING SETBACK — — 4. ALL SIGNS SHALL CONFORM TO MUTCD STANDARDS AND SPECIFICATIONS. MINIMUM LOT WIDTH 100 FEET 7MITE RMAW9 EASEMENT LINE 5. ALL ELECTRICAL, IRRIGATION, ETC SLEEVES (CONDUITS ) SHALL BE INSTALLED PRIOR SETBACKS OVERALL SITE TO ANY PAVING. 30 FEET PLAN - 6. EASEMENTS THAT ARE TO BE VACATED ARE NOT SHOWN FOR CLARITY.FRONT ASPHALT TO BE REMOVED REAR 15 FEET 7. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. SIDE (INTERIOR) 15 FEET - B. TRACT A CONTAINS A STORMWATER QUALITY DETENTION AREA AND DRAINAGE PROPOSED PAVEMENT FACILITIES THAT SHALL BE MAINTAINED BY THE HDA. A DRAINAGE EASEMENT OVER SIDE (ADJACENT TO STREET) 30 FEET THE ENTIRETY OF TRACT A IS GRANTED TO THE CITY OF WHEAT RIDGE. 03 OF 14 20' MIN 10' MIN 10' MIN i �I- 3 COMPACTED NATIVE SGL (TO BE STABILIZED WITH IRRIGATED SOD) SECTION B -S SWALE 10' MIN 5' MIN 5' MIN W i �I 3 10$ 10� COMPACTED NATIVE SOIL (TO BE STABILIZED WITH IRRIGATED SOD) SECTION C -C SWALE NOTES: 1. ALL GRADING SHOWN ON THIS PLAN FOR STREETS AND & THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY 7. CONTRACTOR TO GRADE TO A DEPTH BELOW TOPSOIL, SWALES ARE FINISHED GRADE. GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF LANDSCAPING MULCH (SHREDDED MULCH & ROCK COBBLE, ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE ETC) AND RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE 2. ALL FILL AREAS ON SITE SHALL BE COMPACTED TO 95% PUMPED, PIPED, REMOVED AND DISPOSED OF IN A MANNER AT THE FINISHED GRADES AS SHOWN. REF: LANDSCAPE PLANS DENSITY OF THE STANDARD PROCTOR. WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS MDR i EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT B. ADJUST ALL MANHOLES, VALVES ETC. TO FINISHED GRADE. 3. PROPOSED CONTOURS SHOWN DEPICT FINISHED STREET GRADE THE IMPROVEMENTS SHOWN ON THESE PLANS. NO CONCRETE EXISTING GRADE ELEVATIONS AND ROUGH OVERLOT GRADING WITHIN LOTS SHALL BE PLACED WHERE GROUNDWATER IS VISIBLE OR UNTIL 9• MODULAR BLOCK RETAINING WALLS OVER 4.0' IN HEIGHT 5450 THE GROUNDWATER TABLE HAS BEEN LOWERED BELOW THE SHALL BE ENGINEERED (REFER TO STRUCTURAL PLANS). 4, CONTRACTOR TO GRACE TO A DEPTH BELOW RIP -RAP TO PROPOSED IMPROVEMENTS. ANY UNSTABLE AREAS, AS A WALLS LESS THAN 4.0' IN HEIGHT TO BE DESIGN BUILD ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED RESULT OF GROUNDWATER ENCOUNTERED DURING THE GRADES AS SHOWN. CONSTRUCTION OF THE PROPOSED IMPROVEMENTS SHALL BE 10. NO GRADING FOR DRAINAGE SWALES SHALL OCCUR WITHIN 5. ALL FILL MATERIAL AND COMPACTION SHALL BE PER THE STABIUZED AS AGREED UPON BY THE CONTRACTOR, THE DISTRICT, AND THE DESIGN ENGINEER AT THE TIME OF THEIR ryl0 (2 ) FEET OF THE ADJOINING PROPERTY WITHOUT 1ST GEOTECHNICAL ENGINEER'S RECOMMENDATION. OCCURRENCE. OBTAINING A TEMPORARY CONSTRUCTION EASEMENT FROM THE 9445 OWNER OF SAID PROPERTY [1RIr�1NAl SrpLE: 1 "= 20' HOR12, NTS NTS _ f-----!_�-- - - - -- -- _ QUAILT ST. � WIDENING L 1 1PIAN s= ----- ------------- ------ l T-" AND PROFILE ------------ ,3--- i / 1 SHEET OB / 6+00 6+ O 1.00/2+DO �/ - - 3+00G -a+oFo _ /_ I - -�+- - - <� - - -I- I -STORM DRAIN NO. \\ - `- - SDS SHEET 08 --- ------------ --- -------- -l------------- - --------`-- -------\\ ----54.50FG I 38' STORM DRAIN / _ `� \ _ x3 ~� C=LINE NO. SDZ46. 49.9FF9' --- - .` -� �52FG _ _ j/^-- --� FFG \1 4ae1_r - -"SEE SHEET 09 ---- - - -� FG- _R - �- \ Z"r % �- '� --'� Bow/ PROPOSED wmxA_AR BLOCK - - - . '�^ -�_-• _ � - V _ RI=PAINING WALL. 1'8'MA7(. HEIGHT-�- - ��'' - � `'F-----_� � \ I 1F. \ 1 � ho �I-- __:h°i.� � `� 1�� moi'• 2\--'_-�: ��-/ � / ( 'n n F6_ I ' / LTO BE OESIGN BUILD} ate( -`! - A , �e?� \ I yAn era aalz _ 05 sI.oIwI II I iow • n� ! -: 1 - - - l _V •F� I \ s21c' i .s/Fo5448 45 32ND AVE. OVERFLOW 404e�s;9 DETAILTHEET544547.24146CATCHMENT CS 4a91 46 e4 40 \M 46,73 eFFG IOW G 54I8�441 .�µ 44.56- TOW F II 3as9�•'II \\ \\ Fc \ I BOW 4A 41f / 39.72 \- - �. \ I 0 \ ) % / Vv aO I I I 1 14A FG I ( BOVI X97 \\\, \� \\ \ -Y\ \ I / / I it p/ /Ile I II i9 i1/ / \�� X911 mm BOW i BOW rl 5/I5 PROPOSED MODULAR BLOCK 51'0 / ! I < \ \ \ \- I / \ I / o' •. / Bow I I 38.68 1 I 1 \-\ \ •-, \ 5 �/ - RETAINING WALL, T' 11' MAX HEIGHT I / BOW- WATER QUALITY POND, I 1 `\\�' \\\ i\ \`_- \\-- I-'/�y',{� `-- `_\\�'/?/^> / / \� ! iT08 DESIGN BUILD) • - AND 7 F STORM DRAIN NO. I J - _ _ 4 �- - _ - `54.67 �31 SD3 SEE SHEET 10 TOW I I! n \ \ 4 /1 --� -/`�.( SII / T/I II 2234$ \\ -I// / I / / HIS HETET \ II f\ (3Ro Ir ^n ri\ � \ I // ---$r.- %• --2, -- I - \ ' �_ Ta34I� I '\ h3S$ L h n �� ✓ ,r I \ `�_.�- -- - ��- /` `' 1 - PROPOSED 10' i ( \ /_� -� ONCRETE CHANNEL - - 1 STORM DRAIN NO. 1 /_ 46,63 S DETAIL SHT. 08 51.93 FL" -\\ - SO4 SHEET 08 - '4_ '�-- /I 1.71% II \. 5 35.56 39.39 I / _9232 =\ �- r�44.29 I _ ^ - FG \ R 5216 _ {^I !I a7 7\ 51.30 61". I I \\C.\•\\\ / --JFG FG -! / T FG I \ \� -2.34X.` ��- / ., 5, 1 1 \ \ 213X 11 BpW 54.14 9 IY+bO' I 3888 _ 35.40 2. _ , ,. Ii -�v� - r i _ - / - _ 46.38 \ - I ": - FG � I I I FG4207 4a.a1 1 - L - �. FL- (- i I I �_ 3878 �-\ _ _ _ - 44-54 Ft / / �� i I R - y� 42.FC n �'-�- i' Fs FG \ \ \ _ 4B. IU I I .I.1.1.1` \ •- FG - - , -_--- �� -44.52 I�� TOWS =� FT 53.11 I11 -_39.14 - - - - :TOW `�T"'e- �223X > \ 2.02X I} 1 7+OD iGW T`�-�-'-22�_� � � - � �. �� __ .�� f TOW II-� 46.09 ` 46.99_ 47.41 -r 47.88 48b2� °' 37.18 37.77 bM \ 38.18 3860_ / 39.00 39.49,5,- 39.97~ JM 40.38 �� ` \ �� / _M.82 45283 ? 45.67 46.SB 1 0.g -j BOW . $ / S6 �ti 1l lS4 rh TOW', SA3 rTOW/ '�0 TOW /- STOW S44/ ¢2, i%y:* $�, -??I$� ,,�0�'` 'BOW BO'S' `� fBOw m'I'' hAAg /\BDW/ TOW /SA4 /-g01y �� rBOW �9A. 1, i�\ 11 �• "n' A 8.4fiX B Ii I I 1 (1 1 •TOW TOW 3g M, TOW 9. TOW p• - - _ - - i o N _ /- - - - - - - -45.00' 45.64, j - X48.25 ;' 46.86 47.34 f <8.09_: 4873•- 49.43 _ 50.59-/ 51.34 J -BDW ) f \ 36.64, _ -37.13: _ - 37.43 ---37.78) 36.40 - 38,98J .A56,-7--40.28 _ _------__--- - -- _ - __ -T� I I \ BOW_ ---BOW,- BOW BOW _ --BOW BOW.- BOW --- BOW --------_-_- --- -Tow 'TOW -TOW- TOW TOWS --_ TOW TOW 1 \` --- Yom- - PROPOSED MODULAR BLOCK �'k \ k ,F - ---��-__�_� PROPOSED MODULAR BLOCK d - - 1. \.-- dotes =__==^"=s -- -7 \ ---'"- --RETAINING WALL, 10'MAX. HEIGHT / ��- 1 ��-__-� T- \ \ RETAINING WALL, 2' MAX HEIGHT --_cII_------ / / 111 \ yo 1 1 \ / �- (TO BE DESIGN BUILD) \ .III �}• 1 I I -\ (TO BE DESIGN BUILD) I 1 /' , /' 1 111(� 1 1. \ \ 1 i - TO BE STABIL12ED WITH UDFCO SEED MIX F HKTH WATER TA E CONDITIONS PROPOSED GRADE i , EXISTING GRADE 1 _ 5450 TYPE II/ 8450 24' DEPTH TYPE -4. M BURIED ------- -----RIP-RAP 5445 9445 .1. lu 32ND AVE. OVERFLOW CATCHMENT CHANNEL ORIGINAL SCALE- S HCRl2 W O _ U S[ Lj U Z p W ' m gID0 D< O o 0 m C4 Viz& a w uj Z F- i ❑ H 0O Lu Y � DO Lu m U�D Q c/ J � J M W Z ❑ V L ca BB 17-006 51224 s 4�J Ie.oe. COPYRIGW2N7 Tnkaa+mmlY.n �wimwnaxiw..wr.va �w6. noF.roa4. F,ghw. w.rw„m.�..a camm,.as �na.m=e.mm.ad+rM..u. REVISION: CONSTRUCTION DOCUMENTS DATE: 0912512017 DRAWN SY: RL CHECKED BY: NAL T0080RADINGAW9 OVERALL GRADING PLAN 04 OF 14 pIc* Lu B I II I W I I J - -EXISTING PIPE TO - J BE REMOVED- _ - -------- STORM DRAIN- ss.a - LINE NO. SD -2, - SEE SHEET 09 --� G $: WHEAT OMBINAnON INLET (TRIPLE) 5' 0 STM MH� '❑' r'71 ' I I ❑ IT w DRAIN.. I❑ I Q n ❑ UTILITY, & I I I ( I ACCESS ESMT El cq FES WATEI QND ' NB j 7 ll�d R�-RAP �- O I I PONDND OL OL fXI�IINc +IEAOW 11 i I I I I I I II EXISTING WATER =+ -------= -----�®®=m EXISTING- --------- --® m s _ -- -SANITARY------- 81 1 - AG 2' t� "W 8"W 8'W 8"W- w.. 5' 0 STM MH F F �- EXISTING PIPE -ss, ss„ ss,e ss,e N BOX MANHOLE TO 3 _ r C 5' DRAIN. & QUAIL STREET - - -TO BE REMOVED - I---------G---.----------�. �---------' ; ---- --Un TY ESM --- --- . INV. 5435.57 G14= TRACT A STRUCTURE _ 5' DRAIN. & UTILITY ESMT 39.75 OF 8' PVC 0 2% -RIM=5438.78 - ' INV.=5436.36 YI III �j'-�------------ -- ; j hI I YI j III 'I► 1�: I ER QUALITY POND, AND 15" STORM DRAIN NO. SD -3 SEE SHEET 10 I EX. 10' GAS EASEMENT I REC.# 76787571 lm"6ma_ T II I II LOT 1 I I 10' DRAIN. & I 10' DR. unuTv ESMT (TYP) unurY 10' DRAIN. LOT 2 & UnuTr ESMT (TYP) 152 OF 8' I 4RIM=5442.07 100 OF 8% I I RIM=5444.D4 - PVC 0 2R� I INV. 5439.40 - -PVC 0 2% I 1 INV,5441.40 ZL=25' DRAINAGE - STORM DRAIN NO. SD -1 SHEET 08 APPLEWOOD BAPTIST CHURCH Mao 11 I I 32ND AVE. OVERFLOW CATCHMENT CHANNEL SEE SHEET 04 II I 20' DRAINAGE IN. & I 10' DRAIN. & TRACT �A ESMT (TYP)- UTILITYESMT (TYP) LOT 4 LOT 3 � 107.5 OF 8" I PROPOSED 18" NYOPLAST _PVC 0 2% I INLINE DRAIN W/ DOME COVER r _ _(TYP.) - SEE DETAIL SHT. 17 RIM=5446.36 C6 l =C5 TRACT A INY. 5433.55 C2 J�C1 CL Ch ]E _ 9PROPOSED 10' --�'10'UTILITY EASEMENT _------------------ CONCRETE CHANNEL REG #76787571 SEE DETAIL SHT. 06 - - - - - - - 0 PROPOSED 3' X 0.5' I LOW -FLOW MEANDERING -- --- CONCRETE CHANNEL ==11I�s------ = ®m=ems � //%/6!� r GENERAL NOTES: 1. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE! PURPOSES ONLY. 2. MORE THAN THREE (3) STREET -CUTS WITHIN A 250 LF SECTION OF ROADWAY WILL RESULT IN MILLINGIOVERLAY PER CITY ROW PERMIT REQUIREMENTS. UTILITIES NOTES: 1. THIS PLAN IS FOR OVERALL SITE LAYOUT INFORMATION ONLY. WATER LINE NOTES: 1. ALL WATERLINE SERVICES ARE 3/4' TYPE'R" COPPER UNLESS OTHERWISE NOTED. 2. ALL WATER MAINS ARE 8" UNLESS OTHERWISE NOTED. SANITARY SEWER NOTES: 1. ALL SANITARY SEWER LINES ARE 8" PVC UNLESS OTHERWISE NOTED. 2. ALL SANITARY SERVICES ARE 4" PVC UNLESS OTHERWISE NOTED. W Z v/ CRIGNAL SCALE: I'. 30' HOR12. I I IW �I 1 1 CUSTOM BOX MANHOLE STRUCTURAL DESIGN BY a 07H�RS _ 11 Fl I STORM DRAIN NO. SD -1 SHEET 08 II 5.5 ROW j ®®® DEDICATION I I 1 I II 1 PROPOSED 46" Y HDPE STORM PIPE II Q I 'N 9' I 11 1tu 1 15� 0 STMT MH 3 I II 1 i1 a OMI HEADWALL & CONCRETE 4NNEL - STRUCTURAL IBY OTHERS I I iR I 10 I I I 11 I I ,I UTILITY LEGEND WATER ONE I FlRE HYDRANT 1� GATE VALVE N BLOW -OFF CURVE TABLE 3/4' SERVICE W/METER CURVE / LENGTH RADIUS DELTA CHORD BEARING NGTH t34 Cl 47.26' 122.94' 022'01'34.34" Ni'19'42.26"W WHEAT RIDGE COMBINATION INLET (TRIPLE) C2 34.35' 83.22' 023'39'02.86" NO'30'58.00"W 00 C3 37.79' 91.54' 023'39'02.86" NOW58.001 37.52' C4 37.38' 90.56' 023'39'02.86" NO.30'5B.001 37.12' C5 37.45' 90.73' 023'39'02.86' NO'30'5B.00'W 37.19' C6 37.01' 89.67' 023'39'02.86" NO'30'5B.00'W 36.75' C7 37.20' 90.12' 023'39'02.86" NO'30'5&OD"W 36.94' C8 37.63' 91.17' 023'39'02.86' NO'30'58.OD'W 37.37' C9 38.03' 92.12' 023'39'02.86" ND'30'58.OD"W 37.76' CIO 38.28' 92.75' 023'39'02.86' NO'30'58.OD"W 38.01' C11 37.37' 90.52' 023'39'02.86' NO'30'58.OTW 37.10' 37.83' 91.64' 023'39'02.86" ND'30'5B.00'W 37.56' LC14C12 C13 47.02' 153.24' D173,V5L60" N2'31'07.63"E 46.114' 32.05' 56.31' 032'36'29.87° N1'27'S7.57"E 31.61' I EX. 10' GAS EASEMENT I REC.# 76787571 lm"6ma_ T II I II LOT 1 I I 10' DRAIN. & I 10' DR. unuTv ESMT (TYP) unurY 10' DRAIN. LOT 2 & UnuTr ESMT (TYP) 152 OF 8' I 4RIM=5442.07 100 OF 8% I I RIM=5444.D4 - PVC 0 2R� I INV. 5439.40 - -PVC 0 2% I 1 INV,5441.40 ZL=25' DRAINAGE - STORM DRAIN NO. SD -1 SHEET 08 APPLEWOOD BAPTIST CHURCH Mao 11 I I 32ND AVE. OVERFLOW CATCHMENT CHANNEL SEE SHEET 04 II I 20' DRAINAGE IN. & I 10' DRAIN. & TRACT �A ESMT (TYP)- UTILITYESMT (TYP) LOT 4 LOT 3 � 107.5 OF 8" I PROPOSED 18" NYOPLAST _PVC 0 2% I INLINE DRAIN W/ DOME COVER r _ _(TYP.) - SEE DETAIL SHT. 17 RIM=5446.36 C6 l =C5 TRACT A INY. 5433.55 C2 J�C1 CL Ch ]E _ 9PROPOSED 10' --�'10'UTILITY EASEMENT _------------------ CONCRETE CHANNEL REG #76787571 SEE DETAIL SHT. 06 - - - - - - - 0 PROPOSED 3' X 0.5' I LOW -FLOW MEANDERING -- --- CONCRETE CHANNEL ==11I�s------ = ®m=ems � //%/6!� r GENERAL NOTES: 1. HOME PLANS ARE SHOWN FOR ILLUSTRATIVE! PURPOSES ONLY. 2. MORE THAN THREE (3) STREET -CUTS WITHIN A 250 LF SECTION OF ROADWAY WILL RESULT IN MILLINGIOVERLAY PER CITY ROW PERMIT REQUIREMENTS. UTILITIES NOTES: 1. THIS PLAN IS FOR OVERALL SITE LAYOUT INFORMATION ONLY. WATER LINE NOTES: 1. ALL WATERLINE SERVICES ARE 3/4' TYPE'R" COPPER UNLESS OTHERWISE NOTED. 2. ALL WATER MAINS ARE 8" UNLESS OTHERWISE NOTED. SANITARY SEWER NOTES: 1. ALL SANITARY SEWER LINES ARE 8" PVC UNLESS OTHERWISE NOTED. 2. ALL SANITARY SERVICES ARE 4" PVC UNLESS OTHERWISE NOTED. W Z v/ CRIGNAL SCALE: I'. 30' HOR12. I I IW �I 1 1 CUSTOM BOX MANHOLE STRUCTURAL DESIGN BY a 07H�RS _ 11 Fl I STORM DRAIN NO. SD -1 SHEET 08 II 5.5 ROW j ®®® DEDICATION I I 1 I II 1 PROPOSED 46" Y HDPE STORM PIPE II Q I 'N 9' I 11 1tu 1 15� 0 STMT MH 3 I II 1 i1 a OMI HEADWALL & CONCRETE 4NNEL - STRUCTURAL IBY OTHERS I I iR I 10 I I I 11 I I ,I UTILITY LEGEND WATER ONE I FlRE HYDRANT 1� GATE VALVE N BLOW -OFF U) 3/4' SERVICE W/METER --WS EXISTING SANITARY SEWER SANITARY SEWER MANHOLE ®" 4" SANITARY SEWER SERVICE S/5 STORM DRAIN �r FLARED END SECTION cz WHEAT RIDGE COMBINATION INLET (TRIPLE) SEES STORM MANHOLE (5' 0) OUTLET STRUCTURE (TYPE C INLET) � WHEAT RIDGE VALLEY INLET I LU O U U 2 p W m 'g o c @°� L 6� 81M r } 51224 R COPrR16H72017 mr m„nw m i msaa.m m n."a"m.a a y M w,emn y-".rtxu e,a sW�.ma. uc. REVISION: CONSTRUCTION DOCUMENTS DATE: OBY SM17 DRAWN BY: RL CHECKED BY: NAL 70%UDL.dp OVERALL UTILILTY PLAN 05 OF 14 U) W Z Ill LWL F- 7 ❑ OCL O �Y W � 00 Lu M 1 w D z U�� J w ZCy❑ L BB 17-006 J r } 51224 R COPrR16H72017 mr m„nw m i msaa.m m n."a"m.a a y M w,emn y-".rtxu e,a sW�.ma. uc. REVISION: CONSTRUCTION DOCUMENTS DATE: OBY SM17 DRAWN BY: RL CHECKED BY: NAL 70%UDL.dp OVERALL UTILILTY PLAN 05 OF 14 I 1 .. N: 703676.47 - - - - - - i' / ]+ / 4+ODms+ E: 106605.37 r m _ _ _ �M d E: N N _ N �� --- ---- -- - ------ - --- -- - _ SL -- - --- `= - � IILN107033 065.31 \\ I10.30 ®� _ WRB WT3TA - CURB WT STA ---_y - \ 12) CURB WT STA - - CURB WT SiA_ -- .. _ _ _ CURB CUT STA . _ CURB CUT TA 4+73.87, 19.00�R- PCR STA I 1 PCR STA _ _ 4+13.16, 19.00�RT ---� 1+40.79, 19.00' -..,2+64.37, 19.00IR i -l-3+85.03, 19.00', _ _ 0+27.66, 17.26R- / - FL ELEV=5448.14 i - _R ELEV=5950.67 -FL ElEV=5451.93 - - -_ 5+77.31, 19.00'' `! / - FL F1EV=5444.69 /i / �\ FL EIEV=5446.02 - 1� - - - - !L % \ , FL ELEV=544971 - - --t- - FL ELEV=5453.87• AFL ELEV=5444.45( 11 I` - ` I /' T1 ICURB CUT STA. \ - 1 - WRB CUT STA WRB CUT STA:' I CURB CUT STA \� ;LJ I „_, I I - CURB T STA CURB CUT STA 4+37.16, 19.00'' -'1"4+97.87, 19.00' PCR STA I ., I I \ - - - / 2+86 37, 19.OD - 3+6029, 19.00 R , / i PCR STA I 1+02.06, 19.D0'R 1+56.07, 19.DO�R I r El_EV=5448.70 v AFL ELEV=5450.08'y ELEV=5451.17. _FL E!EV�-545254 5+97.31, 38.87 I 0+31.97, 18.98' I I f1. ELEV=5445.36;- - =5446.28 _ _ - - - / FL ELEI,V=5I415I4.5I8 I �® FL EU V=5444.50 III 11 P I I i911 5455__ 0J W /'� v W I Z z a O 2 OTHERWISE NOTED. (n W 5455 �e DO W � _ I, Ucl)� -< .*n u_-- � � � QZ� V 2 ca BB 17-006 DATE: 0912512017 NOTIFICATION CENTER OF COLORADO AT LEAST 48 K HOURS PRIOR TO CONSTRUCTION. CALL 811. CHECKED BY: NAL 5. THE 6UBGRADE MATERIAL SHALL BE SCARIFIED OR TOWD PiPAva REMOVED TO A DEPTH AS RECOMMENDED BY THE QUAIL ST. PLAN GEOTECHNICAL ENGINEER. a0p 6. PAVEMENT SECTION TO BE DETERMINED BY THE � GEOTECHNICAL ENGINEER AFTER OVERL07 i GRADING OPERATIONS. 7. THE CONTRACTOR SHALL PROOFROLL SUBGRADE I g p _ _ EASI J"HY Fz: �e+HI1f j� A O PAVEMENT. OF 14 n$ - _- PROPOSED FLOVIUNE �.--- - - I _...- - ---- - MG GRADE 0 PROPOSED FLOW NE I j l - 54455445 -rii _ I _ 5440 5440 0+00 1+00 2+00 3+00 -TLE _ 4+00 ENTERL 5+00 5+006+11 W ,o b CRIGINAL SCALE 1 30' HCPJZ- I 0J W /'� v W CD Z z a O 2 OTHERWISE NOTED. (n W Y �e ,o b CRIGINAL SCALE 1 30' HCPJZ- I P 51224 I 0J W /'� v W W Q z a O 2 OTHERWISE NOTED. (n W Y �e DO W � m� =Q Ucl)� Jaw QZ� V 2 ca BB 17-006 P 51224 I COPYRIGRT 2417 NOTES MmmwuNYr Ys4u�n!✓alNe. rAra,nl, ,rmu.pmmuynIryxY.ego,.,. v.YYw�Yrurm YYOxLmwYYY,iW YN e.uMWa xy Y/'�b. 1. ALL ELEVATIONS ARE TO FLOWLINE UNLESS w.rw+Yan a,e „aY..ea.ua. OTHERWISE NOTED. REVISION: 2. ADJUST EXISTING MANHOLES, VALVES ETC TO FINISHED GRADE. 3. ALL SLEEVES FOR GAS, ELECTRICAL, IRRIGATION ETC SHALL BE INSTALLED PRIOR TO PAVING OPERATIONS. CONSTRUCTION DOCUMENTS 4. THE CONTRACTOR SHALL CONTACT THE UTILITY DATE: 0912512017 NOTIFICATION CENTER OF COLORADO AT LEAST 48 DRAWN BY: RL HOURS PRIOR TO CONSTRUCTION. CALL 811. CHECKED BY: NAL 5. THE 6UBGRADE MATERIAL SHALL BE SCARIFIED OR TOWD PiPAva REMOVED TO A DEPTH AS RECOMMENDED BY THE QUAIL ST. PLAN GEOTECHNICAL ENGINEER. 6. PAVEMENT SECTION TO BE DETERMINED BY THE & PROFILE GEOTECHNICAL ENGINEER AFTER OVERL07 GRADING OPERATIONS. 7. THE CONTRACTOR SHALL PROOFROLL SUBGRADE AND BABE COURSE IN MANNER ACCEPTABLE SHALL BE INSPECTED BV THE CITY. PROOFROLLI BY THE CITY. PRIOR TO INSTALLATION OF ASPHALT O PAVEMENT. OF 14 5460 5449 .� 5440 5495 5473 0 10 20 ao 0+00.00 5450 1 5453 EXISTING.� - PROP GRADE (TYP.) -r - GRADE 5440 - 3.7 f - -I _ S44D 26.5 SL35 0 10 22 30 50.95 1+25.00 5460 a 5456 DRIVE am 5450 _ ._.=4.47 ON :00X` 5450_ 5440 -- -26.5 5410 6495 5990_ �._ 5435 2+50.00 a 3+75.00 w 5480 5460 -o-- 7. 5460 - --- 6468 2.85 0 10 m 30 5+00.00 5450 a _ ^ DRIVE am 5450 _ ._.=4.47 ON :00X` 5450_ EXISTING aGN DE (TIP.) _. --" 3.24' I GRADE (TYP. 5990_ �._ 5440 5440 I 5495 5450 -..- -- -4.60 3450 -- ADE (TYP.)GRADE -- 26:5' 5435 6440 f 5440 r 5435 S46D 6495 3+75.00 w 5480 5460 -o-- 7. 5460 - --- 6468 2.85 0 10 m 30 5+00.00 5450 a _ ^ DRIVE 6496 5450 _ ._.=4.47 -- :00X` 5450_ EXISTING t� PROP DE (TIP.) _. --" 3.24' I GRADE (TYP. 5990_ -2.47 5440 5440 I 5495 5440 -- - 5440 ..------- ADE (TYP.)GRADE -- 5440 5435 S49S f 5435 6450 I 50.50 5450 _ -. - SS50 5460 DRIVE 5450 EXISTING - -�-- -- � --- -- - - -s Id� _ - -- GRADE (TYP.) _ - _-` 4.115:.00. - PROP. T - - - 3.62' 5440 6440 - 5440 .. .. 3-1 72' .. I - 5440E (11P) - 6440 - 5440 - - 26.5-�_. 5495 5495 5495 5495 5495 `---..._-...- SOS 0 10 m 20 0 10 = 3a a 10 m 20 0 10 20 20 0+25.00 0+50.00 0+75.00 1+00.00 5450 a _ ^ DRIVE 5460 5450 _ ._.=4.47 -- :00X` 5450_ EXISTING t� PROP DE (TIP.) _. --" 3.24' I GRADE (TYP. 5990_ --- 5440 5440 I 5495 ISM 5495 5440 _ '?'--- PROP. ADE (TYP.)GRADE -- 5440 5435 (TYP ---I 4+50.00 2s:5' 1+50.00 __..a---- RN - --E 5450 0 5450 6940 5436 5435 0 10 20 20 2+75.00 9450 a _ ^ 5450 5460 - _ ._.=4.47 -- :00X` 5450_ EXISTING t� PROP DE (TIP.) _. --" 3.24' I GRADE (TYP. 5990_ .,--- 5440 5440 I 5495 ISM 4+00.00 .. .. 3980 a _ ^ 5450 5480 - _ ._.=4.47 -- - 5450 5440: -- -- 5990_ 5445 4.3 2.88 26.5'-i-'� S. 5+25.00 .. .. 5450 a _ ^ 5450 5450 - _ ._.=4.47 �• - - 5440 5440: 5440 5450 4.3 5440 5475 - 5495 1+75.00 J -I- 5a4o - - - �•-� I � I ISM I 5495 0 14 2a ao 3+00.00 5450 6460 J^ DRIVE ^� 5450 540 5446 26.5' 5445 0 20 30 1 4+25.00 5460 5430 41 5450 r" - -- - 26.5'--i 5445 0 10 22 20 5+50.00 5456 -- a _ ^ 5450 j 5450 r_ -x.5.01' .005 J 5440 5440: 5440 5450 4.3 5450 5495 - 5475 2+00.00 5469 a _ ^ 5450 6499 5450 jj DRIVE - i RON i J 5440 6460 -- - 5495 5450 4.3 5450 005.`": 5450 - _ DOSING _, _ '?'--- PROP. ADE (TYP.)GRADE -- --- 3.38'-_ (TYP ---I 4+50.00 2s:5' S46D 1.- EXISTING =I 9140 5495 5489 ADE (TYP.) .- . 3+25.00 6460 a _ ^ 5450 6499 4` .00 jj DRIVE - i RON i J 5440 6460 -- - 5495 - - _ - 4.3 5450 --- 5450 -3.35' - - - �- 5450 8448 0 10 2a 5445 m 90 4+50.00 5465- n :. S46D 1.- EXISTING - PROP. ADE (TYP.) .- . GRADE ISM 5450 5445 0 10 20 as 5+75.00 5450 a _ ^ 5450 - 4` .00 jj DRIVE - i RON i 5440 6460 -- - 5495 so$ 2+25.0,0 za 5460 5460 ISM jj DRIVE - i RON i -4182 1 6460 -- - 'r 5450 _ 5450 --- -- -3.35' - - - 2a 5440 5440 9499 3475 3+50.00 m 9496 5460 -- jj DRIVE - i RON i -4182 1 6460 -- - 'r 5450 _ _236'. --1- __ 5445 26.5' -----moi 3445 4+75.00 6480 3480 5400 5480 3449 5445 0 10 20 20 i+00.00 NOTES 1. ASPHALT DESIGN PER SOILS ENGINEER. 2. SEE WHEAT RIDGE VERTICAL CURB WITH SIDEWALK(CS) SECTION. DETAIL CODE -C" W O d U Y U Z p W a W m U a 7 � I N 6L W W Z F- Z o moo W U) Y � � O `L11J m 1 D Q U�< J Ix w 0 � DZ� Cy m BB17-006 p 51224 LOFYRX3H72017 ,wE.eunpenqnl.Yry.n Y.,.n.dm..,Y.,.tlw.d� Ybde>m.nYIYYb. Yb bwWWub,Y.�1Y. ....n.R.1Y..BF+W....O• l,.F REVISION: >< SITE PLAN EXHIBIT DATE: 09125!2017 DRAWN 6Y: RL CHECKED BY: NAL noon P&PAW QUAIL ST. WIDENING X -SECTIONS 07 OF 14 ��.�� •\ --k x x =� -- ,-- -�� -=__--_- - =ter m��lv�--_-�-- SIMICUSTOM BOX MANHO97 _ I STA 0+49.97 5' o STILMH // / / - ! - - - / %g EXISTING PIPE_ - F..j W - �\ BOX MANHOLE TO �M BOX MANHOLE - ��\ \-5' 0 STM MH - ` \ 1 5 DRAIN. d --QUAIL STOEEI TO BE REMOVED._ OTHERS ------ RAL DESIGN BY t < \ _ ------ -- _------ ------ -------I1nLITYESMT------------------------ -- -- WIX'WHEAT RID \\�COMBINA�nON kJL T (TRIPLE) •� \ I I I� I d_ -_. — —� J, 5450 � /s4 I a<s. � '' I 1 I/1 dI � II `s4•a _ - 544e 5449 mi 32NDAVE. OVERFLOW i 15' DRAIN., - _ 5447 !CATCHMENT CHANNEL - / // F I-_ ,V .{;:I_. \ \�w I \ DEDICATION / nun, & = . - - - - I � \ \ I I55 ROW f 1 \ \ ^ I s \ I I- , SEE / f I ACCESS ESMT I I \ I \ I r' � �� I I C __z:_-�\ T If�i ili\/j / I \� / WATE OUA \? \ \\ // / - L %� �� / I PROPOSED 48' I \ I I I I i i 36" FES•, --- \ i •, \ \ \ I \ 41 I / �[ I I HDPE STORM PIPE I /�-PQNDIA _`\� \. \ \ \ 1\\/ d� I--/ /1,I ti, � I tl \ I R � RAF I \ \- \ \ �/ I .r•+, I I I - 1 ' r l I / / �i 20 DRAINAGE I 9 _ 1) �' I \\ - - DIOUTLET TRUCNR ! t \ \ - - _ d 1 11 LOT t ( (� 10' DRAIN. & \ I 1 0' DRAIN. k 1 \' I / \10' DRAIN. & qys TRACT a I 111 I 1 / I 1 �5' DRAIN. \ \ I I 6' 3 ( ( \ ` a \ // 1 I // � UTILITY ESMT TYP �41TILITY ESMT TYP �\ / 1 UTILITY ESMT (6 ) 9 / I I = UTILITY T _ std �I rg I a I -- -- 1�1• - - \ LOT 3 ^ /! /e ,LOT 4 I Z 15•i5� j n� \.. 1\ �i �_�-_SR10'ORAIN. ..�_2 - ��_n �_ -� LOT '� ..i _ - I I/ / \ ! \, e r +.<-� -39.75 LF 8' Sy "& U71LItt �; �" f- _ \ - -\ i I / PROPOSED 18" NYOPLAST I I N f '� ,✓�'{v .\ PVC @ 2� - RO - ESM (rn'� i -J '` 152 LF B 1 1 �\ 1 `t00 1F 8" ' - 'y � \ �ID7.5 lF B'' / INLINE DRAIN W/ DOME COVER I I 4h b - PVC @ 2% l J �, QVC @_ 29.. �" 1c . /-�— -.PVC ®2R , �r I H i • TtP•) -SEE DETAIL I7STA 2+07.93 1 I W R 50SIN IMH Tr I LI- - TRACT A !f �V / I •+00 — -- — - - \ _ _ .OM HEA6WALL &CONCRETE �� ^�H v - ' r'• /� / } I^\ �\ /i1. \ CHANNEL - STRUCTURAL BY 0 R p I_ WATER QUALITY POND, _ APPLEWOOD — — PROPOSED 3' X 0.$' - - r - ` / -' ��- - --?� -PROPOSED IO' - z / I p 1 I \ 1 AND 15" STORM DRAIN NO. _-�__ _` LOW -FLOW MEANDERING -r te- �� = - �= --F `-- -� - c j E I I -77--,7-% - / '-� . - - - - - -1- - -�-`i t CONCRETE CHANNEL \4 - I j I j so -3 SEE SHEET �o --, -BAPTIST CHURCH 11( CONCRETE CHANNF,L \ ! SEE DETAIL SHT. OBS � p AAa, 5456 FLu Z U O 2 LL 5455 o ��kE'gR J NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. }g ss a,'�"" i _ i157.9-8_6 Z --' 5450 l —t 1 8.45 LF _ HOPE 46 --1---- PE I --j---- --'-- I"- O 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 611. `1 5450 O — �� _ _—_ ---' — �- -� f 9STING GRADE m _ 5445 UC/)� 6. NO GRADING FOR DETENTION OR WQ FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL 5445 V _ BB 17-006 ? PN STA 2+18.38 ... _ _ PN ELEV 5445.85 1 AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. - PROPOSES�ADE �� -.--- _—_-_ ___--- _--- - ----- -- �\ 5440 ------ -- -- ---7 _ CHANNEL DETAIL ALL DRAIN LINES ARE CLASS III REFlNFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 5440 5435a VARIES 3' VARIES a e a a .a J5 .° a - I � 5435 -- ---------- --_ -- i I a II ---PVI-STTAA 7+6423 --I- - 5430 NOTES: - BOULDERS TO BE PLACED RANDOMLY THROUCHOUi BOTTOM 1. CONCRETE THICKNESS AND REINFORCEMENT BY STRUCTURAL ENGINEER. OF CHANNEL TO GIVE 2. SEE SHL 05 FOR LOW FLOW MEANDER ALIGNMENT NATURAL AFFECT (TYP.) - PN REV - 5433.991 ; 5430 --------------{--..-------.----- -----i j MAX. PROTRUSION 1' --- - -- -- EXISTING HEADWALL SECTION A -A CONCRETE CHANNEL NTS 48 n HDPE AND CONCRETE CHANNEL --- - ---+ ---- -- - - ----- -- -- � PROFILE -SDI - --- — ,FRT OF DUAL PIPES -� -I 54251 1 I I 5425 I i- � FLu Z U O 2 LL s o ��kE'gR J }g ss W W Z i O I"- O W `1 � O � `W m UC/)� Z 0 V 2� BB 17-006 ? 1 51224 ¢ COh'RIONT 2017 �.m.,"m. rewroma. och.r. v.,m.Murwm tlYY EMn"� h hmm e,tl m, E"eiN W! "b M MIM hF"I-M MN h�6 Frylh"1p. LIG REVISION: SITE PLAN EXHIBIT DATE: 0012512017 DRAWN BY: RL CHECKED BY: NAL 71ANDI ft STORM PLAN & PROFILE - SD1 08 OF 14 DIA) I � !4 I _ I I T� I I � I \I \�!-- -- STM B (5' DIA.) — rrSTA 2+25.05 In I 1 ® I V'11 I 1A/ATC 15 /11 1 A 1 ITV/ n/1\111 A \111 L'rf%n&■ 11n A 1\I @11 N RAM 0+00 1+00 2+00 2+55 N I . . VB\V I—wow V . w !C U Z • PLAN AND PROFILE ZSoZ'o W E I S F , W 2011 m OZ H i 11EX ;iR•I,II�F_ SCALE: �'_ :7 HWZ U LL ; 5450 �e yZ�M�ggR 5450 Lu mm mvn.n m m i�anwe n oovm,.m s am re�me.n.AmA.aero.F,pm.. b^"w.m, m IY4oamnAm Anbd Ytl bsOnWlamy b/inyn APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. .m.�.�mnnmer om.mind uc. -- - -- - J Er Q Lu � MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO Z C) 2 I BB17-006 BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. CONSTRUCTION DOCUMENT'S DATE: 09125/2017 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP—RAP TO ALLOW THE DRAWN BY: RL TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. CHECKED BY: NAL 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF 7OMD2.AV COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL Bit. STORM ORM PLAN & J _Baa NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT PROFILE - SD2 ' � ._.. ` r ~ M > > 5445 SAID PROPERTY. 7. 5445 09 — OF 14 i ✓ I � I I --- - : 53 --- '^ / 6 M LF 5440 .� - 01.00% 5440 r pp59 TF -------- ---_----- -_- ---- ---------" 1008 ----® 1.59% � � .ii -------..------_-------- -L ----� - - ✓ - --- ]EI• RCP I -- 54355435 5430 5430 Lu 0+00 1+00 2+00 2+55 N M, O a v w !C U Z W WZ ZSoZ'o W E t DNOTES S F F L) W 2011 m OZ H i 11EX ;iR•I,II�F_ SCALE: �'_ :7 HWZ U LL ; g �e yZ�M�ggR 2. Lu mm mvn.n m m i�anwe n oovm,.m s am re�me.n.AmA.aero.F,pm.. b^"w.m, m IY4oamnAm Anbd Ytl bsOnWlamy b/inyn APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. w W WZ Z t DNOTES moo `l.. 1. W THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS Y �e �o 2. Lu mm mvn.n m m i�anwe n oovm,.m s am re�me.n.AmA.aero.F,pm.. b^"w.m, m IY4oamnAm Anbd Ytl bsOnWlamy b/inyn APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. .m.�.�mnnmer om.mind uc. U J Er Q Lu � MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO Z C) 2 I BB17-006 t DNOTES `l.. 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. COPYRIOHIT"17 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE mm mvn.n m m i�anwe n oovm,.m s am re�me.n.AmA.aero.F,pm.. b^"w.m, m IY4oamnAm Anbd Ytl bsOnWlamy b/inyn APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS. .m.�.�mnnmer om.mind uc. THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO REVISION: MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES NTH CONCRETE RINGS. I DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND COULD VARY DUE TO VERTICAL ALIGNMENT. CONSTRUCTION DOCUMENT'S DATE: 09125/2017 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP—RAP TO ALLOW THE DRAWN BY: RL TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. CHECKED BY: NAL 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF 7OMD2.AV COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL Bit. STORM ORM PLAN & J 6. NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT PROFILE - SD2 AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFlNFORCEO CONCRETE PIPE UNLESS OTHERWISE NOTED. 09 — OF 14 7 WQCV ELEV 5438.( 1/4- THICK GALVANIZED STEEL PLATE OVERLAPPED 4" FROM GAP IN CONCRETE SECTION A -A NTS 6 –5/16" 1 1 k I I STAINLESS STEEL BOLTSFlow L. LL_ 3 - 3/8" 0 CARBON STEEL 1 1/4'x1 SPACED 0 10.6" WELL SCREEN 1/2' ANGLE FRAME TRASH RACK SEE ATTACHED TO CHANN DETAIL THIS SHEET BY WELDING ALL AROUND HEADWALL OPENING OUTLET STRUCTURE DETAIL MODIFIED TYPE V INLET NTS PROPOSED WIA WATER QUALITY REINFORCE PER M-6010-20-20 � ORIFICE PLATE e•CONCRETE FLOOR TRASH RACK AND WATER QUALITY 15" RCP / `-•-•+- ORIFICE PLATE, SEE DETAILS J 17 PLAN (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CBOT M NTS LA STANDARD M-604-11 WATER QUALITY WSEL=5438.01 • BTM POND=5x35 (1) STANDARD CDOT CLOSE MESH GRATES - INSTALL PER CDOT M STANDARD M-6134-11 I WATER QUALITY ORIFICEPLATE TRASH - 15" RCP .. RACK 113'-5" WINGWALLS CREST OF EMERGENCY SPILLWAY 10 -YEAR OVERFLOW WSEL \ WATER TOP OF POND MATCH QUALITY POND OVERFLOWS`\ (BEYOND EXISTING � EL 5438.34 � - / .. 1 4 TYPE L c:-.�•..a::,:w.r,-,,.;, /- RIP -RAP TYPE II - BEDDING EMERGENCY SPILL WAY SECTION NTS TOP OF POND = 5438.88– •T0P OF POND = 5438.88 10' CREST LENGTH I BOT FG (AS SHOWN It 4' /ON PLAN VIEW) 4 _1z/ EL = 5438._34 TYPE I/ BEDDING TO BE STABILIZED WITH UDFCD SEED MIX FOR HIGH WATER' 21' DEPTH TYPE L TABLE CONDITIONS BURIED RIP -RAP EMERGENCY SPILL WAY PROFILE NTS ELEVATION NTS U.S. FILTER STAINLESS STEEL WELL SCREEN OR APPROVED EQUAIL USING J93 VEE WIRE WITH < 0.139" OPENINGS BETWEEN WIRES N 1'-0" ` CARBON STEEL 1 1/4"xi 1/2" INSIDE FRAME ANGLE FRAME ATTACHED TO CHANNEL BY INTERMITTENT WELDS SCREEN FRAME 11 r I ( I I I I I +ITj-I ASTM 12 (FES 30")_ STA0+71.64 �+ l TRACT A il i _y —5438-- 1 \ LOT 1 11 , b, \ 38.ee 41 WATER�UALITYOND A\ +� Fs 1 \ EMERGENCY SPILLWAY - r 3834 ,r-). - • SEE DETAIL • 1- � f'_FGr I ,i5.is_ TIN X 5L X 21-D �•. \t 1 r it r . -ter 7;. / TYPE L RIPRAP / \ X �� 3Gss — -- — Fc F6A -STM 14 (TYPE C) - ( •` µ7° ---_ STA D+29.30 - 1 \ --'5435'--'�.` _ - 1 -----5436---- \ ----- WATER QUALITY POND AND STORM DRAIN SD -3 PLAN AND PROFILE 5440 5440 W 8 I'� n W 'v Ell f N Z Z --- -_-- -- � F-. o F �-----------� � � � PROPOSED GRADE � I �i -wd ur mom.u�mxm.a-,e.me.,ame+rey�. .o+M.xw�eeeae`..na ua W THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP W � o W �■■ 1 I co U THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND - CONSTRUCTION DOCUMENTS - COULD VARY DUE TO VERTICAL ALIGNMENT. � 9 DVC 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE Z a Cy 2 70*Mdn BB17-006 COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. 6485 6. NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN PROFILE - SD3 & 5435 ' 21" DEPTH TYPE L �- / I I BURIED RIP -RAP WQ POND PROPOSED GRADE 5433 5433 0+00 0+63 W WO U U C7 2 w Z� Qo O U ZVZ� � F � LL i J LL W W W Z Z 0 F-. o o COPYRIGHT 2017 msam-a�.,i a.wae.. w �i -wd ur mom.u�mxm.a-,e.me.,ame+rey�. .o+M.xw�eeeae`..na ua W THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP W � o W �■■ 1 �::)¢ co U THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND - CONSTRUCTION DOCUMENTS - COULD VARY DUE TO VERTICAL ALIGNMENT. DATE: 00/2512017 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE Z a Cy 2 70*Mdn BB17-006 { 51224 F f; NOTES 1. SERVICE TRENCHES AND UTILITY MAIN TRENCHES SHALL BE COMPACTED THROUGHOUT THE DEPTH OF TRENCH AS SPECIFIED BY THE SOILS ENGINEER. COPYRIGHT 2017 msam-a�.,i a.wae.. w 2. RIM ELEVATIONS SHOWN ON THE PLAN AND PROFILE SHEETS ARE�� -wd ur mom.u�mxm.a-,e.me.,ame+rey�. .o+M.xw�eeeae`..na ua APPROXIMATE ONLY AND ARE NOT TO BE TAKEN AS FINAL ELEVATIONS THE PIPELINE CONTRACTOR SHOULD ALLOW APPROXIMATELY THE TOP REVISION: ONE (1) FOOT TO BE ADJUSTED EITHER UP OR DOWN IN ORDER TO MATCH FINAL PAVEMENT ELEVATION. THE MAXIMUM ADJUSTMENT TO FINAL GRADE IS TWELVE (12) INCHES WITH CONCRETE RINGS. 3. DISTANCE FOR STORM DRAIN LINES ARE THE HORIZONTAL DISTANCE BETWEEN CENTER OF MANHOLE TO CENTER OF MANHOLE ETC. THEREFORE, DISTANCE SHOWN ON THE PLANS ARE APPROXIMATE AND - CONSTRUCTION DOCUMENTS - COULD VARY DUE TO VERTICAL ALIGNMENT. DATE: 00/2512017 4. CONTRACTOR TO GRADE TO A DEPTH BELOW RIP -RAP TO ALLOW THE DRAWN BY: RL TOP OF MATERIALS TO BE AT THE FINISHED GRADES AS SHOWN. CHECKED BY: NAL 70*Mdn 5. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. CALL 811. STORM PLAN & 6. NO GRADING FOR DETENTION OR WO FACILITIES SHALL OCCUR WITHIN PROFILE - SD3 & FIVE (5) FEET OF THE PROPERTY BOUNDARY. ANY WORK THAT AFFECTS ADJOINING PROPERTY SHALL REQUIRE WRITTEN APPROVAL AND/OR A TEMPORARY CONSTRUCTION EASEMENT FROM THE OWNER OF WQ POND SAID PROPERTY. 7. ALL DRAIN LINES ARE CLASS III REFINFORCED CONCRETE PIPE UNLESS OTHERWISE NOTED. 10 OF 14 RESEED DIST RBED AREAS - - - - L— t----� — •-� -- ——OUAILSTIFEET -- ----- ^� PRIV Y G OR BRGTi - G -- - --------- - - ------------------ WALL - T.B.D. } i � - EMENT _ __ - q- 7 - - _ r I,} 3 DRIVE�� 30>ING I j I IDRIvEWAY i] BACK L til 1_ TTP_ 1 10 DRAIN AMD ` J —_ - — — - — — — — - — _ — UTILITY EASEMENT> 15' IVEWAY T' 16 Q lfi SIDE \ SIDE 11IISETBACK SETBACK tll �TYP. TYP. {II \ Cn CEDA I \ \ \�OT 4 FENCE TYP\ I LOT 3 \s4as \ LOT'Y \ -� \ L 1 34 \ 1 \\ \ \ 4� PROPOSED LOW FLLQW GHANNiL SETBAC - "� 10' DRAIN AND f.� UTILITY EASEMENT 1--- --_ - '�—� ' \ EXISTING 10' UTILITY EASEMENT j 4 a a 4 a _ 4� a EXISTING WOOD FENCE TO REMAIN - PROTECT IN PLACE FPROPOSED WALL TYP. APPLEWOOD BARTIST CHURCH Landscape Requirements I Street Tree per -10 If of Street Frontage Quail Street Street Frontage = 563 Ir West 32nd Ave. Street Frontage = 165 Ir Quail Street Street Requirement = S Street Trees West 32nd Ave. Street Tree Requirement = 3 Street Trees GENERAL LANDSCAfi ING NOTES 1. ALL SHRUB BEDS SHALL BE MULCHED WITH 1R-2' RECYCLED LANDSCAPE MULCH TO A MINIMUM DEPTH OF 4" AND SHALL BE PLACED OVER A WATER PERMEABLE WEED BARRIER FILTER FABRIC. ALL TREES TO HAVE A MULCH RING NO SMALLER THAN 2' FROM THE TRUNK AND 4' IN DIAMETER, AND NO LESS THAN 3" DEPTH. MULCH TO BE KEPT 3" AWAY FROM TRUNK TO REDUCE INSECT AND TRUNK DAMAGE. 2. ALL PLANTING BEDS ADJACENT TO SOD AREAS SHALL BE SEPARATED WITH e" X 4" STEEL EDGER WITH A ROLLED TOP. 3. LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR DETERMINING FINAL LOCATION OF UTILITIES. ALL TREES SHALL BE PLANTED A MINIMUM OF 10' FROM ANY UTILITY LINE. 4. NO PLANTS SHALL BE PLANTED WITHIN NOF THE BUILDING PERIMETER. 5. THE CONTRACTOR SHALL WARRANTY ALL PLANT MATERIAL FOR A PERIOD OF ONE YEAR AFTER SUBSTANTIAL COMPLETION HAS BEEN ISSUED BY THE OWNER OR OWNER'S REPRESENTATIVE. 6. PROTECT EXISTING TREES SCHEDULED TO REMAIN AGAINST INJURY OR DAMAGE, INCLUDING CUTTING, BREAKING, OR SKINNING OF ROOTS, TRUNKS OR BRANCHES, SMOTHERING BY STOCKPILED CONSTRUCTION MATERIALS, EXCAVATED MATERIALS, OR VEHICULAR TRAFFIC WITHIN BRANCH SPREAD. 7. REPAIR TREES SCHEDULED TO REMAIN AND DAMAGED BY CONSTRUCTION OPERATIONS IN A MANNER ACCEPTABLE TO THE OWNER'S REPRESENTATIVE REPAIR DAMAGED TREES PROMPTLY TO PREVENT PROGRESSIVE DETERIORATION CAUSED BY DAMAGE. 8. REPAIR AND REPLACEMENT OF TREES SCHEDULED TO REMAIN AND DAMAGED BY CONSTRUCTION OPERATIONS OR LACK OF ADEQUATE PROTECTION DURING CONSTRUCTION OPERATIONS SHALL BE AT CONTRACTOR'S EXPENSE, 9. WATER QUALITY POND AND DRAINAGE CHANNEL SOD TO BE NATURE'S PRAIRIE BY TURF MASTER OR EQUAL. CITY OF WHEAT RIDGE STANDARD LANDSCAPING NOTES 1. UTILITY NOTIFICATION CENTER- THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO FOR LOCATION ON UNDERGROUND GAS, ELECTRIC AND TELEPHONE UTILITIES AT LEAST 46 HOURS PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. CALL C0811 AT 1.800.922.1987 2. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN THIRTY (30) DAYS OF INITIAL EXPOSURE OR SEVEN (7) DAYS AFTER GRADING IS SUBSTANTIALLY COMPLETE IN A GIVEN AREA (AS DEFINED BY THE CITY). THIS MAY REQUIRE MULTIPLE MOBILIZATIONS FOR SEEDING AND MULCHING. 3. ANY DISTURBED AREA OR STOCKPILE NOT AT FINAL GRADE THAT IS TO BE LEFT EXPOSED FOR MORE THAN THIRTY (30) DAYS AND IS NOT SUBJECT TO CONSTRUCTION TRAFFIC, SHALL BE TEMPORARILY SEEDED WITHIN SEVEN (7) DAYS OF PLACEMENT OR DISTURBANCE IN ACCORDANCE WITH THE CITY OF WHEAT RIDGE TEMPORARY SEEDING STANDARDS. IF SEEDING, THE DISTURBED AREAS SHALL BE STABILIZED WITH EROSION CONTROL BLANKETS OR STRAW MULCH AND TACKIFIER, AND ANCHORED IN ACCORDANCE WITH CITY OF WHEAT RIDGE SEEDING AND EROSION CONTROL REQUIREMENTS 4. THE CONTRACTOR SHALL OBTAIN THE PROPER ROW CONSTRUCTION PERMITS FROM THE CITY OF WHEAT RIDGE DEPARTMENT OF PUBLIC WORKS (303.235.2861) PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES WITHIN THE PUBLIC RIGHT-OF-WAY. Plant L iat -2-GAJ 3 -ECB 5 -KFC 6' PRIVACY FENCE OR BRICK WALL - T.B.D. I. I 5 -KFC ® 71w= NORTH 0' 30' 60' W. I"=30' QTY. SYMBOL COMMON NAME LATIN NAME SIZE SPADE TREES 8 KC KENTUCKY COFFEETREE—t-NOCLADUS DIOICUS 2" GAL. 3 SKH SKYLINE HONEYLOCUST GLEDIT51A TRIACANTHOS VAR 2" CAL. CANADA BLUEGRASS SEEDING RATE : 20-25 L55 / ACRE INERMI5 'SKYLINE' EVERGREEN SHRUBS 2 CAJ COMPACT ANDORRA JUNIPER JUNIPERUS 'ANDORRA COMPACTA' 5 GALLON 3 ECB EMERALD CAROUSEL BERBERIS X EMERALD CAROUSEL 5 GALLON BARBERRY ORNAMENTAL GRASSES 20 KFG DWARF NINEBARK PHYSOCARPUS OPULIFOLIU5 'NANA' 5 GALLON NATURE'S PRAIRIE TURF CANADA BLUE STREAM BANK WHEATGRASS SMOOTH BROME CREEPING RED FESCUE CHEWING FESCUE BIG BLUE STEM TUFTED HAIR SHEEP FESCUE PRAIRIE JUNEGRASS SIDE OATS DRAMA RECOMMENDED LOW -GROW NATIVE SEED MIX 2551. EHRAIM CRESTED WHEATGRA55 250 SHEEP FESCUE 20 a PERENNIAL RYEGRA55 15% CHEWING FESCUE 10% CANADA BLUEGRASS SEEDING RATE : 20-25 L55 / ACRE Lepend Shade Tree Ornamental Tree [. Declducua Shrubs CP40 Evergreen Shrubs `�� #** Ornamental Grasses ----------------- Landscape Edging Concrete gad E E e Native Seed RNMEM "-2" Rock Cobble _________ 6' Privacy Fence or Brick Wall - T.B.D. Open Rail Fence - — — — - Proposed Contour Property Boundary 2 0 U a. �9 �Z w� F HZLU- w x = �Wl��W w W W Z �— z o 0 W �Y w25O W m� 1 D Q U�< Jew o Qz° Cy BB 17-006 COMMHT 2017 >w m=nn.m ■.n wbm.rc d..me.. rie r.m, i.m.s�.m. nr�.ocnw. wowimn.u.a tlYEowmeMhl "tl m,MutrAdaVMWlbn REVISION: CONSTRUCTION DOCUMENTS DATE: 0912512017 DRAWN BY: SM CHECKED BY: SM 32750ue1• 4fitEftN I3.17AN9 LANDSCAPE PLAN 11 OF 17 ORNAMENTAL TREE - PROPOSED STORM PIPE—_----, 2 EVERGREEN SHRUBS QUAIL STREET — —4 DECIDUOUS SHRUBS- — — - — — — — — — — —I — J — — _2 EVERGREEN SHRUBS.— " 3 ORNAMENTAL CsRASSES 3 DECIDUOUS SHRUBS �. c — — — i c 1 U IEVERGREEN SHRUBS — —3 DECIDUOUS SHRUBS IORNAMENTAL TREE 3 DECIDUOUS SHRUBS �3 EVERGREEN_ SHRUBS G+ + �2 DECIDUOUS SHRUBS — -T. — : I I 'I rci.,�iunv 30'BUILDING 1 . —�_-- I EXISTING 10' UTILITY EASEMENT Lot Tical - Corner Lot 5ugessted Plant L15t SHADE TREES SYMBOL COMMON NAME LATIN NAME MATURE SIZE (HxW SIZE ORNAMENTAL TREES CP CHANTICLEER PEAR PYRUS CALLERYANA 25' x 181' 2" CAL. FAM FLAME AMUR MAPLE AGER GINNALA 'FLAME' 151 X IS' 2" CAL. WH WASHINGTON HAWTHORN CRATAEGUS PHAENPYRUM 25'.20- 2" CAL. DECIDUOUS SHRUBS AWLS ANTHONY WATERER SPIREA SPIREA JAPONICA ' ANTHONY 25' X 3' 5 GALLON WATERER' BM BLIZZARD MOCKORANGE PHILADELPHUS LEWISII 'BLIZZARD' 1' X 1' S GALLON DBU DWARF BURNING BUSH EUONYMUS ALATUS 'COMPACTUS' 1' X 1' 5 GALLON ON DWARF NINEBARK PHYSOCARPUS OPULIFOLIUS.'NANA' W X 4' S GALLON FOR KUMSON FORSYTHIA F. VIRIDISSIMA KCREANA 'KUMSON' 5' X 5' 5 GALLON PvERGREEN SHRUBS ECB EMERALD CAROUSEL BARBERRY BERBERIS X EMERALD CAROUSEL 4.5' X 4.5' 5 GALLON MMP MOPPS MUCO PINE PINUS MUCO 'MOPPA' 3' X 3' 5 GALLON ORNAMENTAL GRASSES KFG KARL FOERSTER CALAMAGROSTIS ACUTIFLORA 'KARL FOERSTER' 4rp' x 2' 1 GALLON WG PURPLE MAIDEN GRASS MISCANTHUS SINENSIS PURPURASCENS' 4' x 5' 1 GALLON ffl 71.77 NORTH 0' 20' 40' 60' j — — — — -- — --QUAILSTR—EL I 3 ORNAMENTAL GRASSES . _ _ _ _ . — — — — — — 30' BUILDING- 3DECIDUOUS SHRUBS "—" — --- SETBACK l�1 ALK _TYR 2 DECIDUOUS -6- UTILITY r ^— EASEMENT -- 3OLi 5H 3 ORNAU5 RBMENTAL' �: I 5 GRA 5ES �'RIVEWA7 it LLA Illi Il ul.11 � � I I I r15' 'SIDE 15' — — SETBACK SIDETYP. SETBACK D ?YR Cs TO BE INSTALLE BY DE BY DEVELOPER TYP. SIDE AND REAR YARD TO BE LANDSCAPED BY HOMEOWNER TYP. 15' REAR SETBACK I 10' DRAIN AND TYP 1{ UTILITYEASEMENT t Ni EXISTING 10' UTILITY EASEMENT —4 DECIDUOUS SHRUBS ---1ORNAMENTAL TR E E —5' NON- / IRRIGATION BUFFER TYP. of Tubical - 5tandard Lot Land5caioe Requirements I. No less than 25% of the gross lot area and no less than 100% of the Front yard (exclusive of driveway and sidewalk access to the home) shall be landscaped. 2. No more than 50% of the total landscaped coverage on the lot shall be comprised OF turF. Note: Sod to be Texas Bluegrass Hybrld or Approved Equal, Liscisnol C)C) Shade Tree Ornamental Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses — — — — — — — Landscape Edging f 5ldewalk . Corner Lot Size Patlo . Total Landscape Sod on Site (Lot 4) Driveway . Area CLO £lullding Area 33,398 sq. ft. B,2bro sq.rt. 25,132 sq. ft. Max Sod Allowed on Site - 12,566 eq. ft. Note: Sod to be Texas Bluegrass Hybrld or Approved Equal, Liscisnol C)C) Shade Tree Ornamental Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses — — — — — — — Landscape Edging f Sidewalk . Standard Lot Size Patio . Total Landscape Sod on Site (Lot3) Drlveway . Area CLO Building Area 15,551 sq. ft. 5,110 sq. ft. 10,381 sq. ft. Max Sod Allowed on Site - 5,191 eq. ft. Note: Sod to be Texas Bluegrass Hybrld or Approved Equal, Liscisnol C)C) Shade Tree Ornamental Tree Deciduous Shrubs Evergreen Shrubs Ornamental Grasses — — — — — — — Landscape Edging f Concrete Sod Native Seed E E E 1"-2" Rock Cobble 6' Privacy Fence or Brick Wa I I - T.B.D. Open Rail Fence Property Boundary �U zi w KaoWO Z sm� Z. 8 w C W L) e9i 5� O COr'lRIGNi =pit dm'�a wu►"r""iima"x~ia��"m ue�e�bwlro REVISION: CONSTRUCTION DOCUMENTS DATE: 0811¢!20`/ DRAWN BY: - SM CHECKED BY: SM VISOLWRP•161 ftsilt"1317.014 LOT TYPICALS 12 OF 17 W Z LW f Z0 CLO O WAY W W■ D Z J QC w QZ° V BB 17-006 COr'lRIGNi =pit dm'�a wu►"r""iima"x~ia��"m ue�e�bwlro REVISION: CONSTRUCTION DOCUMENTS DATE: 0811¢!20`/ DRAWN BY: - SM CHECKED BY: SM VISOLWRP•161 ftsilt"1317.014 LOT TYPICALS 12 OF 17 DO NOT CUT LEADER, PRUNE DAMAGED OR. DEADWOOD AFTER PLANTING AND STAKING. KEEP CROWN SHAPE TYPICAL OF SPECIES 14 GUAGE GALV. WIRE WITH 1)2'0 X 18" WH ITE PVC PIPE ON EACH WIRE. SPECIFIED TREE STRAP COLLAR, DO NOT TWIST. SPECIFIED POSTS. 2 EA 618' HT. ALLIGN AS APPROVED, KEEP PLUMB WITH TOPS EVEN. DRIVE I2' INTO UNDISTURBED-SUBGRADE OUTSIDE - PLANTING PIT. TREE STAKES LOCATED INSIDE WATERING SAUCER ON TREESGREATER THAN 3' CAL. USE GUYS AS PER EVERGREEN TREES. WRAP ENTIRE SURFACE OF TRUNK UP TO BRANCHES WITH REQUIRED WRAPPING WHEN SPECIFIED. REFER TO SPECIFICATIONS. SECURE @ TOP WITH DUCT TAPE. O'ATTRUNK4' DEPTH SPECIFIED MULCH AT EDGE OF RING, INSIDE4' WATERINGSAUCER. REMOVE SAUCER UPON SODDING/SEEDING IN IRRIGATED AREAS. PLANT TREE 24' ABOVE SURROUNDING GRADE LEVEL ON UNDISTURBED SOIL. SET TRUNK PLUMB, SPECIFIED BACKFILL. MIXTURE. ADMEN DMENTS AS SPECIFIED IN TOP 12' DEPTH. REMOVE ALL TWINE & WIRE FROM BALL. REMOVE WIRE BASKETS, INITIAL STABILIZING BACKFILL 1r3 -DEPTH, COMPACTED. UN DISTLIR R ED. P R BOTTOM FOR ROOT BALL BASE. DECIDUOUS TREE PLANTING �I NOT TO SCALE -120 ' GUYING DETAIL RECYCLES LANDSCAPE ROCK/MULCH ,,—OBTAIN FROM THE CITY OF WHEAT RIDGE CALL 503-18-2868 FOR PICK UP INFORMATION TYPAR T-401 LANDSCAPE BARRIER 4" IN FABRIC (OR APPROVED EQUAL) rr iMIM NATIVE SOIL GRAVEUMULCH LANDSCAPE TREATMENT 4X4 1' CROWN 1S. NOTE: DO NOT PLANT ANY PLANT WITH ROOTBALL NOT IN CONFORMANCE WITH COLORADO NURSERY ACT REQUIREMENTS. HOLD MULCH GRADE 1' BELOW EDGE OF WALK, EDGING OR CURB. CONCRETE CURB, EDGING, OR SIDEWALK PRUNE ALL. DAMAGED. OR DEAD WOOD AFTER PLANTINGAND MULCHING SET SHRU B AT GRADE GROWN IN CONTAINER OR GROWN IN NURSERY. SETTOP OF JUNIPER'S ROOTBALL TO FINISH GRADE OF MULCH APPLY SPECIFIED MULCH AT 3' DEPTH SCORE CONTAINER ROOTBALLS WITH ENCIRCLING ROOTS FILL PLANT PIT WITH SPECIFIED BACKFILL MIX, SEE SPECIFICATIONS FOR COMPOSITION REMOVE CONTAINER PLACE ROOTBALL ON UNDISTURBED SOIL SHRUB PLANTING L� NOT'TO SCALE B' O.C. (MAX) ANGLE r(I RENCE ONLY) ANGLE 1-2X4 RAIL (ON EDGE) FACE 0 80 SIDES. (1"X4' OR BOARDS R) IQ•;1 CLASS B CONCRETE NOTES: ALL FACE BOARDS SHALL BE OF CEDAR. 4"X4' POSTS ADN Z'X4' RAILS SHALL BE CEDAR OR PRESSURE TREATED FIR. PAY ITEM: PER LF OR 8' CEDAR FENCE CEDAR CE HEIGHT (3 FT OR 6 FT) NOT TO SCALE 2 O O d� z zF Lo z qui = Y p zipzLU8 ,aWwg3W p z�W U M - 2, DOPYRIDHSm77 REVISION: CONSTRUCTION DOCUMENTS DATE: 08125/2017 DRAWN BY: SM CHECKED BY: SM DETAILS 13 OF 17 w W w Z Lu 7 0 X00 WAY YL.0 Q C) woo Q UC/)� LLJ 7 BB17-006 DOPYRIDHSm77 REVISION: CONSTRUCTION DOCUMENTS DATE: 08125/2017 DRAWN BY: SM CHECKED BY: SM DETAILS 13 OF 17 I I I I I I I III I I 1 I I _ _ _ I � r T � r � I 9^W -LOC ` . - --mss a� ` „ - ��s„ _-� - Loc =AIL ST ftEEj II 4 lc� 17 0 8F I + ❑ ', -- � riv ill{`.`c-- _ --- //- rr ��I ��,� �\ __ �I' �--- \ \ � - I ',� / � V I �I All ��II ❑ r /1 I V 11 \\ I ♦� ♦4S `I I f / SF , II ❑ / I II \ \ I I C� I\ I r �� 1 � I� I II 1 (`Yp rye / I `I r I W L91 9 . 8F 1, � �l)�\( \ \��_ \ � � i�l- _,�/ I` \�` I - I� �- \1_a„ �� I /' ;�.f•,;;/.moi•,,.:;• ��'�v��1 ' I I LOC a tl SF - -� I // `f SSA r. CW r7 1 y B v L�� '\ ,i:•:i\:-�:':it \ \ � I 3 B JA �lit - - - / LOC LOC j I I / IA �4 APPL�wooo IBAPTIST PHURCO I 1111 I 111j111t1 1 1 1 J I / I 1 1 1 1 I I I 1 I I I III I I II �---�=I_�sde�s�l , j< ,�� ® �_• I I� ti / Il Il l I W z --momm U) o n ORIGINAL SCALE: 1 BMP LEGEND: EXISTING BOUNDARY LINE — — EXISTING SECTION LINE — — — PROPOSED LOT LINE - PROPOSED FLOWLINE —5400— PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE ---5400--- EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR SILT FENCE DIVERSION DITCH RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION CONSTRUCTION FNECE PROPOSED RIP -RAP ROUGH CUT STREET CONTROL CHECK DAM INLET PROTECTION STABILIZED STAGING AREA VEHICLE TRACKING CONTROL CONCRETE WASHOUT AREA ROCK SOCK FOR STREET ROCK SOCK FOR SWALES SEEDING AND MULCHING W O IL Y U Z O m Lu 3061 pQQ�aa¢ U2a2� w LII W Z W Q z d O 2 WAY O `W m 1 r1n Q v! U � J 0 � Z C � BB17-006 p S 51224 pad ® EROSION CONTROL BLANKETCOPYRIGHT2017 mm m�powprmyn wow.m a...d, .e...a tli EeuvaN Y IIMbE �tl s�sM.tl�M�C oNy by Mui EXISTING WETLANDS REVISION: ® SCL SB OP Tao SEDIMENT CONTROL LOG SEDIMENT BASIN VEGETATIVE BUFFER OUTLET PROTECTION TEMPORARY SLOPE DRAIN CONSTRUCTION DOCUMENTS DATE: 0012512017 DRAWN BY: RL CHECKED BY: NAL TOOBSWMPAxg INITIAL EROSION CONTROL 14 OF 14 t'V I W I I I I I I I I I I IIVI � I I I I I I I I I II \\ q i W � I (/- V _ I.I e w e'w I B�w -� �w 5 w 1 B.w w B•W I a / _ RS - Loc LOC mac. _ s. J �, - LOC IP ` �— --- --- Rs a — :7 _0__ `--- _ Rs=S�UAIL—STkEET — _ �— - -- _ — \ _ k --`4p8�� '�F�I 9,-` ate•\ �\ y9„ „^� f--�'=--ami/ l I +I I I ❑ I * �. � f/ jV� �- f' ---�I 41 //- / ��r \�� hl_ _.f_ \, �:`. VTC - � I _!�544a. - - ----- - ❑ I g I II I/ IA, I II r�Y `Cno �I\II� ��` 1 \ .J \ \ \ / � to / I I �• �, � \: I '�� .r � \I I I III r I� � /// �'J9 \ \ � �,� \. \ '��''. -�vs �I 'isv� I I Il�'• ✓ I � ,'. •� , I ! I � t I 1 r SF LOC a - �j• LOT 2 LOT 3 yr ;f:,- ..,' P Z r LOT I_-- .•-:`LOT 4:';%`<.: = ��•:'�( I I I y r T 77 is Ai OR:GIIIAL SCALE' 1•= 37 14ORI%. BMP LEGEND: W EXISTING BOUNDARY LINE - - EXISTING SECTION LINE � Z PROPOSED FLOWUNE -5400- PROPOSED MAJOR CONTOUR SEDIMENT CONTROL LOG is Ai OR:GIIIAL SCALE' 1•= 37 14ORI%. BMP LEGEND: - - - - EXISTING BOUNDARY LINE - - EXISTING SECTION LINE - - - PROPOSED LOT LINE PROPOSED FLOWUNE -5400- PROPOSED MAJOR CONTOUR SEDIMENT CONTROL LOG PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER 187! PROPOSED STORM DRAIN LINE ---5400--- EXISTING MAJOR CONTOUR - - - - - - - EXISTING MINOR CONTOUR 11 INE $F SILT FENCE c ® DIVERSION DITCH TEMPORARY SLOPE DRAIN ® RRB FOR CULVERT PROTECTION LIMITS OF CONSTRUCTION - - - - - - O CONSTRUCTION FNECE I ® PROPOSED RIP -RAP RCB ROUGH CUT STREET CONTROL OF 14 ® CHECK DAM O INLET PROTECTION ® STABILIZED STAGING AREA O VEHICLE TRACKING CONTROL ® CONCRETE WASHOUT AREA 1 I ® ® ROCK SOCK FOR STREET ® ROCK SOCK FOR SWALES 1 D® SEEDING AND MULCHING LU 0 0_ U U Z p LU gom0 o �U u1 2 ai p 0 Cgzaaza W W Z ui F— 7 a � O Q Lu - Y Es W m i :n Q V U 2 J � ui � Z cy BB17-006 $ 51224 F % a COPVRIONT 2011 TMtloam.MYmEYM telnrRw�tl rYM nnelrutle 0:.0/VNh EpFur. P.mYaM brsN YYde-:rYY IIirOEYtlrnb WmM1Ju:MMrIWn .pry—taID� W F W�s�XA0.11.F REVISION: ® ECB EROSION CONTROL BLANKET CONSTRUCTION DOCUMENTS EXISTING WETLANDS ® ® SEDIMENT CONTROL LOG LU 0 0_ U U Z p LU gom0 o �U u1 2 ai p 0 Cgzaaza W W Z ui F— 7 a � O Q Lu - Y Es W m i :n Q V U 2 J � ui � Z cy BB17-006 $ 51224 F % a COPVRIONT 2011 TMtloam.MYmEYM telnrRw�tl rYM nnelrutle 0:.0/VNh EpFur. P.mYaM brsN YYde-:rYY IIirOEYtlrnb WmM1Ju:MMrIWn .pry—taID� W F W�s�XA0.11.F REVISION: ® SEDIMENT BASIN CONSTRUCTION DOCUMENTS DATE: 08/2512017 ® VEGETATIVE BUFFER DRAWN BY: RL CHECKED BV: NAL TOOBMPAG ® OUTLET PROTECTION INTERIM TS0 TEMPORARY SLOPE DRAIN EROSION CONTROL 15 OF 14 I 1 I \ LOC LOC II -' -_-' 3`I 11~�� 1--�_QUAILSThEEI -- ----- -- c e W CHECK DAM DIVERSION DITCH ® RRB FOR CULVERT PROTECTION ''/^� vJ Z CF CONSTRUCTION FNECE ® PROPOSED RIP -RAP ® O ft r. w CRI(% NW_ SCALT -. BMP LEGEND: 5400- EXISTING BOUNDARY UNE EXISTING SECTION UNE PROPOSED LOT LINE PROPOSED FLOWLINE PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED WALL OR BARRIER PROPOSED STORM DRAIN LINE EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR - i�-�n--111 ® SILT FENCE CHECK DAM DIVERSION DITCH ® RRB FOR CULVERT PROTECTION — — — O LIMITS OF CONSTRUCTION CF CONSTRUCTION FNECE ® PROPOSED RIP -RAP O ROUGH CUT STREET CONTROL ® CD CHECK DAM ! IP INLET PROTECTION ® STABILIZED STAGING AREA TEMPORARY SLOPE DRAIN O VEHICLE TRACKING CONTROL ® O CONCRETE WASHOUT AREA ® ® ROCK SOCK FOR STREET ® ROCK SOCK FOR SWALES gd SEEDING AND MULCHING w p a U Y U Z p W gom0 p �U in 0 pQ pcp Hp�j QFQ> U 2aZ� F w z �w ggB U9 O 8 ZtRCo 1. 1. - ttsQsg J LL 85i8� OC W W Z uj J 0 �- 0 0 W 0 O LW m D Q J W Z Cy BB17-006 € 51224 ECB EROSION CONTROL BLANKETCOPYAIOHT2017 nne�hsn.�pmpxb` m��moW baa tl! mvnea60rbtl atl ml6setl-btla$'bi'wAb� q-nM.MY9FagYrkµ LlL EXISTING WETLANDS REVISION: ® SEDIMENT CONTROL LOG 8B SEDIMENT BASIN O VEGETATIVE BUFFER ® OUTLET PROTECTION TBD TEMPORARY SLOPE DRAIN CONSTRUCTION DOCUMENTS DATE: OW25i21)17 DRAWN BY: RL CHECKED BY: NAL T008,5WMPAmy FINAL EROSION CONTROL 16 OF 14 6" VERTIC GUTTER AND 5' C( OF REVIEW LUCAIIUN Of PROPOSED IOULLU JOINTS WITH INSPECTOR PRIOR TO PLACING CONCRETE 2. DRIVECUTS ARE TO BE PLACED FL ASPHALT OR CONCRETE DRVEWAY MONOLITHIC WITH CURB & GUTTERSURFACE 2'-D" 5'-0' SIDEWALK TO TRANSITNON AS e' TO 8• 1/4"- SHOWN ON THE GRADING PLANS $lX ARAE LIP 10.1 MAX SLOPE - o= ,., SUBGRADE COMPACTED -B" BSA(POINT GUTTER SECTION A -A TO MIM DENSITY PERF \-1/8' RAD PROVIDE BOND BREAKER SOILS CLASSIFICATION m WHEN ABUTTING CONCRETE COOT SECTION 203.07 2'-3. SECTION VIEW w"CURB RAMP TYPE 1A SEE NOTE 9. *S&FLA7REYDP K PAWURBIV MINAPPROACHFLOW.] SIDEWAL ISOMETRIC VIEW CURB CUT DETAIL DETAIL NTS PEDESTRIAN CROSSWALK 4 -MIN. PEDESTRIAN RACK EDGE OF SIDEWALK CROSSWALK IS PARALLEL TO APPROCH RID WAY (TYPJ 4' MIN A uul A MB RAMP TYPE 18 A uI ox SIH RDF 21� �� MAIL 5' 44' F L► A CURB RAMP TYPE IB DETAIL MAY BE USED IN MO-GIDCK. _ �w 1 . � �/.I#f//N�/5WWWWWWWf R6RP_ PAY AREA FOR CURB RA191S TYIE� PEDESTRIAN CROSSWALK * SEE OTECTARE WARNING PLACEMENT GUIDE DETAIL ON SHEET 7. CURB RAMP TYPE 1B MODLFTED NOTE: GRADE BREAKS SHALL NOT BE PERMITTED IN RAMPS, TURNING SPACES, AND SURFACE SLOPES A S 4'M „ r 4'YUL / A 4'YM. T' MN. CUB HEIGHT CURB RAMP TYPE 1B OR 3B REDUCED CURB HEIGHT P y TIMID SDE SLOPES- MAY BE GREATER THAN lox WHEN THE AWACEHT CIRCULATION PATH IS ROCKED STEEP FLARED SIDE SLOPES SEE NDIE 15. "7 Colorado Department of Transportation 9201 ERs. Arkansas Avenue 1 ®• 4201 EACobrade 80222 Phone:(303) 757-9021 FR (303) 757-9820 -` Project Development Branch JBK/LTA FL DEPARTMENT OF PUBLIC WORKS 4' MIN. SDEWNJ( RNP w T e' TO 8• Lu $lX ARAE sXWYT, TOP OF PAVEMONi - o= CONCRETE SIDEWALK {" FLIED SIDE -B" BSA(POINT GUTTER SECTION A -A W IxcReASEs FON ON. PAVERS. *S&FLA7REYDP K PAWURBIV MINAPPROACHFLOW.] SIDEWAL ISOMETRIC VIEW CURB CUT DETAIL DETAIL NTS PEDESTRIAN CROSSWALK 4 -MIN. PEDESTRIAN RACK EDGE OF SIDEWALK CROSSWALK IS PARALLEL TO APPROCH RID WAY (TYPJ 4' MIN A uul A MB RAMP TYPE 18 A uI ox SIH RDF 21� �� MAIL 5' 44' F L► A CURB RAMP TYPE IB DETAIL MAY BE USED IN MO-GIDCK. _ �w 1 . � �/.I#f//N�/5WWWWWWWf R6RP_ PAY AREA FOR CURB RA191S TYIE� PEDESTRIAN CROSSWALK * SEE OTECTARE WARNING PLACEMENT GUIDE DETAIL ON SHEET 7. CURB RAMP TYPE 1B MODLFTED NOTE: GRADE BREAKS SHALL NOT BE PERMITTED IN RAMPS, TURNING SPACES, AND SURFACE SLOPES A S 4'M „ r 4'YUL / A 4'YM. T' MN. CUB HEIGHT CURB RAMP TYPE 1B OR 3B REDUCED CURB HEIGHT P y TIMID SDE SLOPES- MAY BE GREATER THAN lox WHEN THE AWACEHT CIRCULATION PATH IS ROCKED STEEP FLARED SIDE SLOPES SEE NDIE 15. "7 Colorado Department of Transportation 9201 ERs. Arkansas Avenue 1 ®• 4201 EACobrade 80222 Phone:(303) 757-9021 FR (303) 757-9820 -` Project Development Branch JBK/LTA CONCRETE SECTION VIEW TOE WALLS NO a 0 12• EACH WAY GENERAL NOTES 1. THE DETECTABLE WARNINGS SHALL BE INSTALLED AT SIDEWALK TD STREET TRASITIONS ME THEY 9" HAVE A TRUNCATED DOSURFACE. THE DOES SHALL BE IN A SWARE GRD) PATTERN AND ALIGNED WITH PEDESTRIAN TRAFFIC. 2. ALL DETECTABLE WARNING SURFACES 9MLL START A MINIM OF B INCHES FROM THE FLOWLOE OF T E CURB NO NET BE MORE THAN A MAXIMUM OF 8 INCHES FROM ANT POINT ON THE FUDWLI E OF THE CUB, WITH EXCEPTION FOR TYPES IB MODIFIED AND 30 MODIFIED COO RAMPS AS THIS DIMENSION MAY BE GREATER THAN a INCHES ON ONE SIDE OF THE RADIUS. J. DE RAMP SLOPE AND DETECTABLE WARNING SURFACE SHALL BE &3% OR FLATTER. 4. TOLERANCE LIMITS ON THE RAMP RUR UNG SLOPE AND FLARED SDE SLOPES SHALL BE N0.52 MAXIMUM, THE DEPARTMENT WILL MFASOS THE SLOPES AND THOSE EXCEEDING TIE MAXIMUM TOLOUVICE WILL NOT BE ACCEPTED. 5. THE MINIMUM WIDTH FOR SIDEWALK R 4 FEET. 8. DRAMME STRUCTURES, TRAFFIC SIGNAL EODU MENT, CR OTHER OBSTRUCTIONS SHALL NDN W INSTALLED IN THE CURB RAAF DR TURING SPM,E INEAS. 7. CONSTRUCTION U THE CONCRETE PEDESTRIAN CURB SHALL BE INCLUDED IN THE BID PRICE OF THE CONCRETE CURB RIF. B. IF THE PLACEMENT OF THE PEDESTRIAN PUSH BURTON ASSEMBLY ON A TRAFFIC SIGNAL MAST POLE WILL NOT BE WITHIN EASY REACH 00 TIDIES OR LESS AND UORSTRU07ED) U ALL PEDESTRIANS ON ACCORDANCE WITH THE AMERICANS WITH DISABILITIES ACT), THEN A SEPARATE PEDESTRIAN PUSH DLIII POST ASSEMBLY 0"'1 SHALL BE INSTALLED WITHIN NIA REACH RANTES. THE PPBPA SHALL MEET THE PROVISIONS FOWO IN "SECTION 4E.08 THROUGH 4E.13 - PEDESTRIAN DEIECTIRS' OF THE 2009 MNTCD MANOR. I ADR. WITH REVISIONS 2. 9. DIAGONAL CURB RIPS (ON THE APEX)ARF MDT PREFERRED IN NEW CONSTRUCTION. A SINGLE DIAGONAL CURB RNP (ON THE APEN) WILL MY BE PERMITTED DURI D RECONSTRUCTION OR ALTERATION WHERE PHYSICAL OR SITE CONSTRAINTS PREVENT TWO CURB RAPS FROM BEING INSTALLED, THE ENGINEER SHALL PROVIDE APPROVED JUSTIFICATNN DOCUMENTATION (CWT CURB RNP DESIGN VARIANCE REQUEST FOW. ALL OMB RNFS INSTALLED ON THE APEX MUST MEET THE STANDARDS AS OEDNED IN M1064. 10. CUTS RIPS (EXCLUDING FLARED SIDES OR BLENDED TRANSITIONS) MU BE WHOLLY CONTAINED WITHIN TIE WIDTH DF THE CROSSWALK ADIOR THE PEDESTRIAN STREET CROSSING THEY SERVE 11, ALL ONTO RNP ,ANTS AND WAX BREAKS SHALL BE RUSH Wt V."). THE JOINT BETWEEN NE ROADWAY SURFACE AND GUTTER PAN SHALL BE RUSH. 12. THE CONTRACTOR SHALL VERIFY REMOVAL LIMITS ARE SUFFICIENT TO PROVIDE POSITIVE DRAINAGE, , MAINTAIN EXISTING DRAINAGE PATTERNS, AND AVOID PONGM IN THE FINAL CONFIGURATION. 14. TO AVOID CHASING GRADE (DEFINITELY WHEN TRAVERSING TIE HEIR OF CIAO THE RNF LENGTH SHALL MDT EXCEED 15 FEET. ADJUST THE RNP SLOPE AM NEE'➢ED TD PROVIDE ACCESS TO THE MAXIMUM EXTENT TECHNICALLY FEASIBLE. 11. THE CHANff RN GRACE AT THE WTTUM O THE ORB RNP ILD AWNING RUM RF SUACE SHALL N0I EXCEED AN ALGEBRAIC DEFERENCE U 13.33E THE COUNTER SLOPE OF TIE GUTTER OR ROAD AT THE FON OF A ORB RAP, TURNING SPACE, RR REMDED TRANSITION BALL NOT EXCEED 5.0% 15. FLARED SDE SLOPES WY EXCEED 10% ONLY WHETS THEY ALR A 110"A.KABE SURFACE OR THE ANACBIT CIRCULATION PATH 13 BLOCKED. H. THE STANDARD TURNING SPACE IS 4 FEET BY 4 FEET. WHERE THE TONING SPACE IS CONSTRAINED, THE TURNING SPACE SHALL BE 4 FEET MINIMUM BY 5 FET MINIMUM THE 5 FOO DIMENSION SHALL BE PROVIDED IN THE DIRECTION OF THE RAP RUN. PERCEM UM 1 1.0% 1 2.01 1 S.Ox I 7.O 1 8.3% 1 10.01 EOUVAIM* MmL 100:1 sal 2O1 N9 Ila 10:1 SLOPE TABLE • I -C: C:uW- 19-d By: Project Development Brmch on JWy 4, 2012 STANDARD PLAN NO. M-608-1 Sheet No. 1 of 10 NOTE: TRASH RACKS SHALL BE MANUFACTURED BY CARDER CONCRETE OR APPROVED EQUAL. TRASH RACK TO BE EPDXY COATED AND HARDWARE (BOLTS, NUTS, WASHERS) TO BE GALVANIZED FLARED END SECTION W/ TOE WALL DETAIL NTS INLINE DRAIN (DBE DOME) DRAM MEIN - VARIABLE ELEVATION 3� nBmnnlMnnuemomr rW �il[III IIIIOOOIf11NMI0fT� D I MINIMUM RPE BURIAL MANUFACTURER PER PIPE MPNUFCENDIk IO RECOMASNOA710N (MIN.MANIfACNRMG REO. SAMEA4 MM. SIINP) (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANSRAKE OFF) NYOPLAST DRAIN DETAILS NTS INIEGMTEO DUCTILE IRON ORA7ETOMATCH BASH OD. TOE WALL 13) VARMBIESUMPDEPTH ACOOROINGTOPLANS (8' MIN. ON B'-24'.10' MIN. ON 3P LASED ON MANUFACTURING REO.) 4'MINONW,Zr FMINON3o' 2' UTILITY - CL OF RIG HIT OF WAY FL ZONE PL 28' 19, 2' 65'MIN. 11' THRU LANE --( SIDEWALK "2% TYP. 1' /FT' 114"/FT BOND BREAKER HERE WHEN ABUTTING EXISTING CONC. SUBG MINIMUM COMPACTED1 TO 1 SAWCUT EXISTING WHEN RE, MINIMUM DENSITY PERU SOIL CLASSIFICATION, VERTICAL CURB WITH CDOT SECTION 203.07 RHncwnH k 4" HMA (GR S, PG 6422) HOT MIX ASPHALT SPECIFIED ON DRAWI 6" MIN. COMPACTED HMA (GR SX, PG 64-22) 53' MIN. ROW LANEAGE SECTION RECOMMENDED RESIDENTIAL STREET WITH PARKING (VCG_y *1% MIN. - 4% MAX. ,LA, City of .7'Wheat e FLARED DEPARTMENT OF PUBLIC WORKS r- END • ....• • ------------ - SECTION 1 W Lu Qza I ----- ---------------- CONCRETE SECTION VIEW TOE WALLS NO a 0 12• EACH WAY GENERAL NOTES 1. THE DETECTABLE WARNINGS SHALL BE INSTALLED AT SIDEWALK TD STREET TRASITIONS ME THEY 9" HAVE A TRUNCATED DOSURFACE. THE DOES SHALL BE IN A SWARE GRD) PATTERN AND ALIGNED WITH PEDESTRIAN TRAFFIC. 2. ALL DETECTABLE WARNING SURFACES 9MLL START A MINIM OF B INCHES FROM THE FLOWLOE OF T E CURB NO NET BE MORE THAN A MAXIMUM OF 8 INCHES FROM ANT POINT ON THE FUDWLI E OF THE CUB, WITH EXCEPTION FOR TYPES IB MODIFIED AND 30 MODIFIED COO RAMPS AS THIS DIMENSION MAY BE GREATER THAN a INCHES ON ONE SIDE OF THE RADIUS. J. DE RAMP SLOPE AND DETECTABLE WARNING SURFACE SHALL BE &3% OR FLATTER. 4. TOLERANCE LIMITS ON THE RAMP RUR UNG SLOPE AND FLARED SDE SLOPES SHALL BE N0.52 MAXIMUM, THE DEPARTMENT WILL MFASOS THE SLOPES AND THOSE EXCEEDING TIE MAXIMUM TOLOUVICE WILL NOT BE ACCEPTED. 5. THE MINIMUM WIDTH FOR SIDEWALK R 4 FEET. 8. DRAMME STRUCTURES, TRAFFIC SIGNAL EODU MENT, CR OTHER OBSTRUCTIONS SHALL NDN W INSTALLED IN THE CURB RAAF DR TURING SPM,E INEAS. 7. CONSTRUCTION U THE CONCRETE PEDESTRIAN CURB SHALL BE INCLUDED IN THE BID PRICE OF THE CONCRETE CURB RIF. B. IF THE PLACEMENT OF THE PEDESTRIAN PUSH BURTON ASSEMBLY ON A TRAFFIC SIGNAL MAST POLE WILL NOT BE WITHIN EASY REACH 00 TIDIES OR LESS AND UORSTRU07ED) U ALL PEDESTRIANS ON ACCORDANCE WITH THE AMERICANS WITH DISABILITIES ACT), THEN A SEPARATE PEDESTRIAN PUSH DLIII POST ASSEMBLY 0"'1 SHALL BE INSTALLED WITHIN NIA REACH RANTES. THE PPBPA SHALL MEET THE PROVISIONS FOWO IN "SECTION 4E.08 THROUGH 4E.13 - PEDESTRIAN DEIECTIRS' OF THE 2009 MNTCD MANOR. I ADR. WITH REVISIONS 2. 9. DIAGONAL CURB RIPS (ON THE APEX)ARF MDT PREFERRED IN NEW CONSTRUCTION. A SINGLE DIAGONAL CURB RNP (ON THE APEN) WILL MY BE PERMITTED DURI D RECONSTRUCTION OR ALTERATION WHERE PHYSICAL OR SITE CONSTRAINTS PREVENT TWO CURB RAPS FROM BEING INSTALLED, THE ENGINEER SHALL PROVIDE APPROVED JUSTIFICATNN DOCUMENTATION (CWT CURB RNP DESIGN VARIANCE REQUEST FOW. ALL OMB RNFS INSTALLED ON THE APEX MUST MEET THE STANDARDS AS OEDNED IN M1064. 10. CUTS RIPS (EXCLUDING FLARED SIDES OR BLENDED TRANSITIONS) MU BE WHOLLY CONTAINED WITHIN TIE WIDTH DF THE CROSSWALK ADIOR THE PEDESTRIAN STREET CROSSING THEY SERVE 11, ALL ONTO RNP ,ANTS AND WAX BREAKS SHALL BE RUSH Wt V."). THE JOINT BETWEEN NE ROADWAY SURFACE AND GUTTER PAN SHALL BE RUSH. 12. THE CONTRACTOR SHALL VERIFY REMOVAL LIMITS ARE SUFFICIENT TO PROVIDE POSITIVE DRAINAGE, , MAINTAIN EXISTING DRAINAGE PATTERNS, AND AVOID PONGM IN THE FINAL CONFIGURATION. 14. TO AVOID CHASING GRADE (DEFINITELY WHEN TRAVERSING TIE HEIR OF CIAO THE RNF LENGTH SHALL MDT EXCEED 15 FEET. ADJUST THE RNP SLOPE AM NEE'➢ED TD PROVIDE ACCESS TO THE MAXIMUM EXTENT TECHNICALLY FEASIBLE. 11. THE CHANff RN GRACE AT THE WTTUM O THE ORB RNP ILD AWNING RUM RF SUACE SHALL N0I EXCEED AN ALGEBRAIC DEFERENCE U 13.33E THE COUNTER SLOPE OF TIE GUTTER OR ROAD AT THE FON OF A ORB RAP, TURNING SPACE, RR REMDED TRANSITION BALL NOT EXCEED 5.0% 15. FLARED SDE SLOPES WY EXCEED 10% ONLY WHETS THEY ALR A 110"A.KABE SURFACE OR THE ANACBIT CIRCULATION PATH 13 BLOCKED. H. THE STANDARD TURNING SPACE IS 4 FEET BY 4 FEET. WHERE THE TONING SPACE IS CONSTRAINED, THE TURNING SPACE SHALL BE 4 FEET MINIMUM BY 5 FET MINIMUM THE 5 FOO DIMENSION SHALL BE PROVIDED IN THE DIRECTION OF THE RAP RUN. PERCEM UM 1 1.0% 1 2.01 1 S.Ox I 7.O 1 8.3% 1 10.01 EOUVAIM* MmL 100:1 sal 2O1 N9 Ila 10:1 SLOPE TABLE • I -C: C:uW- 19-d By: Project Development Brmch on JWy 4, 2012 STANDARD PLAN NO. M-608-1 Sheet No. 1 of 10 NOTE: TRASH RACKS SHALL BE MANUFACTURED BY CARDER CONCRETE OR APPROVED EQUAL. TRASH RACK TO BE EPDXY COATED AND HARDWARE (BOLTS, NUTS, WASHERS) TO BE GALVANIZED FLARED END SECTION W/ TOE WALL DETAIL NTS INLINE DRAIN (DBE DOME) DRAM MEIN - VARIABLE ELEVATION 3� nBmnnlMnnuemomr rW �il[III IIIIOOOIf11NMI0fT� D I MINIMUM RPE BURIAL MANUFACTURER PER PIPE MPNUFCENDIk IO RECOMASNOA710N (MIN.MANIfACNRMG REO. SAMEA4 MM. SIINP) (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANSRAKE OFF) NYOPLAST DRAIN DETAILS NTS INIEGMTEO DUCTILE IRON ORA7ETOMATCH BASH OD. TOE WALL 13) VARMBIESUMPDEPTH ACOOROINGTOPLANS (8' MIN. ON B'-24'.10' MIN. ON 3P LASED ON MANUFACTURING REO.) 4'MINONW,Zr FMINON3o' 2' UTILITY - CL OF RIG HIT OF WAY FL ZONE PL 28' 19, 2' 65'MIN. 11' THRU LANE --( SIDEWALK "2% TYP. 1' /FT' 114"/FT BOND BREAKER HERE WHEN ABUTTING EXISTING CONC. SUBG MINIMUM COMPACTED1 TO 1 SAWCUT EXISTING WHEN RE, MINIMUM DENSITY PERU SOIL CLASSIFICATION, VERTICAL CURB WITH CDOT SECTION 203.07 RHncwnH k 4" HMA (GR S, PG 6422) HOT MIX ASPHALT SPECIFIED ON DRAWI 6" MIN. COMPACTED HMA (GR SX, PG 64-22) 53' MIN. ROW LANEAGE SECTION RECOMMENDED RESIDENTIAL STREET WITH PARKING (VCG_y *1% MIN. - 4% MAX. ,LA, City of .7'Wheat e S -A01 LOC.RESID.VCG DETAIL oD°E LOCAL RESIDENTIAL STREETS DEPARTMENT OF PUBLIC WORKS WITH PARKING S ENGINEERING DIVISION rs EDRY. a As",roAe _ eao 2' 6' 5' 1j 6' 2% T 2'-i" ` NOTE: CONTRACTION JOINTS REQUIRED AT MAXIMUM 10' SPACING VERTICAL CURB AND GUTTER TO BE PLACED MONOLITHIC WITH SIDEWALK VERTICAL CURB WITH SIDEWALK (CS) SECTION City of �WheatPdge DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION LU O - U Y Ej U Z 30°m°° AD �U It( Q yga¢�QQ U Za2� COPYIOGHT 5777 ' l�tloo•,m[bmlMwr,i rdrMa.mes Nd, PM Nocvnnl MiNId�4�se�eneM W w�AW�i •M'eemenl MI W BmwhN LID. REVISION: 4WD SITE PLAN EXHIBIT DATE: 0612512017 DRAWN BY: RL CHECKED DY: NAL 700 WAIL4* DETAILS C-002 VCG.SW CODE w 7 OF LLI W Lu Qza o= Y W m O T W 1 U � J 0 CO- � 0�m BB17-006 COPYIOGHT 5777 ' l�tloo•,m[bmlMwr,i rdrMa.mes Nd, PM Nocvnnl MiNId�4�se�eneM W w�AW�i •M'eemenl MI W BmwhN LID. REVISION: 4WD SITE PLAN EXHIBIT DATE: 0612512017 DRAWN BY: RL CHECKED DY: NAL 700 WAIL4* DETAILS C-002 VCG.SW CODE VERTICAL CURB WITH 1 SIDEWALK (CS) SECTION C y APPRD.Tner: 7 OF 14 6324 Xavier Ct. Arvada, CO B&B Engineering, LLC QUAIL CREEK ESTATES FINAL DRAINAGE REPORT September 25, 2017 Prepared By: B&B Engineering, LLC Contact: Nathan Laudick, PE Email: nathan@bbeng.co Phone: 419-203-5000 Prepared For: Workshop Denver Contact: Brad Weiman Email: brad@workshopdenver.com Phone: 720-749-9240 419-203-5000 ph nathan@bbeng.co B&B Engineering, LLC Engineer's Certification "This Final Drainage Report for the Quail Hollow Subdivision was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Wheat Ridge Site Drainage Requirements and was designed to comply with the provisions thereof' Nathan Laudick, PE Registered Professional Engineer State of Colorado No. 51224 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC Table of Contents I. INTRODUCTION..................................................................................................................................4 A. SITE LOCATION............................................................................................................................... 4 B. SITE DESCRIPTION.........................................................................................................................4 C. PROPOSED PROJECT DESCRIPTION.......................................................................................... 5 D. FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO SITE .............................................. 5 II. HISTORIC DRAINAGE SYSTEM.........................................................................................................5 A. MAJOR DRAINAGE BASINS............................................................................................................5 B. SUB -BASINS AND SITE DRAINAGE............................................................................................... 5 III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM............................................................................6 A. CRITERIA..........................................................................................................................................6 B. RUNOFF........................................................................................................................................... 7 C. DETENTION......................................................................................................................................9 D. OPEN CHANNEL FLOW................................................................................................................10 E. STORM SEWERS...........................................................................................................................11 IV. CONCLUSIONS..................................................................................................................................11 A. Discuss Impact of Improvement......................................................................................................11 B. State Compliance with Applicable Criteria......................................................................................12 C. Flood Hazard Zone —Wheat Ridge Zoning Ordinance...................................................................12 V. REFERENCES...................................................................................................................................13 APPENDIX A - Proposed Drainage Map....................................................................................................... APPENDIX B — Hydrologic Calculations......................................................................................................... APPENDIX C — Hydraulic Calculations........................................................................................................... APPENDIXD - NRCS Soils Report ................................................................................................................ APPENDIXE — FIRM Map.............................................................................................................................. 6324 Xavier Ct. Arvada, CO 419-203-5000 ph nathan@bbeng.co B&B Engineering, LLC I. INTRODUCTION A. SITE LOCATION The Quail Creek Estates Subdivision (the Site) is an approximate 2.28 acre residential subdivision located in the City of Wheat Ridge, Jefferson County, and is situated along Quail Street and 32nd Ave. The site lies north of W. 32nd Avenue, east of the Applewood Baptist church and south of recent Quail Hollow Subdivision. The parcel is described as Lot 6, Applewood Knolls, 12th Filing and is located in the NW % of Section 28, Township 3 South, and Range 69 West of the 61h P.M. _ SITE z �i s s W. 267H AVENUE S W. 20TH AVENUE VICINITY MAP SCALE: 1-=2000' B. SITE DESCRIPTION The Quail Hollow Subdivision is comprised of approximately 2.28 acres. The site has one residential structure and is mostly open with several trees along the drainage, an unnamed Tributary to Lena Gulch, which traverses the property from the southeast to the northerly property line. The Site is bordered to the east, north, and south by single family residential subdivisions and to the west by Applewood Baptist Church. The Site predominantly slopes from south to north and slightly east to west. The Site is comprised of slopes ranging from two percent in the southerly portion to ten percent on the easterly side. 6324 Xavier Ct. 419-203-5000 ph Arvada, CO nathan@bbeng.co B&B Engineering, LLC The site is comprised of type C hydrologic soils group (refer to appendix E for soils report and map). There are no known significant geologic features or known irrigation ditches that exists on site. C. PROPOSED PROJECT DESCRIPTION The proposed land is a single family residential subdivision consisting of 4 residential lots and street improvements that provide access. All residential lots are located outside the mapped FEMA 100 -year floodplain. The unnamed tributary to Lena Gulch will be piped along the southern property boundary to a concrete channel along the west property line of the project. An overflow channel has been proposed to capture overflow from 32nd Ave and convey to the same said concrete channel. D. FLOOD HAZARD AND DRAINAGE STUDIES RELEVANT TO SITE The unnamed tributary that runs through the site is the most relevant drainage hazard to the site. Studies of Lena Gulch have been authorized by the Urban Drainage and Flood Control District and the City of Wheat Ridge and have been used as reference material in this report. These reports analyze the unnamed tributary. Below are the references of the reports and studies used in preparation of this report: Flood Hazard Area Delineation (FHAD) Lena Gulch (Lower}_ dated October 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. Maior Drainageway Planning Lena Gulch (Lower Drainageway Hydrology Report, dated April 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. II. HISTORIC DRAINAGE SYSTEM A. MAJOR DRAINAGE BASINS There are no 100 -year floodplains that affect the site. B. SUB -BASINS AND SITE DRAINAGE The site is impacted by an unnamed tributary to Lena Gulch which traverses the site from the south-east to the north-west where it outfalls ultimately to Lena Gulch. The unnamed tributary to Lena Gulch is comprised of sub -basins 85 and 86 as well as a portion of sub basin 87 (approximately 1/3) as studied in the report entitled Major Drainageway Planning Lena Gulch (Lower) Drainageway Hydrology Report (ref. 5). The Applewood Baptist Church currently occupies the area within sub -basin 87. Due to fact that the church area does not drain to the unnamed 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC tributary to Lena Gulch, the area has been removed from the analysis. Peak 100 - year runoff values for these sub -basins (85 and 86) are 419 cfs and 207 cfs, respectively. This results in a total 100 -year runoff of 626 cfs conveyed to the headwall built as part of the Quail Hollow Subdivision. The Peak 5 -year runoff values for these sub -basins are 139 cfs and 68 cfs, respectively. This results in a total 5 -year runoff of 207 cfs. It is assumed that, through pipe flow or overland flow, the 419 cfs from sub -basin 85 will impact the site from the south. However, field investigation found only a 30" RCP discharging to the site from the east along approximately the 33rd Avenue alignment. There are no other discharge points from the east to the property. Analysis of the pipes show that they do not convey the 207 cfs as indicated for sub -basin 86. In discussions with the City for the Quail Hollow subdivision, it was agreed that the full 207 cfs from sub -basin 86 does not reach the site. The unnamed tributary to Lena Gulch is not a FEMA designated 100 -year floodplain nor is it a flood hazard area identified by UDFCD. For the 48" pipe, overflow catchment channel, and concrete channel calculations, it was assumed that the system would convey approximately 419 cfs. The 30" RCP in sub -basin 86 will be intercepted in Quail St. and conveyed along the north property line of the site. It will discharge the 42 cfs (capacity of 30" RCP flowing full at 1.00%) into the area just upstream of the new headwall built for the Quail Hollow Subdivision. III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM A. CRITERIA 1.) The existing site was subdivided into nine basins. The nine basins consist of sub -basins A1, A2, A3, A4, A5, 0-1, 0-2, 0-3, 0-4, and 0-5. All A -Basins will contribute runoff to the water quality pond, while the O -Basins either flow offsite or through the site without being captured by the water quality pond. 2.) The storm water runoff calculations in this report were performed based on methods outlined in the Manual. Due to relatively small sub -basin areas (less than 5 acres) the rational method was used to calculate storm runoff peaks for the minor and major storm events. Design rainfall was taken from the T -I -F Curves found in the City of Wheat Ridge Site Drainage Requirements. Overland flow times where calculated based on Figure RO-1 of the Manual. The run-off coefficient values used in this report were taken from Table RO-5 in the Manual. 3.) The Minor Drainage System is designed to transport the runoff from the 5 -year recurrence interval with a minimum disruption to the lots. Minor storm drainage can be conveyed in the curb and gutter area of the street (subject to street classification and capacity), by storm sewer, swales between lots, and open channels. The Major Drainage System is designed to convey runoff from the 100 -year recurrence interval flood to minimize health and life hazards, damage to structures and interruption to traffic and services. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC B. RUNOFF Sub -basin Al (DP 1) (Q5 = 0.24 cfs, Qloo = 1.07 cfs) is approximately 0.32 acres and is composed primarily of the western portion of the proposed Lot 4 and the southern 10' of Lot 3. Stormwater from the proposed residential lots will be conveyed from east to west along a swale on the property line and is intercepted by a drainage swale that runs from south to north near the western property line. This swale runs into a 15" Nyoplast drainage basin with a domed grate. The cross sections of the drainage swales are located on the proposed drainage plan located in the appendix of this report. Also included, is the inlet capacity table for the domed grate inlet. The drainage swale is sized to convey far more than the 100 -yr flow. However, the sump area where the drainage basin is located has been designed so that once the 8" PVC pipe is constricted with the 5 -yr flow the rest of the flow will overtop the adjacent concrete channel and be conveyed along with the unnamed tributary flow. Sub -basin A2 (DP 21 (Q5 = 0.22 cfs, Qloo = 0.96 cfs) is approximately 0.23 acres and is composed primarily of the western portion of the proposed Lot 3 and the southern 10' of Lot 2. Stormwater from the proposed residential lots will be conveyed from east to west along a swale on the property line and is intercepted by a drainage swale that runs from south to north near the western property line. This swale runs into a 15" Nyoplast drainage basin with a domed grate. The cross sections of the drainage swales are located on the proposed drainage plan located in the appendix of this report. Also included, is the inlet capacity table for the domed grate inlet. The drainage swale is sized to convey far more than the 100 -yr flow. However, the sump area where the drainage basin is located has been designed so that once the 8" PVC pipe is constricted with the 5 -yr flow the rest of the flow will overtop the adjacent concrete channel and be conveyed along with the unnamed tributary flow. Sub -basin A3 (DP 3) (Q5 = 0.21 cfs, Q,00 = 0.91 cfs) is approximately 0.21 acres and is composed primarily of the western portion of the proposed Lot 2 and the southern 10' of Lot 1. Stormwater from the proposed residential lots will be conveyed from east to west along a swale on the property line and is intercepted by a drainage swale that runs from south to north near the western property line. This swale runs into a 15" Nyoplast drainage basin with a domed grate. The cross sections of the drainage swales are located on the proposed drainage plan located in the appendix of this report. Also included, is the inlet capacity table for the domed grate inlet. The drainage swale is sized to convey far more than the 100 -yr flow. However, the sump area where the drainage basin is located has been designed so that once the 8" PVC pipe is constricted with the 5 -yr flow the rest of the flow will overtop the adjacent concrete channel and be conveyed along with the unnamed tributary flow. Sub -basin A4 (DP 4) (Q5 = 0.38 cfs, Qloo = 1.57 cfs) is approximately 0.47 acres and is composed primarily of the western portion of the proposed Lot 1. Stormwater from the proposed residential lots will be conveyed from east to west and is intercepted by a drainage swale that runs from south to north near the western property line. This swale runs into a 15" Nyoplast drainage basin with a 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC domed grate. The cross sections of the drainage swales are located on the proposed drainage plan located in the appendix of this report. Also included, is the inlet capacity table for the domed grate inlet. The drainage swale is sized to convey far more than the 100 -yr flow. However, the sump area where the drainage basin is located has been designed so that once the 8" PVC pipe is constricted with the 5 -yr flow the rest of the flow will overtop the adjacent concrete channel and be conveyed along with the unnamed tributary flow. Sub -basin A5 DP 5 (Q5 = .03 cfs, Q,00 = 0.23 cfs) is approximately 2.54 acres and is composed of direct drainage to the Water Quality Pond A. The Water Quality Pond required storage is calculated as 0.028 acre feet. The pond outlet structure is proposed as a modified Type C inlet with a notch out for a water quality plate as detailed in the construction plans. The water quality plate is designed to release runoff over a maximum of 40 hours, based on the area of imperviousness draining to the pond. The Type C inlet is designed to pass approximately the 10 -yr peak inflow of 1.4 cfs without overtopping the spillway. This is due to 100 -yr flows being conveyed directly to the concrete channel conveying the unnamed tributary through the site. The pond outlet structure is proposed to outfall to the north via a proposed 15" RCP and outfall into headwall built for the Quail Hollow subdivision and ultimately end up in the Lena Gulch. The expected flowrate to enter the adjacent sewer system is 0.02 cfs which is the peak water quality outflow from the pond. In storm events larger than the approximate 1.5 year storm (exceeding the WQ Volume), the pond will flow through the grate of the modified Type C inlet and through the 15" RCP. In event that the Type C inlet is clogged the pond will overtop the 10 -foot emergency spillway and flow north into the above said headwall. Because the flow into the Water Quality pond is restricted by the conveyance potential of the 8" pipe the Type C inlet, with 4" of ponding over the grate, and the 10' emergency overflow will have an abundance of excess capacity to handle any event that may reach the pond. Sub -basin 0-1 (DP 61 (Q5 = 0.53 cfs, Q,00 = 1.76 cfs) is approximately 0.50 acres and is composed of front 30' of all four lots along Quail Street. The residential lots drain to roadside curb and gutter. Stormwater is conveyed to an existing triple Wheat Ridge combination inlet. This inlet was designed as part of the Quail Hollow Improvements to convey 100 -year flows without overtopping Quail Street. Sub -basin 0-2 (DP 7) (Q5 = 0.31 cfs, Q,00 = 1.18 cfs) is approximately 0.87 acres and is composed of the tract of land dedicated to conveying the unnamed tributary through the site. The unnamed Tributary to Lena Gulch (Q5 = 139 cfs, Q,00 = 419 cfs) is approximately 174 acres and is composed of primarily existing residential lot and street drainage as studied in the report entitled Major Drainageway Planning Lena Gulch (Lower) Drainageway Hydrology Report (ref. 5). Please refer to the discussion in Section II.B. of this report for further discussion of hydrologic methodology used in calculating flowrates. An extension of a 48" HDPE pipe, an overflow catchment channel, and open concrete channel are proposed to convey the runoff through the proposed Quail Creek Estates subdivision. The concrete channel discharges into headwall built as part of the Quail Hollow Subdivision and ultimately ends up in Lena Gulch. Hydraulic 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC analysis if the pipe, overflow channel, and concrete channel can be found in appendix C. Sub -basin 0-3 (DP 8) (Q5 = 0.04 cfs, Qloo = 0.31 cfs) is approximately 0.08 acres and is composed primarily of rear lot drainage from Lott. Drainage is conveyed down the access area of the WQ pond and, ultimately, all the drainage from this basin will be conveyed to the unnamed tributary to Lena Gulch. Sub -basin 0-4 DP 9 (Q5 = 0.03 cfs, Qioo = 0.21 cfs) is approximately 0.06 acres and is composed primarily a 10' section of Tract A. Stormwater from this basin runs into a swale along the shared property line with the curch and ulitamately ends up at the headwall built as part of the Quail Hollow Subsivision. C. DETENTION 1.) Due to the proximity of Lena Gulch, a major drainageway, no 5 -year or 100 - year storm water detention is required. Water quality treatment will be employed for on-site stormwater runoff. A stormwater quality pond (Designated as Water Quality Pond A) will be located on Tract A which is located on the north-western side of the Site. Drainage basin characteristics yielded a water quality capture (WQCV) volume of 0.028 acre-feet will be detained for treatment for basins Al, A2, A3, A4 and A5. This volume represents the "first flush" of stormwater runoff and is equivalent to 1/2" inch of rainfall over the entire contributing basins of Al, A2, A3, A4 and A5. The impervious area of the entire disturbed site was added to the calculations to size the Water Quality Pond. A watershed area of 2.29 acres with an impervious of 28.51 % was used for this calculation. 2.) The water surface elevation in of the WQCV in Water Quality Pond A is 5438.01. 3.) The peak release rate of the WQCV based on a 40 -hour maximum drain time is 0.02 cfs, respectively. 4.) The proposed method of release will be by a modified Type C inlet with a notch out for a water quality plate and trash screen along the vertical wall of the inlet. The water quality plate will consist of 3 rows of 3/8" diameter holes spaced at 10.6" apart vertically to achieve a complete drain time of 40 hours. In large storm events where inflows exceed the WQCV, the water will enter the modified Type C inlet through the grate and flow through the proposed 15" RCP to existing headwall. The modified Type C inlet is sized to pass the 10 -year storm flow from the contributing basins through the 15" RCP without overtopping the spillway elevation. However, the emergency spillway will be able convey larger flows to the north to the existing headwall. 5.) No trickle channels are proposed for use in Water Quality Pond A. 6324 Xavier Ct. 419-203-5000 ph Arvada, CO nathan@bbeng.co B&B Engineering, LLC 6.) The emergency overflow is located on the north side of Water Quality Pond A. The spillway top is located at 5438.34. The top of embankment is located at 5438.88 and the spillway length is 10 LF with 6H: 1 V side slopes to the top of embankment. The design conveyance of the emergency spillway has an abundance of excess capacity due to 100 -yr flows being directed directly into the concrete channel conveying the unnamed tributary. For this reason a 0.5' high spillway was proposed. 7.) The Water Quality Outlet Structure will be by a modified Type C inlet with a notch out for a water quality plate and trash screen along the vertical wall of the inlet. The water quality plate will consist of 3 rows of 318" diameter holes spaced at 10.6" apart vertically to achieve a complete drain time of 40 hours. The first water quality orifice will be at an invert elevation of 5435.38 and the rim elevation of the Type C inlet will be 5438.01. The pond outlet will be connected to a proposed 15" RCP that flows north to the existing headwall and ultimately to Lena Gulch. 8.) The trash rack/orifice plate shall be U.S. Filter Stainless Steel Well -Screen, or approved equivalent, using #93 vee wire with .139" openings between wires. D. OPEN CHANNEL FLOW A proposed overflow channel is located along 32nd Ave and directs overflow from 32nd Ave. into the concrete channel. The swale is trapezoidal, with a 3 ft. depth and side slopes of 2HAV and a 4 ft. wide bottom. This yields a total width of 16 ft. Steep side slopes are proposed because this will only see flow when the capacity of the 48" pipe is exceeded and flow enters directly from 32nd Ave after overtopping the curb. The channel is reinforced with buried Type M riprap in case of major erosion from a large event. The longitudinal slope of the channel is 2.67 %. The maximum depth generated in the swale during the 100 -year storm event is 2 ft. The maximum velocity generated in the swale during the 100 -year storm event is 13.98 fps. The swale will be grass lined with buried riprap reinforcing. A manning's n -value of 0.020 was assumed. A proposed concrete channel will convey the combined 100 -yr flow rate of the unnamed tributary to Lena Gulch. The above described overflow channel and the proposed 48" HDPE will enter the concrete channel on the SW portion of the site. The channel is 10' wide and 3' deep. In the center is a meandering 3' wide by 0.5' deep low flow concrete channel. This totals 3.5' deep when considering both portions of the channel. Boulders will be randomly placed in the flat portion outside of the low flow channel for aesthetics. The channel will have a consistent 2.13% longitudinal slope and connect directly to the low flow interceptor and headwall built as part of the Quail Hollow subdivision. The maximum depth generated in the swale during the 100 -year storm event is 3.11 ft. The maximum velocity generated in the swale during the 100 -year storm event is 15.06 fps. Cross sections have been provided in the Appendix C that show the anticipated 100 -year flow through each section of the natural channel. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC E. STORM SEWERS There are a total of four separate storm sewer systems related to the development of the proposed Site. Pipe sizes on site range from a minimum of 8 -inch diameter PVC at back of the lots to the 48" pipe conveying portions of the unnamed tributary flow. A 30" RCP pipe extension will intercept the existing flow discharging into the NE portion of the site and convey it along the north property line to the existing headwall. Storm sewer within the Site consists of 15 -inch and 30 -inch diameter RCP pipes. The Pond outlet in Water Quality Pond A is a modified Type C inlet with a notch out to install a water quality orifice plate. The proposed 48" HDPE pipe discharges directly into the 10' wide concrete channel via a custom headwall. IV. CONCLUSIONS A. Discuss Impact of Improvement 1.) Solutions to mitigate any adverse impacts include a water quality pond constructed to provide WQCV for the drained area. Storm sewers are designed to convey 100 -year flows within the Site meeting criteria set forth by UDFCD. The drainage patterns created by this development are consistent with the typical drainage patterns for a single-family residential subdivision. Developed storm runoff will be directed away from proposed structures to prevent damage that could otherwise occur. The developed storm runoff will flow overland in grass swales, curb and gutter, and pans to the storm inlets that will direct the flow into an underground storm sewer system. The underground storm sewer system will direct the flow to the water quality pond. The pond will store the storm runoff, treat it for water quality and release flows at acceptable rates. The facilities to be built with this subdivision will effectively prevent damage to property due to storm water runoff and will not have any adverse impacts on the 100 -year water surface elevations of Lena Gulch nor have any adverse effects on downstream properties. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC B. State Compliance with Applicable Criteria 1.) There are no detention ponds located within the Site due to relatively small drainage areas and proximity to the Lena Gulch Floodplain. 2.) There is an application for a U.S. Army Corps of Engineers Nationwide 29 permit associated with wetland impacts as related to the proposed development. C. Flood Hazard Zone — Wheat Ridge Zoning Ordinance The proposed development of the Site will not have any adverse impacts on the 100 -year water surface elevations of Lena Gulch nor have any adverse effects on downstream properties. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO V. REFERENCES 1. Urban Storm Drainage and Flood Control District Drainage Criteria Manual. Volumes 1. 2. and 3, Denver Regional Council of Governments, April 2008. 2. Jefferson County Storm Drainage Design and Technical Criteria, Jefferson County Colorado, October 2013. 3. FEMA FIRM 08059CO213F & 08059CO194F effective date February 5, 2014. 4. Flood Hazard Area Delineation �FHAD) Lena Gulch ;Lower). dated October 2007 as prepared by George K Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. 5. Major Drainageway Planning Lena Gulch (Lower Drainageway Hydrology Report. dated April 2007 as prepared by George K. Cotton Consulting, Inc. for the Urban Drainage and Flood Control District (UDFCD) and the City of Wheat Ridge. 6. National Resources Conservation Service Web Soil Survey Golden Area. Colorado, Quail Hollow U.S. Department of Agriculture Soil Conservation Service, March 12, 2014. 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO B&B Engineering, LLC APPENDIX A — Proposed Drainage Map 6324 Xavier Ct. Arvada, CO 419-203-5000 ph nathan@bbeng.co 2i3AN30 dOHS)INOM NVIN13M CIVUE] 0 L OO'ON900 NtlN1tlN O oz6a> NOISiniaens boNiw � I s ;� .. ffn. W - IfO C9 3d 71oIaf1V, pwl'19 S3lViS3 7133UO iivnD w J O " � aaw�Nour�l��aw.unun m ��w Q J IL N Ea8 Q. S 3 M d N A 3M 3IM fa y/1 o -F _ uj LU ' W Q' z a� m I" Z 0 i w J W z U� 'uIL w J O " IXI J IL N J of s z n d y� d W � a >. Q 'yI w� zm W ml g k $ 12 �w :a Wa a� m I" Z 0 i w J W B&B Engineering, LLC APPENDIX B — Hydrologic Calculations 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO N W H a U) U) w Y w L) U J_ Q CY 0LUw F- 0 w IL u) W y� W O e m v m vii, o N n o o G V N N N N f+l 'r N NC.) N L. LL O C $ Ln co r rn n 7 U in o up u� 0 LQ 0 v7 0 0 in 0 in 0 0 0 c m .y O CL O M M M C'7 N V f7 N N N U 0 0 0 0 0 0 0 0 0 0 0 U d Q HT H .O U O N N ti N O N O m M N 0 0 O Of N G O O O O O O O O O N do O L O r O m O o� O Oo O O 0 O 0 O 0 O 0 M 0 0 aa0000000a � 00 N 0 u, 0 0 0 0 0 N G 0 m "' o000 c7 m M Z:3d V d (� L O O O O OO O O O M� N 0 O 0 O O C O 0 0 0 0 0 o o o o O U .d. N tQR U 'O m N Nm V N N M O N N O O A G N Q 0 0 0 0 0 0 0 0 0 J C C J a m CL m N M Mn m N o 3 N cc o us u m a 'o m a a c%i ai cNi J C J all cli M f`O] co O N O O a O OGo C C O O O O O N d Cc� CL LQ N Oct N CcL R O OV N N Lo f0 LL N N N m N O C d N co V Lo .- N I? V tC l6 a a¢ a a 0 0 0 0 p m 2I --J 111111111 111111 H 0 N O O CL E d d d n d to o C CJ J� � N L O J Q .2 o n 0 0 r N LO J N m m Z ik LLj � O m Z rn O W Q H Z N Z W U Y Q ZO W U U LLO J a W a � W W z W m m y a a a a 07a a a a n a n m c x `R a n 0 a 0 0 % 0 n 0 0 0 0 C9 000a) O O O O 4) O D O p J a LL N an n 1 ' ..,C-1 a CD co '. �` vi r at :. w on wi � 4 Ls Io m E` E o' o o ci 'ai qi o N '" N N O �N '5k*✓ ti O �. .O CV N CV N- s C4, C9 "Cn M 'n C9 'D m .'o, .O . m 0- .e r ' D 'm so .l .In G i N N" N ", r N CO N a_ 0i• u! E 0 d w C CD, , Cl3 M M V) - M M1 OD G M, F r. CL at co r fu do ` U'� m C? m ee M n o Cl) 'r N ^, m m a m It m V N Of m M N m O N 0 Lo 0 0 i d � irs of r a m ai ui ,N � ri Lo m h � m ll Cl! N C+I O] m o v 0 0 0 0 0 0 0 0 0 N m c 2 ¢ S 4 O O O O m r N m z w N ^ � O p J r N m DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD -Detention, Version 3.07 (FebmarV 2077) lamjece moil creeA E.wa -waw mars-, w..; Rain IR T •°0' E.nmple nn. 0—figuratid.(Ret b-P—d) R.guired Volume Calcuwtion Saleated RLQ TR WaI WA— WansMALmgh- W.t wImpa.b.aRu Paas Wg, 4 A.Nia Rall Grail A = P-— ydk-1 Gmup B= Peraaey. hWMaga soil Groups C!D Gain Wl3CV —. rm. _ LmaYan W 1J Rdddl Deft water Ou: mP.. Vdi.ne (WOCV)= Exec Uba RwaO Vdume (EURV) _ 2 -yr Ru Va:(P,•0.7s h.) Syr Rmroe Vdume (P, _, 0A h.) _ ,syr Rmortvapme (P, •,.2a 25yr RmaR Vtlume (P1 =1..A In.)= 50y Rmsn Vdume(P1=1.p1 100y 12unan Vdum.(P1•2.2,in.) MO Barron Vdum S.(P,=2 RBin)_ App .-2- DewiEm Vdume- Appradmd.5yr ONmem Voium. APamAmda ,syr Dde�mm vdume = Appmdmla 25y Del.rdm Vdume_ Apgmumsa-G Dderdm Vdume= Appraumete, 00y Ddedim Vdume = Sage w,,ge Galcuwon 2me I Vdume WQCV)= 0.028 .refect Sdaat Zarro 2..—Vdume K"—I)= acre-fW Sdeot zone 3 Storepe Vdum.(0pti .I) xre-reel Ttl DeWdm Ban V...= 0.028 ecr.%d Indict 6ualage Vd_.(ISV)= V3 In'W surdorge Depth (ISD) • 0 Tdd A.d WOdedbn 0.0(H_j 0 Depen d Trina Chamd N.)= n slap. d Tdea. Charmd(. J= m0 Slope,Main Oars sila(s, )- RV 13u'vr L.ngm-awiam R.m (Rw) _ IMid sumlvrge Ama (A wl= IW2 Areed Ruin Flood Vdume d Ran Fl_ I Degh detain R�:n L.odM.h BWl WidhdMdnR wI C.lcuWW Td.l Ban Ogbml Iher OwAM ' M PrsipiMbn � InPMs imp irclroa InaMs j lichen Inches licher Td.l deae —.lame i. les. Man,W.—r v ume Capyd IAJaelmtim_V3AT.tivn, Rvi 9252017, 11'.33AM �re�edei�� e�M■e�ewe�� ie��sele��l•� I� etttttttttttttt��ws�� ( Ia M MM", M �la�aaai��i t�t� utsrt��tdra�s�>_�� Capyd IAJaelmtim_V3AT.tivn, Rvi 9252017, 11'.33AM DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD-De0en0on, Version 3.07 (February 2077) i.w sysle) —IengnlXl —vrtem lrtl •.ea (sa.h.l r.m xoo ms.ln.l kea laoal _vd�mela<-n, Cagyof UDOdaMa0o.0A_,B m MVM17.1113M1 Detention Basin Outlet Structure Design Project: Basin ID: I/m/"zor_a:a Stage [ft) Zonevolume(ac-ft) Outlet Type wauaz6r evaw �- Jam.. -- Zone 1(WQN) 2.63 0.028 OriFice Plate goo-+ Zone 2 Not Utilized zoar sro x ermux�+r-� omr�ces Zone 3 Not Utilized Example Zone Configuration (Retention Pond) 0.028 Total User Input: Orifice at Underdrain Outlet (typically used to drain WQN in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth= N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ftz Underdrain Orifice Diameter= I inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQN and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice =Mft k (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 9.028E-04 IW Depth at top of Zone using Circe Plate = (relative to basin bottom at Stage = 0 ft) Elliptical Half -Width = N/A IfeeOrifice Plate: Orifice Vertical Spacing=inches Elliptical Slot Centroid= N/A _feet Orifice Plate: Orifice Area per Row =sq. inches (diameter= 3/8 inch) Elliptical Slot Area = N/A ftZ User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to Stage of Onfice Centroid (fl) Orifice Area (sq. inches) Stage of Orifice Centro'd (fl; Orifice Area (sq. inches) Row, 9 (optional) Row 10 (optional) Row 11 (option Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) User Input: Vertical Orifice (Circular or Rectangular) Invert of Vertical Orifice = Depth at top of Zone using Vertical Orifice = Vertical Orifice Diameter = Not Selected I Not Selected N/A N/A N/A N/A N/A N/A User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Slope = Horiz. Length of Weir Sides= Overflow Grate Open Area %_ Debris Clogging % Not Selected I Not Selected N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Calculated Parameters for Vertical It (relative to basin bottom at Stage = 0 k) Vertical Orifice Area = R (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = inches Not Selected Not Selected N/A N/A N/A N/A ft (relative to basin bottom at Stage =0ill Feet H:V(enter zero for flat grate) Feet %, grate open area/total area Calculated Height of Grate Upper Edge, H,= Over Flow Weir Slope Length = Grate Open Area/100-yr Orifice Area= Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Parameters for Overflow Weir Nat Selected Not Selected_ N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plab Not Selected Not Selected j Not Selected Not Selected Depth to Invert of Outlet Pipe = N/A N/A ft (distance below basin bottom at Stage =0 ft) Outlet Orifice Area = N/A N/A Circular Orifice Diameter= N/A N/A inches Outlet Orifice Centroid = N/A N/A Half -Central Angle of Restrictor Plate on Pipe = N/A N/A User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway -:71Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Routed Hydrograph Results Design Storm Return Period= WQN EURV 2Year 5Year 10 Year 25 Year 50 Year 100Year One -Hour Rainfall Depth (in) = 0.53 1.07 0.78 1.04 1.28 1.63 1.91 2.21 Calculated Runoff Volume (acre -ft) = 0.028 0.059 0.035 0.063 0.096 0.171 0.226 0.295 OPTIONAL Override Runoff Volume (acre ff) _ Inflow Hydrograph Volume (acre -ft) = 0.028 0.059 0.034 0.063 0.096 0.171 0.225 0.294 Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.07 0.21 0.55 0.76 1.03 Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.2 0.5 1.3 1.7 2.4 Peak Inflow Q (cfs) = 0.4 0.9 0.5 0.9 1A 2.5 3.3 4.4 Peak Outflow Q (cfs) = 0.02 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.1 0.0 0.0 0.0 0.0 Structure Controlling Flow = Plate N/A Plate N/A N/A N/A N/A N/A Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 52 39 54 70 111 >120 >120 Time to Drain 99% of Inflow Volume (hours) = 7:• 56 43 59 77 120 >120 >120 Maximum Ponding Depth (fl) = 2.52 3.25 2.76 3.25 3.25 3.25 3.25 3.25 Area at Maximum Ponding Depth (acres) = 0.02 0.03 0.03 0.03 0.03 0.03 0.03 0.03 Maximum Volume Stored (acre -fl) = 0.025 0.047 0.032 0.047 0.047 0.047 1 0.047 0.047 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31D® by Autodesk, Inc. Monday, Sep 25 2017 Concrete Channel User -defined Highlighted Invert Elev (ft) = 96.50 Depth (ft) = 3.11 Slope (%) = 2.13 Q (cfs) = 419.00 N -Value = 0.021 Area (sqft) = 27.82 Velocity (ft/s) = 15.06 Calculations Wetted Perim (ft) = 16.18 Compute by: Known Q Crit Depth, Yc (ft) = 3.50 Known Q (cfs) = 419.00 Top Width (ft) = 10.00 EGL (ft) = 6.64 (Sta, EI, n)-(Sta, EI, n)... ( 0.00, 100.00)-(0.01, 97.00, 0.013)-(3.50, 97.00, 0.030)-(3.51, 96.50, 0.013)-(6.99, 96.50, 0.013)-(7.00, 97.00, 0.013)-(9.99, 97.00, 0.030) -(10.00, 100.00, 0.013) Elev (ft) Section 101.00 - 100.00 98.00 97.00 96.00 or, nn -1 0 1 2 3 4 5 6 7 8 9 10 11 Sta (ft) Depth (ft) 4.50 3.50 2.50 1.50 0.50 -0.50 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 48 INCH HDPE PIPE Circular Diameter (ft) = 4.00 Invert Elev (ft) = 100.00 Slope (%) = 1.25 N -Value = 0.011 Calculations Compute by: Q vs Depth No. Increments = 15 Elev (ft) 105.00 104.00 103.00 102.00 101.00 100.00 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 1 2 3 Reach (ft) Monday, Sep 25 2017 = 3.73 = 204.14 = 12.21 = 16.72 = 10.48 = 3.86 = 1.99 = 8.08 Depth (ft) 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 4 5 6 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 8 INCH WQ DRAIN PIPE Circular Highlighted Diameter (ft) = 0.67 Depth (ft) Q (cfs) Area (sqft) Invert Elev (ft) = 100.00 Velocity (ft/s) Slope (%) = 2.00 Wetted Perim (ft) N -Value = 0.011 Crit Depth, Yc (ft) Top Width (ft) Calculations EGL (ft) Compute by: Q vs Depth No. Increments = 15 Elev (ft) 101.00 100.75 100.50 100.25 100.00 99.75 Monday, Sep 25 2017 = 0.63 = 2.200 = 0.34 = 6.42 = 1.76 = 0.64 = 0.33 = 1.27 Section 0 1 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 32ND OVERFLOW CATCHMENT CHANNEL Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 2.00, 2.00 Total Depth (ft) = 3.00 Invert Elev (ft) = 100.00 Slope (%) = 2.67 N -Value = 0.020 Calculations Compute by: Known Depth Known Depth (ft) = 2.00 Elev (ft) 104.00 103.00 102.00 101.00 100.00 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Sep 25 2017 = 2.00 = 223.75 = 16.00 = 13.98 = 12.94 = 2.95 = 12.00 = 5.04 2 4 6 8 Depth (ft) 4.00 3.00 2.00 1.00 0.00 -1.00 10 12 14 16 18 20 Reach (ft) E A- I t t • i i i s - -. ------------------ -- - -- - - - C) 0 ------.- -- -------- --- -- - -- ---- jI--,---------- . U U) OCL �t x W ❑ <^ U- t -------------dLit 00 . , UO i i i 1 ... . ... .......... rrI -.___..____..... ------ i r s f$ 6 0 r N 0 U) U O M 'f oz mss■ ' �e•• w. �mr. w .- ..� -------------- ' I W d --------- ---------- -- . -- i -- - -- ------------- --- I _- I ------------------ --'----•'--'---'---------------- ----- ------ - --- --- - --.¢y�T - ------ - -- ----------------- --- ---- -- --' -- ---- --------------- m u 'ac -icsn o�=auk 9F -eT•r•s sx �s f f 11, Hlk$-Yll4L-6J b 41 ^[;•• W d i 221 B&B Engineering, LLC 17118 APPENDIX D - NRCS Soils Report 6324 Xavier Ct. 419-203-5000 ph nathan@bbeng.co Arvada, CO USDA United States Department of Agriculture NRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties September 23, 2017 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.govtwps/ portal/nres/main/soils/healthn and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http:/twww.nres.usda.gov/Wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface.................................................................................................................... 2 How Soil Surveys Are Made..................................................................................5 SoilMap.................................................................................................................. 8 SoilMap................................................................................................................9 Legend................................................................................................................10 MapUnit Legend................................................................................................12 MapUnit Descriptions........................................................................................ 12 Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties................................................................................................... 14 44—Englewood-Urban land complex, 0 to 2 percent slopes ...................... 14 106—Nunn-Urban land complex, 2 to 5 percent slopes..............................15 References............................................................................................................17 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2005). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 39° 45 49" N 39° 4542"N Custom Soil Resource Report Soil Map h 465.110 489330 48M 489M 489(190 489410 489430 489M 3 3 Map Scale: 1:991 if printed on A portrait (8.5" x 11') sheet � N Meters 0 10 20 40 60P. Feet 0 45 90 180 270 Map projection: Web Mercator Comer000rdinates: WGS&1 Edge tics: UTM Zone 13N WGSM 9 gg 39" 4549"N of 390 45 42" N 4) E Z 0 p =F N N a `° CC Q a 0 O E LL M N Z Ecu `m In a r`= a C0 02 T 0 f6 G co _N E oz 2-11 0N C E y Custom Soil Resource Report Map Unit Legend Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties (CO641) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 44 Englewood -Urban land 0.9 35.5% complex, 0 to 2 percent slopes 106 Nunn -Urban land complex, 2 to 1.6 64.5% 5 percent slopes Totals for Area of Interest 2.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The 12 Custom Soil Resource Report delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complox consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 13 Custom Soil Resource Report Golden Area, Colorado, Parts of Denver, Douglas, Jefferson, and Park Counties 44—Englewood-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol. jpp0 Elevation: 5,200 to 6,500 feet Mean annual precipitation: 13 to 17 inches Frost -free period. 126 to 142 days Farmland classification: Not prime farmland Map Unit Composition Englewood and similar soils: 65 percent Urban land: 20 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Englewood Setting Landform: Alluvial fans, drainageways Down-slope shape: Linear Across -slope shape: Linear Parent material. Clayey, calcareous alluvium Typical profile H9 - 0 to 9 inches: clay loam H2 - 9 to 39 inches: clay, clay loam H2 - 9 to 39 inches: clay loam, clay H3 - 39 to 60 inches: H3 - 39 to 60 inches: Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Very high (about 17.4 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Foothill (R049BY208CO) Other vegetative classification: CLAYEY FOOTHILL (048AY208CO) Hydric soil rating: No 14 Custom Soil Resource Report Description of Urban Land Typical profile H1- 0 to 6 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No Minor Components Typic haplaquolls Percent of map unit: 15 percent Landform: Flood -plain steps Hydric soil rating: Yes 106—Nunn-Urban land complex, 2 to 5 percent slopes Map Unit Setting National map unit symbol. jpkk Elevation: 5,200 to 6,500 feet Mean annual precipitation: 13 to 17 inches Frost -free period: 126 to 142 days Farmland classification: Not prime farmland Map Unit Composition Nunn and similar soils: 65 percent Urban land. 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Alluvial fans, mesas, terraces Down-slope shape: Linear Across -slope shape: Linear Parent material: Clayey, calcareous alluvium Typical profile H1 - 0 to 6 inches: clay loam H2 - 6 to 30 inches: clay, clay loam H2 - 6 to 30 inches: clay loam, loam H3 - 30 to 60 inches: H3 - 30 to 60 inches: Properties and qualities Slope: 2 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained 15 Custom Soil Resource Report Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available waterstorage in profile: Very high (about 19.3 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Clayey Foothill (R049BY208CO) Other vegetative classification: CLAYEY FOOTHILL (048AY208CO) Hydric soil rating: No Description of Urban Land Typical profile Hl - 0 to 6 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: No 16 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrmusda.gov/wps/portal/ nres/detail/national/soils/?cid=nresl42p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:/l www.nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_05358( Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nresl 42p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb 1043084 17 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres 142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid= nres 142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/lntemet/FSE—DOCUMENTS/nrcsl42p2LO52290.pdf 18 B&B Engineering, LLC 18/18 APPENDIX E — FIRM Map 6324 Xavier Ct. 419-203-5000 ph laudick@gmail.com Arvada, CO a zaoef wLU ` LL g SB➢ WG Q E24 5 �.� LU :2 03O Z Q w ailed `ao6 =In w >- `m cc'161 H G a Eng d0 d � EmnS Qm Q� a g0C 2 0 S LU O FFa gga n ab a II WQ 2 2 yOS' nLL8® Fmnn 1Wy a. qE�'n$ W F=> o a _ �Ua LL aB$s �q�LLg MOB, w= a I z o. Ni 10 b0 1p slat I 10 < 15 NOSIll3f � � NOSIll3f � a is NOSNHOf Y L----------- Is ONIIdIN w w w 'a ¢ Is- Q s Z N1S 3N17N 1 ap s' 15 7131 y r`� X18 dN�y 1kn 1S SIM3l g� is a3lllw q < �tIER LO by n - _ 10 w 8311lw00 3 OryrybOW 4"77 pRE 9 3 I pl0�f G� y3g2 N° S3a00w is 380ow r a0 I 10 3a00w v 10 3800w in w 66E9 a I a : F-I i � NOS7 2 1 NOSl3N i a 3 1S w i LEES is y399 OOPG m 0o I x fa w 540 LLJ 3 3 N 13 1S Ntl0 10 3aAtlH I 0 O •�� — 15` 903 Z l N 6069 •is 9065 ` 3la 3 = ZOP 133atld 1 10 SNAM0 O� s7 1S � 6065 w Q 5410. w O , a PPpF c L N coo 1S NOSa31d m AtlM ao i a )Sa31d 511 a s 541 03 � 3 � 54 ' vvn0 is tlno r ry0^ 'a a a lltlna N F 2 �4rc 3 NVd SNIOf 47 Z m0, 04 Z E P N 47 O tN R� 47 E p W 5376 ' �i _i 5389 5380` CO O a W 38TH AVE 5386 l in (n CbM % ZONE AE " MAP SCALE 1" = 500' cr uy c° 5388 C'_' 50 0 500 1000 ZONE AES to .: ' x `J U FEET Lena Gulch 0%n(5 9 9c9 W 37TH PL METER f� 00 w pp � 44 OOOm OZ N — o C3 3r ti O LIDW �_ _ W H + �o ,� � CIO O PL Pm a 5414 UT U1 O W 36TH Y 5415 _ 4h, ;'� s . -. 36TH AVE AVE w w z 5416 w N ro U � Y _J J '' W C9 O w O z DO 36TH in W 35TH PL g g z O - ZONE AE W 35TH PL Y Z 5418 m o 0 5419 5417 1 W 35TH AVE W z 35TH AVE O 5422-'�0 U_ z Q\ ® PANEL 0213F 5418 Cn 27 \A LU O a z W 34TH pL AVE ' FIRM W 34TH PL W m FLOOD INSURANCE RATE MAP 347' z AVS " Y W 33RD AVE U) Pie 0 JEFFERSON COUNTY, Lu 0 a COLORADO F Y w O U'+ 33 DLt�h JU AND INCORPORATED AREAS p m ¢ O p m W 33R p\ `N co F U W 32ND PL 0 �ti� PISS PANEL 213 OF 675 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) OZ O� z O CONTAINS: (1)//� W28 Q8 1} V J [!f COMMUNITY NUMBER PANEL SUFFIX JEFFERSON COUNT! d _ _ _ _ OC � [i` 080087 0213 F LAKEWOOD. CITY OF 088075 0213 F WHEAT RIDGE, CITY OF 085079 0213 F I— W 32ND AVE r W U31ST UL AVE W31ST W 31ST I XKK1457 am 31S T AVE PL z O v r LU ¢ =NoticetoUser: I QD 3: O W 30TH PL O� W 31STpV� I The Ma Number shown below placing W 30T PL S O should be used when map orders; the Community Number shown above should be used on insurance applications for the subject O� W 31ST AVE •- �•+ d community. p 30TH N��S , I ZONE A ,. 4 �e "= MAP NUMBER 08059CO213F 29TH AVE OAK n giyG W 307H AVE 1 q 4A Fr c`� 94 � SV/�c II 0MAP FEBRUARY 4401000mN O a ' Federal Emergency 'IanagementAgency RANGEVIEW RANGEVIE� O� 28TH PL W 29TH AVS CIR W 29TH AVE Ij Q 28TH AVE d Ci0 iWfC! 27TH �7 OC This This is an official copy of a portion of the above referenced flood map, It CST • • • was extracted using F -MIT On -Line. This map does not reflect changes v� P F m or amendments which may have been made subsequent to the date on the p = J title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov VIII GUARDIAN T I T L E + A G E N C Y, L L C AFFILIATED BUSINESS ARRANGEMENT AND FDIC DISCLOSURE INSTRUCTIONS Property Address: 3275 QUAIL STREET, WHEAT RIDGE, CO 80033 File number: 5717-46692A Dear Customer, The Real Estate Settlement Procedures Act (RESPA) requires settlement providers to disclose Affiliate Business Arrangements. As part of the Realogy Corporation, Guardian Title Agency, LLC and Title Resource Guaranty Company (TRGC) are affiliate businesses. In addition, attached is the Disclosure Regarding FDIC Coverage to identify the bank in which your funds may be deposited into during the course of the transaction. Please execute the attached Disclosures and return them to us at your earliest convenience for our records. Upon completion, please return to: Fax: (303) 988-5451 Email: WESTLAKEWOOD@GUARDIANCOLO.COM or mail to: Guardian Title Agency, LLC 141 Union Blvd #295 Lakewood, CO 80228 Thank you in advance for your cooperation and we look forward to working with you throughout this transaction Sincerely, Guardian Title Agency, LLC AFFILIATED BUSINESS ARRANGEMENT DISCLOSURE STATEMENT To: Consumer Property: 3275 QUAIL STREET WHEAT RIDGE, CO 80033 From: Guardian Title Agency, LLC File Number: 5797-46692A Thank you for contacting Guardian Title Agency, LLC (hereinafter "Agent'). This is to give you notice that Agent has a business relationship with Title Resources Guaranty Company, which is a title insurance underwriting company. The owner of Agent is also the owner of Title Resources Guaranty Company. Because of this relationship, this referral of business to the underwriter below may provide Agent a financial or other benefit. Set forth below is the estimated charge or range of charges for the underwriting services listed. You are NOT required to use the underwriter below in connection with the provision of title services. THERE ARE FREQUENTLY OTHER UNDERWRITERS AVAILABLE WITH SIMILAR SERVICES. YOU ARE FREE TO SHOP AROUND TO DETERMINE THAT YOU ARE RECEIVING THE BEST SERVICES AND THE BEST RATE FOR THESE SERVICES. Companies Description of Charges Estimate of range of charges generally made by provider Title Resources Guaranty Title Insurance premium For Policy Coverage of $100,000 $760-$1014 Company ("TRGC") For Policy Coverage of $300,000 $1124-$1416 For Policy Coverage of $500,000 $1488-$1777 For Policy Coverage of $1,000,000 $2373-$2708 For Policy Coverage of $1,500,000 $3168-$3584 Acknowledgement of Receipt of Disclosure I/we have read this disclosure form, and understand that Agent is referring me/us to use the above-described underwriter and may receive a financial or other benefit as the result of this referral. TIFFANY LEEANNA GRUNERT DANIEL E. BARNHART Date BKB GROUP, LLC, A COLORADO LIMITED LIABILITY COMPANY By: BRAD WEIMAN, Manager Date �®gymu, U-ARDIAN T I T L E• A G E N C Y, L L C Disclosure Regarding FDIC Coverage: We deposit funds received on your behalf in state or federally -chartered banks that are insured by the Federal Deposit Insurance Corporation ("FDIC"). The account is currently held at Comerica Bank. FDIC deposit insurance coverage applies to a maximum amount of $250,000 per depositor for deposits held in the same legal ownership category at each bank. For example, funds held on your behalf in an account maintained by us will be combined with any individual accounts held directly by you at the same bank. You are responsible for monitoring the total amount of deposits that are owned directly or indirectly by you in any one bank. If you have questions about FDIC deposit insurance, contact your financial or legal advisors or go to http://www.fdic.gov/deposit/deposits/index.htmi. We do not guarantee the solvency of any bank into which funds are deposited and we assume no liability for any loss you incur due to the failure, insolvency or suspension of operations of any bank or the $250,000 FDIC deposit insurance limit. I acknowledge the foregoing disclosure and agree to your depositing my funds as described above. TIFFANY LEEANNA GRUNERT DANIEL E. BARNHART Date Referring to: 3275 QUAIL STREET,WHEAT RIDGE, CO 80033 5717-46692A BKB GROUP, LLC, A COLORADO LIMITED LIABILITY COMPANY By: BRAD WEIMAN, Manager Date 0TITLE ll 1 Z R ES `*r IJR C E!E- Rev. 03-03-2017 WHAT DOES TITLE RESOURCES GUARANTY COMPANY DO WITH YOUR PERSONAL INFORMATION? Financial companies choose how they share your personal information. Federal law gives consumers the right to limit some but not all sharing. Federal law also requires us to tell you how we collect, share, and protect your personal information. Please read this notice carefully to understand what we do. The types of personal information we collect and share depend on the product or service you have with us. This information can include: ffSocial Security number and account balances Payment history and credit card or other debt Checking account information and wire transfer instructions When you are no longer our customer, we continue to share your information as described in this notice. All financial companies need to share customers' personal information to run their everyday business. In the section below, we list the reasons financial companies can share their customers' personal information; the reasons TITLE RESOURCES GUARANTY COMPANY chooses to share; and whether you can limit this sharing. For our everyday business purposes — such as to process your transactions, maintain your account(s), respond to court orders and legal investigations, or Yes No report to credit bureaus For our marketing purposes- to offer our products and Yes No services to you For joint marketing with other financial companies No We don't share For our affiliates' everyday business purposes- Yes No information about your transactions and experiences For our affiliates' everyday business purposes- No We don't share information about your creditworthiness For our affiliates to market to you No We don't share For nonaffdiates to market to you No We don't share Call (888) 485-3791 MENIWho is providing this notice? TITLE RESOURCES GUARANTY COMPANY How does TITLE RESOURCES To protect your personal information from unauthorized access and GUARANTY COMPANY use, we use security measures that comply with federal law. These protect my personal information? measures include computer safeguards and secured files and buildings. How does TITLE RESOURCES We collect your personal information, for example, when you GUARANTY COMPANY Ell Apply for insurance or pay insurance premiums collect my personal information?k7 Provide your mortgage information or show your driver's license E= Give us your contact information We also collect your personal information from others, such as credit bureaus, affiliates, or other companies. Why can't I limit all sharing? Federal law gives you the right to limit only 0 Sharing for affiliates' everyday business purposes —information about your creditworthiness i; Affiliates from using your information to market to you Sharing for nonaffiliates to market to you State laws and individual companies may give you additional rights to limit sharin Affiliates Companies related by common ownership or control. They can be financial and nonfinancial companies. M Our affiliates include companies that are owned in whole or in part by Realogy Holdings Corp., such as Better Homes and Gardens® Real Estate, CENTURY21 0, Coldwell Banken Coldwell Banker Commercial®, The Corcoran Group®, ERA®, Sotheby's International Realty®, ZipRealty®, NRT LLC, Cartus and Title Resource Group. Nonaffiliates Companies not related by common ownership or control. They can be financial and nonfinancial companies. TITLE RESOURCES GUARANTY COMPANY does not share with nonaffiliates so they can market to you. Joint Marketing A formal agreement between nonaffiliated financial companies that together market financial products or service to you. 0 TITLE RESOURCES GUARANTY COMPANY does not share with nonaffaliatedfinancial companies forjoint marketing purposes. COMMITMENT FOR TITLE INSURANCE ISSUED BY Guardian Title Agency, LLC agent for Title Resources Guaranty Company Title Resources Guaranty Company, a Texas corporation ("Company"), for a valuable consideration, commits to issue its policy or policies of title insurance, as identified in Schedule A, in favor of the Proposed Insured named in Schedule A, as owneror mortgagee of the estate or interest in the land described or referred to in Schedule A, upon payment of the premiums and charges and compliance with the Requirements; all subject to the provisions of Schedules A and B and to the Conditions of this Commitment. This Commitment shall be effective only when the identity of the Proposed Insured and the amount of the policy or policies committed for have been inserted in Schedule A by the Company. All liability and obligation under this Commitment shall cease and terminate 180 days after the Effective Date or when the policy or policies committed for shall issue, whichever first occurs, provided that the failure to issue the policy or policies is not the fault of the Company. The Company will provide a sample of the policy form upon request. This Commitment shall not be valid or binding until countersigned by a validating officer or authorized signatory. IN WITNESS WHEREOF, Title Resources Guaranty Company has caused its corporate name and seal to be affixed by its duly authorized officers on the date shown in Schedule A. An Authorized Signature Title ReesourcesGuy aranty Compan c 10. --emir Vice President/Asst. Secretary AS� Secretary TRGC Form: Comm06 ALTA Commitment Form Adopted 6/17/2006 Copyright 2006-2009 American Land Title Association. All rights reserved. AMERICAN The use of this Form is restricted to ALTA licensees and ALTA members in 1A1Jn T1TLF. good standing as of the date of use. All other uses are prohibited. ASSOCIATION Reprinted under license from the American Land Title Association. *-t CONDITIONS 1. The term mortgage, when used herein, shall include deed of trust, trust deed, or other security instrument. 2. If the proposed Insured has or acquired actual knowledge of any defect, lien, encumbrance, adverse claim or other matter affecting the estate or interest or mortgage thereon covered by this Commitment other than those shown in Schedule B hereof, and shall fail to disclose such knowledge to the Company in writing, the Company shall be relieved from liability for any loss or damage resulting from any act of reliance hereon to the extent the Company is prejudiced by failure to so disclose such knowledge. If the proposed Insured shall disclose such knowledge to the Company, or if the Company otherwise acquires actual knowledge of any such defect, lien, encumbrance, adverse claim or other matter, the Company at its option may amend Schedule B of this Commitment accordingly, but such amendment shall not relieve the Company from liability previously incurred pursuant to paragraph 3 of these Conditions. 3. Liability of the Company under this Commitment shall be only to the named proposed Insured and such parties included under the definition of Insured in the form of policy or policies committed for and only for actual loss incurred in reliance hereon in undertaking in good faith (a) to comply with the requirements hereof, or (b) to eliminate exceptions shown in Schedule B, or (c) to acquire or create the estate or interest or mortgage thereon covered by this Commitment. In no event shall such liability exceed the amount stated in Schedule A for the policy or policies committed for and such liability is subject to the insuring provisions and Conditions and the Exclusions from Coverage of the form of policy or policies committed for in favor of the proposed Insured which are hereby incorporated by reference and are made a part of this Commitment except as expressly modified herein. 4. This Commitment is a contract to issue one or more title insurance policies and is not an abstract of title or a report of the condition of title. Any action or actions or rights of action that the proposed Insured may have or may bring against the Company arising out of the status of the title to the estate or interest or the status of the mortgage thereon covered by this Commitment must be based on and are subject to the provisions of this Commitment. 5. The policy to be issued contains an arbitration clause. All arbitrable matters when the Amount of Insurance is $2,000,000 or less shall be arbitrated at the option of either the Company or the Insured as the exclusive remedy of the parties. You may review a copy of the arbitration rules at <http://www.aka.org/>. TRGC Form: Comm06 ALTA Commitment Form Adopted 6/17/2006 Copyright 2006-2009 American Land Title Association. All rights reserved. AMERICAN The use of this Form is restricted to ALTA licensees and ALTA members in inHn rirr E good standing as of the date of use. All other uses are prohibited. ASSOCIATmk Reprinted under license from the American Land Title Association. -ry PURPORTED ADDRESS: 3275 QUAIL STREET, WHEAT RIDGE, CO 80033 APN: 39-282-05-078 SCHEDULE A File No.: 5717-46692A 1. Effective Date: BASIC at 7:00 A.M. 2. Policy or Policies to be issued: Amount Premium (A) ALTA 2006 Owner's Policy -Proposed Insured: $900,000.00 $2,523.00 BKB GROUP, LLC, A COLORADO LIMITED LIABILITY COMPANY (B) ALTA 2006 Loan Policy -Proposed Insured: $ N/A $ N/A NIA Owner's Policy Endorsements Form 130 (Owner's Extra Protection) $ 75.00 3. The estate or interest in the land described or referred to in this Commitment and covered herein is fee simple and title thereto is at the effective date hereof vested in: DANIEL E. BARNHART AND TIFFANY L. BARNHART 4. The land referred to in this Commitment is described as follows: SEE ATTACHED EXHIBIT A Issued by Guardian Title Agency, LLC as agent for Title Resources Guaranty Company File No.: 5717-46692A EXHIBIT A LOT 6, APPLEWOOD KNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE-HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE-HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A LINE DESCRIBED AS STARTING AT A POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTYAND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. File No.: 5717-46692A SCHEDULE B -SECTION I REQUIREMENTS The following are the requirements to be complied with: A. Pay the agreed amounts for the interest in the land and /or for the mortgage to be insured. B. Pay us the premiums, fees and charges for the policy. C. Obtain a CERTIFICATE OF TAXES DUE from the.County Treasurer or the County Treasurer's authorized agent. D. Payment of all taxes and assessments now due and payable. E. Evidence that any and all assessments for common expenses and fees levied by the Homeowners Association pursuant to the covenants if any, have been paid. F. Receipt of an Affidavit and Indemnity Agreement executed by the following parties: DANIEL E. BARNHART AND TIFFANY L. BARNHART BKB GROUP, LLC, A COLORADO LIMITED LIABILITY COMPANY G. WARRANTY DEED SUFFICIENT TO CONVEY THE FEE SIMPLE ESTATE OR INTEREST IN THE LAND DESCRIBED OR REFERRED TO HEREIN, TO THE PROPOSED INSURED. NOTE: SECTION 38-35-109(2) OF THE COLORADO REVISED STATUES, 1973 REQUIRES THAT A NOTATION OF THE PURCHASER'S LEGAL ADDRESS BE INCLUDED ON THE FACE OF THE DEED TO BE RECORDED. SECTION 39-14102(1) (A) OF THE COLORADO REVISED STATUES, 1973 REQUIRES ALL CONVEYANCE DOCUMENTS SUBJECT TO THE DOCUMENTARY FEE SUBMITTED TO THE CLERK AND RECORDER FOR RECORDING BE ACCOMPANIED BY A REAL PROPERTY TRANSFER DECLARATION SIGNED BY THE GRANTOR OR GRANTEE. H. RELEASE OF DEED OF TRUST FROM THE PUBLIC TRUSTEE OF JEFFERSON COUNTY OF THE DEED OF TRUST FROM DANIEL E. BARNHART AND TIFFANY L. BARNHART FOR THE USE OF FIRSTBANK TO SECURE $615,000.00, DATED DECEMBER 3, 2010 AND RECORDED DECEMBER 29, 2010 AT RECEPTION NO. 2010119707. I. THE FOLLOWING REQUIREMENTS ARE MADE WITH REGARD TO BKB GROUP, LLC, A LIMITED LIABILITY COMPANY: A COPY OF ITS OPERATING AGREEMENTAND ANY AMENDMENTS THERETO MUST BE SUBMITTED FOR REVIEW. EVIDENCE SATISFACTORYTO THE COMPANY THAT BKB GROUP, LLC IS A DULYAUTHORIZED ENTITY IN GOOD STANDING CAPABLE OF TRANSACTING BUSINESS IN THE STATE OF COLORADO. DULY EXECUTED AND ACKNOWLEDGED STATEMENT OF AUTHORITY FOR BKB GROUP, LLC, PURSUANT TO C.R.S. 38-30-172. FOR INFORMATIONAL PURPOSES ONLY: ACCORDING TO PUBLIC RECORDS, THE LAST DEED(S) OF RECORD WHICH PURPORT TO TRANSFER TITLE AND/OR ARE RECORDED WITHIN THE PAST 24 MONTHS ARE: WARRANTY DEED RECORDED JUNE 1, 2006 AT RECEPTION NO. 2006065924. File No.: 5717-46692A SCHEDULE B—SECTION II EXCEPTIONS The policy or policies to be issued will contain exception to the following unless the same are disposed of to the satisfaction of the Company: 1. Rights and claims of parties in possession not shown in the public records. 2. Easements or claims of easements not shown by the public records. 3. Discrepancies, conflicts and boundary lines, shortage in area, encroachments, and any facts in which a correct survey and inspection of the premises would disclose and which are not shown by public records. 4. Any lien or right to a lien, for services, labor or material hereto or hereafter furnished, imposed by law and not shown by the public records. 5. Defects, liens, encumbrances, adverse claims or other matters, if any, first appearing in the public records or attaching subsequent to the effective date hereof but prior to the date the proposed insured acquires for value of record the estate or interest or mortgage thereon covered by this Commitment. Note: If Guardian Title Agency, LLC conducts the closing, this item will be deleted from the final policy 6. "(a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water; (d) Minerals of whatsoever kind, subsurface and surface substances, in, on, under and that may be produced from the Land, together with all rights, privileges, and immunities relating thereto, whether or not the matters excepted under (a), (b), (c) or (d) are shown by the Public Records or listed in Schedule B." 7. Tax sales, taxes or assessments which are not shown as existing liens by the records of any twang authority that levies taxes or assessments on real property or by the public records. 8. TERMS, CONDITIONS, PROVISIONS, AGREEMENTS, EASEMENTS, AND OBLIGATIONS SPECIFIED UNDER THE DEVELOPMENT AGREEMENT RECORDED APRIL 6, 1976 AT RECEPTION NO. 776854 9. TERMS, CONDITIONS, PROVISIONS, AGREEMENTS, EASEMENTS, AND OBLIGATIONS SPECIFIED UNDER PROTECTIVE COVENANTS FOR APPLEWOOD KNOLLS, TWELFTH FILING RECORDED NOVEMBER 22, 1976 AT RECEPTION NO. 832995. 10. TERMS, CONDITIONS, PROVISIONS, AGREEMENTS, EASEMENTS, AND OBLIGATIONS SPECIFIED UNDER THE AFFIDAVIT OF CORRECTION RECORDED MARCH 26, 1980 AT RECEPTION NO. 023784 11. TERMS, CONDITIONS, PROVISIONS, AGREEMENTS, EASEMENTS, AND OBLIGATIONS SPECIFIED UNDER THE SUPPLEMENTAL DEVELOPMENT AGREEMENT BYAND BETWEEN DAVID R. DIGIACOMO AND JEANETTE K. DIGIACOMO AND THE CITY OF WHEAT RIDGE, COLORADO RECORDED JUNE 27, 1980 AT RECEPTION NO. 80047289 12. TERMS, CONDITIONS, PROVISIONS, AGREEMENTS. EASEMENTS, AND OBLIGATIONS SPECIFIED UNDER WARRANTY DEED RECORDED JUNE 8, 1982 AT RECEPTION NO. 82038522 13. AN EASEMENT FOR UTILITIES AND INCIDENTAL PURPOSES AS RESERVED IN VACATION RESOLUTION OR ORDINANCE RECORDED OCTOBER 1, 1993 AT RECEPTION NO. 9315511 14. EASEMENTS, RIGHTS OF WAY, ROADS, NOTES, TERMS, CONDITIONS, PROVISIONS, RESTRICTIONS, COVENANTS, AGREEMENTS AND OBLIGATIONS AS SHOWN ON THE PLAT OF APPLEWOOD KNOLLS 12TH FILING RECORDED IN PLAT BOOK 49 PAGE 11 File No.: 5717-46692A DISCLOSURE STATEMENT Pursuant to C.R.S. 30-10-406(3)(a) all documents received for recording or filing in the Clerk and Recorder's office shall contain a top margin of at least one inch and a left, right and bottom margin of at least one-half of an inch. The Clerk and Recorder will refuse to record or file any document that does not conform to the requirements of this section. NOTE: If this transaction includes a sale of the property and the price exceeds $100,000.00, the seller must comply with the disclosuretwithholding provisions of C.R.S. 39-22-604.5 (Non-residential withholding). NOTE: Colorado Division of Insurance Regulations 35-1 requires that "Every title entity shall be responsible for all matters which appear of record prior to the time of recording whenever the title entity conducts the closing and is responsible for recording or fili rig of legal documents resulting from the transaction which was closed." Provided that Guardian Title Agency, LLC conducts the closing of the insured transaction and is responsible for recording the legal documents from the transaction, exception number 5 will not appear on the Owner's Title Policy and the Lenders Policy when issued. Pursuant to C.R.S. 10-11-122, the company will not issue its policy or policies of title insurance contemplated by this commitment until it has been provided a Certificate of Taxes due or other equivalent documentation from the County Treasurer or the County Treasurer's authorized agent; or until the Proposed Insured has notified or instructed the company in writing to the contrary. The subject property may be located in a special taxing district. A Certificate of Taxes due listing each taxing jurisdiction shall be obtained from the County Treasurer or the County Treasurer's authorized agent. Information regarding special districts and the boundaries of such districts may be obtained from the Board of County Commissioners, the County Clerk and Recorder, or the County Assessor. NOTE: Pursuant to CRS 10-11-123, notice is hereby given: This notice applies to owner's policy commitments containing a mineral severance instrument exception, or exceptions, in Schedule B-2. A. That there is recorded evidence that a mineral estate has been severed, leased, or otherwise conveyed from the surface estate and that there is a substantial likelihood that a third party holds some or all interest in oil, gas, other minerals, or geothermal energy in the property; and B. That such mineral estate may include the right to enter and use the property without the surface owner's permission. NOTE: Pursuant to Colorado Division of Insurance Regulations 3-5-1, Affirmative mechanic's lien protection for the Owner may be available (typically by deletion of Exception no. 4 of Schedule B, Section 2 of the Commitment from the Owner's Policy to be issued) upon compliance with the following conditions: A. The land described in Schedule A of this commitment must be a single family residence which includes a condominium or townhouse unit. B. No labor or materials have been furnished by mechanics or material -men for purposes of construction on the land described in Schedule A of this Commitment within the past 6 months. C. The Company must receive an appropriate affidavit indemnifying the Company against un -filed mechanic's and material -men's liens. D. The Company must receive payment of the appropriate premium. E. If there has been construction, improvements or major repairs undertaken on the property to be purchased within six months prior to the Date of the Commitment, the requirements to obtain coverage for unrecorded liens will include: disclosure of certain construction information; financial information as to the seller, the builder and or the contractor, payment of the appropriate premium, fully executed Indemnity Agreements satisfactory to the company, and, any additional requirements as may be necessary after an examination of the aforesaid information by the Company. No coverage will be given under any circumstances for labor or material for which the insured has contracted for or agreed to pay NOTE: Pursuant to C.R.S. 38-35-125(2) no person or entity that provides closing and settlement services for a real estate transaction shall disburse funds as a part of such services until those funds have been received and are available for immediate withdrawal as a matter of right. NOTE: C.R.S. 39-14-102 requires that a real property transfer declaration accompany any conveyance document presented for recordation in the State of Colorado. Said declaration shall be completed and signed by either the grantor or grantee. NOTE: Pursuant to CRS 10-1428(6)(a), It is unlawful to knowingly provide false, incomplete, or misleading facts or information to an insurance company for the purpose of defrauding or attempting to defraud the company. Penalties may include imprisonment, fines, denial of insurance and civil damages. Any insurance company or agent of an insurance company who knowingly provides false, incomplete, or misleading facts or information to a policyholder or claimant for the purpose of defrauding or attempting to d efraud the policyholder or claimant with regard to a settlement or award payable from insurance proceeds shall be reported to the Colorado division of insurance within the department of regulatory agencies. Nothing herein contained will be deemed to obligate the company to provide any of the coverages referred to herein unless the above conditions are fully satisfied. Rev.03-03-2077 WHAT DOES GUARDIAN TITLE AGENCY, LLC (A SUBSIDIARY OF TITLE RESOURCE GROUP) DO WITH YOUR PERSONAL INFORMATION? Financial companies choose how they share your personal information. Federal law gives consumers the right to limit some but not all sharing. Federal law also requires us to tell you how we collect, share, and protect your personal information. Please read this notice carefully to understand what we do. The types of personal information we collect and share depend on the product or service you have with us. This information can include: MI Social Security number and account balances FAII Payment history and credit card or other debt Checking account information and wire transfer instructions When you are no longer our customer, we continue to share your information as described in this notice. All financial companies need to share customers' personal information to run their everyday business. In the section below, we list the reasons financial companies can share their customers' personal information; the reasons GUARDIAN TITLE AGENCY, LLC chooses to share; and whether you can limit this sharing. Reasons we can share your personal an you informationshare? sharing? For our everyday business purposes — such as to process your transactions, maintain your account(s), respond to court orders and legal investigations, or report to credit bureaus For our marketing purposes- to offer our products and services to you For joint marketing with other financial companies For our affiliates' everyday business purposes - information about your transactions and experiences For our affiliates' everyday business purposes - information about your creditworthiness For our affiliates to market to you For nonaffiliates to market to you Questiolm Call (888) 485-3791 Yes Yes No Yes No (m Im We don't share No We don't share We don't share We don't share File No.: 5717-46692A Who is providing this notice? GUARDIAN TITLE AGENCY, LLC � N - How does GUARDIAN TITLE To protect your personal information from unauthorized access AGENCY, LLC protect my personal and use, we use security measures that comply with federal information? law. These measures include computer safeguards and secured files and buildings. How does GUARDIAN TITLE We collect your personal information, for example, when you AGENCY, LLC collect my personal � Apply for insurance or pay insurance premiums information?E; Provide your mortgage information or show your driver's license ;11 Give us your contact information We also collect your personal information from others, such as credit bureaus, affiliates, or other companies. Why can't I limit all sharing? Federal law gives you the right to limit only EM Sharing for affiliates' everyday business purposes — information about your creditworthiness l;, Affiliates from using your information to market to you i, Sharing for nonaffiliates to market to you State laws and individual companies may give you additional nhts to limit sharing. Definitions Affiliates Companies related by common ownership or control. They can be financial and nonfinancial companies. R, Our affiliates include companies that are owned in whole or in part by Realogy Holdings Corp., such as Better Homes and Gardens® Real Estate, CENTURY 21®, Coldwell Banker®, Coldwell Banker Commercial®, The Corcoran Group®, ERA®, Sotheby's international Realty®, ZipRealty®, NRT LLC, Cartus and Title Resource Group. Nonaffiliates Companies not related by common ownership or control. They can be financial and nonfinancial companies. E; GUARDIAN TITLE AGENCY, LLC does not share with nonaffiliates so they can market to you. Joint Marketing A formal agreement between nonaffiliated financial companies that together market financial products or service to you. IM GUARDIAN TITLE AGENCY, LLC does not share with nonaffiliated financial companies for joint marketing purposes. 0 2006065924 06/01/2006 02:31:08 inffarkAnl county, R $11.00 D $81.40 WD PM 2 Page(s) Colorado Filed for record the day of ,A.D. , at o-clock...'1. RECORDER Reception No. By DEPUTY. WARRANTY DEED ....�e�R- • �� F THIS DEED, Made on this day of May 23, 2006 between .`41110 Db."•Sn1a(ltti�y DAVID R. DIGIACOMO AND LZRANNE DIGIACOMO I1aio of the County of JEFFERSON and State of COLORADO of the Grantor(s), and DANIEL E. BARNHART AND TIFFANY L. BARNAItRT whose legal address Is : 3275 QUAIL of the County of WITNESS, That the Grontor(s), for and In consideration of the sun of ( $814,000.00 ) *— Eight Hundred Fourteen Thousand and 00/100 eel DOLLARS the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm unto the Grentes(s), their hairs and assigns forever, not in tenancy in common but in joint tenancy, sit the real property, together with Improvements, If any, situate, lying and being in the County of I;ARSON and State of Colorado, described as follows: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A FART HEREOF also known as street number 3275 QUAIL STREET WHEAT RIDGE CO 80033 c _fit TOGETHER with ail and Singular and hereditaments and appurtenances thereto betonging, or in anywise appertaining and the reversion and reversions, remainder and remainders, rents, issues and profits thereof; and sit the estate, right title interest, claim and demand whatsoever of the Grantor(s), either in law or equity, of, in and to the above bargained premises, with the heredttements end appurtenances, TO HAVE AND TO HOLD the sold premises above bargained and described with appurtenances, unto the Grantee(*), their heirs and assigns forever. The Grantor(s), for himsetf, his heirs and personal representatives, does covenant, grant bargain, and agree to and with the Grantee(s), their heirs and assigns, that at the time of the enameling and delivery of these presents, he is watt seized of the premises above conveyed, has good, sure, perfect, absolute and indefeasible estate of Inheritance, in law, in fee simple, and has good right, full power and tawfut authority to grant, bargain, sett and convey the same in manner and form as aforesaid, and that the sem* are free and clear from alt former and other grants, bargains, sales, liens, taxes, assessments, encumbrances and restrictions of whatever kind or nature soever, Pubjaet to panoral ensu for ch. yeas 9oas and tho.e .j clfie axe.ptiono daaarlb.d by rwfes ne. to rwoord.d dnoua.ets a. r.fl.eted la eba Title Doeuneneo aneeptwd by Oraataa(.) is accord- rith Section se, (Title Sarlew) of the Contract to auy and 5.11 Rawl R.t.t. ral.tiu,g to ch. abovo da.eribad pxoparty) dleeributiw utility ...vents (Saeladiag cable Tv)j tams ■paeilieally daaorlbed rinhe■ of thud parti.s not sbowo by the public retard. of whlch Oraateo(a) baa actual l4,o.ladp. and .blah ware .eeapead by Oraetee(s) In accordance, xlth section Ob Mattors not Sborw by the Public ..cord.) ens section so (su y Pavlaw) of the Contract to Puy ami Sall Pawl notate relating to the above desaribad real proporty, iaclu.lea of th* prep.rty within any ap.oialcan di.tri.ti and, aha hea.fie and burde.s of Roy declaration and party wall agseemant.. it any and nth r Pax. The Grantor(s) shall and wilt WARRANT AND FOREVER DEFEND the above bargained premises in the quiet and peaceable possession of the Grantw(s), his heirs and sscigns, against all and every person or persons lawfully claiming the whole or any part thereof. the singular number shall include the plural, and the plural the singular, and the use of any gander shatt be opplitabte to sit genders. INWITWMWHEREOF the Grantor(s) hos executed this deed err-r>re�abova. _� JEAN L. WANKEL NOTARY PUBLIC STATE OF: COLORADO W CammigsiOn Expires July 21, 2007 aID1AC�WeO STATE OF QOLOPADo _ ) )8e,. county of arrr#Anow ) The foregoing instrument was acknowledged before me on this day of may 2s. goo* by DAVID R. DICIACMD AND LPPANNn DIDLICR7D _ My commission expires _ Witness my hand and official seal. wry Pubt4c Name and Address of Person Creating Newly Creates Legal Descrnp X-35-106.5, C, S.) Escrow# 870143554 When Recorded Return to: DANIEL E. BARNHART AND TIFFANY L. BARNHART Title# K70143554 3275 QUAIL STREET WHEAT RIDGE, CO 80033 Form 96 08/29/64 WDJT1 WARRANTY DEED (Joint Tenants) Printed., May17, 2006 (3224451) 11/ c. R EXHIBIT A LOT 6, APPLEWOOD rNOLLS, 12TH FILING, COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THE NORTH 200 FEET THEREOF, AND INCLUDING THAT PARCEL ADJACENT TO LOT 6 AS VACATED BY THE ORDINANCE RECORDED OCTOBER 1, 1993 UNDER RECEPTION NO. 93155172 AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A PARCEL OF LAND IN THE NORTH ONE-HALF OF SECTION 28, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, DESCRIBED AS LYING SOUTH OF THE ARC AT THE SOUTHEAST CORNER OF THE BELOW DESCRIBED PROPERTY AND THE NORTH 18 FEET OF THE SOUTH 40 FEET OF SAID NORTH ONE-HALF OF SECTION 28 BOUNDED ON THE EAST AND WEST BY THE PROLONGATION TO THE SOUTH OF THE EAST AND WEST LINES OF THAT PROPERTY DESCRIBED IN THE INSTRUMENT RECORDED MARCH 26, 1979 UNDER RECEPTION NO. 79026042 IN THE OFFICIAL RECORDS OF COUNTY OF JEFFERSON, STATE OF COLORADO, EXCEPT THAT PORTION OF SAID PARCEL LYING SOUTHEAST OF A LINE DESCRIBED AS STARTING AT A POINT WHICH IS 10 FEET NORTH OF THE INTERSECTION OF THE SAID PROLONGATION OF THE EAST LINE OF SAID PROPERTY AND THE SOUTH LINE OF SAID PARCEL AND RUNNING SOUTHWESTERLY TO A POINT WHICH IS 10 FEET WEST OF SAID INTERSECTION. form EXH101TA 01/17/03 K70143554 Page 1 of 2 - GUARDIAN TITLE AGENCY LLC., GTQ, GT JEFFERSON, CO 03/1012017 05:03PM GWHT CERTIFICATE OF TAXES DUE PAGE 1 OF 2 ORDER: 5717-46692 TOF: COMMENT: STATE OF COLORADO, COUNTY OF JEFFERSON TIM KAUFFMAN, TREASURER DATA TRACE, AS AN AUTHORIZED AGENT OF THE TREASURER OF JEFFERSON COUNTY, HEREBY CERTIFIES THAT AS OF THE CERTIFICATION DATE THERE WERE THE FOLLOWING TAXES DUE AGAINST THE PROPERTY DESCRIBED HEREIN. INTEREST ON TAXES IS COMPUTED ON A MONTHLY BASIS. PLEASE REQUEST UP TO DATE FIGURES IF YOU DO NOT PAY BY THE END OF THE CURRENT MONTH. THIS CERTIFICATE DOES NOT INCLUDE SPECIAL ASSESSMENTS WHICH MAY BE DUE, BUT WHICH ON THE CERTIFICATION DATE OF THIS DOCUMENT HAD NOT BEEN CERTIFIED TO THE COUNTY FOR COLLECTION.TREASURER'S OFFICE: 100 JEFFERSON COUNTY PARKWAY, SUITE 2520 GOLDEN, CO 80419 - 2520(303) 271 .8330 TAXES CERTIFIED THRU 2017-03-01 TAX ID: 300200432 PARCEL: 39-282-05-078 DISTRICT: 3130 LEGAL: SUBDIVISION NAME: BROOKSIDE SUBCODE: 096000 SEC: 28 TWP: 3 RNG: 69 QTR: NW LOT: 0006 KEY: GOA; SEC: 28 TWP: 3 RNG: 69 QTR: NW LOT: 0006 KEY: OSE; SEC: 28 TWP: 3 RNG: 69 QTR: NW KEY: 0SD SITUS: 3275 QUAIL ST WHEAT RIDGE MAIL: 3275 QUAIL ST WHEAT RIDGE CO 80033 ASSESSED OWNER(S) 2016 ASSESSED VALUES BARNHART DANIEL E LAND 34,146 BARNHART TIFFANY L IMP 28,974 OTHER 0 EXEMPTIONS (0) TAXABLE 63,120 2016 TAXES 1ST INST 2ND INST TOTAL TAX STATUS PAID OPEN INSTALLMENT 2,904.88 2,904.88 5,809.76 AMOUNT PAID (2,904.88) (0.00) (2,904.88) INTEREST 0.00 BALANCE DUE 0.00 2,904.88 2,904.88 TAX LEVY AMOUNT DESCRIPTION OF ASSESSMENT(S) 45.9410 2,899.80 R1 SCHOOL GENERAL FUND 24.7090 1,559.64 COUNTY GENERAL FUND 12.4210 784.01 WEST METRO FIRE PROTECTIO 6.5220 411.67 N W LAKEWOOD SAN DIST 9.8300 115.51 WHEAT RIDGE 0.5590 3518 URBAN DRAINAGE&FLOOD CONT 0.0610 3.85 URBAN DRAINAGE&FLOOD C SO 0.0000 0.00 REGIONAL TRANSPORTATION D 92.0430 5,809.76 TOTAL OF ASSESSMENTS ADDITIONAL PROPERTY INFORMATION STANDARD LAND USE: SFR file://IC:lUsers/selvaktAppDatalRoam.ingfDTS21DTS2 G4081Contentl0$-059-GT-30/result... 3/11/2017 Page 2 of 2 - GUARDIAN TITLE AGENCY LLC., GTQ, GT .JEFFERSON, CO 03/10120/7 05:03PM GWWHT CERTIFICATE OF TAXES DUE PAGE 2 OF 2 ORDER: 5717-46692 TOF: COMMENT: INFORMATION REGARDING SPECIAL TAXING DISTRICTS AND THE BOUNDARIES OF SUCH DISTRICTS MAY BE ON FILE OR DEPOSIT WITH THE BOARD OF COUNTY COMMISSIONERS, THE COUNTY CLERK AND RECORDER, OR THE COUNTY ASSESSOR. CERTIFICATE EXCEPTION CONDITIONS SID: NONE TAX SALES: NONE POSSIBLE TAXES OWED: NONE END SEARCH file:ll/C:lUserslselvaklAppData/RoamingfDTS21DTS2 6408/Content108-059-GT-3Olresult... /1112017 Pre-application Meeting March 9, 2017 City of Wh6atl�dge OMMUNITY DEVELOPMENT PRE -APPLICATION MEETING SUMMARY Meeting Date: March 9, 2017 Applicant: Brad Weiman, Workshop Denver Morgan Bilger, Workshop Denver Mark Bishop, Jehn Engineering Attending Staff: Meredith Reckert, Senior Planner Lauren Mikulak, Senior Planner Mark Westberg, Projects Supervisor Scott Cutler, Planning Technician Specific Site Location: Existing Zoning: Existing Comp. Plan: 3275 Quail Street Residential -One (R-1) Neighborhood Existing Site Conditions: The site is located on the west side of Quail Street at 32nd Avenue. The property is zoned Residential - One (R-1), which permits low-density, single-family homes. The area across Quail Street from the property to the east is zoned R -1A, which permits low-density, single-family homes, but with a smaller required lot size than R-1. The other surrounding parcels are zoned R-1, and include the recent Quail Hollow development to the north and Applewood Baptist Church to the west. The City of Lakewood lies across 32nd Avenue to the south, with additional Applewood Baptist Church buildings and single-family homes. The site is bisected by a substantial drainage way, which flows from the southwest side of 32nd, across the property and north into the Quail Hollow Subdivision and then eventually to Lena Gulch. The ditch currently has an open channel until it reaches 33'd Avenue, where it flows into a culvert and re- emerges in the Quail Hollow development. The current building on the site is a home built in 1981 which sits on 4,998 square feet of land and has a large concrete driveway with a curb cut on Quail Street. The site is wooded along the drainage corridor and along 32nd Ave and has a large lawn on the north side of the property. The property measures approximately 99,269 square feet (2.28 acres). Applicant/Owner Preliminary Proposal: The pre -application meeting is a follow-up to a prior meeting on July 28, 2016 with the applicant. The applicant presented a preliminary plat and site plan that shows 5 lots, each sized to accommodate one house per the R-1 zone district standards. The southernmost lot—abutting 32nd Avenue—was proposed to be larger than the other lots. The subdivision, as proposed, would require the demolition of the existing home. The applicant also presented a tentative design to accommodate the drainage by diverting the drainage way to the western edge of the property before releasing it into the Quail Hollow culvert on the north side of the site. Per the drainage issue, the applicant made preliminary contact with the Army Corps of Engineers. The applicant was concerned about the viability of the site due to the uncertainty of recommendations from the Corps and City Staff. The applicant noted they would contact an environmental specialist in addition to contacting the Corps in order to get recommendations about how to approach the site layout and drainage issues. Aerial and zoning map attached below from July 2016 pre -app notes. 2 r� h AIR Geographic Information Systems Legend Q Subject Property tu..i Wheat Ridge City Limits City of Lakewood 4e Channel 33RD op Moh i f r z 1•,r n. a. UA KE WOOD 3 State Plane Coon inate Projection N Coloredo Cenhal Zone Datum: NAD83 3 Ciiy of Wheat �dge - Geographic Information Systems Legend Q Subject Property t... � Wheat Ridge City Limits R.. City of Lakewood V Displayed Zone Districts J Residential -One (R-1) 'iY Residential -One A (R-1 A) 38RDAVE z 0 LU �ST-�'i4VE o >s rx State Plane Coordinate Projection N Colorado Central Zone A RFET'pR D.1—NA083 N 4 Will a neighborhood meeting need to be held prior to application submittal? A neighborhood meeting is not required for subdivisions. Planning comments: The following items were discussed based on the applicant's proposal: Zoning & Use The Residential -One (R-1) zone district allows for single family homes on a minimum 12,500 square foot lots with 100' of lot width. The preliminary site plan indicates five (5) single family homes on lots sized well in excess of 12,500 square feet. The intent of the R-1 zone district is met with this proposal. However, with the required reductions in lot size due to ROW dedication (described below), and the dedication of a freestanding tract for drainage/water quality, the applicant should be aware of the likelihood that lots will need to be significantly reconfigured. Subdivision If the property is subdivided into five lots, it is classified as a minor plat, which requires one public hearing held by the Planning Commission. The decision made by the Planning Commission is final. The subdivision review process is further described below. Land surveying information can be found on the City's website: http://www.ei.wheatridge.co.us/80/Land-Surveying Homeowners' Association (HOA) An HOA will be required for the property to provide maintenance of all shared facilities within the subdivision, including drainage facilities. The HOA covenants will be recorded with the Jefferson County Clerk and Recorder but needs to be reviewed and approved by the City to ensure adequate maintenance provisions will be required. Parkland Fees -in -lieu of parkland dedication in the amount of $2,497.29 is required for each new housing unit constructed in the City of Wheat Ridge. With one existing home on the site, the developer will be credited for that unit and will be responsible for parkland dedication fees for any units added. The parks fees must be paid at the time of Mylar submitted for recording. A Subdivision Improvement Agreement with security will be required at that time as well. Landscaping For single-family residential uses, one front yard tree is required per 70 feet of street frontage to be placed within the front setback prior to the issuance of a certificate of occupancy. No less than 25% of the lot area and no less than 100% of the front yard (excluding driveways and sidewalk areas) shall be landscaped. No more than 50% of the total landscaped coverage on the lot shall be comprised of turf. The use of low water demand turf varieties such as buffalo grass, blue grama grass and tall fescue is encouraged. A landscape plan for the tract areas in the development will be required as well. Curb Cuts Curb cuts for residential properties shall be not less than 10 feet and no more than 24 feet in width. Low-density residential uses are allowed to have `horseshoe' driveways as long as public street access is at least 30 feet apart at the closest point (interior edges). Utility Providers The City of Wheat Ridge is not a full-service city include: The utility and service providers for this property • West Metro Fire Protection District, phone: 303-989-4307 • Consolidated Mutual Water District, phone: 303-238-0451 • NW Lakewood Sanitation District, phone: 303-987-0835 All land use applications will be sent out on referral to these agencies for comment; however, staff encourages potential applicants to contact service districts ahead of time. This may help to understand any design or infrastructure requirements and potential costs associated with the proposed project. Building Division comments: No one was present from the Building Division at the meeting. New construction will require building permits, and the issuance of a Certificate of Occupancy upon completion of the project, and only after passing all of the required inspections. The City has adopted and currently enforces the 2012 Edition of the International Codes and the 2014 Edition of the National Electric Code. The City uses the ANSI 117.1-2009 Standard in determining requirements related to accessibility. Public Works comments: The following items were discussed based on the applicant's proposal: Drainage Drainage is a key issue for this site. The site plan may be impacted by the ability or inability to work around the drainage way currently on the site. The Quail Hollow development to the northwest underwent significant site plan modifications due to the presence of the drainage way and the impact of stream modification and development on the wetlands. Based on meetings with the Army Corps of Engineers and other civil engineers, the drainage may be able to be rerouted. These new drainage facilities/corridors will need to be located within their own separate tracts. These tracts are typically maintained by the HOA. The City does not allow these facilities to be in easements. Updated site plans should reflect Corps and environmental specialist recommendations. Public Works also suggested eliminating the currently proposed right angles in the drainage way in favor of a more natural design. Right-of-way Dedication Currently, both 32nd Avenue and Quail Street are substandard to the current City standards for streets. A right-of-way dedication of 5 '/z feet will be required along West 32nd Avenue, and a 1 %2 foot dedication will be required along Quail Street, which will reduce the overall lot size. Additionally, Quail Street will need to be improved with a 5 -foot attached sidewalk with a 6 -inch vertical curb. Improvements along 32nd Avenue will not be required of the developer and fees in lieu of construction will be required instead. Fees are approximately $52.35 per linear foot of ROW frontage, but may be reduced since curb and gutter already exists. Water Quality A water quality facility will need to be located within its own tract, maintained by the HOA. C Subdivision Review Process The first step in the subdivision process is a pre -application meeting. After the pre -application meeting is complete, a formal application may be submitted. Applications must be submitted by appointment with a planner. Incomplete applications will not be accepted. Refer to the City's webpage for the application checklist: htlp://www.ci.wheatridr,e.co.us/400/Subdivisions. Upon submittal of a complete application, the case manager will review the application, send it out on referral to outside service agencies (Xcel Energy, water district, fire district, etc.) and other City agencies (Public Works, Economic Development, etc.) for review. The referral period is 15 days, during which time the referral agencies and departments may submit comments on the application. These comments, as well as those from the case manager, will be forwarded to the applicant. Modifications to the subdivision plat may be required as a result of these comments. The applicant must address comments and resubmit relevant documents. This process may need to occur several times. For minor plats (four or five lots), once all comments have been addressed to the case manager's satisfaction, the staff will give notice of scheduled public hearings on the application before the planning commission. Staff will prepare a written report to the planning commission which evaluates the proposal, makes findings, and makes a recommendation. The planning commission will make a decision to either approve, approve with conditions, or deny the application. The decision by the planning commission is final for minor subdivisions. Once approved, a blackline mylar copy of the plat must be submitted to the City of Wheat Ridge in order to be recorded with Jefferson County Clerk and Recorder. The plat must be approved and recorded prior to the issuance of any building permits. Attachments: Note: Please be aware that the above comments are for general information purposes only. Staff cannot predict the outcome of any land use development application. A favorable response from staff does not obligate any decision-making body (Community Development Director, Public Works Director, Planning Commission and/or City Council) to a desired outcome. Staff will provide the best advice available given existing regulations, current policy, political climate and information submitted. Phone Numbers Meredith Reckert — Senior Planner 303-235-2848 Lauren Mikulak — Senior Planner 303-235-2845 Scott Cutler — Planning Technician 303-235-2849 Mark Westberg — Projects Supervisor 303-235-2863 Dave Brossman — Development Review Engineer 303-235-2864 7 Iv I e City of Wh6atlid � COMMUNITY DEVELOPMENT PRE -APPLICATION MEETING SUMMARY Meeting Date: July 28, 2016 Applicant: Brad Weiman, Workshop Denver brad@workshopdenver.com Morgan Bilger, Workshop Denver morgan@workshopdenver.com Attending Staff: Meredith Reckert, Senior Planner Zack Wallace, Planning Technician Dave Brossman, Development Review Engineer Mark Westberg, Projects Supervisor Specific Site Location: Existing. Zoning: Existing Comp. Plan: 3275 Quail Street Residential -One (R-1) Neighborhood Existing Site Conditions: The property is located at the northwest corner of 32nd Avenue and Quail Street. The property borders Applewood Baptist Church to the west and Quail Street to the east. To the south is 32nd Avenue, and to the north is 33rd Avenue and the Quail Hollow Subdivision, which is currently under construction. The property is zoned Residential -One (R-1), as are the properties to the west and north, which allows for single family homes. To the east is an area of Residential -One A (R -IA) zoned properties. The R- IA zone district also allows single family homes, but with slightly smaller lot sizes than the R-1 zone district requires. The property currently contains a single-family home constructed in 1984, per the Jefferson County Assessor. The property measures approximately 99,269 square feet (2.28 acres). Applicant/Owner Preliminary Proposal: The applicant is proposing to tear down the existing home and subdivide the property into 5 lots for the construction of 5 single-family homes. The preliminary site plan shows four homes sitting on 17,425 square foot lots, and one home sitting on a 26,137 square foot lot. There is an existing drainage way running through the property. The preliminary site plan indicates this drainage will be rerouted around the proposed homes. W it I iclve Oeogrephic Information System Leoend .�f : �l l _ / i , R ' r r iI W} 1t lac 4'a osoynphic Information Systema Legend c Subject Prop ft Q SubjW Proper; C3 WheatRidpeCity Calts _ a'- et WheatRidge COLimns City of Lakewood r i > i City of Lakewood ChantelMEN 33RD qV Disp(ayedZone Disfrkta Residenfial-One (R -t) t >f - n _ i, Residerttia4o m A (R -IIA) r I. Q a in "3: • 1 t - ,4 ROUT. 1 1 sw vwr caomn.rnnMcien „N Mrun. NMI.t Figure 1: Site Location V) s � _31St AVE— .. rLA,KEWL)IDj _ >f arr•rwn. cee_ rt. vrg.dim �N ARFET— o 'x•DBI A Figure 2: Zoning Map 4 Will a neighborhood meeting need to be held prior to application submittal? No, a neighborhood meeting will not be required. Planning comments: The following items were discussed based on the applicant's proposal: Zoning & Use The Residential -One (R-1) zone district allows for single family homes on a minimum 12,500 square foot lot. The preliminary site plan indicates five (5) single family homes on lots sized well in excess of 12,500 square feet. The intent of the R-1 zone district is met with this proposal. Subdivision The proposal will require the property to be subdivided. Five lots is considered a minor subdivision and will require one public hearing in front of the Planning Commission. Landscaping For new single-family residential construction, one street tree is required per 70 feet of street frontage to be placed within the front setback prior to the issuance of a certificate of occupancy. No less than 25% of the lot area and no less than 100% of the front yard (excluding driveways and sidewalk areas) shall be landscaped. No more than 50% of the total landscaped coverage on the lot shall be comprised of turf. The use of low water demand turf varieties such as buffalo grass, blue grama grass and tall fescue is encouraged. Parkland A parkland dedication fee of $2,497.29 is required for each new residential lot created in the City of Wheat Ridge. There is currently one home on the site. With a proposal of five lots, the parkland dedication fee will be required for four lots. This fee is collected when the recording fees for the subdivision plat are collected. A Subdivision Improvement Agreement will be required at that time as well. Curb Cuts Curb cuts for residential properties shall be not less than 10 feet and no more than 24 feet in width. Low-density residential uses are allowed to have `horseshoe' driveways as long as public street access is at least 30 feet apart at the closest point (interior edges). Utility Providers The City of Wheat Ridge is not a full-service city. The utility and service providers for this property include: West Metro Fire District, phone: 303-989-4307 Consolidated Mutual Water District, phone: 303-238-0451 Northwest Lakewood Sanitation, phone: 303-987-0835 All land use applications will be sent out on referral to these agencies for comment; however, staff encourages potential applicants to contact service districts ahead of time. This may help to understand any design or infrastructure requirements and potential costs associated with the proposed project. Building Division comments: 3 New construction will require building permits, and the issuance of a Certificate of Occupancy upon completion of the project, and only after passing all of the required inspections. The City has adopted and currently enforces the 2012 Edition of the International Codes and the 2014 Edition of the National Electric Code. The City uses the ANSI 117.1-2009 Standard in determining requirements related to accessibility. Public Works comments: The following items were discussed based on the applicant's proposal: Drainage Drainage is a key issue for this site. Figure 1 indicates two major drainage ways pass through the site. It is highly recommended that a civil engineer performs calculations on the drainage in advance, as the site plan may be impacted by the ability/inability to work around this drainage way. It is also highly recommended that an environmental scientist assesses the potential wetland impacts that may need to be mitigated as required by the Army Corps of Engineers. The property currently under development to the northwest underwent significant site plan modifications due to the presence of the drainage way and the impact of development on the wetlands. If the drainage is able to be rerouted in any way, these new drainage facilities/areas will need to be located within their own separate tract. These tracts are typically maintained by a HOA. Water Quality If the site is able to have direct access to a major drainage way, only water quality measures will be required. The water quality facility will need to be located within its own tract and is typically maintained by a HOA. Right-of-way Dedication Currently, both 32nd Avenue and Quail Street are substandard to the current City standards for streets. A right-of-way dedication of 5 Meet will be required along West 32 d Avenue, and a 1 '/2 foot dedication will be required along Quail Street. Additionally, Quail Street will need to be improved with a 5 -foot attached sidewalk with a 6 -inch vertical curb. Improvements along 32nd Avenue will not be required of the developer and fees in lieu of construction will be required instead. Review Process This request will require a subdivision. Subdivision The first step in the subdivision process is a pre -application meeting. After the pre -application meeting is complete, a formal application may be submitted. Applications must be submitted by appointment with a planner. Incomplete applications will not be accepted. A subdivision consisting of 4 or 5 lots or parcels is considered a minor subdivision, and requires one public hearing before Planning Commission. Upon submittal of a complete application, the case manager will review the application, send it out on referral to outside service agencies (Xcel Energy, water district, fire district, etc.) and other City agencies (Public Works, Economic Development, etc.) for review. The referral period is 15 days, H during which time the referral agencies and departments may submit comments on the application. These comments, as well as those from the case manager, will be forwarded to the applicant. Modifications to the subdivision plat may be required as a result of these comments. The applicant must address comments and resubmit relevant documents. This process may need to occur several times. Once all comments have been addressed to the case manager's satisfaction, a public hearing before Planning Commission will be scheduled. Planning Commission will make a decision of approval, approval with conditions, or denial. The public hearing requires a mandated posting period, during which time the property will be posted with a sign, notice will be posted in the Wheat Ridge Transcript, and letters will be sent out to all property owners within 300 feet of the property. Once approved, a blackline mylar copy of the plat must be submitted to the City of Wheat Ridge in order to be recorded with Jefferson County Clerk and Recorder. The plat must be approved and recorded prior to the issuance of any building permits. Attachments: Public Works Comments, Application Checklist Note: Please be aware that the above comments are for general information purposes only. Staff cannot predict the outcome of any land use development application. A favorable response from staff does not obligate any decision-making body (Community Development Director, Public Works Director, Planning Commission and/or City Council) to a desired outcome. Staff will provide the best advice available given existing regulations, current policy, political climate and information submitted. Phone Numbers Meredith Reckert — Senior Planner 303-235-2848 Lauren Mikulak — Senior Planner 303-235-2845 Lisa Ritchie — Planner II 303-235-2852 Zack Wallace — Planning Technician 303-235-2849 Michael Arellano — Chief Building Official 303-235-2853 Dave Brossman — Development Review Engineer 303-235-2864 Mark Westberg — Projects Supervisor 303-235-2863 5 City of wheat Ridge Pre -application Meeting Fee 2016-07-28 15:06 CDBB ZONING APPLICATION FEES CDB013496 AMOUNT FMSD ZONING APPLICATION FEE 200.00 PAYMENT RECEIVED AMOUNT VS / 0925 200.00 AUTH CODE: 028625 TOTAL 200.00 A41 9, City Of ]��Wh6atR�dge PRE—APPLICATION MEETING REQUEST FORM Community Development Department 7500 West 29th Avenue a Wheat Ridge, CO 80033 a Phone (303) 235-2846 Thank you for your interest in scheduling a pre -application meeting with the City of Wheat Ridge, we look forward to reviewing your request and meeting with you. The pre -application meeting process was established to provide an opportunity for potential applicants to meet with the City of Wheat Ridge's Development Review Team to discuss development proposals and learn more about the City's technical and procedural requirements, which are often unique to each zone district, development proposal, floodplain designation, etc. Pre -application meetings are required prior to the submittal of most land use applications. The City of Wheat Ridge's Development Review Team has established two standing meeting times every Thursday for pre -application meetings: 2-3pm and 3-4pm. Once the form below and any necessary materials are submitted, you will be contacted by the Community Development Department to schedule a pre -application meeting. Meetings will be scheduled no earlier than 7 business days from the date you are contacted. However, it is not uncommon for pre - application meetings to be booked several weeks out. A $200 fee is required for a pre -application meeting. This fee is payable by cash, check, Visa or MasterCard at your scheduled meeting time. Contact Information Name Brad Weiman Phone 3039495945 Email brad@workshopdenver.com Address, City, State, Zip 4100 Jason Street Denver Additional Contact Information (if necessary) Name Morgan Bilger Phone 7207469240 Email morgan@workshopdenver.com Address, City, State, Zip 4100 Jason Street Denver Site Location (address): 3275 Quail Street Relevant land use processes you are inquiring about (check one or more of the actions listed below which pertain to your meeting): N Subdivision or Lot Consolidation O Planned Building Group O Variance 0 Special/Conditional Use Permit O Planned Development O Site Plan O Major remodel or change of use O Rezoning O Other: At a minimum, two items are necessary to properly review your proposal prior to the pre -application meeting: a narrative and site plan. The narrative must provide enough detail to adequately describe the scope of work being proposed. It is acceptable for the site plan to be preliminary in nature; it is not required to be professionally drawn but should be scaled, labeled, and legible. The narrative and site plan will need to be submitted prior to scheduling your pre -application meeting. Please contact Zack Wallace at 303-235-2849 or zwallace0vei.wheatridge.co.us for any questions regarding submittal requirements. The more information you can provide regarding a project, the more productive a pre -app meeting can be. Please also consider submitting the following items if they are available: a survey or ILC of the property, subdivision sketch plan (if subdividing or platting), conceptual landscape plans, and conceptual architectural plans or examples. If you have been in contact with a Staff member prior to filling out this request please indicate their name below: zack Wallace Approximate date of contact: Acknowledgements O I acknowledge that I must submit a narrative and preliminary site plan, and any other relevant documentation to Zack Wallace(zwallaceca�.ci.wheatridce.co.us) with the Wheat Ridge Planning Division prior to being contacted to schedule a pre -application meeting. O I will submit the following information concurrently with this form (* denotes a required submittal): 13 Proposal Narrative* O Concept landscape plans O Site Plan* O Conceptual Architectural Plans/ Examples O Survey or ILC O Subdivision sketch plan O I acknowledge that there is a $200 fee for the pre -application meeting, payable by cash, Visa, MasterCard, or check payable to the `City of Wheat Ridge' at the time of my scheduled pre -application meeting. Submit You have two options for submitting this form: 1) Click the button below to submit this completed PDF via e-mail. Please attach the necessary submittal items (narrative and site plan, at a minimum) to the e-mail with this form. Meeting request forms sent without the necessary submittal requirements will be considered incomplete and will not be scheduled for a pre -application meeting. Click here to submit form via email 2) Print and mail, or drop off, the form to: City of Wheat Ridge clo Planning Division (Pre -Application) 7500 W. 29'" Avenue Wheat Ridge, CO 80033 To be filled out by staff: Date request received _ Pre -app meeting date Case Manager C� Date submittals reed Fee Received Due Diligence Complete _1.. 1 5 Rev 4/20/2016 Brief description: We are hoping to create 5 new SFR lots on the 2.2 acre parcel. Based on our simple calculations and drawings we will be able to satisfy all your zoning requirements. All drive isles will enter from quail street. There are a couple obstacles that i want to be main discussion points for our meeting next Thursday... 1. Drainage- what type of studies or plans need to be created to re-route the natural drainage swell cutting through the middle of the lot. Are we able to re route that as seen on plan called proposed drainage. 2.We do not have a survey yet showing us the elevations but is pretty clear that toward the middle of the lot we are down about 5' in elevation from quail. I would like to bring in fill to get above the elevation of quail street. Hope this helps pretty simple and i did want to get this to you today before your meeting so if i am missing anything let me know so i can have it amply prepared for next Thursday. Drawing scaled to P= 40' ..£-.bLT GNZE