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Home My WebLink AboutWSP-15-097500 West 29th Avenue Wheat Ridge, Colorado 80033 303.235.2846 Fax: 303.235.2857 ♦�I-e - Ir City of " Wh6atP,ijd ��ge Approval of Site Plan WHEREAS, an application for a Site Plan was submitted for the properties located at 4840 and 4880 Van Gordon Street to allow the construction two office warehouse buildings as referenced in Case No. WSP-15-09; and WHEREAS, City staff found basis for approval of the Site Plan, relying on criteria listed in Sections 26-111 of the Wheat Ridge Code of Laws and on information submitted in the case file; and NOW THEREFORE, be it hereby resolved that a Site Plan to allow the construction of two office warehouse buildings on property zoned Industrial -Employment and located at 4840 and 4880 Van Gordon Street (Case No. WSP-15-09) is granted based on the following findings of fact: SITE PLAN 1. A site plan was properly applied for and is in substantial compliance of Section 26-111 of the City Code. Kenneth—Johnston f, AICP Community Development Director Date 12115/2015151TE PL.AP� Ft�!VIEW a U d c �: 3 �' v n �Ui� -. �.:� A � G ooh �^r a 2d N H C ro m a Q V W U C U �p q' ® � r - � N an ° m am tri � (� d � 3 D t; [o Q r C "' v,:a �^��q'; cai s°', m c� rn u u @v, .Lb' '� .o B c Ilyf :ter C °"6 L. .n U o ,�, fJ��``rVV i1' � � MNr (f � t � V ayo � c m E gj ii flv �ymc N A }a C U C 1 � � � � n � 9 I 4 D�D RaU f r m © c i �, �,t � T' W2 r � ,d,E 1 1 ala b �9r� N J W ... �-�^ u+✓vI�„,1'4 t71 ILLI �� .." '' ALTHOUGH THE PARKING W#LL BE IN COMMON, EACH ..'' "`' o BUILDING WILL HAVE SUFFICIENT' PARKING fN THE � � ❑ ; IMMEDIATE viGINITY TD ACGDMMDOATE THE o �' �� r�� 1'�IL ' EXPECTED USE. ., , , � c-� ©iNIE,Sit)C'�Ed �IT� ��Ar� THE DEUELD?HENT W#LL USE MUCH DF THE � .,� e.5�'' � � � �+ � ��dl�� a41Wi� 1.1T f' . o�EXISTING MATURE LANDSCAPI#UG ALREAI}Y 1N � D G1W EXISTENCE IN THE SETBACK AREA, AS WELL AS its A NER � 6ERTIFIC �.. AfiE �� THE BEL CITY CERT#F#G;A,TE: NUMBER OF THE EXISTING PARKING ISLANDS. THE � � H C7W; tj ;_ L— ___i F ,,.SIGNED OWNER(S), DR LEGALLY DESIGNATED AGENT S DEVELOPMENT WILL AL50USE THE EXISTING THERE -. O L9. OF, DD HEREB" LAST > AGREE THAT '. [� I'�I�SG P THE PR ;t'�� " , l� � �� OPERTY L AIyL EGALLY DES ,.. DETENTION P z � CRIBED OND IN THE S � � < APPR U OUTHEAST G PPJ E., a _� � DED THi / ORNER OF � E c HEREON S ,- C� WILL B DAY OF ., E DEVELOPED IN , I ACCO,D A R ANCE WIT o � „ , H THE R A.D. _ ESTRIG - i�-� THE SITE AND TH TIONS v , A BY TFIE CITY iF ND CO WHEAT=RID G NDIT E . E AREA AROUND THE POND WiLL BE � IONS CO NTAINED IN THIS PLAN, AND AS MAY OTHERWI LAIVDSCAPEL7. � � � SE BE P REQUIRC(j,B�' - HT�I�Ii=TRIGS LAW.1 E FURTHER ��. j `-� �) ,REC�GNIZE'fHAT THE APPROVAL OF _> �� > THIS S1TE ATTEST _PLAN . DO ' Q Es_ a N TCR... .EAT - SAVE ,. STED P ROPER TY R GMT. V THE N - ES EW B i I~ D U LOIN � � �"I TE G ON THE EAST P PH ART OF THE SITE �TS�M�TI�.ICi +�' PROFERT ITE PLAN Y FIGHTS MAY N Q LY AREISE AND ACCR r W1LL UE PURSUANT TO TH �`' BEA 28,000SF SINGLE ST - -- E PROM ORY TILT UP BUILDING - S O '', N ": � � � S F S IO , ,. N 26.1 PHQT 21 OF THE <, C}f1�ETI WHEAT :: THIS BUILDiN �+ C�TAIL RIDGE CODE OF LAWS. _ i. �, G WILL BESIMILAR TD THE EXISTING ---�, a© l_7--' Q . '"„f C itiitUN#1`Y D E ',. -' BUILDING Oh! S1TE, AND! IS PLANNED TO BE DIVIDED .� ,,> LOPMENTDI DR INTO 4 LEASEABLE SPADES. � U ' �,,,, rc, r�eM1 as=`=a F,c �R�HIT�TUR�4LS cc � A-� 4$4d BLIILQtIII� ELEVAT STATE or- EI.I ,� THE BUiLDIN� ON THE SOUTH SIDE OF THE SITE I�t�S COLQRADO ) t�5 ;� WILL; BE A 27,40DSF'BE 4'DF CMU CONSTRUCTION; „/.�- �$�{} I3iJILI�tN )SS -, W#TH AGCENT BAN SOF SP � I=LI=`ARTIQhI� D Lt -PEACE CMU. THIS COUNTY DF �EFFE � '�' A-�' RSON ) � � BUILDING MAY BE DIVIDED INTO 12 UNITS OF F2�NDEE�I�lGS E— APPROXIMATELY �,25DSF EACH: THE FORGOIi{,IG INSTRUMENT'tdfAS ACKN �L � DAY OF' OWLEDGED BEFORE ME THIS ¢_, A.D. 20 BY�#�f ti D � J THE BUILDINGS ON THEiSITE WILL ALL USE EARTH wattE ,n.fin peau � �` i TONE COLORS, STOREFRONT SYSTEMS WITH '° WITNE hd't',."HAND AND OFFIC#AL SEAL. a ' �� MY COMMISSION EXPIRES: �j � , ANODIZED ALUMINUM IN A MEDfUM BRONZE TONE, � " � -... � ,.. MARISAA.IOHMSON� .. ° PARAPET WALLS. THE SOUTH BUILDING WILL HAVE NOT � V ' (C NOTARY PUBLIC � � � � ' STEEL CANOPIES AT THE ENTRIES. srASE of COLORAQ© —. fMY COMMIS6tONIEXP1200646653621,2018 : / . � r ,� a �' � H��T�F2�i' MS -DQ -DS SURVEYOIT�S DERTIFICATE: � ! �' WA -03-07 I, RAYMONLj W. BAYER,. DO HEREBY CERTIFY' WSP-15-09 C A7 BOUh1DAR TH THE SURVEY OF THE t" OR c1NDER MY LDT 3, A-1 PAifEf2N MINOR SUBDIVISION WAS MADE BY ME ', DIRECT SUPERVISION AND TO THE BEST OF MY �% i., E KNOWLEDI:;E, INFORMATION ANp BELIEF, IN ACCDI�DANCE WITH ALL a, APPLIGABLF COLDRAD() STATUTES, CURRENT REVISED EDITION AS i.' AMENDED, THS ACCOMPANYING PLAN ACCURATELYREPRESENTS SA#O � �' SURVEY. , - Design Project No. �, `+s` ., /,5+�, /�-� �2J Drawing Title �. ,. ? ¢` Ori _') �. - E X973 � s a � RA�YMDND W. BAYER, � ` �� 4 �� REG. P.L.S.NO. &973 a t �I„ % S' �� , '.. ': Drawing No, _ ;��, �. - ,.. � . :,, �. ,% ' _ �;€ ',, �'> .,, ,: „ �;. �. : a. .�� . , s ,.. .: .,i .... .. ., ,.. �P . ,.' . , ;y .. ., ...: ,. _,�- f z. -�.. �. ....... .... i. ...,. ... ... ... ...v..... -. ....... ....,.... .. ..... . �s {� .. .x . v.. .. ... .. ... r ..... e:. ..-. w.. rt ..r. ..x. .. r ,.. .. ... a %- , f .... ,., ,.m ,. q aa,,�� . � .. -. . ve ., r .. ., ..... ,. ... .. .�. 5 ..v. 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HP 6.76' } . cL 00 cJ 4 P3 " EL 0040. ,l 24o.a . fFL 7.Oa' : FFE-77.5 ��.�if� BC _ 8 TBG=77.50- bi .77.75 _ .. .: f8. , ., �-76.'7 .:I ot ,I ELEVATION PER P't 4N SELECTED E LEVA174N;6 CONVERTEOrTO ; NA4D88 71.00 62.79 71.36 1 63.04 71.59 63.37 71.92 63.71 72.00 63.79 72.25 64.04 72,58 64.37 72.90 64.59 73.00 64.79 73M x.39 74.00 65.79 66.39 PEE74.50 75.00. 75.60 67.39 LANDSCAPE PLAN s :.r 2PP-18& AP ` 72— �- 11 4 EGS 12--14' t -�' i '.`'--�,. y+r x'+_ r "".'L"� -�l'`. ,,.• _.:: .p+7d°•..°.�'u3'°. i j i =. I --_._ _-----_ i i_ I� IIII IIII -- — __ -- --�--- (iI N11 I11 / I II. II (I. 1111 1 � i fl (III jlli � � I it IIII IIII 1 ,� 1 11 III l�il Date Submission I Revision 12/15/15 Inital Submittal. Tonal 34,523s.f. 17% 2/01/16 City Comments %264':s.f. 28% of exst. 4/29/16 Site Data Change Nordica aidewalk p }. S . Total Existing abwLamde ft flare shall be .t, ;and "e ..........,.. ....+.:..x..., .o ground up to second branch h approved tree aPa mil f Irrigation design shall be b the landscape contractorbefore : $T .Frees . Total 5xistingShrubs ST 2 above grd add 4 Inch woad dilP mu Mover m drip Imo of nee 47 ('731 ane- year riaant tod.depth Remms - low reventOr All of building permit far or inspection of back-flow issuance PROPOSED PLATS 103. , •..,,. root -ban ,; StreetTrees .. prepare back -fill tense shaped .. s will be ting irrigationmn EVERGREEN TREES Remove wire basket and burlap : 0n t°� 2/3of toot ba PIouting Prt=tmP durobvdinl aed es � and rou f4 to emitters ers er shrubs and three emitters for trees, A programmable irrigation al PPinus Edu;. l,s higher evergreen trees. promogrowth t s esta.bitshment Treesp separately so that watering can be reduced after grafi„ n lne 8 ft B&B' A r „ ff v oe x Freemanu Je Gledltsia 2 B88 , - Due to the size of existing trees andresulfing;quanbtles, a reduced shrub coee+t Is. and shrubs located to the detention ponds shall also include supplemental s Tncanthos Im erlai np± p proposed for the site plan. p p - o c v f PIantin }all drip irrigation to sustain plants when grass irrigation is reduced. All limits be ORNAMENTtTREE(ree C N 00 C Om i shall supplemental plants added within existing improvement p 3 ICP I Charticleer PearPyrus UV Rin 2"6871 Twice radius of rootball.i watered from existing drip irrigation systems. Plant Material Requirements m NTS N O C IN EVERGREEN SHRUBS C C O O 6 C All landscaped areas shall receive soil amendments applied at the rate of 4 1$ 1 BJ t3nffalo Juni r co ¢� dA 1 Street Frontage i .a in shrub over fabric. eat hole n raane the i Uc cubic yards per 1000 square feet equivalent to Blaclt Tea Compost available q : : 7 SGJ Sea Green Juniper JuinLL crus x media sea Green 5 gni 1 tree and 10 shrubs per 30' p sae of shrub root ball v� ffromt� AFC Landscape Supple (3103) 279-6683 or a soil amendment approved 325' frontage/30 =10,8 trees �'°� X4..7 n d53 m 65 c N 6 T el 0 _ vac' , a � y o=C GL CO it d L b 5 t it d .L -J Ln � � Up 2 C O U 6 O _ c-�6U 0 c p v 6 Eo ` m c ( I f m C C N � O N4U e a � m o E 3 m E w 1 tt u� ice- m U ' Tree to be set true and plumb. I through webbing grsuo et at' year and wrapshall be removed by contractor April after installation. Tonal 34,523s.f. 17% '. .,: ees to be planted 2 -n %264':s.f. 28% of exst. trunk wap deciduous tri nk rom 5. Irrigation: Nordica aidewalk p }. S . Total Existing abwLamde ft flare shall be .t, ;and "e ..........,.. ....+.:..x..., .o ground up to second branch h approved tree aPa mil f Irrigation design shall be b the landscape contractorbefore : $T .Frees . Total 5xistingShrubs ST 2 above grd add 4 Inch woad dilP mu Mover m drip Imo of nee 47 ('731 ane- year riaant tod.depth Remms - low reventOr All of building permit far or inspection of back-flow issuance PROPOSED PLATS 103. , •..,,. root -ban ,; StreetTrees .. prepare back -fill tense shaped .. s will be ting irrigationmn EVERGREEN TREES Remove wire basket and burlap : 0n t°� 2/3of toot ba PIouting Prt=tmP durobvdinl aed es � and rou f4 to emitters ers er shrubs and three emitters for trees, A programmable irrigation al PPinus Edu;. l,s higher evergreen trees. promogrowth t s esta.bitshment Treesp separately so that watering can be reduced after grafi„ n lne 8 ft B&B' Open Space}: Landscaping. Required 15%/30,828sf:. .Existing 11,407: sJ.'�3,t1E wt_olsased s.f... Tonal 34,523s.f. 17% - Sod 30%max/ 9,248 s.f. %264':s.f. 28% of exst. ,0. 3,264 s.f. 9% of total Nordica aidewalk p }. S . 3r.- o max/10,790 s.f, ` 5k 3,076 sf.27%of east, s.f. '. 4,534 s.f. 2: k. Of Prop. 7,610 s.f.22%of. total s.f.:`7 On -Site Trees 31 24('48) 23'. 47 ('731 On-site Shrubs 310 15 103. t*122 StreetTrees 11 11 0' 11 ,.) grade more or less based on so Remove 2/3 of burlap an 5" y ti enver a eC epa dmmage• _ shrubs. Score Tcattsnii in 3 ....... 17 clock with rain sensor shall II valves. Drought be installed to operate a g E 7 AP Austrian Pirie 9': Pinus Nigra Jackman Potentilla 6 fl B&B i EL ,.) grade more or less based on so Remove 2/3 of burlap an 5" y ti enver a eC epa dmmage• _ shrubs. Score Tcattsnii in 3 ....... 17 clock with rain sensor shall II valves. Drought be installed to operate a g Rhus aromatica "Gro -Low" 7 AP Austrian Pirie 9': Pinus Nigra Jackman Potentilla 6 fl B&B 5 EL Place root -ban on undisturbed RS Russian Sae Perovskia arti licifolia 5 tolerant seeding 1n the detention pond shall be irrigated by a row of spray 10 PKC Pekin Cotoneaster Includes tree credit for 4 inch and greater deciduous trees and 12 ft. and -i OQ son to avoid settlement.. I FS .. irrigation' heads located at the top of the slope and this area shall be zoned So irea Japonica "Frobeiii' 1 iGE I]ECI[3U tU5 Tf EES al higher evergreen trees. :? ,: Ball Dia. x s esta.bitshment Treesp separately so that watering can be reduced after grafi„ 3 ABM Autumn Blaze ale M A r „ ff v oe x Freemanu Je Gledltsia 2 B88 , - Due to the size of existing trees andresulfing;quanbtles, a reduced shrub coee+t Is. and shrubs located to the detention ponds shall also include supplemental 5 IH Impenal Honeylocust Tncanthos Im erlai np± p proposed for the site plan. p p - f PIantin }all drip irrigation to sustain plants when grass irrigation is reduced. All limits be ORNAMENTtTREE(ree 00 i shall supplemental plants added within existing improvement p 3 ICP I Charticleer PearPyrus calleryana "Glen's Form” 2"6871 Twice radius of rootball.i watered from existing drip irrigation systems. Plant Material Requirements NTS 6. Soil Amendments: EVERGREEN SHRUBS a inch depth or spearFW mak l tied landscape All landscaped areas shall receive soil amendments applied at the rate of 4 1$ 1 BJ t3nffalo Juni r Juni en,s saline "Buffalo" 5 gal . 1 Street Frontage i .a in shrub over fabric. eat hole n raane the i cubic yards per 1000 square feet equivalent to Blaclt Tea Compost available q : : 7 SGJ Sea Green Juniper JuinLL crus x media sea Green 5 gni 1 tree and 10 shrubs per 30' p sae of shrub root ball ffromt� AFC Landscape Supple (3103) 279-6683 or a soil amendment approved 325' frontage/30 =10,8 trees RootbNl to be 4 Inch above n rt b D GV D t men ��.. places for comerag,stook to 7. RockMulch: r'. promote rout gravity, _ All rock mulch indicated within existing limits of the project remains in w g P ) r. Backfill t part <v' k, material gn w limits project is to match existing .. lace. All new rock mulch ne 1 m is of the ra e . .ax Compact backfill m bottom of .... wits 5 orfs exbtm - son: �. -..l> l.. " hole not onundistured grade. p g ' ' -where indicated: �3 rock mulch and shall include four inch depth of rock installed over commercial2rade landscape fabric, (Mirifi or equivalent). DECIDUOUS SHRUBS" 17 GLS Grow Low Sumac Rhus aromatica "Gro -Low" & al` 9': JP Jackman Potentilla Potentilla Fruticosa "Jackmannii" ': 5 al 3 RS Russian Sae Perovskia arti licifolia 5 at 10 PKC Pekin Cotoneaster Cotoneaster lucidus 5 at id $ FS Frobell S irea So irea Japonica "Frobeiii' 5 al , Design Project No. 2 Landscape a Open Space 19-9,22 1 tree and 10 shrubsen er required open space area p q P p - i Drawing Title30,828 /1000 - 31 trees and 310 shrubs an cG 'G.d '0a 00 u 'oo 'o.o'0. 00 'on 00 0.0 'O.c "0.0, 'UO `Oo 0o 00 '0 DO Cao / o� 'G -A 4.V n.0 'ao 0.o a0 ool -0. co• aa_I/,/ ' 09 00 Ro OU 0.0 0.0 00 O.D OU 0tG I f '60 0.L OU PC -0A GJ GU 0:0 00 GU OO..i� •'oa 'go Do 'cd 'G.o `D.0 'Uc `0.0 ! 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The rugged die-cast aluminum construction, i ISeries' jLED Kaivm Coto, HatsitigCob, CPU..(Aldos Suffix) sealeack d and dbseled lack loom compstainartment irink DosStare a{ung with:a i- * ' FuB CntoR [Atank] BnOht r"Jlutailsr (Standard) wiW: : [Btantl=Carlwn Hmn<e lsiandarct} 3aTJ+_-'.l7V+>+• i.. De6vwed. Leman: -0,109 y&.^I 67 6 3,74h �.. ,::: • o I sealed .and gasketed optical rontparttnent make D7aSsi9tlr Impervious '�`- � 4-.. �._..__�. ! _-._ ..__-- _ � XTORSA=Ji"vV :. tJ=NeutraE4darm l:$dc, SJ4Y, ; WT=SUminit t"uhitn �eVa£GY:a nc to contaminants The Crosstour MAXX wall lumimire i+ ideal fdrwall/ r' ` &UG. Roti q H7-UUG:1 1- a, -O2. H7 [Ja-G1 RLUO-G2 XTORSA-7?W i PC{-Photocainm] 720trs - ---- surface, Inverted mount for facade/canopy Illtimigaboec perimeter and I r---- -. ,----___CCT t ____.._._ - � Refractive Lara I FGz=Photwontra7 ztis.277V zC I or 2!506K! IXTOF.SARL-d P.Y DIM=OtOVDm»txng Umer=.. 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Poa»r ConatmJPtion .. t ! ,.r „at-., „r. a -: - I t_c 1a,eir 1t.Fv Back box Includes tour 1,2 NPT natural conv9i;i.,,t:, to transfer iarm features internal boli*older as •;,.,; •a:= ?wJ m- r ,. „_o o,,.,, �,,,,omc,ni.ol.. ,.,..c,z-rs_ n,tiPrc,c aovrr.i ,..,, .,,conic a_:al .,,.r -n n `u. yo- ,.. U g i..;. va 5 /. r! aiA - '- I Y r.J a.�.' �."3. txEaciu"r r,..3 al i:t ..o fru 13 tk.¢,e•. , .en;ra.J,es Z rues ,. ut r..i"r=N nt CS f.r .n.or .,r..,,...r-e), Io u:m:r , ,:i .e m m threaded coiduit entry points. The haat rapidly awk.) from the LED forsupplied burin support rods,. _T -7,,v �___ ! '�-• v„ n o back box is secured by four lag source. 41W anh7$W models allowing foreasy positioning ofthe. '"'v �_• p 3 baits (supplied by others). External operate In -40°7; t(i 40nC 1-40nF to fixture during installation to pole. fir•:, .z i_.. ___ _ -_- ---------i STOCK ORDERING INFORMATION `0 o r theXTORSA sad XTOASA XTDUSAandXTDRSA ---• ,arter{, •-m fin design extracts heat fromcon model. High amrnant ssto 1 MAX Supplied with round plate' adapter ' • ? EGRESS brmmeean ._-- _ ._,._.__ __-___ .-___.._ Full CuYc9CBP Be. LED Refiactiva tans CRP ElJras-a LED ___.__._--_•_"__�_ _-__.-_.-.__-_.__ r-+ fixture surface. One -pieta silicone models avaliabb Crosstour MAXX tate,D tional tenon oda ter tits. C=e x .___._.---------_-. a gasket seals door and back box, luminaires reatert than 2.378"oP3-1t2r`+J.D.T "ars. $ r ,- ---------- ! ;atW Ser»s 29W Saner ! M o« h en _ -..._ --- g )Oehv xed Lnnmre T VYy r qr;,^, rti `dc`0 Not recom eodad for car wash 90% of initial ti ];; output after - ----- �-�-- --- _..,_ ._.- _ _. . ______.____ ? [ultCntat( oa m'o m ��jj :rte... _-- applications 72,9oD hou-s of �Yeraon Four FJm-sr..,-^,BUGRg . r . ! e , , a � «mm rM1 ! hof f-iDCh NaT L]da ! 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Not Wail • 1' Exort n -t a J Cc < r a12,hve k0e ^r fir va.m.E,, t ws VAX TD514005EN � � v 7,a -+s:il 4r s. a” TDS14aiEfd n2Eo . i ': .w,r �t v, mint ..s.�p .ts. v c &au® r.Tia_.,,a 6 :.tact to TUS1•!(x15EFl Amvra9?WardAnde ^wrvw.des,Snlights.ort 26i5�e5�2915^.4:51 Ibis®BBarott N6aM+mfn rvrr. :r.51., 2035-4-. 2. i5t45t Faanrrg r7wd0.d%: a..ti e r�nae_. ;ng Mara :n; tic: notice,. 21) I "S it, 1457 Uj : a IT ® Uj, "ti CMU -1 BASAUTE CMU GROUND FACE CMU - 1 BLOCK COLOR - LIGHT TAN (#720) CMU -2 MORTAR COLOR: RED'(SGS 40A) CMU -2 BASAUTE CMU GROUND FACE MT -1 BLOCK COLOR - MEDIUM TAN (#924) MEDIUM TAN CMU MORTAR COLOR: RED (SGS 40A) CMU -3 BASAUTE CMU SPLIT FACE RED CMU BLOCK COLOR - RED (#663) 7.6%- MORTAR COLOR: RED (SGS 40A) MT -1 METAL FASCIA AND SOFFITS 2.2% COLOR: ANOZIDED MEDIUM BRONZE CONC-1 CONCRETE TILT UP PANEL 4.3% PAINT COLOR: WESTHIGHLAND WHITE SW7566 CONC•2 CONCRETE TILT UP PANEL 16.2% PAiNT COLOR: NATURAL TAN SW 7567 CONC-3 CONCRETE TILT UP PANEL PAINT COLOR: ROJO DUST SW 9006 11 ICCO OFFICE WAREHOUSF !ADE SF % OF FACADE AN CMU 4536 SF 41.5% TAN CMU 2126 SF 19.4% NO, MATERIAL CMU - 1 LIGHTT CMU -2 MEDIW CMU -3 REDf14U MT -1 ANODrIPr B'ES'T' FACADE N0. MATERIAL SF % OF FACADE CMU -1 LIGHT TAN CMU 623 SF 422% CMU -2 MEDIUM TAN CMU 406 SF 27.5% CMU -3 RED CMU 112 SF 7.6%- OAT -1 ANODIZED ALUMINUM MED. BRONZE ' 32 SF 2.2% CLERESTORY GLAZING 64 SF 4.3% STOREFRONT GLAZING'' 240 SF 16.2% r�1 ELEVATIO KEYNOTES O STOREFRONT SYSTEM - ANNODIZED MEDIUM BRONZE COLOR O STOREFRONT WINDOW- ANNODIZED MEDIUM BRONZE COLOR [ SIXTH O3 TIEBACK RODS - ANNODIZED MEDIUM BRONZE COLOR 'PE 69 T F i � I,�1 1 ® CONCRETE PARAPET CAP OF COLORADO C5 1Po O O5 HOLLOW METAL DOOR - ANNODIZED MEDIUM BRONZE NO. MATERIAL ((F % OF FACADE' CMU -1 LIGHT TAN CMU 3651 SF 40.0% CMU - 2 MEDIUM TAN CMU 4553 SF 49.9% CMU -3 RED CMU 613'',SF 10.0% MT -1 ANODIZED ALUMINUM MED, BRONZE 0 SF 0.1% GLAZING N/A NiA DOORS NIA NIA © GARAGE DOOR - ANNODIZED MEDIUM BRONZE O7 TPO MEMBRANE ROOF ® TRASH ENCLOSURE DOOR FRAME - PAINT COLOR: WESTHIGHLAND' LIGHT TAN CMU WHITE SW7566 0 TRASH ENCLOSURE DOORPANEL- PAINT COLOR: NATURAL TAN SW MEDIUM TAN CMU 7567 40.2% CMU -3 RED CMU EAST FACADE NO. MATERIAL SF % OF FACADE CMU -1 LIGHT TAN CMU 692 SF 46.9% CMU -2 MEDIUM TAN CMU 594 SF 40.2% CMU -3 RED CMU 152 SF 10.3°h MT -1 ANODIZED ALUMINUM MEQ BRONZE 14 SF 1.0% GLAZING NIA NIA DOORS 24 SF: 1.6°l0 L_._L_-.1.. I.rL_1 L... ,. _1__f _ _ _ _ _ _ r_ T t t r I I rl -4 c r- �_t_ , 1 i�7 L _ LMT ,.�L I - z � L ] :... 1.- - � _7 �!`r`i—l—T 1 1� _.�1�C.—L'�_ _L i� _ 1 _ �L� I - i_ i i �. CMU 3k- ''..: 3 r '._- r _L LP -71I L 1 _:I_ i. MT.1 r' :, �_ 1 I -T T , _. f - �' i T i"i 7 -r--r �-- _ _. : --- -- t t� - '.. x__1__1__ t 1. I ;..... :. � - 1_. ._-,...L: - ._ f..,. � :. L__;..,1, L1 L� � 1_., ' — �_1�-�-a CiMU-2 -�—L- - L LSA. t1J 1_ , 1 ':..;. - _ IT 7J " _ e TRASH EN CLO"" RE 1 _ �r CMU 3 i/8 i 0 CMU -3 I to L i 1 Level 1 T r r r r _. - Level 1 Ai - I C30'_01, 100'_0. 6 CMU -3 ®WEST ELEVATiON E CMU -2 4840 EAST L� ATION CMU -3 T � L�— i/B" iCMU-2 ENCLOSURE7 TRASH CMU -1 BASAUTE CMU GROUND FACE % OF FACADE CONC-1 BLOCK COLOR -LIGHT TAN (#720) 24.O10 CONC-2 MORTAR COLOR: RED (SGS 40A)'` 3474SF CMU -2 BASALITE CMU GROUND FACE CONCRETE. ROJO DUST 1086 SF BLOCK COLOR - MEDIUM TAN (#924) 256 SF GLAZING MORTAR COLOR: RED (SGS 40A) N/A CMU -3 BASALITE CMU SPLIT FACE t llA NIA BLOCK COLOR - RED (#1663) 8 MORTAR COLOR: RED (SGS 40A) 1 MT -1 METAL FASCIA AND SOFFITS NO', COLOR: ANOZIDED MEDIUM BRONZE CONC-1 CONCRETE TILT UP PANEL PAINT COLOR: WESTHIGHLAND WHITE SW7566 CONC-2 CONCRETE TILT UP PANEL PAINT COLOR: NATURAL TAN SW 7567 CONC-3 CONCRETE TILT UP PANEL PAINT COLOR: ROJO DUST SW 9006 • i. r NO. MATERIAL SF % OF FACADE CONC-1 CONC RCTE, 4VESTHIGHLAND WHITE. 1440 SF 24.O10 CONC-2 CONCRETE: NATURAL TAN 3474SF 57.9% CONC - 3 CONCRETE. ROJO DUST 1086 SF 18.1% 256 SF GLAZING NIA N/A 49% DOORf5 t llA NIA TOWNSHIPSITE PLAN !R OF SECTION 17, RANGE 69 WEST OF 41EAT RIDGE, COUNTY OF JEFFERSON,STATE OF ! 'D * al 4880 l GORDON HEAT RIDGE, COLORADO ST F.�C E NO. MATERIAL NO. MATERIAL SF °k OF FACADE' CONC -1 ! CONCaRETE: WESTHiGHLAND WHITE 720 SF 24.0% CONC - 2 +CONC%RETEE: NATUURAL TAN 1332'SF 44.4% CONC - 3 CONCRETE: ROJO DUST 543:SF 18,1% GLAZING 256 SF 8.6% DOOfS 148 SF 49% Sid H FAC E NO. MATERIAL S6 %OF FACADE CONC -1 CONCRETE: WESTHIGHLAND WHITE 1440 SF 24.0% CONC - 2 CONCRETE: NATURAL TAN 2457 SF 41.0°h CONC - 3 CONCRETE: ROJO DUST 1086 SF 18.1% TPO MEMBRANE ROOF GLAZING 787 SF 12.8% 18,1% DOORS 250 SF 4.1% EAST FACADE STOREFRONT SYSTEM - ANNODIZED MEDIUM BRONZE COLOR TI � SIXTH �2 THE STOREFRONT WINDOW- ANNODIZED MEDIUM BRONZE COLOR �3 TIEBACK RODS - ANNODIZED MEDIUM BRONZE COLOR ® CONCRETE PARAPET CAP O HOLLOW METAL DOOR - ANNODIZED MEDIUM BRONZE CONCRETE: NATURAL TAN GARAGE DOOR - ANNODIZED MEDIUM' BRONZE 57.9°(° TPO MEMBRANE ROOF EAST FACADE NO. MATERIAL SF % OF FACADE CONC -1 CONCRETE: WESTHIGHLAND WHITE 720 SF 24.0% CONC - 2 CONCRETE: NATURAL TAN 1737 $F 57.9°(° CONC - 3 CONCRETE: ROJO DUST 643 SF 18,1% GLAZING NIA NIA CONC-3j DOORS NIA N/A —�—:--�—�—�—. _-,.�- �,.�.. �. � �. .w CONC-3] CONC-3 CONC4 CONC-3j fpoof GONG 8 —�—:--�—�—�—. _-,.�- �,.�.. �. � �. i� W w .w CONC-3] CONG1 fpoof 8 1 4 [ I CONCH 125'-x° Roof CdNC-8 ::. C, `< CONG3 , • CONC-1 �t I2 5 -0 CONC-1 - ;- - i — ,: ... CONC-3ONC CONG - - - •.; . —SNC 1 _ r-- CONC-1 _ , , i Level k Ali 100'-0" Level I t 6 6 6-{CONG2� I DCII_ _ _ I 4� ON - t IAro<- 1 nn i� W w Drawing We BUILDING ELEVATIONS Drawing No. SHEET 8 OF 9 .w 9 8 1 4 [ I Drawing We BUILDING ELEVATIONS Drawing No. SHEET 8 OF 9 1111�1�Jllllj� Jill All D -I c o 0- E0 All c 0. SP Ln C:d o v TO 7 Iz f 4a 17 k ........ . . . . . D -I c o 0- E0 c 0. SP Ln C:d o v TO 7 TO: CASE MANAGER: CASE NO. & NAME: ACTION REQUESTED: City Of Wh6atPidge CITY OF WHEAT RIDGE PLANNING DIVISION STAFF REPORT Community Development Director DATE: May 6, 2016 Lisa Ritchie WSP-15-09 — Ficco Office Warehouse Request for a Site Plan approval to construct two new office warehouse buildings LOCATION OF REQUEST: 4840 and 4880 Van Gordon Street APPLICANT (S): Scott Sworts, dcb Construction co., inc. OWNER (S): Clear Creek Valley, LLC APPROXIMATE AREA: 141,058 square feet (3.238 acres) PRESENT ZONING: PRESENT LAND USE Industrial -Employment (I -E) Vacant ENTER INTO RECORD: (X) CASE FILE & PACKET MATERIALS (X) ZONING ORDINANCE Location Map Site Plan Case No. WSP-15-09 /Ficco Office Warehouse Site JURISDICTION: All application requirements have been met; therefore, there is jurisdiction to make an administrative decision. I. REQUEST The applicant is requesting approval of a Site Plan for the construction of two office warehouse buildings for multi -tenant use at property located at 4840 and 4880 Van Gordon Street. The property is zoned Industrial -Employment (I -E), which is intended to allow light industrial and commercial uses that support employment. Warehouse/office and flex space facilities are permitted. Section 26-111 (Site Plan Review) of the Wheat Ridge City Code empowers the Director of Community Development to decide upon applications for a site plan that conform to all required standards. Staff recommends approval of the request. II. EXISTING CONDITIONS The site consists of three parcels, 4840 (Lot 3), 4860 (Lot 1), and 4880 (Lot 2) Van Gordon Street. 4860 Van Gordon (Lot 1) was developed in 2002 as an office/warehouse which currently houses TIGAR Gymnastics and Cheer Studio. Lots 2 and 3 are vacant, except for support functions for the entire development. The development is platted as the A-1 Pattern Minor Subdivision, and the site is comprised of three lots, with an area of 202,525 square feet (4.718 acres). The entire site was planned as one unified development with shared parking, and as such the parking lot pavement for the constructed building on Lot 1 protrudes into portions of Lots 2 and 3. A detention pond for all three lots, constructed in conjunction with the building on Lot 1, occupies the eastern portion of Lot 3. The site is located in the northwest area of Wheat Ridge near 1-70 and Ward Road, and is zoned Industrial -Employment (I -E). The site is surrounded by other office/warehouse and light industrial uses. The zoning in the area consists primarily of other properties zoned I -E and Planned Industrial Development. (Exhibit 1, Zoning Map, Exhibit 2, Aerial, Exhibit 3, Site Photos). III. CASE ANALYSIS The applicant has submitted a 9 page site plan which includes plans for landscaping, site design, building elevations, photometric and light fixture information, and other site development details. '(Attachment 1, Site Plan) The proposed site plan provides for two new office warehouse buildings each on their own lot. The existing detention pond on Lot 3 will be reconstructed to comply with newer regulations for storm water conveyance and water quality. The new building on Lot 2, 4880 Van Gordon Street, is planned to be very similar to the existing building on Lot 1. It will measure 28,800 square feet, and can accommodate up to 6,300 square feet of office space, with the remaining used as warehouse space. The building will be located Site Plan Case No. WSP-15-09 directly east of the existing building on Lot 1. As the building is further than 50 feet away from Van Gordon Street and not visible to any residential properties, the standards in the Architectural and Site Design Manual do not apply to the design of the building. The building will be constructed with tilt -up precast concrete panels, and painted to match the existing building on Lot 1. There will be three overhead doors provided for vehicle access to the interior of the building, and 4 entry areas each with glass doors and 256 square feet of transparent glazing. This building will be 26 feet tall, with a flat roof. The new building on Lot 3, 4840 Van Gordon Street, is within 50 feet of the street, therefore the standards in the ASDM do apply. The building will measure 27,462 square feet, with up to 6,400 square feet of possible office space. It will be constructed out of CMU block, with a light tan block on the upper half of the building, a medium tan on the lower half of the building, and 4 accent bands of red block. The west elevation of the building meets the 0-12 foot build -to requirement and will be located 8'-7" from the front property line. The transparency requirement for the fagade facing the street also complies with the ASDM, with 16.2% of the fagade containing transparent glazing. For additional detail, there are four clerestory transparent windows also on the fagade facing Van Gordon Street. The north elevation will have 12 overhead doors for vehicle access into the building, and 12 entry areas with glass doors and storefront windows. This elevation also provides a decorative metal awning over each entry area, and 19 clerestory windows for additional detail. Access to the property from Van Gordon Street will remain unchanged, via the existing curb cut located in the central portion of the site. The site currently provides 73 parking spaces. The new proposal provides 168 spaces, 6 accessible spaces, and 8 bicycle parking spaces, all of which comply with parking requirements in the code and will serve all three lots. The landscaping requirement for the site is calculated using all three lots, including the existing landscaping that was installed when Lot 1 was developed. This existing landscaping is in good condition, with many trees that are mature. New landscaping is proposed throughout the remainder of the site, including the parking lot islands, and in shrub beds near the buildings. Overall, 17% of the site will be landscaped, which exceeds the 15% requirement in the code. The lighting plan complies with the development standards in the City code. The applicant proposes building mounted lighting to serve both the parking areas and the entry areas. IV. AGENCY REFFERAL Referrals were sent to impacted agencies and all responded that the property can be served with improvements at the developer's expense. The following specific comments were received: Xcel Energy: Can serve. Arvada Fire District: No concerns. Valley Water District: Can serve. Site Plan Case No. WSP-15-09 Fruitdale Sanitation District: Can serve. Wheat Ridge Public Works: Public Works has approved the site plan and drainage proposal. V. STAFF CONCLUSIONS AND RECOMMENDATIONS Regarding the Site Plan, staff concludes that the application complies with the standards for approval. For this reason, a recommendation of approval is given for Case No. WSP-15-09. Site Plan 4 Case No. WSP-15-09 EXHIBIT 1: ZONING MAP Site Plan Case No. WSP-15-09 EXHIBIT 2: AERIAL Site Plan Case No. WSP-15-09 EXHIBIT 3: SITE PHOTOS Photo Exhibit Locations Photo 1: Existing frontage of the site, taken from Van Gordon Street. The existing building and landscaping are shown in this photo. Site Plan 7 Case No. WSP-15-09 Site Plan 8 Case No. WSP-15-09 Site Plan Case No. WSP-15-09 -- City of ��Wh6atNO MUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO April 28, 2016 Mr. Scott Sworts dcb Construction Company, Inc. 909 E. 62nd Avenue Denver, CO 80216 Re: WSP-15-09 / Ficco Office Warehouse — 2nd Review Dear Mr. Sworts: 80033-8001 P: 303.235.2846 F: 303.235.2857 This letter is in regard to your applications for approval of a Site Plan for property zoned Industrial Employment (I -E) and located at 4840 and 4880 Van Gordon Street. I have reviewed the first submittal and have the following comments: Sheet 01 1. Under Character of Development, confirm that the addresses are correct. 2. Within the Site Data Table, in the Floor Area by Use Table, provide the square footage per building of the proposed use, office or warehouse. 3. Within the Site Data Table, the square footages provided under the parking row (15,500/69,594) do not equal the total of the Floor Area by Use Section. Confirm which is correct and update. Sheets 2 and 3 4. No comments Sheets 4 5. Confirm the redline note or provide explanation. Sheet 5 through 9 6. No comments. This concludes the summary of comments. Additional comments may be necessary depending on clarifying information provided in future submittals. For the next review, please provide a response to this letter, including a response to each item identified above, and resubmit plans in the following formats: • Digital files of the resubmittal documents in Adobe .pdf format If a meeting to discuss these comments is desired, or if clarification is needed, please let me know. Sincerely, Lisa Ritchie, Planner II 303-235-2852 lritchie@ci.wheatridge.co.us cc: Case files (WSP-I5-09) Enclosures City of Wheat Oge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO April 28, 2016 Mr. Scott Sworts dcb Construction Company, Inc. 909 E. 62"d Avenue Denver, CO 80216 Re: WSP-15-09 / Ficco Office Warehouse — 2nd Review Dear Mr. Sworts: 80033-8001 P: 303.235.2846 F: 303.235.2857 This letter is in regard to your applications for approval of a Site Plan for property zoned Industrial Employment (I -E) and located at 4840 and 4880 Van Gordon Street. I have reviewed the first submittal and have the following comments: Sheet 01 1. Under Character of Development, confirm that the addresses are correct. CORRECTED 2. Within the Site Data Table, in the Floor Area by Use Tableprovide the square footage per building of the proposed use, office or warehouse ADDED SF FOR MAXIMUM POTENIAL OFFICE SIZE 3. Within the Site Data Table, the square footages provided under the parking row (15,500/69,594) do notequal the total of the Floor Area by Use Section. Confirm which is correct and update. CORRECTED Sheets 2 and 3 4. No comments Sheets 4 5. Confirm the redline note or provide explanation. CORRECTED Sheet 5 through 9 6. No comments. This concludes the summary of comments. Additional comments may be necessary depending on clarifying information provided in future submittals. For the next review, please provide a response to this letter, including a response to each item identified above, and resubmit plans in the following formats: • Digital files of the resubmittal documents in Adobe .pdf format If a meeting to discuss these comments is desired, or if clarification is needed, please let me know. Sincerely, Lisa Ritchie, Planner II 303-235-2852 lritchie@ci.wheatridge.co.us cc: Case files (WSP-15-09) Enclosures City of �WheatRicige COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291h Ave. January 20, 2016 Mr. Scott Sworts dcb Construction Company, Inc. 909 E. 62nd Avenue Denver, CO 80216 DONE Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 Re: WSP-15-09 / Ficco Office Warehouse — I" Review Dear Mr. Sworts: This letter is in regard to your applications for approval of a Site Plan for property zoned Industrial Employment (I -E) and located at 4840 and 4880 Van Gordon Street. I have reviewed the first submittal and have the following comments: Site Plan A new sheet is required to serve as the Site Plan. See included examples. The Site Plan should clearly identify building footprints, lengths and widths, setbacks, etc. All site elements should be dimensioned, including drive aisles, parking space dimensions, sidewalk widths, etc. All landscape areas should be delineated. Please call with any questions regarding this new sheet. All Sheets 1. Revise the title of the all sheets to: "Ficco Office Warehouse Site Plan Lots 2 and 3, A-1 Pattern Minor Subdivision Situated in the Southeast One -Quarter of Section 17, Township 3 South, Range 69 West of the Sixth Principal Meridian, City of Wheat Ridge, County of Jefferson, State of Colorado 4840 and 4880 Van Gordon Street ADDED Wheat Ridge, Colorado" 2. Identify all sheets as "Sheet No. X of X". IDENTIFIED Sheet 01 3. Revise the Location Map to a line drawing, the map as shown will not reproduce well on black and white. IDONE 4. Provide the name o the person who will sign the Owner's Certificate under the signature line (does not yet need to be signed). DONE 5. Add the following to the Case History I Now: -00-05, WA -03-07, WSP-15-09. IDONE 6. Under Character of Development, remove redlined text and add "CMU" following "There will also be a new CMU building on the south side of the lot." in the second paragraph. IDONE 7. Replace the Owner's Certificate with the attached. DONE 8. Remove the Clerk and Recorder's Certificate. IDONE 9. Remove the Planning Commission Certificate. IDONE 10. Remove the signature lines for the City Clerk and the Mayor in the( Certificate. IDONE 11. Update the Sheet Index as appropriate. Include all sheets in the tntal num er of sheets. 12. Correct the typo in "Landscape" IDONE 13. In the Legal Description, ensure that the total area is both Lots 2 and 3. IDONE 14. Within the Site Data Table, include the development items from Lot 1, since the landscaping is overlapping. Insert a third column and break out all quantities by "Required", "Existing" and "Proposed". DONE 15. Under Proposed Floor Area by Use, break out first by individual building. as Building 2 (on Lot 2) and Building 3 (on Lot 3), then by use within each building. IDONE 16. The Total Area should be revised to include Lots 1, 2 and 3. IDONE 17. Update the Landscape items to match the redlines and comments on the Landscape Sheet. DONE Sheets 2 and 3 18. These sheets are not necessary in future Site Plan submittal. REMOVED Sheet 4 19. Revise title to Grading and Utility Plan. Update sheet as necessary to clearly show those items. REVISED Sheets 5 through 11 20. These sheets are not necessary in future Site Plan submittal. IREMOVED Sheet 12 21. Format the Site Data Table as follows: DONE 22. Assumed that "EAP" for Exist= Aspen is "EA" based on plan callouts? Revise and correct or confirm. IDONE 23. Revise `BJ" to "EHJ" as identified on the redline, or correct as appropriate. 24. "ERH" is not identified in the table, please identify and add. IDONE 25. It appears there is opportunity to add additional shrubs along the perimeter of the detention pond and buildings. A waiver for reducing shrub requirements will not be considered unless additional information is presented that warrants consideration of this request. DONE 2 Required Existing Proposed Open 15% min / 30,828 s.f. Can you provide? 17% / 35,214 s.f. space/landscaping Sod 30% max / 9,248 s.f. 9.4% / 3,264 s.f. 9.4% / 3,264 s.f. Hardsca a 35% max / 10,790 s.f. Can youprovide? Provide % / Provide sq ft On-site trees 31 Confirm, I counted 35 23 New existing on-site trees?? (Apply credit for an additional 4 trees due to size of existing trees, add note saying such On-site shrubs 310 Confirm 15 or 17 89 New Street trees 11 11 (subtracted from 0 above on-site existing trees 22. Assumed that "EAP" for Exist= Aspen is "EA" based on plan callouts? Revise and correct or confirm. IDONE 23. Revise `BJ" to "EHJ" as identified on the redline, or correct as appropriate. 24. "ERH" is not identified in the table, please identify and add. IDONE 25. It appears there is opportunity to add additional shrubs along the perimeter of the detention pond and buildings. A waiver for reducing shrub requirements will not be considered unless additional information is presented that warrants consideration of this request. DONE 2 26. Hardscape (in the above table) is calculated as the use of non -living material, including rock. Coverage is determined for the projected growth after two full growing seasons. Update as needed to comply. IDONE 27. Correct building square foo ages to match Site Plan. DONE Sheets 13 and 14 28. No comments. Sheet 15 29. Only ground floor glazing counts toward the 15% transparency reguirement. Confirm compliance and add additional if needed. IGLASS ADDED 30. No trash enclosure is identified on the site plan, confirm location. DONE Sheet 16 31. No comments Sheet 17 32. Update as necessary to match any transparency updates. IDONE Wheat Ridge Public Works: See attached approval letter from Dave Brossman dated January 29, 2016. Arvada Fire District: See attached comments from Kevin Ferry dated January 19, 2016. Valley Water District: See attached comments from Kathy Kadnuck dated January 8, 2016 Fruitdale Sanitation District: See attached comments and details from Bill Willis dated January 5, 2016. Wheat Urban Renewal Authority /Economic Development: No comments received. Wheat Ridge Police Department: No comments received. Century Link: No comments received. Comcast Cable: No comments received. Xcel: See attached comments from Donna George dated January 19, 2016. Wheat Ridge Building Division: No comments received. Wheat Ridge Forestry Division: See attached comments from Margaret Paget. Please respond to concerns in written response. 3 This concludes the summary of comments. Additional comments may be necessary depending on clarifying information provided in future submittals. For the next review, please provide a response to this letter, including a response to each item identified above, and resubmit plans in the following formats: • One (1) full-size hard copy of the plans LISA INFORMED US NO HARD COPY NEEDED • One (1) hard copy of any revised plans or letters. • Digital files of the resubmittal documents in Adobe .pdf format If a meeting to discuss these comments is desired, or if clarification is needed, please let me know. Sincerely, Lisa Ritchie, Planner II 303-235-2852 lritchie@ci.wheatridge.co.us cc: Case files (WSP-15-09) Enclosures 4 City of "W heat f�idge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291h Ave. January 20, 2016 Mr. Scott Sworts dcb Construction Company, Inc. 909 E. 62nd Avenue Denver, CO 80216 Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 Re: WSP-15-09 / Ficco Office Warehouse — 1" Review Dear Mr. Sworts: This letter is in regard to your applications for approval of a Site Plan for property zoned Industrial Employment (I -E) and located at 4840 and 4880 Van Gordon Street. I have reviewed the first submittal and have the following comments: Site Plan A new sheet is required to serve as the Site Plan. See included examples. The Site Plan should clearly identify building footprints, lengths and widths, setbacks, etc. All site elements should be dimensioned, including drive aisles, parking space dimensions, sidewalk widths, etc. All landscape areas should be delineated. Please call with any questions regarding this new sheet. All Sheets 1. Revise the title of the all sheets to: "Ficco Office Warehouse Site Plan Lots 2 and 3, A-1 Pattern Minor Subdivision Situated in the Southeast One -Quarter of Section 17, Township 3 South, Range 69 West of the Sixth Principal Meridian, City of Wheat Ridge, County of Jefferson, State of Colorado 4840 and 4880 Van Gordon Street Wheat Ridge, Colorado" 2. Identify all sheets as "Sheet No. X of X". Sheet 01 3. Revise the Location Map to a line drawing, the map as shown will not reproduce well on black and white. 4. Provide the name of the person who will sign the Owner's Certificate under the signature line (does not yet need to be signed). 5. Add the following to the Case History Table: MS -00-05, WA -03-07, WSP-15-09. 6. Under Character of Development, remove redlined text and add "CMU" following "There will also be a new CMU building on the south side of the lot." in the second paragraph. 7. Replace the Owner's Certificate with the attached. 8. Remove the Clerk and Recorder's Certificate. 9. Remove the Planning Commission Certificate. 10. Remove the signature lines for the City Clerk and the Mayor in the City Certificate. 11. Update the Sheet Index as appropriate. Include all sheets in the total number of sheets. 12. Correct the typo in "Landscape" 13. In the Legal Description, ensure that the total area is both Lots 2 and 3. 14. Within the Site Data Table, include the development items from Lot 1, since the landscaping is overlapping. Insert a third column, and break out all quantities by "Required", "Existing" and "Proposed". 15. Under Proposed Floor Area by Use, break out first by individual building, as Building 2 (on Lot 2) and Building 3 (on Lot 3), then by use within each building. 16. The Total Area should be revised to include Lots 1, 2 and 3. 17. Update the Landscape items to match the redlines and comments on the Landscape Sheet. Sheets 2 and 3 18. These sheets are not necessary in future Site Plan submittal. Sheet 4 19. Revise title to Grading and Utility Plan. Update sheet as necessary to clearly show those items. Sheets 5 through 11 20. These sheets are not necessary in future Site Plan submittal. Sheet 12 21. Format the Site Data Table as follows: 22. Assumed that "EAP" for Existing Aspen is "EA" based on plan callouts? Revise and correct or confirm. 23. Revise "EJ" to "EHJ" as identified on the redline, or correct as appropriate. 24. "ERH" is not identified in the table, please identify and add. 25. It appears there is opportunity to add additional shrubs along the perimeter of the detention pond and buildings. A waiver for reducing shrub requirements will not be considered unless additional information is presented that warrants consideration of this request. Required Existing Proposed Open 15% min / 30,828 s.f. Can you provide? 17% / 35,214 s.f. space/landscaping Sod 30% max / 9,248 s.f. 9.4% / 3,264 s.f. 9.4% / 3,264 s.f. Hardsca a 35% max / 10,790 s.f. Can youprovide? Provide % / Provide sq ft On-site trees 31 Confirm, I counted 35 23 New existing on-site trees?? (Apply credit for an additional 4 trees due to size of existing trees, add note saying such) On-site shrubs 310 Confirm 15 or 17 89 New Street trees 11 11 (subtracted from 0 above on-site existing trees) 22. Assumed that "EAP" for Existing Aspen is "EA" based on plan callouts? Revise and correct or confirm. 23. Revise "EJ" to "EHJ" as identified on the redline, or correct as appropriate. 24. "ERH" is not identified in the table, please identify and add. 25. It appears there is opportunity to add additional shrubs along the perimeter of the detention pond and buildings. A waiver for reducing shrub requirements will not be considered unless additional information is presented that warrants consideration of this request. 26. Hardscape (in the above table) is calculated as the use of non -living material, including rock. Coverage is determined for the projected growth after two full growing seasons. Update as needed to comply. 27. Correct building square footages to match Site Plan. Sheets 13 and 14 28. No comments. Sheet 15 29. Only ground floor glazing counts toward the 15% transparency requirement. Confirrn compliance and add additional if needed. 30. No trash enclosure is identified on the site plan, confirm location. Sheet 16 31. No comments Sheet 17 32. Update as necessary to match any transparency updates. Wheat Ridge Public Works: See attached approval letter from Dave Brossman dated January 29, 2016. Arvada Fire District: See attached comments from Kevin Ferry dated January 19, 2016. Valley Water District: See attached comments from Kathy Kadnuck dated January 8, 2016 Fruitdale Sanitation District: See attached comments and details from Bill Willis dated January 5, 2016. Wheat Urban Renewal Authority /Economic Development: No comments received. Wheat Ridge Police Department: No comments received. Century Link: No comments received. Comcast Cable: No comments received. Xcel: See attached comments from Donna George dated January 19, 2016. Wheat Ridge Building Division: No comments received. Wheat Ridge Forestry Division: See attached comments from Margaret Paget. Please respond to concerns in written response. 3 This concludes the summary of comments. Additional comments may be necessary depending on clarifying information provided in future submittals. For the next review, please provide a response to this letter, including a response to each item identified above, and resubmit plans in the following formats: • One (1) full-size hard copy of the plans • One (l) hard copy of any revised plans or letters. • Digital files of the resubmittal documents in Adobe .pdf format If a meeting to discuss these comments is desired, or if clarification is needed, please let me know. Sincerely, Lisa Ritchie, Planner II 303-235-2852 lritchie@ci.wheatridge.co.us CC.' Case files (WSP-15-09) Enclosures 4 City of Wheat�idge- PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 291h Ave. January 19, 2016 Mr. Henry Hollender, P.E. HVS Engineering, Inc. 9201 W Tennessee Avenue Lakewood, C080226-4160 303.940.5807 Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 Re: First Review of the Final Drainage Report & Plan and Site Plan for the Ficco Development. Dear Mr. Hollender, I have completed the first review of the above referenced documents received January 5, 2016 with a Site Plan Land Use Application, for the proposed development of Lots 2 and 3, A-1 Pattern Minor Subdivision involving the property located at 4840 Van Gordon Street. This letter is to inform you that the drainage -related 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: 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 ap2roved by the CitY_ prior to issuance of any Demolition, Grading, 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. 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. 3. 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 Van Gordon Street 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. www.ei.wheatridge.co.us Public Works Engineering January 19, 2016 Page 2 4. Drainage Certification/ Stormwater Maintenance Agreement and O & M Plan: Please note the following items required prior to the issuance of the Certificate of Occupancy for the Subdivision: a. Drainage Certification: A Drainage Certification Letter from the Engineer -of -Record stating that all drainage related items were constructed per the approved civil engineering documents. The Certification Letter shall be accompanied by As -Built plans in support of the statements made in the Letter as required by the Municipal Code of Laws. b. 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 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. 5. 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) The above comments are as of the date reviewed and may not reflect all comments from other departments or reviewing agencies. If you have any questions, please contact me at 303.235.2864. Sincerely, �.....i��.-fir•-•-a�...._ David F. Brossman, P.L.S. Development Review Engineer/ City Surveyor 303.235.2864 dbrossman(&ci.wheatridae.co.us CC: Steve Nguyen, Engineering Manager Russ Higgins, Field Services Supervisor Bill LaRow, Stormwater Program Manager Lisa Ritchie, Planner 11 File www.ci.wheatridge.co.us 4840 Van Gordon _Ficco_FDR-Plan - approval.ltr.docx Public Works Engineering January 19, 2016 Page 3 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 test is 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. www.ci.wheatridge.co.us 4840 Van Gordon_Ficco_FDR-Plan - approval.ltr.docx Public Works Engineering January 19, 2016 Page 4 Table 720-1 City of Wheat Ridge Materials Testing Requirements Type of Test Frequency Remarks Soil Survey (Classification), l 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 l 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 www.ci.wheatridge.co.us 4840 Van Gordon_Ficco_FDR-Plan - approval.ltr.docx E s n / COBS-Ob(m) BNOfid @b $a C;�► i i J god o a a OoW0700 `,�VOaI(Y JVVH.V M N O ILI x o BB20B '00 '00019] 1 H1WHA1 ffib1NN81 JbSI IM `: f 6y6y ZJ3YLS NOTY00 NVA OYB� \ O vv er�uas sw9999toe� 'm+Bua9aoaa @7 ��EPH � am •sx>aasmioNa sex o o dbW 3Jb/NIV' 10 ONOlSIH o E s ag oEo 3 411 6; @b $a C;�► a god o a a Rbgz ik i CID E B s 1 a `: f 6y6y yp�(9 vv @7 ��EPH OUiW0700 ',YOQIN ,L6VHM ILIVJUJE AIOQX09 NVA 0P8f' �� se�w�°a nrao�awu � oxo 'swaaarnOrta sna dVIN 39VNlV8(1 a3d0l3A34 0 a a W oo in is -F68 1.5 1.5 N „ saaass _ a y y l Ias�£ noo---- m p O O P'"y da CL wO/ _'�-$ _ - Q U i 1��k ^11a'I 5 , U 0 0 W W W -- \ v -F-- 3.EO--- ------ ` ; o O /� _ _ W E Q X f— —y co ca_ O SWco d R d I I 17 F- 0 �• , ',�— Esq I 1 f - � U # u - OWW� 7- r 1 s: -i'a�$ d Un-.asn My - EON - "S d ds � Q 03ms noaaoa °rvn � s � toes-o.a crura xxoea i i OU6W0700 ',70QIN LVVHA °w :.0■■ LVH2[,LS N00.2I00 NVA OYBt o 69OIAi[xS 'JNl=99NIOlH TNOIx6xdONd & y 'OKI 'JAII7183N1'JN8 SAH o o NVId iOl JNI>IHVd v - 'i ■ 91 �g a 9l�sa:�i aac C-01 e = ic !d - y� e� o e 9 � I'yyff IlyJ Me z < b 2 [�•�[�� Qm'ag 8[< 2mq R k�gj ��"��=a��:�n �i�■9i; d C�5'�1�+t1 �Sa$$n��5�aa8888 WWtSB9fI g �� i Cg 8k�r Ei €moo S a 8 g a s a a a s a a _a a a_ _R' `�_ i_? 9 s__ 8 ��I€hil figfiwi, x act e'a� F ■■ ■ a 9, o a s d � H mtl3 Yg c W * 3 z r ri li .czR' Q O JZ��Wc> J R' w O _ 6o ty n y R Vi=a r[iZ >r8 e 53 QV d� �g8' w w = - Fig ---I 3.M1° -f° „'y a IFIm co O 29 LL � wd �e1 eL D UAl S. ---- s S :2 71 v'. 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W -7l7 91 IC OU Q OD NVA OPO Y O 1102 OZ ll tllll 3did i �U1B t - Cl Zt It tl- 89�Uffi 'J/ID69IU'Jli9 'I�NOI°'®M1d m Y W seao o Sll`d134 -1O2UNOJ NOISO2J3 S h, =a9 Ell os§!� �6 a sasxo seas s sss asssa sass x .n ¢p e Fy 3 110 10 if hi 1 11 lggig°ji ' �9 •� a 11 a QE � ■ � � �� A 1 fill Y 1 11 if I gillJ. iD1 !Til 5i "'g r @ i� .soy i 0 c U e 0 q €\ �ep23A 9f a°ii A• ASp ea FINAL DRAINAGE REPORT A-1 DEVELOPMENT 4840 VAN GORDON STREET WHEAT RIDGE, JEFFERSON COUNTY, COLORADO Parcel located in a part of the SE 1/4, Section 17, Township 3 South, Range 69 West Prepared for: Ficco Construction, LLC 3650 Vance Street Wheat Ridge, CO 80033 303-263-0489 Prepared by: Henry Hollender, P.E. HVS Engineering, Inc. 9201 West Tennessee Avenue Lakewood, CO 80226 (303) 940-5807 October 24. 2013 Revised November. 2013 Revised December. 2013 Revised November, 2014 Revised April. 2015 Revised May. 2015 Revised CITY OF WHEAT RIDGE PUBLIC WORKS DATE 01/11/2016 RECEIVED 01/11/2016 1 st Submittal CITY OF WHEAT RIDGE PUBLIC WORKS, ENGINEERING APPROVED FOR: RI DRAINAGE O SIDEWALK O CURB & GUTTER O STREET O MISCELLANEOUS O PLAT COMMENT Final Drainage Report 42-1k4 ldc—� 01119/2016 CIVIL ENGINEER DATE SUBJECT TO FIELD INSPECTIONS 01/08/16 FRI 08:01 FAX 303 424 0628 VALLEY WATER DIS VALLEY( WATER DISTRICT 12101 WEST 52NDAVFNUE wl JEAT RII)C E, COI.D:ADO 9()033 January 8, 2016 Lisa Ritchie City of Wheat Ridge 7500 W, 29"' Avenue Wheat Ridge, CO 80033 Dear Lisa: TrT Er t1UNL .103-424-966'1 lax 303-424-08223 In reference to Case No. WSP-15-09/Ficco Office Warehouse, the Valley Water District has reviewed the inquiry and the following items Apply, I. Valley Water District can provide water set -vice to the proposed project subject to Valley Water District. rules and regulations. 2. Additional water main lines, fire hydrants or Crc sprinkler lines may be needed to meet Valley Water District and Arvada Fire Protection District requirements which would be at o'wner's expense. _,. If additional water main lines, fire hydrants or fire sprinkler lines are needed, the Owner would need to provide any necessary casements. All construction must be in compliance with the terms of the easement. 4. Fach separate building structure will require a separate water tap, service line acid meter. The owner will be responsible for the cost of the taps, service lines and meter installation. 5. The owner of the property will need to contact Valley Water District at 303-424- 9661 prior to development of the project to discuss specific water system design needs. if you have any further questions, please feel free to contact me at 30-3-424-966 1. K een M. Kadlluc dstrict ()MCC Manager 11001 pPVAf�? AL District a CO 80005.303-424-3012 •303-432-7995fax January 18, 2016 Ms. Lisa Ritchie, Planner City of Wheat Ridge 7500 W 29th Avenue Wheat Ridge, CO 80033 Re: Ficco Office Warehouse, COWR Project 4WSP-15-09, AFPD Project # 16- 005D Ms. Ritchie: The referral referenced above was reviewed for compliance with the 2012 International Fire Code (IFC) as adopted by the City of Wheat Ridge. The Fire District has the following comments regarding this development plan. 1. Fire protection service This parcel is currently within the jurisdictional boundaries of the Arvada Fire Protection District (AFPD). The fire protection services for this parcel are provided primarily by AFPD Fire Station #2 located at 5250 Oak Street. 2. Fire apparatus access -surface Fire apparatus access roads shall be provided with an approved all-weather surface (concrete or asphalt). Access roads shall be capable of supporting an imposed load of 85,000 pounds. (2012 IFC Sections 502.3 & D102.1 amended) 3. Fire apparatus access width A minimum unobstructed width of 26-0 feet is required for fire apparatus access roads. Compliance with this provision is indicated on the plan. (2012 IFC Section 503.2.1 amended) 4. Fire apparatus access -turning radius Fire apparatus access roads shall provide a minimum inside turning radius of 26-0 feet and an outside turning radius of at least 47-0 feet. Compliance with this provision is indicated on the plan. (2012 IFC Section 503.2.4) 5. Emergency access through site Fire apparatus access lanes through the site shall be dedicated as "Emergency Access Lanes" or other similar language as directed by the City of Wheat Ridge. (2009 IFC Section 503.1) 6. Water supply for fire -protection Installation of an additional fire hydrant is indicated on the "parking lot" sheet. With this new hydrant and the existing fire hydrants in the area of this parcel proximity requirements pertaining to fire hydrants will be satisfied. (2012 IFC Sections 507.5.1 and 903.7.1 amended) 7. Required fire -flow Based upon an estimated building size of 61,194 square -feet and Type II -B construction the required fire -flow for this site is a minimum of 2,625 gallons per minute (gpm). This figure includes a 50% reduction for installation of the required fire sprinkler system (see comment#8) (2012 IFC Table B105.1) 8. Fire sprinkler system Based upon building size and intended use installation of an automatic fire sprinkler system is required. The system shall be designed in compliance with the IFC and NFPA 13 Standard for the Installation of Sprinkler Systems, 2010 edition as referenced by the 2012 IFC. (2012 IFC Section 903) 9. Fire alarm system A fire alarm system to monitor the fire sprinkler system, transmit an alarm and provide notification to occupants is required. The system the IFC and the National Fire Alarm Code, NFPA 72 2010 edition as referenced by the IFC. (2012 IFC Section 907) 10. Access during construction Approved fire apparatus access shall be provided during construction to within 150-0 feet of all points of the perimeter walls. Unless otherwise approved fire apparatus access consisting of the first -lift of asphalt or concrete shall be provided prior to commencing construction above grade. (2012 IFC Section 501.4) 11. Landscaping clearance Trees and landscaping at the matured stage shall not encroach upon the following required clearances: • A vertical clearance of 13 feet -6 inches along fire apparatus access drives. (2012 IFC Section 503.2.1 amended) • A three-foot clear space shall be maintained around all fire hydrants. The space shall be measured from the top center of the hydrant and there shall be no obstructions directly in front of fire hydrants. (2012 IFC Section 507.5.5) 12. Construction plans Complete building construction plans shall be submitted directly to the Fire District (AFPD) for review and approval at the same time plans are submitted to the City Wheat Ridge and prior to construction occurring. The developer is encouraged to contact the AFPD Community Risk Reduction Division to verify plan submittal requirements and Fire District permit fees prior to plans submittal. Please contact me at (720) 398-0297 or via e-mail at kevin.fer!ykarvadafire.com if you should have any questions or need further information. Sincerely, K.evi w Feyyu /5/ Kevin Ferry Fire Marshal MARTIN MARTIN CON SU ET ING ENGINEERS January 5, 2016 Lisa Ritchie City of Wheat Ridge Community Development 7500 West 29th Avenue Wheat Ridge CO 80033 Email: Iritchie@ci.wheatridge.co.us Re: Fruitdale Sanitation District — 4840 Van Gordon Street — WSP-15-09 Martin/Martin, Inc Project No.: 130053.C.01 Dear Ms. Ritchie, On behalf of the Fruitdale Sanitation District (FSD), Martin/Martin Inc., acting as the District Engineer, offers the following in response to the referenced referral dated January 5th, 2016 concerning a site plan for a proposed office warehouse at 4840 Van Gordon Street. The Fruitdale Sanitation District has no objections with the site plan conditional on the items identified herein are fully addressed. The following are general requirements for sanitary sewer service. The subject lot is entirely within the service and boundary area of the Fruitdale Sanitation District. Treatment of sewage generated within the Fruitdale Sanitation District is provided by Metro Wastewater Reclamation District. Existing District Sanitary Sewer Mainline(s) Fruitdale Sanitation District has the following sanitary sewer mains adjacent to the proposed property: • 8 -inch mainline running north to south, west of the referenced property within Van Gordon Street. It appears the property may be serviced by gravity flow; however, the homeowner/developer is responsible for determining depths of the existing sanitary sewer main 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. Each building is required to have a separate sanitary sewer service with an independent connection to the District main. Certified design documentation indicating the amount of flow that the warehouse will contribute to the sanitary system is required to initially evaluate if the existing sanitary sewer system has sufficient downstream capacity. Depending on values of anticipated flow, the Owner/Developer may be required to evaluate downstream sanitary mainline capacity to show the anticipated peak flows can be accommodated by the existing main. Costs Per the District Rules and Regulations, tap fees for commercial buildings are based on the water meter tap size for the building. When the certified water tap size(s) is received, a tap fee document can be produced indicating tap fees required for connection to the sanitary sewer collection system, including any credits that may be available. In addition, engineering review fees may be required to be deposited in advance by the developer to the District. All costs involved are to be deposited in advance— engineering, reviews, design, construction, observation and inspections — are the responsibility of the Owner/Developer at the then current rate fee structure. Please be aware that proper tap and development fees are required to be paid prior to connection to the District main. A minimum 72 -hour notice prior to construction is required following District receipt of all fees. These fee amounts can be paid MARTIN/MARTIN, INC. 12499 WEST COLFAX AVENUE LAKEWOOD, COLORADO 80215 MAIN 303.431.6100 MARTIN MARTIN.COM Fruitdale Sanitation District — 4840 Van Gordon Street — WSP-15-09 January 5, 2016 directly to the District Office prior to connection, payable to Fruitdale 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: Gary Charbonnier — Fruitdale Sanitation District Page 212 From: Margaret PaQet To: Lisa Ritchie Subject: RE: Referral - WSP-15-09 Ficco Office Warehouse Date: Wednesday, January 13, 2016 9:11:15 AM Attachments: imaae002.ioa innaae003.ioa Hi Lisa: This is what I have for this... Again this is not our standard yet but more diversity in tree species planted is encouraged and if construction is tiptoeing around Aspens that do not do well at the altitude and along the front range, assessing the health of the trees currently on site to see if they are worth preserving and if so recommending protection of their root zones from construction activity. To avoid damage to the main stems of trees and the compaction of the soil and the avoiding of the grading of soil overtop of root zone. Again if it would be helpful to talk about this further just let me know. Margaret Paget Forestry and Open Space Supervisor Office Phone: 303-205-7554 From: Lisa Ritchie Sent: Tuesday, January 05, 2016 1:27 PM To: Margaret Paget Subject: Referral - WSP-15-09 Ficco Office Warehouse Margaret, The Wheat Ridge Community Development Department has received a request for approval of a Site Plan at 4840 Van Gordon Street (Case No. WSP-15-09). Please download the application documents from the City drive: Folder: V:\Community Development\_Land Use Case Referral File name: WSP-15-09 — Ficco Office Warehouse Comments are due by January 20, 2016; no response from you will constitute having no objections or concerns. Feel free to be in touch with any additional questions. Thank you, Lisa Ritchie Planner II 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2852 Fax: 303-234-2852 www.ci.wheatridae.co.us CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. City of MWheat Ae COMUNITY DEVELOPMENT Community Development 7500 West 29th Avenue Wheat Ridge, Colorado 80033 Ph: 303.235.2846 Fax: 303.235.2857 Community Development Referral Form Date Mailed: January 5, 2016 Response Due: January 20, 2016 The Wheat Ridge Community Development Department has received a request for approval of a Site Plan at 4840 Van Gordon Street. No response from you will constitute having no objections or concerns regarding this proposal. Case No.: WSP-15-09 / Ficco Office Warehouse Request: The applicant is requesting approval of a Site Plan to construct two additional buildings on two lots on property zoned Industrial Employment (I -E). 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: Lisa Ritchie Phone: 303.235.2852 Email:lritchie@ci.wheatridge.co.us Fax: 303.235.2857 DISTRIBUTION: Valley Water District Fruitdale Sanitation District Arvada Fire District Wheat Ridge Post Office Wheat Ridge Police Department Xcel Energy Century Link Comcast Cable Wheat Ridge Public Works Wheat Ridge Forestry Division Wheat Ridge Economic Development Wheat Ridge Urban Renewal Authority A XcelEnergysm PUBLIC SERVICE COMPANY January 19, 2016 City of Wheat Ridge Community Development 7500 West 29th Avenue Wheat Ridge, CO 80033 Attn: Lisa Ritchie Re: Ficco Office Warehouse, Case # WSP-15-09 Right of Way & Permits 1123 West 3`d Avenue Denver, Colorado 80223 Telephone: 303.571.3306 Facsimile: 303 571.3524 donna.I.george@xcelenergy.com Public Service Company of Colorado's (PSCo) Right of Way & Permits Referral Desk has reviewed the plans for Ficco Office Warehouse. Please be aware PSCo owns and operates existing electric distribution facilities within the proposed project area. The property owner/developer/contractor must contact the Builder's Call Line at 1-800-628- 2121 and complete the application process for any new gas or electric service, or modification to existing facilities. 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 It. 64I V, City Of "� W heat �idge 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 dcb Construction Company Address 909 E. 62nd Ave City Denver State CO Zip 80216 Owner Clear Creek Valley, LLC. Address 3650 Vance Street City Wheat Ridge State CO Zip 80033 Phone (303) 287-5525 Fax (303) 287-3697 Phone(303) 263-0489 Fax Contact Scott Sworts Address 909 E. 62nd Ave Phone (303) 287-5525 CityDenver State CO Zip 80216 Fax (303) 287-3697 (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): 4840/4880 Van Gordon Street Type of action requested (check one or more of the actions listed below which pertain to your request): Please refer to submittal checklists for complete application requirements; incomplete applications will not be accepted O Change of zone or zone conditions O Special Use Permit O Subdivision: Minor (5 lots or less) O Consolidation Plat O Conditional Use Permit O Subdivision: Major (More than 5 lots) O Flood Plain Special Exception ® Site Plan approval O Temporary Use, Building, Sign O Lot Line Adjustment O Concept Plan approval O Variance/Waiver (from Section ) O Planned Building Group O Right of Way Vacation O Other: Detailed description of request: The proposed development is to add two new buildings in an existing development. The new buildings will have the addresses 4840 and 4880 Van Gordon Street. These buildings were depicted in the original development plan. Both buildings are expected to be office/warehouses. Required information: Assessors Parcel Number: Lots 2 and 3, A-1 Patern Subdivion Size of Lot (acres or square footage): 1.937 Acres Current Zoning: I -E Proposed Zoning: No Change Current Use: Office/Warehouse Proposed Use: Office/Warehouse 1 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 other than owners must subs wer-of-at rom the owner which approved of this action on his behalf. Notarized Signature of Applicant State of Colorado County of by1y{X } ss The foregoing instrument (Land Use Processing Application) was acknowledged by me this I a of btte.YYli�21 20 J5 by � SI�U01'-1 'S MARISA A JOHNSON r NOTARY PUBLIC b STATE OF COLORADO Notary Publ NOTARY ID 20064005367 My commission expires J /20� MY COMMISSION EXPIRES APRIL 21, 2018 �/ Z ---- To be filled out by staff: Date received I -OL - 3 ` �5 Comp Plan Design. Related Case No. Fee $ C 1 Recei t No. Case No. U) Zoning r�<<.,5 •},^ • ,� [ n pi c, r -k l f L F� Quarter Section Map � L 1 7 Pre -App Mtg. Date Cl it ./ Case Manager WHEN RECORDED RETURN TO: 4840 and 4880 Van Gordon Street Wheat Ridge, CO 80033 SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made on May 16, 2013 between DF: $56.43 Energy Repair Service, Inc., a Colorado corporation ("Grantor"), duly organized and existing under the laws of the State of COLORADO and VanGordon Properties, LLC, a Colorado limited liability company ("Grantee"), duly organized and existing under the laws of the State of COLORADO whose legal ad?the(Grantor, kAg 3Gro I/awce, r-. Jy-/ ade,,,,F'': d � Cv.,PJJ�7 WITNESS, for and in consideration of Five Hundred Sixty4,our Thousand Three Hundred Thirty -Six Dollars and No/100's ($564,336.00), 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 and the successors and assigns of the Grantee forever, all of the real property, together with the fixtures and improvements located thereon, if any, situate, lying and being in the County of JEFFERSON and State of COLORADO, described as follows: Lots 2 and 3, A-1 Pattern Minor Subdivision, County of Jefferson, State of Colorado Also Known As: 4840 and 4880 Van Gordon Street, Wheat Ridge, CO 80033 TOGETHER WITH, all and singular the hereditaments and appurtenances thereunto 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, either in law or in 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 the appurtenances, unto the Grantee, its successors and assigns forever. The Grantor, for itself and its successors and assigns, does covenant and agree that it shall and will WARRANT and FOREVER DEFEND the above bargained premises in the quiet and peaceable possession of the Grantee and the successors and assigns of the Grantee, against all and every person or persons lawfully claiming the whole, or any part thereof, by, through or under the Grantor, except: As shown on Exhibit A attached hereto and by this reference incorporated herein. EXECUTED AND DELIVERED on the date set forth above. Energy Repair Service, Inc., a Colorado co'rrporation / By: njamin F. Chaney®rlas' attorney in fac for Benjamin F. Chaney, Sr., Chief Executive Officer STATE OF: COLORADO COUNTY OF:7��Irry� e,► ti C�a�e/has Nil The foregoing instrument was acknowledged before me on May 16, 2013 byer-er-Ivtctrrbax of Energy ,� Repair Service, Inc., a Colorado corporation. 43— �'�rl�eti�a�:ti C,�aeey Sr GNfa`t My Commissi pires: D No ry Public Exhibit A 1. Taxes and assessments for the year 2013, and subsequent years, a lien not yet due or payable. 2. Easements, notes and conditions appearing upon the Plat of A-1 Pattern Minor Subdivision. 3. Terms, conditions, provisions, agreements and obligations specified under the Easement Agreement by and between Steven C. Aberle and Valley Water District recorded February 22, 2001 at Reception No. F 1188273. 4. Terms, conditions, provisions, agreements and obligations contained in the Subdivision Improvement Agreement as set forth below: Recording Date: July 23, 2001 Reception No. F 1280748 5. Terms, conditions, provisions, agreements and obligations contained in a lease as evidenced by that certain financing statement recorded and as set forth below: Recording Date: September 9, 2002 Recording No.: Reception No. F1560899 NOTE: Amendment recorded March 14, 2012 at reception No. 2012027984. 6. Any existing leases or tenancies, and any and all parties claiming by, through or under said lessees. Owners Agent Authorization dcb Construction Company, Inc. is hereby authorized to act on behalf of Clear Creek Valley, LLC. as their agent for the Ficco Office LWvvaehnouse project located at 4840 and 4880 Van Gordon Street in Wheat Ridge Coloroado. Owners- tm e --12112'-1 Date Rev. 5/2014 City of W heat �idge COMMUNITY DEVELOPMENT Submittal Checklist: Site Plan Project Name: Project Location: Application Contents: The site plan is used to confirm that new development, redevelopment, or significant facade improvements meet all applicable zoning or design standards. The following items represent a complete site plan application. �(. Completed, notarized land use application form Application fee 3. Signed submittal checklist (this document) Proof of ownership—e.g. deed �_,,5. Written authorization from property owner(s) if an agent pts on behalf of the owner(s) \A. Written request and description of the proposal — o-V� sw-Q ✓f. Plan set—including site plan, landscape plan, building elevations, streetscape plan, photometric _ Two (2) full size paper copies (24" x 36") One (1) reduced size paper copy (11" x 17") One (1) color reduction of building elevations i9 Civil documents, if required -,-40. Electronic (Adobe .pdf) files of all submittal documents—these may be provided via email, CD, DVD, or USB flash drive Form and content of Plan Set: Site Plan Note: Depending on the size of the site, Project information it may be necessary to provide one overall site plan and additional pages to 1. Title of document—centered at top of page show the location of all buildings, 2. Vicinity map fences, signs, parking, etc. 3. Scale and north arrow—scale not to exceed 1 "=100' 4. Date of plan preparation and name/address of who prepared the plan 5. Legal description 6. Appropriate signature blocks—see cover sheet handout 7. Signed surveyor's certification 8. Case history with applicable land use case numbers 9. Statement of proposed uses and compliance with zoning 10. Site data in tabular form (numeric and percentage), including the following: a. Total area of property, gross and net _b. Building coverage _c. Amount of open space required and provided—include breakdown of usable open space, hardscaped open space, and landscaped open space _d. Number of parking spaces required and provided e. Gross floor area by use f. Number of residential units and density 11. Justification of provided parking ratio, especially where shared parking is proposed Community Development Department - (303) 235-2846 - www.ci.wheatridge.co.us Sample Site Data Table [more or less information may be required depending on the development proposal] Existing zoning Proposed land use Total area[acres/sq ftgross[acres/sq ft net Lot #[acres/sq ft Lot #[acres/sq ft Floor area by use Use s ft Use sq ft Graphical information 12. Legend 13. Property lines and dimensions 14. Adjoining property lines, buildings, access, and parking 15. Location of improvements that are proposed and those that are existing and will remain: a. Buildings—identify floor area, setback dimensions, proposed land use b. Parking and loading areas—identify handicap parking _c. Open space/landscaping—identify size (sq ft) and type (eg living, sod, hardscape) d. Fences, walls, or hedges—identify height and material e. Exterior lighting f. Signs—identify type and height _g. Trash containers or storage area—identify height and material of screen walls h. Areas for outside storage/display—identify height and material of screen walls 16. Easements, utilities, or other encumbrances that may impact development 17. Drainage ways, pond areas, ditches, irrigation canals, lakes and streams—if applicable _18. Streets and rights-of-way both adjacent and within the site—include names, widths, location of centerlines 19. 100 -year floodplain—if applicable Landscape Plan 1. Title of document (centered at top of page) 2. Scale and north arrow (scale not to exceed 1"=100') 3. Legend 4. Property lines and dimensions 5. Proposed buildings and parking areas _6. Proposed open space/landscape areas—identify dimensions/square footage 7. Proposed materials for all landscape and hardscape areas—identify type of ground cover, pavers, and plant material Required Proposed Building coverage % max / sq ft max % / sq ft Open space/landscaping % min / sq ft min % / sq ft Useable % min / sq ft min % / sq ft Sod % max / s ft max % / s ft Hardsca e % max / sq ft max % / sq ft Parkin Standard # # Accessible # # Bicycle # # Graphical information 12. Legend 13. Property lines and dimensions 14. Adjoining property lines, buildings, access, and parking 15. Location of improvements that are proposed and those that are existing and will remain: a. Buildings—identify floor area, setback dimensions, proposed land use b. Parking and loading areas—identify handicap parking _c. Open space/landscaping—identify size (sq ft) and type (eg living, sod, hardscape) d. Fences, walls, or hedges—identify height and material e. Exterior lighting f. Signs—identify type and height _g. Trash containers or storage area—identify height and material of screen walls h. Areas for outside storage/display—identify height and material of screen walls 16. Easements, utilities, or other encumbrances that may impact development 17. Drainage ways, pond areas, ditches, irrigation canals, lakes and streams—if applicable _18. Streets and rights-of-way both adjacent and within the site—include names, widths, location of centerlines 19. 100 -year floodplain—if applicable Landscape Plan 1. Title of document (centered at top of page) 2. Scale and north arrow (scale not to exceed 1"=100') 3. Legend 4. Property lines and dimensions 5. Proposed buildings and parking areas _6. Proposed open space/landscape areas—identify dimensions/square footage 7. Proposed materials for all landscape and hardscape areas—identify type of ground cover, pavers, and plant material _8. Schedule of proposed plantings, including: a. Amount of open space required and provided—include breakdown of usable open space, hardscaped open space, landscaped open space, required and provided shrubs, required and provided trees, required and provided street trees b. Species name—common and botanical c. Quantity of each species _d. Size of plants/trees—gallon size of container, caliper or height of trees _e. Type of ground cover f. Quantity of ground cover—identify total size in square feet and as a percentage of total open space g. Supplementary notes—regarding irrigation, size of plant container, balled and burlapped, depth of non -living material/rock/bark, etc Sample Landscape/Plant Schedule [more or less information may be required depending on the development proposal] Trees Required Botanical Name Proposed Open sace/landsca in % min / sq ft min % / sq ft Useable % min / sq ft min % / sq ft Sod % max / sq ft max % / sq ft Hardsca e % max / sq ft max % / sq ft On-site trees # % max / sq # % / s On-site shrubs # # ft max Street trees # # Trees Qty Botanical Name Common Name Ground floor transparency Shrubs Qty Botanical Name Common Name %/s ft Fa adeB % min /s Street Trees Qt Botanical Name Common Name EIFS/CMU/metalpanels/siding .. Building Elevations 1. Title of document (centered at top of page) 2. Detailed elevations for each fagade 3. Detailed elevations for accessory structures 4. Detailed elevations for trash enclosures/screen walls 5. Material and color information 6. Structure dimensions—overall building height, overall building width, floor -to -floor heights 7. Summary table of materials and transparency by fagade—where material or transparency standards apply, include a table identifying required and proposed materials Sample Building Materials Summary [more or less information may be required depending on the development proposal] 3 Required ___Proposed Ground floor transparency Fa adeA % min /s ft min %/s ft Fa adeB % min /s ft min %/s ft Secondary material EIFS/CMU/metalpanels/siding .. Fa ade A % max / sq ft max % / s ft Facade B % max / sq ft max % / s ft 3 Streetscape Plan It may be possible to combine this sheet with the Landscape Plan as long as public street trees are disaggregated in the plant schedule. Refer to the Wheat Ridge Streetscape Design Manual for streetscape design requirements. 1. Title of document (centered at top of page) 2. Scale and north arrow (scale not to exceed 1 "= 100') 3. Location of all existing and proposed streetscape elements/furnishings, including: a. Sidewalk and amenity zones—location, dimensions, materials b. Street trees—identify spacing dimensions c. Street lights _d. Pedestrian lights e. Street furniture—benches, trash cans, etc f. Bus stops g. Signs h. Irrigation system i. Utilities and utility boxes j. Curbs and ADA ramps 4. Schedule of proposed plantings, including: a. Species name—common and botanical b. Quantity of each species c. Size of plants/trees—gallon size of container, caliper or height of trees _d. Type of ground cover e. Quantity of ground cover—identify total size in square feet and as a percentage of total open space f. Supplementary notes—regarding irrigation, size of plant container, balled and burlapped, depth of non -living material/rock/bark, etc 7. Schedule of proposed streetscape furnishings, including: a. Manufacturer b. Product number _c. Color d. Quantity Photometric Plan 1. Title of document (centered at top of page) 2. Scale and north arrow (scale not to exceed 1 "= 100') 3. Site plan showing the location of all exterior lights and a numerical grid of lighting levels in foot candles or as isoilluminance curves 4. A fixture schedule that includes all luminaries shown on the plan and specs for each fixture: a. Manufacturer and model a. Fixture type and wattage _b. Mounting height of all fixtures _5. Cut sheets showing the design and finishes of all fixtures, including designation of cutoff fixtures 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. Trip generation letter or traffic study 2. Drainage report 3. Soils report 4. Erosion control plan As applicant for this project, I hereby ensure that all of the above requirements have been included with this submittal. 1 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 (2nd) full review, 1 will be subject to the applicable resubmittal fee. Signature: - Date:1�,7 /Z-0 Name (please print): �6 ✓o i� Phone: 5"SZs CIVIL ENGINEER HVS ENGINEERING 9201 W. TENESSEE AVE LAKEWOOD, CO 80226 303-940-5807 hen yah—g.com CONTACT: HENRY HOLLENDER. P.E. LANDSCAPE ARCHITECT WESTIDE REALTY, DESIGN AND DEVELOPMENT SERVICES 5690 WEBSTER ST ARVADA, CO 80002 303-9024810 rth—helm®comcast,net CONTACT: ROB THORSHIEM SURVEYOR R.W. BAYER 8 ASSOCIATES. INC 2090 EAST 104TH AVENUE, SUITE 200 THORNTON, CO 80233 3034524433 rwbsurveying@hoenail.com CONTACT: RAYMOND W. BAYER ARCHITECT dcb CONSTRUCTION 909 E. 62ND AVE DENVER, CO 80216 303-287-5525 s rts@dcbconstruc0onl.com CONTACT: SCOTT SWORTS CHARACTER OF DEVELOPMENT THE PROPOSED PROJECT IS TO ADD TWO NEW BUILDINGS IN AN EXISTING DEVELOPMENT: THE NEW BUILDINGS WILL HAVE THE ADDRESSES 4840 AND 4860 VAN GORDON STREET. THESE BUILDINGS WERE DEPICTED IN THE ORIGINAL DEVELOPMENT PLAN SUBMITTED TO YOUR OFFICE AT THE TIME OF THE INITIAL DEVELOPMENT PLAN. THERE IS CURRENTLY ONE TILT -UP CONCRETE STRUCTURE ON THE SITE AND THE PROPOSED DEVELOPMENT WILL DUPLICATE THIS BUILDING FOR THE EAST LOT. THERE WILL ALSO BE A NEW BUILDING ON THE SOUTH SIDE OF THE LOT. THE SITE WILL BE DEVELOPED WITH THE BUILDINGS ON THE PERIMETER, WITH THE PARKING AND CIRCULATION CENTRALIZED AND SHARED. ALTHOUGH THE PARKING WILL BE IN COMMON, EACH BUILDING WILL HAVE SUFFICIENT PARKING IN THE IMMEDIATE VICINITY TO ACCOMMODATE THE EXPECTED USE. THE DEVELOPMENT WILL USE MUCH OF THE EXISTING MATURE LANDSCAPING ALREADY IN EXISTENCE IN THE SETBACK AREA. AS WELL AS IN A NUMBER OF THE EXISTING PARKING ISLANDS. THE DEVELOPMENT WILL ALSO USE THE EXISTING DETENTION POND IN THE SOUTHEAST CORNER OF THE SITE AND THE AREA AROUND THE POND WILL BE LANDSCAPED. THE NEW BUILDING ON THE EAST PART OF THE SITE WILL BE A 28,000SF SINGLE STORY TILT -UP BUILDING. THIS BUILDING WILL BE SIMILAR TO THE EXISTING BUILDING ON SITE, AND IS PLANNED TO BE DIVIDED INTO LEASEABLE SPACES. THE BUILDING ON THE SOUTH SIDE OF THE SITE WILL BE A 27.000SF BE OF CMU CONSTRUCTION, WITH ACCENT BANDS OF SPLITFACE CMU. THIS BUILDING MAY BE DIVIDED INTO 12 UNITS OF APPROXIMATELY 2.250SF EACH. THE BUILDINGS ON THE SITE WILL ALL USE EARTH TONE COLORS, STOREFRONT SYSTEMS WITH ANODIZED ALUMINUM IN A MEDIUM BRONZE TONE, PARAPET WALLS. THE SOUTH BUILDING WILL HAVE STEEL CANOPIES AT THE ENTRIES. CASE HISTORY X FICCO OFFICE WAREHOUSE - LOT 3, A-1 PATTERN MINOR SUBDIVISION SITE PLAN REVIEW IN THE CITY OF WHEAT RIDGE, COLORADO SITUATED IN THE SOUTHEAST ONE-QUARTER OF SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO. SITE PLAN REVIEW PROPERTY OWNER CLEAR CREEK VALLEY, LLC 3650 VANCE STREET, SUITE t WHEAT RIDGE, CO 80033 303-263-0489 louficco@gmail.cam CONTACT: LOU FICCO ELECTRICAL PRODUCTNE ELECTRIC, LLC 2775 W. HAMPDEN AVE, STE 200 ENGLEWOOD, CO 80110 720-946-1830 jbmneske@Pmductl-alectric.cem CONTACT: JASON BRUNESKE VICINITY MAP NTS SHEETINDEX CS COVER SHEET CIVIL Srdnleabn/Revitlm 1 OF 10 HISTORIC 2 OF 10 DEVELOPED 3 OF 10 PARKING 4 OF 10 EC 5 OF 10 DETAILS 6 OF 10 OUTLET DETAILS 7 OF 10 EC DETAILS 80F 10 EC DETAILS 9 OF 10 EC DETAILS 10 OF 10 EC DETAILS LANSSCAPE L1.0 LANDSCAPE PLAN PHOTOMETRICS E-101 PHOTOMETRIC SITE PLAN E-102 PHOTOMETRIC DETAILS ARCHITECTURALS A-1 4840 BUILDING ELEVATIONS A-2 4880 BUILDING ELEVATIONS A-3 RENDERINGS LEGAL DESCRIPTION LOTs 2 and 3, A-1 PATERN MINOR SUBDIVISION, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO CONTAINS 84,370 SQUARE FEET OR 1.937 ACRES MORE OR LESS PROPERTY ADDRESS: #4840 and 4880 VAN GORDON STREET SITE DATA TABLE EXISTING ZONING I -E PROPOSED LAND USE OFFICE AND WAREHOUSE SPACE TOTAL AREA 1.937 ACRES 1 84.370 SQUARE FEET OJ:i li 119R•]7t:i]:Cl:iy�•l-Ltl•Y� ' cs OWNERS CERTIFICATE: THE BELOW SIGNED OWNER(S), OR LEGALLY DESIGNATED AGENT(S) THEREOF, DO HEREBY AGREE THAT THE PROPERTY LEGALLY DESCRIBED HEREON WILL BE DEVELOPED AS A PLANNED DEVELOPMENT IN ACCORDANCE WITH THE USES, RESTRICTIONS AND CONDITIONS CONTAINED IN THIS PLAN. AND AS MAY OTHERWISE BE REQUIRED BY LAW I (WE) FURTHER RECOGNIZE THAT THE APPROVAL OF THIS SPECIFIC DEVELOPMENT PLAN, DOES NOT CREATE A VESTED PROPERTY RIGHT. VESTED PROPERTY RIGHTS MAY ONLY ARISE AND ACCRUE PURSUANT TO THE PROVISIONS OF SECTION 26-121 OF THE WHEAT RIDGE CODE OF LAWS. XXXXX STATE OF COLORADO )SS COUNTY OF JEFFERSON) THE FOREGOING WAS ACKNOWLEDGED BEFORE ME THIS DAY OF A.D. 20_ BY WITNESS MY HAND AND OFFICIAL SEAL. MY COMMISSION EXPIRES NOTARY PUBLIC I. RAYMOND W. BAYER. DO HEREBY CERTIFY THAT THE SURVEY OF THE BOUNDARY OF LOT 3, A-1 PATTERN MINOR SUBDIVISION 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 PLAN ACCURATELY REPRESENTS SAID SURVEY. O W. AY , REG. P.L.S. NO. 6973 CLERK AND RECORDER'S CERTIFICATE: STATE OF COLORADO ) )SS COUNTY OF JEFFERSON) I HEREBY CERTIFY THAT THIS PLAN WAS FILED IN THE OFFICE OF THE COUNTY CLERK AND RECORDER OF JEFFERSON COUNTY AT GOLDEN, COLORADO, AT O'CLOCK .M. ON THE��DAY OF A.D.. IN BOOK . PAGE RECEPTION NO. JEFFERSON COUNTY CLERK AND RECORDER BY DEPUTY PLANNING COMMISSION CERTIFICATE: APPROVED THIS DAV OF A O., BY THE WHEAT RIDGE PLANNING COMMISSION. CHAIRPERSON CITY CERTIFICATE: APPROVED THIS DAV OF A.D.. BY THE CITY OF WHEAT RIDGE. ATTEST CITY CLERK MAYOR I COMMUNITY DEVELOPMENT DIRECTOR Dab Srdnleabn/Revitlm 2/15/2015 SITE PLAN REVIEW E g 8 � R v c 5 o #$ '— p5s C aP o €€€ EO fe c O� 6 s` V � E Ln Ov g ;Etl a�2p VJ 0 w O clfo u Z O U w o W aw Oo U W Z� E: > w O 0LL C7 = CL 0 �� V 0 U U LL Damm Racer - 15-922 Draweg TNe COVER SHEET CS HISTORIC DRAINAGE MAP WEST 52ND AVENUE 4840 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST o Ill ttl OF THE 6TH P.M. SITE WA P N 0 CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET I OF 10 WEST 48TH AVE D: 3 '0 aStP� - III WEST 44TH AVE © - - III�JJI�I VICINITY MAP i1I III SCALE:1' - 1000' CTj1J � J_ CONTENTS 1 EXISTING GRADING 2 DEVELOPED DRAINAGE 3 V / EROSION CONTROL PLAN 5 EXISTING LEGEND 6 OUTLET STRUCTURE 7 EROSION CONTROL PLAN INDICATES BUILDING IMPROVEMENTS - - --- -- EROSION CONTROL DETAILS C� INDICATES CONCRETE IMPROVEMENTS C� HISTORIC DRAINAGE MAP WEST 52ND AVENUE 4840 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST o Ill ttl OF THE 6TH P.M. SITE WA P N 0 CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET I OF 10 WEST 48TH AVE D: 3 '0 aStP� - III WEST 44TH AVE © - - III�JJI�I VICINITY MAP i1I III SCALE:1' - 1000' CTj1J � J_ L ----------J -- -- - - - SURVEY BY: SOL SURVEY, LLC. 209 N. SCOTT STREET ST. FRANCIS, KS 67756 TEL: 785-332-2483 DATE: OCTOBER 1'2013 DECEMBER 22, 2013 SURVEY BY: W. BAYER & ASSOCIATES, INC 2090 EAST 104TH AVENUE. SUITE 200 THORNTON. COLORADO 80233 (303) 452-4433 DATE: FEBRUARY 6, 2015 *BENCHMARK (10/1/2013): ELEVATIONS SHOWN ARE ASSUMED. TO OBTAIN THE CITY OF WHEAT RIDGE NAV088 ELEVATION SUBTRACT 8.21 FEET FROM ELEVATIONS SHOWN. THIS ELEVATION DATA IS BASED ON CITY OF WHEAT RIDGE POINT NO. 13109, A BRASS CAP IN A RANGE POINT BOX AT THE INTERSECTION OF WEST 48TH AVENUE AND WARD ROAD WHICH HAS A PUBLISHED ELEVATION OF 5468.69.- BENCHMARK 468.69.BENCHMARK (2/08/2015): ELEVATIONS SHOWN ARE ASSUMED. TO OBTAIN CITY OF WHEAT RIDGE NAVD 88 DATUM ELEVATION SUBTRACT 8.21 FEET FROM THE EXISTING OR PROPOSED ELEVATION. THIS ELEVATION DATA IS BASED ON THE CITY OF WHEAT RIDGE POINT NUMBER 13209 (THE S.E. COR. OF SEC. 17), A 3-1/2 BRASS CAP, P.L.S. 13212, IN RANGE BOX, WHICH HAS A PUBLISHED ELEVATION OF 5400.31. TEMPORARY BENCHMARK (T.B.M.) (2/6/2015): THE NORTHWEST BONNET BOLT OF THE FIRE HYDRANT LOCATED EAST 69.3' AND SOUTH 11.6' OF THE SOUTHEAST CORNER OF THE EXISTING BUILDING AS SHOWN ON THIS MAP. ELEVATION: (5467.77 NAVO 88 DATUM) 5475.98 ASSUMED ON THIS TOPOGRAPHIC MAP. SEE BENCHMARK TABLE FOR EXAMPLE, THIS SHEET. ELEVATIONS ELEVATION PER CONVERTED TO SHEET CONTENTS 1 EXISTING GRADING 2 DEVELOPED DRAINAGE 3 V 4 EROSION CONTROL PLAN 5 EXISTING LEGEND 6 OUTLET STRUCTURE 7 EROSION CONTROL PLAN INDICATES BUILDING IMPROVEMENTS - - --- -- EROSION CONTROL DETAILS I INDICATES CONCRETE IMPROVEMENTS r - - - 1 INDICATES PAVEMENT IMPROVEMENTS INDICATES GRAVEL IMPROVEMENTS OFFSITE TO SITE - - - - - INDICATES EXISTING CONTOUR, MAJOR STUDY BASIN POINT 05 0100G - - - -INDICATES EXISTINCONTOUR, MINOR OH1 A 16.6 33.6 Lov INDICATES EXISTING EDGE OF PAVEMENT OH2 8 1.6 4.8 -X-X-X- INDICATES FENCE LINE OHjI C 1 0.0 10.3 INDICATES LOT UNE ITOTAL 1 18.2 38.7 - - - - - INDICATES LOT UNE INTERNAL oHu INDICATES OVERHEAD UTILITY STUDY INDICATES RETAINING WALL BASIN POINT 05 0100 INDICATES CURB & GUTTER H1 1 6.0 13.7 H2 2 0.4 2.6 INDICATES SANITARY MANHOLE H3 3 1.5 7.2 -� INDICATES UTILITY POLE H4 4 0.1 0.4 V INDICATES WATER VALVE HS 5 0.1 0.4 0 TOTAL 81 C INDICATES EXISTING HEADWALL24.3 L ----------J -- -- - - - SURVEY BY: SOL SURVEY, LLC. 209 N. SCOTT STREET ST. FRANCIS, KS 67756 TEL: 785-332-2483 DATE: OCTOBER 1'2013 DECEMBER 22, 2013 SURVEY BY: W. BAYER & ASSOCIATES, INC 2090 EAST 104TH AVENUE. SUITE 200 THORNTON. COLORADO 80233 (303) 452-4433 DATE: FEBRUARY 6, 2015 *BENCHMARK (10/1/2013): ELEVATIONS SHOWN ARE ASSUMED. TO OBTAIN THE CITY OF WHEAT RIDGE NAV088 ELEVATION SUBTRACT 8.21 FEET FROM ELEVATIONS SHOWN. THIS ELEVATION DATA IS BASED ON CITY OF WHEAT RIDGE POINT NO. 13109, A BRASS CAP IN A RANGE POINT BOX AT THE INTERSECTION OF WEST 48TH AVENUE AND WARD ROAD WHICH HAS A PUBLISHED ELEVATION OF 5468.69.- BENCHMARK 468.69.BENCHMARK (2/08/2015): ELEVATIONS SHOWN ARE ASSUMED. TO OBTAIN CITY OF WHEAT RIDGE NAVD 88 DATUM ELEVATION SUBTRACT 8.21 FEET FROM THE EXISTING OR PROPOSED ELEVATION. THIS ELEVATION DATA IS BASED ON THE CITY OF WHEAT RIDGE POINT NUMBER 13209 (THE S.E. COR. OF SEC. 17), A 3-1/2 BRASS CAP, P.L.S. 13212, IN RANGE BOX, WHICH HAS A PUBLISHED ELEVATION OF 5400.31. TEMPORARY BENCHMARK (T.B.M.) (2/6/2015): THE NORTHWEST BONNET BOLT OF THE FIRE HYDRANT LOCATED EAST 69.3' AND SOUTH 11.6' OF THE SOUTHEAST CORNER OF THE EXISTING BUILDING AS SHOWN ON THIS MAP. ELEVATION: (5467.77 NAVO 88 DATUM) 5475.98 ASSUMED ON THIS TOPOGRAPHIC MAP. SEE BENCHMARK TABLE FOR EXAMPLE, THIS SHEET. ELEVATIONS ELEVATION PER CONVERTED TO SHEET CONTENTS 1 EXISTING GRADING 2 DEVELOPED DRAINAGE 3 PARKING LOT PLAN 4 EROSION CONTROL PLAN 5 CONSTRUCTION DEAILS 6 OUTLET STRUCTURE 7 EROSION CONTROL PLAN 8 EROSION CONTROL DETAILS 9 EROSION CONTROL DETAILS 10 EROSION CONTROL DETAILS D 0 W SUBBASIN DESIGNATION AREA IN ACRES H MINOR STORM RUNOFF COEFFICIENT 0.80 .15 MAJOR STORM RUNOFF COEFFICIENT ® 0. ,&--STUDY POINT DESIGNATION 8.0 PEAK INITIAL STORM DISCHARGE(CFS) 137 PEAK MAJOR STORM DISCHARGE (CFS) » STORMWATER DISCHARGE TO OFFSITE STORMWATER FLOW DIRECTION HISTORIC SUBBASIN BOUNDARY T.B.M. TEMPORARY BENCHMARK 'ALL ELEVATIONS ON PLANSET TO BE CONVERTED TO NAWJBBBYSUBTRACTNG 5.21'FROM ELEVATIONS SHOWN ON PLANSET. IWORMATIONN ON 711E FOLLOWING DRAWINGS, PERTAINING TO THE LOCATION OF UNOERGRO NI UTUTES. REPRESENT ONLY THE OPINION OF THE ENGINEER AS TO THE LOCATION OF SUCH UTILITIES AND IS INCLUDED ONLY FOR THE POSSIBLE CONVEMEHCE OF BIDDERS NO RESPONSIBILITY 15 ASSUMED BY THE ENGINEER OR BY THE OWNER FOR THE SUFTCENCY OR ACCURACY OF EXISTING UNDERGROUND UTILITY LOCATION WORMATION SHOWN ON THE PLANS R SHALL BE THE RESPO MUTY OF THE CONTRACTOR TO VERIFY. TO LOCATE TO CARMILLY EXCAVATE AND TO PROTECT ALL DOSTI G UNDERGROUND UTILITIES THAT MAY BE AFFECTED BY ANY OONSTRUCIKN ACTIVITY. TSP WaAhp Dap N.tp PMaw 811 0 0 0 0 PIEAQ Dw UEnr wmALr IY M DW ROE W PANT UYE m VT KNOW %HATS BELOW -m ZEST TWE 10 CNL TA. N -I. s-5 CALL BEFORE YOU DIG asT DAn m r Y.a. W W I-Iy MLOR rAOEt rEE.cdI811.cpn NILE..._....._.._...._ PITA9E WAnA uM5 NrD %nRIWND pAY3 SFFnEE TQI W0. gHANt%..._......__..UNES, COIIUCII AIARY OI 9O1AL umS Qt EXGVAIF, IE nE IfES. CA y - NIUTY fgnRCATpN L91TDN a 1ElPgURY SUI1E1' YARWLTi RN._...._....... _.pEOAAIEp rATR, WaCA1NaN AND fwLGRADD. MI. FnR nE YAIaaNO NASIE._.._..._..... 9TRI NAILS 6 NRSBEN IINOERaQW UNE111f3. -COg1I T ANODLTIILNO CA IED....._.........__. 0. PIIOP0L. EXCAVAnM AYa��aw oasaA,tm n NNIE._..........___.GAS. STEAM. PEIROIELY, (R W1101L_..._.._...._r,A5EGD5 YAIBWALS N "It. E S SCALE 1'= 50' Design LMR Drawn LMR W 0 Z OV rQr�( ) V� V �U_/ > L.L. 0 VJ 2 co ,It SHEET 1 OF 10 ABBREVIATION LD FES= FLARED ENEGEN D SECTION FG - FINAL GRADE SAF = SOIL AT FOUNDATION TOC - TOP OF CHANNEL T.B.M. = TEMPORARY BENCHMARK PL =PROPERTY UNE I I I 1 � 11 � MANHOLE UNKNOWN RIM ErZ-Sd7$31\; W �® IAJ I - y O I � SUBBASIN DESIGNATION D2 AREA IN ACRES I (� PTA 0+88.60 0. .82 MINOR STORM RUNOFF COEFFICIENT OF THE 6TH P.M. STING 1$' CMP-6PL a.7 MAJOR STORM RUNOFF COEFFICIENT FFE-79.4 II I FL = 75.44' SEE OUTLET DETAIL SHEET 6. AREA INLET AREA IN ACRES II EXISTING W EXISTINGIIHI IRATE 78.12' '' TO BE REIM IINV -75.52' I \ I� SNDY POINT DESIGNATION - _ - _ _ III I I II -IIIIIIIIIIIII A 0.2 - I' I 18.8 - IS3.8 STA I _ + 1 I II 1 1 4'0 H 1 INSTALL \ REMOVE AND REP A ,� 4'0 MH ¢ I 1 EXISTING FE$ MATH 4' M RIM - 7.00' BEGIN 24" R '� INV IN =175. I RIM 7y, 0' INV OUT X17 INV IN 75.2T �� I I I INV OUT %'75.17' II J __c 1 STA 1+00 STA 1+10 REMOVE A T DON STREET11 �6EXISTIN0 VAN G BUI EXISTING FES WITH 4'0 MH/1 4'0 MH/2 DEVELOPED DRAINAGE MAP 4840 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST SUBBASIN DESIGNATION D2 AREA IN ACRES Q 0. .82 MINOR STORM RUNOFF COEFFICIENT OF THE 6TH P.M. OUTLET STRUCTURE TO BE REMOVED AND a.7 MAJOR STORM RUNOFF COEFFICIENT CITY OF WHEAT RIDGE COUNTY G SEE OUTLET DETAIL SHEET 6. AREA INLET AREA IN ACRES OF JEFFERSON STATE OF COLORADO 5 7 W POND IS TO BE LINED WITH A 12' CLAY LINER. 1 0.8 MINOR STORM RUNOFF COEFFICIENT SHEET 2 OF 10 Q INSTALL 92 LF OF 4' WADE CONCRETE - /I-11111"III � -- I I U I z SNDY POINT DESIGNATION - _ - _ _ III I I II -IIIIIIIIIIIII DETAILS, SHEET 6. 0.2 - -- CHANNEL 0 PEAK INITIAL STORM DISCHARGE (CFS) Q,4 - - �� 1 I IIII IIIIIII VIII INSTALL 4' CONCRETE RUNDOWN AT ALL PEAK MAJOR STORM DISCHARGE (CFS) 5 0.82 1 / IIII II III IIII » STORMWATER DISCHARGE TO OFFSITE .7 1 I I II III �C IpImIf OLT x O K eli !3 A K lefAeA Oe101 Y911O /IO iYNI�eLYA xralwe eDO�lI1 � Aelllm R x OY0 STORMWATER FLOW DIRECTION rc eie®el wa'w� x urm� a mlr, v mru I�mlololr INnr LaasOr NIOY�eW ewl aN x N/IN. n auu RTM �w�'Nrco m wolm ilu ioudlo1Dlaw u5vo w. i •Iw 1 �� I I IIIIIIII IIIIIillll VIII IIIIIII �� .-D ED SUBBASIN BOUNDARY -------HISTORIC BASIN k SUBBASIN BOUNDARY __c 1 �� IIIIIIIIIIVIII T DON STREET11 �6EXISTIN0 VAN G BUI $ I IYYYYYY DING 1 /4880 VAN GORDON STREET � I IIII I I IIIIIIIIIIIII IIIIIII Q Im OFFSITE TO SITE FFE-77.75 rl I II . i - �� III IIIIIIIII II STUDY BASW POINT 05 0STUDY BASIN POINT Q5 0100 D1 1 11.5 25.4 OHI A 16.6 1 33.6 1 I II r, III I I IIII 03 0.0 0.3 3D4 -OH2 B 1.6 A I w. R II�III��IIII 4 0.0 0.1 ,� I I o i ' &�D IIIIIIIII III II III D5 5 2.4 4.9 D6 6 0.0 0.0 TOTAL 14.1 1 31.10 II IIIIIII OUTLET --1 i d IIIIIIIIIIIIIIiI FES STUDY POINT 8 - STUDY POINT 7 BASIN D G _ _ i 1 _.1, IIIIiIIl, lil�l BASIN 0 0ioodi1 OHI 16.6 33.6 16.6 33.6 'OH2 1.8 4.8 -----7-7-_- -Y----------. s _ PROFII_F 94" CI ASS IV RCP 15+78' 1 24" RCP - 74.0' IN - 72.0' = 71.5' TALL 24" FES .AL GRADING X1ND FES. RCP D 0.67X 0+50 0+75 1+ 1+ 5 1+ 0 1+ 5 2+00 2+25 2+50 2+ 5 5+00 3+25 3+50 3+ 5 400 4+25 450 4+75 5+00 5+25 5150 5+78 N "'t. E S SCALE 1'- 30' 30 0 15 30 lOIL2 1.6 4.8 D1 11.5 J2�4DS 2.4 4.9 DS 24 D6 0.0 0.0 p8 0.0TOTAL 20.6 43.3 TOTAL J21 'BASIN SUBDIVIDED FOR AREA ORAINS *OH2 SUBBASINS AREA DRAINS SUBBASN 05 a (SUBBASIN OF Ot 0 0.8 2.0 SUBBASIN D 0100 b 0.3 0.8 0 0.8 2.0 C 0.3 0.8 b 0.3 0.8 d 0.1 0.7 c 0.3 0.8 e 0.1 0.6 d 0.1 0.7 TOTAL 1.6 4.9 TOTAL 1.5 4.3 POND VOLUMES & ELEVATIONS STORAGE REQUIRED PROMDED ELEVATION H07030,310 CU-FT FEET FOREBAY 366 WQCV 15,034 73.2 MINOR 15,978 73.3 MAJOR 30,824 74.7 FREEBOARD 44,921 75.8 ON/FL PAN = 70.96' ERUCT EXISTING ICY OVERFLOW TYPE "L" RIPRAP AREA. SEE SHEET ETAILS. 48.7 LF 15" STEEL ).6% TO REMAIN. 70.64' 9' TYPE "L" RIPRAP OF PIPE. SEE DETAIL (REMOVE :TIONS FROM PIPE.) BENCHMARK: SEE SHEET 1 FOR BENCHMARK NOTE SELECTED *-' ELEVATIONS ELEVATION PER I CONVERTED TO 'ALLELEVATIONS ON PLINSET TO BE CONVERTED TO NANDe813Y SLSTRAC B 2T FROM ELEVATIONS SHOWN ON PLANSET. Iz•I O VI" C5 � c Imo y m W � O o ssO r4 o m a N a D; a Design HH Drawn LMR CL Q POND NOTES: �y OUTLET STRUCTURE TO BE REMOVED AND C REPLACED. G SEE OUTLET DETAIL SHEET 6. W POND IS TO BE LINED WITH A 12' CLAY LINER. ! n (9 Q INSTALL 92 LF OF 4' WADE CONCRETE TRICKLE "Y' PAN AT PERCENTAGE SHOWN z ON GRAPHIC. SEE CONSTRUCTION DETAILS, SHEET 6. INSTALL 35 LF OF 4' WIDE RUNDOWN CHANNEL 0 INSTALL 51.8 LF OF 10' WIDE RUNDOWN CHANNEL k FOREBAY ACCESS Q INSTALL 4' CONCRETE RUNDOWN AT ALL W CURB CUTS. SEE CONSTRUCTION ^ 0- DETAILS, SHEET 6. �C IpImIf OLT x O K eli !3 A K lefAeA Oe101 Y911O /IO iYNI�eLYA xralwe eDO�lI1 � Aelllm R x OY0 W rc eie®el wa'w� x urm� a mlr, v mru I�mlololr INnr LaasOr NIOY�eW ewl aN x N/IN. n auu RTM �w�'Nrco m wolm ilu ioudlo1Dlaw u5vo w. i •Iw W !i¢Im n rr relnm. Q 811 11//�/� 0 0 00 a"mYo �y auw wn�ua �neen. Date: 10/23/2013 SHEET 20F 10 .0ZI ' LEGEND INDICATES FOUND MONUMENT ZI w THICK z INDICATES BUILDING IMPROVEMENTS J OSED TOP OF POND o 9" MIN ;;;BEDDING ND 75.8' INDICATES EXISTING PAVEMENT IMPROVEMENTS 2GR FOREBAY BO5, EXISTING SESECS PONE A -A GROUND SCALE: 1" = 10' jp 0I'- SPILLWAY GRADINIG 'PROPERTY LIMITS -I UNE PROPOSED GROUND _ L EMERGENCY SPILLWAY EXISTING GROUND SECTION B -BB -B SCALE: 1" = 10' PARKING LOT PLAN 4840 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO *FELEE A' /2 TIONS S OWN ARE ASSUMED. TO OBTAIN THE CITY OF WHEAT RIDGE NAVD88 ELEVATION SUBTRACT 8.21 FEET FROM SHEET 3 OF 10 ELEVATIONS SHOWN. THIS ELEVATION DATA IS BASED ON CITY OF WHEAT RIDGE POINT NO. 13109, A BRASS CAP IN A RANGE POINT TOP OF OF CUR�75.8' CONNECT FLOWLINE FROM SSS PAN TO CHANNEL. EXTEND TOP OF B,2 TO FOREBAY POND=74.7' S� B X00 RUNDOWN & FORE AY ACCESS FORREBAY ACCESCDETAIL SCALE 1" = 30' 0' 5.0' GRADIN✓ TY UNE GRADING & PROPOSED DRAINAGE GROUND \ - I - EASEMENT �SECSEfJOYO�EC C SCALE: 1" - 10' EXISTING GROUND 17.8' TOP OF POND = 75.8• 4 HWL 100 = 74100 74 7' EMERGENCY SPILLWAY SCALE: NOT TO SCALE 6" SOIL & LEGEND INDICATES FOUND MONUMENT GRASS RIPRAP THICK SIZE INDICATES BUILDING IMPROVEMENTS TYPE 2 9" MIN ;;;BEDDING 0 INDICATES EXISTING PAVEMENT IMPROVEMENTS FILTER RIP RAP FABRIC N.T.S. - - INDICATES EXISTING CONTOURS NOTES: 1. CURB RADIUS MEASURED AT FLOWUNE. 2. HANDI-CAP RAMPS PER CDOT STANDARD M-608-1. 3. INSTALL SIGNS: HANDI-CAP PARKING NO PARKING RIPRAP DIMENSIONS LOCATION RIPRAP SIZE THICKNESS 1 LENGTH WIDTH 15 RCP EXISTING CUTLET PIPE ' 24 FES TO POND ' EMERGENCY SPILLWAY 1 ' RUNDOWN CHANNEL 1 16.0 �Ii1111111111 1111j1111 'Illl�llifl ,IIIIIIY II IIIIIIII I I ILII '1�11�1111 I 1 ', 11�1111� I III I �'� IIIIIIII �,i''11�1111 ILII 11111 ILII ' j',111111 I I I i II III ''111111illlll II ILII III 111111111j111 li'1 i11111111�111 I IIIIIIIIIIII ISI I I III III I 11111 IIIIIIII III I Illllllllllll I IIIIII111 VIII I III I IIIIIIIIIIIII IIIIIIIIIIIII II IIIIIIIIIIIII p� IIIIIIIIIIIII 411 VIII III 1 �I IIIIIIIIIIIII �I IIIIp111j111 IIIIIIIIIIIII 1 1 1111111111111 J 1 111111111 j 11 1111 I I �� IIIIIIIIIIIII IIIIIIIIIIIII 1111 1111 I 11111111 II I I IIII1111111111 � I I III111111j11 1 1 1 IyuLII ILII I II 1 % ry1�1111�Illjl e, I II111111111 � II/II1111111 I I II III I Ili 1 1 1 11 �Iipllll�IIIIII II i I III IIIIIIII I �II�IIIII111111 I II I I IIIIIIIIIIIII l I III 11111111111 II I II 1111111 11111111 y III 11IIIIII f 1111111 I/ IIS ,I VIII III 11111 yi/ Ill 111 II � 1 1 I II \��, 111 111111 4: 1 �C��C-C�I�N�WA�-PONDC�I�N�WA�-POND BUILDING N i •:..: •: sa• �s;a O 1,L; N 1:12 CURB RAMP COOT TYPE 1BRA�P�OT�E 1B SCALE: 1"=5' BOX AT THE INTERSECTION OF WEST 48TH AVENUE AND WARD ROAD WHICH HAS A PUBLISHED ELEVATION OF 5468.69." BENCHMARK (2/06/2015): ELEVATIONS SHOWN ARE ASSUMED. TO OBTAIN CITY OF WHEAT RIDGE NAVD 88 DATUM ELEVATION SUBTRACT 8.21 FEET FROM THE EXISTING OR PROPOSED ELEVATION. THIS ELEVATION DATA IS BASED ON THE CITY OF WHEAT RIDGE POINT NUMBER 13209 (THE S.E. COR. OF SEC. 17), A 3-1/2 BRASS CAP, P.L.S. 13212, IN RANGE BOX. WHICH HAS A PUBLISHED ELEVATION OF 5400.31. TEMPORARY BENCHMARK (T.B.M.) (2/8/2015): THE NORTHWEST BONNET BOLT OF THE FIRE HYDRANT LOCATED EAST 69.3' AND SOUTH 11.6' OF THE SOUTHEAST CORNER OF THE EXISTING BUILDING AS SHOWN ON THIS MAP. ELEVATION: (5467.77 NAVD 88 DATUM) 5475.98 ASSUMED ON THIS TOPOGRAPHIC MAP. SEE BENCHMARK TABLE: ELEVAT10N9 ELlVATKIN PIN ALL ELEVATIOI/S ON PL NSET TO BE REEDroNAVDE4 BY SUBTRACTNG M121'FROM ELEVATIONS SHOWN ON N Wt E S SCALE 1"- 30' 30 0 15 30 ■ LEGEND INDICATES FOUND MONUMENT • INOICATES SET #5 REBAR & CAP, BAYER; P.L.S. 6973 © 0 INDICATES BUILDING IMPROVEMENTS 0 INDICATES CONCRETE IMPROVEMENTS 0 INDICATES EXISTING PAVEMENT IMPROVEMENTS INDICATES PROPOSED PAVEMENT IMPROVEMENTS — INDICATES PROPOSED RUNDOWN CHANNEL - - - -69- - - - - INDICATES EXISTING CONTOURS jp INDICATES PROPOSED CONTOUR coa INDICATES EXISTING EDGE OF PAVEMENT —x—x—x— INDICATES FENCE UNE (303) 452-4433 INDICATES LOT UNE bHu_ INDICATES OVERHEAD UTILITY C INDICATES RETAINING WALL as a INDICATES CURB & GUTTER ■ INDICATES PROPOSED OUTLET STRUCTURE ® INDICATES PROPOSED STORM MANHOLE Drawn INDICATES PROPOSED 24" RCP LMR INDICATES EXISTING FIRE HYDRANT f- INDICATES EXISTING GUY 0 INDICATES MANHOLE (UNKNOWN) aINDICATES EXISTING SANITARY MANHOLE m INDICATES EXISTING TELECOMMUNICATION BOX INDICATES EXISTING TRANSFORMER RI INDICATES EXISTING UTILITY POLE ® INDICATES EXISTING WATER METER 2 INDICATES EXISTING WATER VALVE 0 INDICATES "NO PARKING ZONE" SIGN ® INDICATES HANOI -CAP PARKING SIGN SURVEY BY. SDL SURVEY, LLC. 209 N. SCOTT STREET >.i adm�'eia m uu,' m cuiw� mrz wo'm woaoer,au owwo�" 10 'ani ve wrmNo n,wrm��ewRr. ST. FRANCIS, KS 67756 °s^ ""-'� "� 81 1 TEL 78 2483 �'°"'" DATE: OCTOBER 1, 2013 m a DECEMBER 22, 2013, SURVEY BY: ai W. BAYER & ASSOCIATES, INC ..v,.o 2090 EAST 104TH AVENUE. pG SUITE 200 z THORNTON. COLORADO 80233 W (303) 452-4433 0 DATE: FEBRUARY 6, 2015 33?33 zzWMz � w w w a w � � _ 0 0 � 0 a� N 0 O O O F y 0 0 0 Date: SHEET 3 OF 10 U z n rj v o o m a Z r g ai q U ob W pG z ,ZZ $ W G Rd Wo�� 0 as a N a a Design HH Drawn LMR Date: SHEET 3 OF 10 J I I I I I I I I I I I I I I I I I I I I I I EROSION CONTROL PLAN 4840 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 4 OF 10 Os N w e SCALE 1'= 30' 30 0 15 30 V H H U U W Z Z Z W Design HH Drawn LMR P SA P 4840 VAN GORDON STREET PROPOSEBUILDING ' - -::: .::::.:.. I P \\ EROSION CONTROL ------ SA IP LEGEND NG DRAINAGE IP EASEMENT i IP S CONCRETE WASHOUT AREA S C` SEDIMENT CONTROL LOG 5CL EROSION CONTROL DETAIL SHEET (07)SEED / MULCH NOTES G`B EROSION CONTROL BLANKET SF SILT FENCE SF (07) (07) SC -01 SILT FENCE SC -02 SEDIMENT CONTROL LOG P O P INLET PROTECTION OUTLET PROTECTION ROCK SOCK ® SA S P O STABALIZED STAGING AREA STOCKPILE AREA SURFACE ROUGHENING ; •� t (08) (08) (08) (0 8) (08) (09) (09) (09)SM-04 (09) (10) SC -05 ROCK SOCK SC INLET PROTECTION EC -08 OUTLET ROTECT10N EC -14 WIND EROSION /DUST CONTROL MM -01 CONCRETE WASHOUT AREA EC -01 SURFACE ROUGHENING MM -02 STOCKPILE MANAGEMENT VEHICLE TRACKING CONTROL SM -06 STAGING AREA EC -06 EROSION CONTROL BLANKET S A SEEDED AREA TC VEHICLE40 �2' MIN CONTROL IDate: 10/23/2013 1 SHEET 4 OF 10 NDS 1-800-726-1994 S. �*1/8" N 1830 OR EQUIVALENT Grate Opening 7.° I PN 2412 OR EQUIVALENT 7 I 3 5/8" PN 1888 OR EQUIVALENT 3' 8" SADDLE I YARD DRAIN NOT TO SCALE 24" RCP _ I GRADE CONTROL R=1/4' R - 2 1/2' R - 3 1/2' y 6• 3,000 PSI CONCRETE 7- 04 DOWEL LOCATION. (TYPICAL) (SEE CURB EXPANSION JOINT DOWEL DETAIL BELOW) SPILL CURB 4.0' 2.0' 2.0' TD ° \ \\ \\ T\a�\ \ CONCRETE SHALL RUNDOWN "V" CHANNEL BE CDOT CLASS 8 N.T.S. 10' 5' 5' W L ° a a�/ CONCRETE SHALL RUNDOWN 'V' CHANNEL ATACCESS POINT BE CDOT CLASS B SCALE: 1" = 1' CDOT SEC WR STD A NOTE: CONTRACTION JOINTS REWIRED IIB CG2 6" AT MAXIMUM 10' SPACING, NA CG2A 8" MINIMUM 5' SPACING. NA CG2B 10" 1/2" 1 1/2- 1/8- RADIUS 2-0" 11/8" RADIUS -L '6" A TOP OF CURB TO SLOPE n TOWARDS GUTTER (1/4" /FT). 11/2- R SUBGRADE COMPACTED TO MINIMUM DENSITY PER SOIL CLASSIFICATION, COOT SECTION 203.07 "9' CURB WITH 2' PAN AT POND VERTICAL CURB & GUTTER (CG) SECTION SCALE: 1" = 1'-0" CITY OF WHEAT RIDGE C•001 VCG DETAIL CGDE DEPT. OF PUBLIC WORKS VERTICAL CURB AND GN • ENGINEERING DIVISION GUTTER (CG) SECTION I I I CENTRAL I CHORD I CHORD I I \ 51.8 LF 10' RUNDOWN 56 LF 4' PAN C3 1 15.00' 45'27'10" 1 N49.52'36'W 1 11.59 1 11.90' 0 0.5X C4 15.00' 24'19'09" N75'00'33"E 6.32 6.37' PAN INVERT 71.42' C5 10.00' 66.58'26 S59'20'39"E 11.03 11.69' C6 12.00' 70.01'42" 509'09'25"W 13.77 14.67' ENERGY PAN INVERT 71.23' C7 5.00' 90'00'00" S89 -10'16"W 7.07 7.85' 7 DISSIPATER ,.O SEE C C8 15.00' 4470'16" 56]54'52" 11.28 11.56' DETAIL NOTCH INVERT 71.03' PN INVERT 4a .` 2.1" NOTCH IN 4.1 2.0' 4.1 LINE TABLE 71ERT „Ra .'ALL-y..r.. e .'. CONCRETE BERM, 0.2' NOTCH UNE BEARING LENGTH FORE)3RY VOOUM� 359 ;�.F - . y,!," INVERT 71.02' THROUGH BERM BERM TOE EL POND ES45*49'44F 0 "E 29.72' =+-�4 SIDE 71.03' '- "- 16 LF 4' 3 11 "E 4.24' O`S_;- PAN O 0.2% o 1'E 3.59' 4' CONCRETE SLAB CONCRETE BERM, FOREBAY �� TOP OF BERM 71.53' SEE DETAIL .. .. 9"W 13.66' L5 71 0'08"W 20 LF 4' OMIT OF CONCRETE OUTLET STRUCTURE OUTLET STRUCTURE BERM TOE EL. 71.02' 16'E 26740 PAN • 0.4X INVERT = 71.00' OUTLET STRUCTURE FOREBAY SIDE 4'E 11.42' SCALE 1"=20' CONCRETE BERM sr.Me •-r 8.0' ENDOF PN CONCRETE FOREBAY BERM ENERGY DISSIPATER BERM TOE POND SIDE TO FACE OF BA BAFFLE TEL 71.53' EL. 71.03' llll BERM TOE OUTLET 8 L%0.5'HX0.5'T STRUCTURE SIDE OUTLET 4' CONCRETE PAN 4• CONCRETE PAN - 0.4% TO 0.5% SLOPE /EL 71.02' STRUCTURE // SEE,SHE T 4. 150 TRICKLE CHANNEL 2- #4 REBAR [4" CONCRETE 0.2% SLOPE 12" O.C. SLAB POND FOREBAY WITH DISSIPATER xAle r -r EXISTING PROPOSED PAVEMENT GRA A HMA (GRADE SX. PG 64-22) IX. OVERASPHALTN AND BASE COURSE IX. N REPLACED REMOVED AS REWIRED. REMOVE] AND R. MAN MTI 6' LAWN RENNET E D SEED OR SOD AS SE 'IN. DEPTH INDICATED ON THE DR GS ON L0050.Y B HMA (GRATE 5, PG 64-22) MAX FT�T�ACN SATWTS. COMPACTED TOPSdA. II \\`--11 LANDSCAPE A`rFILL AL REPLACED ON SAMXIT COMPACTED FAL C AND TACK Y-0' VOR - MIN. LANDSCAPING OR ORE TIE ENGINEER. WHEN DE ASPHALT FOR 5pp--, IANDSCARIN4 gRECTED BY FNdNEER. DEDTI VARIES ` MATERIAL s r < f r,} . ,� '' STABILIZADGN MATERIAL (wAss 6) 1/4_/FT-IT-\ 11 i h WHEN DIRECTED BY DN01 FOR SUBGRADE STABILIZATION , ]VMIES NOTE 1: IF PATCHING AREA TO BE PATCHED SHALL BE SAWCUT TO ME FULL DEPTH OR CIT BY A ME GO APPROVED BY THE ENGINEER MHICH HEAVES A VERTICAL FACE ON THE COSTING PAVEMIENT MO NO DEFORMATION W THE SURFACE AT THE MT. APPLY TACK HNA A B C COAT TO CUT FACE. NOTE 2:FOH NU. DEPTH RECONSTRUCTION. 8' 2' 4' NA ASPHALT THICKNESS SHOWN AS FULL DEPTH. STABILIZATION MATERIAL MAY BE B' 4 2' NA 4' NA SUBSTTTIITED FOR 1' OF ASPHALT AT THE R' NA 4' 4' dSCRCnON OF ME ENGINEER. NOTE 3:SUBGRADE COMPACTED TO MINIMUM DENSTY SOL CUMnCAMON, MOT SECTION 203.07 NOTE 4:IF STREET IS TO BE MILLED, ASPHALT SHALL BE SOL CLASSIFICATION, COOT SECTON 20107 TYPICAL ASPHALT DETAIL HOT MIX ASPHALT NOT TO 6CAL£ CITY OF WHEAT RIDGE S -E01 HMA DEPT. PUBLIC WORKS TYPICAL APHALT DETAIL ENGINEERING DIVISION IX BASES COURSE NEW CONCRETE DEPTH VARIES 6' - 10" NEW 3' COMPACTED GLASS 6 BASE LIMIT OF EXCAVATOR -� c nw xNIFNF rnNERnc Anwuc Amu r NOTE3SPRINKIER SYSTEMS, I.WOSCAPE TIES AND FENCING SHALL BE SHIFTED OR REMOVED AND REDUCED AS NECESSARY FON FORMS AND CONCRETE PLACEMENT. �EWCOCONCRETE SIDEWALK OR MP RNER RA NY COMPACTED LASS B BASE LIEW .IT OF EXCAVATON aClldl MffAE CMCREIF AO-rvNS l_NDv�^R!G NOTES -BASE MATERIAL MAY BE STABIUZATON MATERIAL AS SPECIFIET IN SECTION 304 OF THE SPECIAL PROVISIONS. STANDARD DETAIL FOR CONCRETE REPLACEMENT NOT TO SCALE 4 CITY OF WHEAT RIDGE C -E01 CONC.REPL DEPT. OF PUBLIC WORKS CONCRETE REPLACEMENT ENGINEERING DIVISION VMIES 1 1IT3' VARIES KEEP GEOTEXTILE 6' FROM CONCRET GUTTER A STRUCT NOTE: CONTRACTION JOINTS REQUIRED AT MAXIMUM 10' SPACING NOTE: VERTICAL CURB AND GUTTER TO BE PLACED MONOLITHIC WITH SIDEWALK NOTE: CG TYPE CG2 I 2'-0' T 6' SIDEWALK 1 PROFILE GRADE & OFFSET LOCATION (LIP) E 4- 6' 1/8" RADIUS '' FTT 1 4" T 6 BOND BREAKER HERE WHEN ABUTTING CONCRETE L2'6' 1 1/2" RADIUS SUBGRADE COMPACTED T MINIMUM DENSITY PER SOIL CLASSIFICATION, COOT SECTION 203.07 VERTICAL CURB WITH SIDEWALK (CS) SECTION SCALE: 1' = 1'-0• j43 FWHEATRIDGE c-DozvcG.sw OF`UDLC HEAWORIDVERTICALCURB WNTH (�`INEERING DIVISION SIDEWALK (CS) SECTION i CURB EXPANSION JOINT DOWEL DETAIL X4.0 N TRICKLE CHANNEL NTS �OWING GEOTEXTILE "EN SPECIFIED) EXISTING CONCRETE GUTTER HMA (GRAIN SX, M 9422) PLACED AFTER 1 14' PLANING EXISTING ASPHALT EXISTING AGGREGATE BASE COURSE C NOTE: PROVIDE TACK COAT WHEN A GEOTEXTILE IS NOT SPECIFIED. ASPHALT PLANING 8 HMA OVERLAY DETAIL PAVING GEOTEXTLE (WHEN SPECIFIED) GRADE OF VARIESMMA (GRADE SIdElllTRWAlP"-1 11f2•-Y PD 8122) VARIESEXISTING AS - EXIST NG SPHALTEXISTING AGGREGATE BASE COURSE NOTE:PRG0DE TACK COAT WHEN GEOTEXTLE IS NOT SPECIFIED. HMA OVERLAY DETAIL DETAIL CITY OF WHEAT RIDGE S•HMA.OVERLAY CODE C 4 - --BE- m, - DEPT. OF PUBLIC WORKS HMA OVERLAY DETAIL ENGINEERING DIVISION PREMOLDED AN ON DONT TRIAL VEL SLEEVE TO DOWEL AND BE :URE AND HAVE LOSED END. BAR. (TYPICAL) CL .1 00 Q DO Ir SECTIONA-AA-A 7 NOT TO SCALE 4' 2'-0" 2'-0" A A L ;� J PLAN VIEW NOT TO SCALE 4' FLOWPAN CITY OF WHEAT RIDGE C -B01 4CROSSPAN DEPT. OF PUBLIC WORKS 4' CROSS PAN ENGINEERING DIVISION 4' ' 1/2- GIIAMFER �112'00.� z GLENJ. RESAR SUBGRADE COMPACTED T0� A4 REBAR a -" MINIMUM DENSITY PER SOIL CLASSIFICATION. � MOT SECTON 203OT MIN SIDEWALK WITH BACKSIDE FOOTER NOT TO SCALE CITY OF WHEAT RIDGE C-DO9 VCG.SW.FOOT DEPT. OF PUBLIC WORKS SIDEWALK WITH ENGINEERING DIVISION BACKSIDE FOOTER 4 1 VARIES ° y 1 2X TO PARKING AREA SUBGRADE COMPACTED TO MINIMUM DENSITY PER SOIL CLASSIFICATION, CDOT SECTION 203.07 SCALE. I' -`V 0' CITY OF WHEAT RIDGE C -AOI DETACH.SW DEPT. OF PUBLIC WORKS DETACHED SIDEWALK SECTION ENG INEERING DMSION 2.9 HANDRAIL POST WELD ALL AROUND PREFABRICATED STIRRUP WITH 4' X 6' X 1/4' STEEL PLATE TOP HORIZONTAL REBAR (#4 GR 60) VERTICAL REBAR (#4 GR 60) SUBGRADE COMPACTED TO ' MINIMUM DENSITY PER SOIL CLASSIFICATION, COOT SECTION 203.07. SIDEWALK WITH BACKSIDE FOOTER CONNECTR DETAIL NOT TO SCALE CODE CITY OF WHEAT RIDGE C -oto VCG.SW.FOOTC S DEPT. OF PUBLIC WORKS SIDEWALK WITH BACKSIDE ENGINEERING DI VISION FOOTER CONNECTION Design LMR Drawn LMR L-1 O Q �O C) O V Z O O Cti Z) rO V ryO `b V I Date: 10/23/2013 1 DETN SHEET 5 OF 10 CE (01 Qpm HWL EL. 74.7' 3/4" CHAMFER ON ALL EXPOSED EDGE' (TYPICAL) Oar. HWL EL. 73.3' -WQCV• HWL EL. 73.2' (— 3" ALL AROUND SEE CONSTRUCTION PLANS FOR TEMPORARY BENCHMARK AND ELEVATION CONVERSIONS. TRASH RACK WITH BARS 6" MAX ON CENTER. BOLTED OR LOCKED TO STRUCTURE r2" OVERFLOW GRATE FEL. 73.1' ALLOW 1" GAP UNDER ° TRASH RACK TRICKLE CHANNEL INV. = 71.00' _ —ul 72.70' = 72.37' = 72.03' = 71.70' 71.37' LB" TYPICAL ALL WALLS AND FLOOR —GRATE FASTENER - FABRICATED GRATE 15" 0 STEEL DISCHARGE PIPE ous, WITH ORIFICE PLATE, DETAIL THIS SHEET. =' V TOP OF BANK=75.8' 1.1' FREEBOARD ° ' 4 13/16" HOLES 1 WASHER & NUT MINIMUM OF TWO ON BENCHARK AND ELEVATION CONVERSIONS. y FINISHED GRADE PIPE PER PLAN J BOTTOM OF 100 YEAR b .7' = • SEE DETAIL. —f< SUPPORT RODS DETAILS - PIPE OUTLET APRON I TE 0.074"X0.50", WARNING ic Qpm HWL EL. 74.7' 3/4" CHAMFER ON ALL EXPOSED EDGE' (TYPICAL) Oar. HWL EL. 73.3' -WQCV• HWL EL. 73.2' (— 3" ALL AROUND SEE CONSTRUCTION PLANS FOR TEMPORARY BENCHMARK AND ELEVATION CONVERSIONS. TRASH RACK WITH BARS 6" MAX ON CENTER. BOLTED OR LOCKED TO STRUCTURE r2" OVERFLOW GRATE FEL. 73.1' ALLOW 1" GAP UNDER ° TRASH RACK TRICKLE CHANNEL INV. = 71.00' _ —ul 72.70' = 72.37' = 72.03' = 71.70' 71.37' LB" TYPICAL ALL WALLS AND FLOOR —GRATE FASTENER - FABRICATED GRATE 15" 0 STEEL DISCHARGE PIPE ous, WITH ORIFICE PLATE, DETAIL THIS SHEET. =' V TOP OF BANK=75.8' 1.1' FREEBOARD ° ' 4 STEEL CHANNEL. TRASH SQ. FT. SIGN. WHITE RACK ATTACHED BY 1 WASHER & NUT MINIMUM OF TWO ON BENCHARK AND ELEVATION CONVERSIONS. y FINISHED GRADE PIPE PER PLAN J BOTTOM OF 100 YEAR ENAMEL PAINT. ' RESTRICTOR PLATE 71.41'. = • SEE DETAIL. —f< SUPPORT RODS FABRICATED STEEL GRATING OR USE TYPE "C" BOX W/PED. SAFE GRATE (CLOSED MESH) M609-10 5/8'0 ROD WITH 3/4'0 X 1 5/8" `GIAILV. PIPE SPACERS 1 5/8- 2-X 3/8" BARS ON FABRICATED STEEL GRATING NO SCALE 2' OVERFLOW GRATE EL. 73.1' DETAIL OF FASTENER 4 REQD. FOR EACH INLET 5/8"0 X 7" TEEL BOLT WITH 1'-6' O.C. NOTE: j EDGES OF GRATE Y1JI_ SHALL REST FIRMLY ON SIDEWALLS SPACERS 5' I 1/4" ALL AROUND (MIN) 4" 3"0(OR 3" SQ.) WASHER 1/8" MIN THICKNESS NOTES: SUBGRADE SHALL BE PREPARED FOR PLACEMENT OF CONCRETE BY REMOVAL OF ANY SOFT OR SPONGY SOIL ENCOUNTERED DURING EXCAVATION. THE SUBGRADE SHALL BE BACKFILLED WITH ROADBASE MATERIAL. IF NECESSARY, AND SHALL BE THOROUGHLY COMPACTED. FORMS SHALL BE OF WOOD OR METAL. STRAIGHT, FREE FROM WARP AND OF SUCH CONSTRUCTION THAT THERE WILL BE NO INTERFERENCE WITH THE INSPECTION OF DIMENSIONS. GRADES AND ALIGNMENT. ALL FORMS SHALL BE BRACED AND SECURED SUFFICIENTLY SO THAT NO DEFLECTION FROM AUGNMENT, GRADE OR PROPER DIMENSIONS WILL OCCUR DURING THE PLACEMENT OF CONCRETE. FORMS SHALL NOT BE REMOVED SOONER THAN 24 -HOURS AFTER CONCRETE IS POURED. REINFORCEMENT STEEL SHALL BE GRADE 60 AND MEET THE REQUIREMENTS OF ASTM SPECIFICATIONS NO. A615, A616 OR A617. BENDING DIAGRAMS ARE PROVIDED ONLY FOR THE PURPOSE OF ESTIMATING QUANTITIES. THE CONTRACTOR SHALL VERIFY QUANTITY, LENGTHS AND SHAPES OF BAR REINFORCEMENT REQUIRED FOR A PARTICULAR INSTALLATION BEFORE ORDERING. CONCRETE SHALL BE COMPOSED OF PORTLAND CEMENT. FINE AND COARSE MINERAL AGGREGATE, AND WATER, SO PROPORTIONED TO PRODUCE A DENSE, WORKABLE, MIXTURE CONFORMING TO COLORADO DEPARTMENT OF TRANSPORTATION SPECIFICATIONS FOR "CLASS B" CONCRETE. THE CONCRETE MIXTURE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3750 PSI AFTER 28 DAYS OF CURING. CONCRETE SHALL BE ADEQUATELY PROTECTED FROM INJURY DUE TO MECHANICAL MEANS, RAPID EVAPORATION, OR HEAVY RAIN DURING THE CURING PROCESS. FINISH OF ALL EXPOSED CONCRETE SURFACES SHALL BE STEEL TROWEL, WOOD FLOAT OR BRUSH FINISH AS DIRECTED BY THE OWNER. ALL CONCRETE JOINTS SHALL BE LEFT CAREFULLY TOOLED AND FREE OF ALL MORTAR AND CONCRETE. WELL SCREEN NOTE STAINLESS STEEL TRASH SCREEN (WELL SCREEN JOHNSON VEE WARE OR EQUIVALENT). ATTACH BY INTERMITTENT WELDS TO CBX 18.75 AMERICAN STEEL CHANNEL FORMED INTO CONCRETE BOTTOM AND SIDES OF OPENING IN WALL. ESTIMATING NOTE: GRATE DIMENSIONS SHOWN ARE FOR THE PURPOSE OF ESTIMATING QUANTITIES ONLY. THE CONTRACTOR WILL VERIFY NECESSARY GRATE DIMENSIONS PRIOR TO GRATE FABRICATION BY FIELD MEASUREMENT OF INDIVIDUAL STRUCTURES AS ACTUALLY BUILT CB % 18.75 AMERICAN ALUMINUM PLATE 1.0 STANDARD STRUCTURAL ° ' ' 1/4' 0 X 1 1/2" BOLT, BENCHMARK: SEE CONSTRUCTION PLANS FOR TEMPORARY STEEL CHANNEL. TRASH SQ. FT. SIGN. WHITE RACK ATTACHED BY ° WASHER & NUT MINIMUM OF TWO ON BENCHARK AND ELEVATION CONVERSIONS. N1TH BLACK LETTERING. WELDING. PIPE PER PLAN J TOP rj ENAMEL PAINT. 0 STEEL = m —f< SUPPORT RODS DETAILS - PIPE OUTLET APRON I TE 0.074"X0.50", WARNING ic 1' O.C., UNAUTHORIZED 0.655" THICKNESS /. MaomcAnaN aF s 07 Vo THIS OUTLET ISA WELL SCREEN: U.S. FILTER CODE MOLAnON AN STAINLESS STEEL D D SCREEN#93 VEE WIRE, I 1 SUBJECT TO THE WELL -SCREEN, OR APPROVED 0.139" OPENING . s - \/ PENALTIES AS EQUIVALENT, USING #93 STAINLESS STEEL (US PROMDED BY LAW. JOHNSON VEE MARE PATH FILTER OR EQUAL) FLOW 0.139" OPENINGS BETWEEN THE WIRES. STEEL ORIFICE PLATE. PROVIDE A GASKET 0.139" 0.09" BETWEEN PLATE C8 X 18.75 AMERICAN AND CONCRETE. SECTION D -D Design LMR STANDARD STRUCTURAL STEEL CHANNEL FORMED INTO CONCRETE 3/4' X 1.0" ANGLE BAR, Drawn LMR BOTTOM AND SIDES OF CARBON STEEL FRAME WOP ,,TRASH RACK ATTACHED BY 1/4" 0 X 1 1/2" EXPANSION STEEL ORIFICE PLATE INTERMITTANT WELDS. BOLT AND WASHER, MINIMUM OF TWO ON BOTTOM AND BOTH SIDES C. D.O.H. CLASS B 3/4" CHAMFER ALL CONCRETE EXPOSED EDGES e'er6' EURV = 73.3' 2• 2' 1 + 14.39" WELL -SCREEN FRAME ATTACHED TO CHANNEL BY PIPE PER PLAN J o: 0 STEEL = m INTERMITTANT WELDS - DETAILS - PIPE OUTLET APRON i MINIMUM 3/8' N STEEL PERFORATED ig02 BARCL = 73.03' DISCHARGE PIPE - w CL = 72.70' STAINLESS STEEL #3 BAR > #301 VERT. WALL ORIFICE PLATE. BOLT OR INTERMITTANT INV. EL. 70.96' BARS 0 10" O.C. ' WELDS 0 12"OC MIN • CL = 72.03'— 2.03' PROVIDE A GASKET CL I-BOTTOM OF ORIFICE 2" (TYP.) CL = 71.70' 1 PLATE =71.41' I.._ BETWEEN PLATE AND #3 HORIZ. BARS ® 10" O.C. CL = 71.37' 15' STEEL PIPE INVERT B•• y• " ELEV = 70.96' TYP. ALL WALLS #301 BARm WELL SCREEN, SEE NOTE. CONCRETE. N a . AND FLOOR 100•YR RESTRICTOR PLATE1 5" " PIP 2.5 INV = 70.96'STRUCTURAL 2.5' rNj PERFORM LOCAL #3 BARS ®8" O.C. INTO CONCRETE GRADING AS NECESSARY EACH WAY All WALLS TO PROVIDE 4" MIN. AND FLOOR #302 BAR COVER OVER PIPE < 010" O.C. FLOW WOCV HOLES: 1 COLUMNS, PIPE PER PLAN SHAPED INVERT 6 ROWS 1-#3 BAR ' �TN.TE ND BEND BARS 13 16 "0 ®4' OC ° �5•OTCH #3 BAR AND HOLE. #3 BARS 0 10" O.C. 2.5% MIN. SLOPE 30' e EACH WAY • SE�FILTER EL. 68.17' FABRIC - -• •. °ORIFICE DETAILS - CAST IN PLACE POND OUTLET STRUCTURE REINFORCEMENT SCHEME SECTION F �m e NO SCALE E PLATE &TRASH RACK ASSEMBLY, SEE a SEC—NON GA FOR ORIFICE PLATE AND WATER i PROVIDE GASKET MATERIAL QUALITY TRASH RACK, SEE SECTION BETWEEN ORIFICE PLATE AND —� DETAILS, THIS SHEET. CONCRETE. STEEL ORIFICE PLATE. PROVIDE A GASKET 0.139" 0.09" BETWEEN PLATE C8 X 18.75 AMERICAN AND CONCRETE. SECTION D -D Design LMR STANDARD STRUCTURAL STEEL CHANNEL FORMED INTO CONCRETE 3/4' X 1.0" ANGLE BAR, Drawn LMR BOTTOM AND SIDES OF CARBON STEEL FRAME WOP ,,TRASH RACK ATTACHED BY 1/4" 0 X 1 1/2" EXPANSION STEEL ORIFICE PLATE INTERMITTANT WELDS. BOLT AND WASHER, MINIMUM OF TWO ON BOTTOM AND BOTH SIDES 01 5 TRASH RACK ATTACHED BY INTERMITTANT WELDING ALL AROUND PLAN SECTION E -E TRASH RACK ASSEMBLY NO SCALE C. D.O.H. CLASS B 3/4" CHAMFER ALL CONCRETE EXPOSED EDGES e'er6' EURV = 73.3' 2• 2' 1 + 14.39" WELL -SCREEN FRAME ATTACHED TO CHANNEL BY PIPE PER PLAN J o: 3 BAR iv = m INTERMITTANT WELDS - DETAILS - PIPE OUTLET APRON i MINIMUM 3/8' N .7 ig02 BARCL = 73.03' STEEL THICKNESS w CL = 72.70' STAINLESS STEEL #3 BAR > #301 VERT. WALL CL = 72.37 BOLT OR INTERMITTANT BARS 0 10" O.C. WELDS 0 12"OC MIN CL = 72.03'— 2.03' CL I-BOTTOM OF ORIFICE 2" (TYP.) CL = 71.70' 1 PLATE =71.41' I.._ #3 HORIZ. BARS ® 10" O.C. CL = 71.37' 15' STEEL PIPE INVERT B•• " ELEV = 70.96' TYP. ALL WALLS #301 BARm AND FLOOR 100•YR RESTRICTOR PLATE1 5" " PIP ^ CL (TYP) INV = 70.96'STRUCTURAL STEEL ----CHANNEL FORMED rNj PERFORM LOCAL #3 BARS ®8" O.C. INTO CONCRETE GRADING AS NECESSARY EACH WAY All WALLS TO PROVIDE 4" MIN. AND FLOOR #302 BAR COVER OVER PIPE < 010" O.C. FLOW WOCV HOLES: 1 COLUMNS, PIPE PER PLAN 6 ROWS 1-#3 BAR �TN.TE ND BEND BARS 13 16 "0 ®4' OC ° �5•OTCH #3 BAR AND HOLE. #3 BARS 0 10" O.C. 30' EACH WAY SE�FILTER WOCV ORIFICE PLATE 8 TRASH RACK FABRIC DETAILS - CAST IN PLACE POND OUTLET STRUCTURE REINFORCEMENT SCHEME SECTION F �m NO SCALE 01 5 TRASH RACK ATTACHED BY INTERMITTANT WELDING ALL AROUND PLAN SECTION E -E TRASH RACK ASSEMBLY NO SCALE Date: 10/23/2013 SHEET 6 OF 10 C. D.O.H. CLASS B 3/4" CHAMFER ALL CONCRETE EXPOSED EDGES a a 1 + rc � rc PIPE PER PLAN J o: PLAN m DETAILS - PIPE OUTLET APRON NO SCALE Date: 10/23/2013 SHEET 6 OF 10 Silt Fence (SF) SC -1 E.iSF (RECOMMENDED) WOODEN FENCE POST WITH O' MAX s ACNNC SILT FENCE GEOTEXRLE COMPACTED BACKFILL 3e --4a- % TYP. Ex.v"O J GROUND e• MIx At LEAST TO- IDI OF SILT FENCE Tui SHAU. BE 4 u BURIED SILT FENCE POSTS SMALL OM£RIAP AT Janis so THAT NO GAPS JON EXmT IN 5LT FERC RST ROTATE SECOND POSTS SHALL aWIROTATED Ja AS THICKNESS OF GEWE,TILE HAS SHMEN ROTATA TEDD BO DEC. IN DIRECTION SHOWN AND DRIVEN BEEN EXAGGERATED. rvP INro THE ctrouNo SECTION A SF -1. SILT FENCE art ALAN usrulAnax x0 =_ I. SILT FENCE MUST SE PLACED AWAY FROM ME WE OF THE SLOPE TO ALLOW FOR WATER PONOING. SILT FENCE AT THE TOE OF A SLOPE SHOULD BE NSTALED IN A MON T LOCATION AT LEAST SEVERAL FEET (2-5 R) FROM ME TOE O' ME SLOPE TO ALLOW ROOM FOR PONDING IND DEPOSRCN 2. A UNIFORM 6• X i ANCHOR TRENCH SHALL BE EXCAVATED USING TRENCHER OR SILT FENCE INSTNJATON DEVICE. NO ROM GRADERS, BACKH )ES. OR SIMILAR EQUIPMENT SHALL BE USED J. COMPACT MNrJMOR TRENCH BY HMD WITH A 'JUMPING JACK' OR BY WHEEL ROILING. COMPACTION :MALL BE SUCH THAT SLI FENCE RESISTS REND PULLED OUT OF ANCHOR TRENCH BY HMD. 4. SaT FENCE SHALL BE PULLED TOW AB It IS ANCHORED TO ME STAKES. MERE SHOULD BE NO NOTCGABLE SAG BETWEEN STAKES AFTER It HAS BEEN ANCHORED r0 THE STAKES, 5. SILT FENCE FABRIC SHALL BE ANCHORED r0 ME STAKES USING 1• HEAW DUTY STARES M NAILS WITH I' HEADS. STAPLES AND HAAS SHOULD BE PLACED 3' ALONG ME FABRIC DOWN ME STAKE. 6. AT ME END OF A RUN OF SILT FENCE ALONG A CONTOUR, THE SILT FENCE SHOULD BE TURNED PERPENDICULAR TO ME CONTOUR TO CREATE A "J -H".' THE 'J -HOOK' EXTENDNG PERPENDICULAR TO THE COW" SHOULD BE OF SUFFICIENT LENGTH TO KEEP RUNOFF FROM RDMNQ MOUND ME END OF THE SRF FENCE (tYPICALLY 10' - 20'). 7. SILT FENCE SHALL BE INSTALLED PRKKR TO ANY LAND DISTURBING ACmtm S. SILT FENCE MAINTENANCE MOTES 1. INSPECT BMP. EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING COADmON. MANTFNNNCE OF BMP. SNOLWD BE PROACTIVE, NOT REACm4, ASPECT BMP, AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 Noun) FOLOWING A STORM MAr CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENAWE. 2. FREGUEW OBSERVATIONS AA D MAINTENANCE E NECESSARY TO MAINTAIN BMP, IN EfFEC1ME OPERATING CONamOn NSPECDONS AND CORRECTIVE MEASURES SHOULD BE OD:UME(ED THOROUGHLY. 3. WHERE BFB, HAVE FARED. REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCONERY OF THE FAILURE, 4. SEDIMENT MCUMU,oED UPSTREAM OF ME SILT FENCE SHALL BE REMOVED AS NEEDED TO MAIN iAKN THE FUNCTIONALITY OF ME UP. TYPICALLY WHEN DEPTH Of ACCUMULATED SEDIMENTS IS APPROAMATELY 6'. 5 REPAIR OR REPLACE SILT FENCE WHEN THERE ME SIGNS OF WEAR, SUCH AS SACCJNG, TEATIME, M COLIAPsE. 6, SILT FENCE IS r0 REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA Is STAIUZED AND APPROVED BY ME LOCAL JURRISDCTICN, OR 5 REPLACED BY AN EOLMALEW PERMEtER SEDIMENT CONTROL BNP. 7, ILL WHEN SFENCE 5 REMOVED, ALL DISTURBED MEAS SHALL BE COVERED WITH TOPSOIL. SEEDED AND MULCHED OR OTHERWISE STABU2ED AS APPROVED BY LOCAL NPoSOCRON. I- - - INN Ka P sL eaauoP ere o,r v NwaIA An Ava.WL IN -) tW.L- MANY JUMSDCTCHS HAVE BMP DETAILS Mw VARY FROM UDFCD STNDARD DETAILS. CONSULT WITH LOCAL JURSDICnDNS AB r0 WHCH DETAIL SHOULD BE USED WHEN DIFFERENCES ME NOTED. Maintenance and Removal Inspection of ails fence includes observing the material for tears or holes and checking for slumping fence and undercut areas bypassing Bows. Repair of silt fence typically involves replacing the damaged section with a new section. Sediment accumulated behind silt fence should be removed, as needed to maintain BMP eB'ectiveness, typically before it reaches a depth of 6 inches. Silt fence may be m=vM when the upstream arca has reached final stabilization. SF Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 FLOW SCL WOOOFN STAKE a• DIAMETER (MN) SEDIMENT CONTROL LOC C OIANETER SEDIMENT Yi L CONTROL LOGS MAY TO BE EM EMBEDDED DEEPER. SEDIMENT CONTROL LOG LCENTER STAKE IN CON OL LOG COMPACTED EXCAVATED3 DIAMETER (MIN) TRENCH SOL SEDMENTCONTROL LOC FLOW h q SCL (M.) 1. 6• SECTION A 12• RLW (Ma" W(1QOEN STAKE a- DIAMETER INN) ( ' SEDIMENT COWTML tOO SEDIMENT CONTROL LOG JOINTS SCL-1. SEDIMENT CONTROL LOG Sediment Control Log (SCL) ;mlNruT FOutROL a INSTAL l.nox Norge I. SEE PUN VIEW FOR LOCATION IND .1. OF SEDIMENT CONTROL LOGS 2. SED ENT CONTROL. LOOS THAT ACT AS A PERIMETER COITRO. SI -L BE WSTALLED PRICK TO MY UPDUDIENT LAND -DIS URBING ACWTIES. 3 SEDLIENr CoW art. LOGS SHALL CONSIST OF STRAW. COMPOST, EXCELSOB OFT COCONUT FIBER, AND SHALL DE FREE Of ANY NOXKANS WEED SEEDS OR DEFECTS INCLUDING RIPS. HOLES AND OB"OUS WEAR. SEDIMENT CONTROL LOGS MAY BE USED AS SMALL CHECK DAMS IN DrCHES MIO SWAIES. HOWEVER, ME, SHOA.D Or Be USED IN PEAENnM1 STREAMS 0R HIGH VELOCITY OWNAGE WAYS, 5. IT 5 REE AMENDED THAT SEONEW CONLROL LOGS BE TRENCHED INTO THE GROUND TO A DEPTH OF ACPROAAMIELY 6 OF ME OIAMEtEN OF ME LOG, IF TREHCHRIC TO THIS DEPTH IS NOT FEASIBLE AND/OR OESRABLE (SHORT TEAM INSTAILADON WITH DESIRE TWT TO DAMAGE IMDSGAYE) A LESSER TRENCHING DEPTH MAY BE ACCEPTABLE WIM MORE ROBUST STAKING 8. THE UNKLL SIDE OF THE SEDIMENT CONTROL LOG SIWL BE BACKFILLED WITH SON. THAT IS FREE OF ROCKS AND DEBRIS, ME SOL SHALL BE TIGHTLY COWACTED INTO ME SHINE OF A RICHT TRIANGLE USING A Sr10r£L OR WENGHTEO LAWN ROLLER. 7. FOLLOW MANUFACTURERS' GUIDANCE FOR STAKING IF MANUFACTURERS' INSTRUCTIONS DO NOT SPECIFY SPACING. STAKES SHALL BE PLACED ON i CENTERS AND W600ED A MINIMUM OF B• INTO ME CHOUNO 3. Of ME SrAtE SHALL PROTRUDE FROM THE FOP CF ME LOG. STAKES THAT ARE BROKEN PRIOR TO INSTALLATION SHALL BE REPLACED. smuFNr IwNTRD MAIN N,u s ND c NIBMP. EACH WORKDAY, AND MAINTAIN MEM IN EMCM,E OPERATING CONDDON. MA WENMCE OF BIB, SHOULD HE PRWCDVE, NOT RFACTNE INSPECT BMG, AS SOON AS POSSIBLE (AND ALWAYS WIMRN 24 HOURS) FCLlDW1NG A STORM MAT CAUSES SURFACE EROS", MO PERFORM NECESSARY MAINTENMKE, 2, FREQUENT OBSERwUTONS AND MMNTENANCE ARE NECESSARY TO MANTAN BNP, IN EFFECTIVE OPERATING CONEInON. INSPECTIONS ANO CORRECTIVE MEASURES SHOULD BE DOCUMENTED MOROUCHLY. 3. WHERE BNP, HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF ME FAILURE. 4. SEDIMENT ACCLUCLATED UPSTREAM OF SEDIMENT CONTROLSBE REMOYED A NEEDED TO MAINTAIN FUNCnoI rT OF THE BMP, TYPICALLY WHEN DEPTH OF ACCUMULATED SEDIMENTS 15 APPROXIMATELYx OF ME HEIGHT OF THE SEDIMENT CONTROL LOG. 5. SEDIMENT CONTROL LOG SHALL BE REMOVED AT THE END OF C014SITt11CTsM W DISTURBED MEAS EMT MER REMOVAL, NET SHALL BE COVERED WITH TOP SOE, SEEDED AND MULCHED OR OTHERWISE STABRIZED IN A MANNER A DYED BY THE LOCAL JUPSOCTIOn. (. o RF M.ou eaRlao. wY INYLAaa . «.rae�i �"'a. �alloa PowIA. me.Ir.. �,a.00. bQM MARY JURISDICTIONS HAVE RMP DETAILS THAT VARY FROM UOFED STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTONS AS TO WINCH DETAL SHOULD BE USED WHEN DIFFERENCES ARE NOTED Maintenance and Removal Be aware that sediment control logs will evcntwlly degrade. Remove accumulated sediment before the 3- CENTER SrAFE IN CCRTROL LOC depth is one-halfthe height of the sediment log and repair damage to the sediment log, typically by COMPACTED EXCAV740 replacing the damaged Section. TREND, a• DIAMETER (MIN) SE -EW COWRCL LOG Once thea .stream area is stebili2M, remove and ROW LACE LOG AGAIMIST BACK of CURB P properly dispose ofthe lugs. Areas disturbed beneath the logs may IIL•LNI to be seeded and mulched. Sediment Control logs that are biodegradable may DAM. SCL (M.) occaaiotlally be IeA in place (e.g., when logs are Used in conjunction with erosion control blankets as permanent slope breaks). However, removal ofsediment Control logs after final stabilization is typically recommended when used in perimeter con -L inlet protection and check dam applications. SCL-2. SEDIMENT CONTROL LOG AT BACK OF CURB CENTLL, BTAKE IN GaNmaL LOG 3• S• DWJETER (MIN) SEDIMENT CONTROL LDG mEE LAWN 'IYPICFL) T. IS DAM. SCL (TYP.) -.1iLOW -+ L FL.Ace CGNimOI LOG ACA's, 9DEWALIK SCL-3. SEDIMENT CONTROL LOG AT SIDEWALK WITH TREE LAWN STRONG AI 4MJAI. ON CENTER (M.) AONT"US SCL T PER�METER CF COM5TRLKDON SITE SCL-4. SEDIMENT CONTROL LOGS TO CONTROL SLOPE LENGTH SCL Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 EROSON CONTROL DETAIL SHEET (07)SEED / MULCH NOTES (07) SC -01 SILT FENCE (07) SC -02 SEDIMENT CONTROL LOG (08) SC -05 ROCK SOCK (08) SC -06 INLET PROTECTION (08) EC -08 OUTLET PROTECTION (08) EC -14 WIND EROSION / DUST CONTROL (08) MM -01 CONCRETE WASHOUT AREA (09)EC-01 SURFACE ROUGHENING (09) MM -02 STOCKPILE MANAGEMENT (09) SM -04 VEHICLE TRACKING CONTROL (09) SM -06 STAGING AREA (10) EC -06 EROSION CONTROL BLANKET I OW -GROWTH DRIII SFFDING MIX TOTAL 1 11.0 1. SEE PLAN VIEW FOR: - AREA OF SEEDING AND MULCHING. TYPE OF SEED MIX (PERMANENT, TEMPORARY, OR LOW -GROWTH). 2. ALL BRANDS FURNISHED SHALL BE FREE FROM ALL NOXIOUS SEEDS INCLUDING RUSSIAN OR CANADIAN THISTLE. COARSE FESCUE, EUROPEAN BINDWEED, JOHNSON GRASS, KNAP WEED AND LEAFY SPURGE. 3. THE SEEDER SHALL FURNISH TO THE CONTRACTOR A SIGNED STATEMENT CERTIFYING THAT THE SEED FURNISHED IS FROM A LOT THAT HAS BEEN TESTED BY A RECOGNIZED LABORATORY. SEED WHICH HAS BECOME WET, MOLDY, OR OTHERWISE DAMAGED IN TRANST OR IN STORAGE WILL NOT BE ACCEPTABLE. SEED TICKETS SHALL BE PROVIDED TO THE CITY UPON REQUEST. 4. DRILL SEEDING MIX SHALL CONFORM TO THE TABLE ON THE RIGHT: 5. IF THE SEED AVAILABLE ON THE MARKET DOES NOT MEET THE MINIMUM PURITY AND GERMINATION PERCENTAGES SPECIFIED, THE SUBCONTRACTOR MUST COMPENSATE FOR A LESSER PERCENTAGE OF PURITY OR GERMINATION BY FURNISHING SUFFICIENT ADDITIONAL SEED TO EQUAL THE SPECIFIED PRODUCT. THE TAGS FROM THE SEED MIXES MUST BE SUPPLIED TO CONTRACTOR AND FORWARDED TO THE CITY GESC INSPECTOR. 6. THE FORMULA USED FOR DETERMINING THE QUANTITY OF PURE LIVE SEED (PLS) SHALL BE (POUNDS OF SEED) X (PURITY) X (GERMINATION) = POUNDS OF PURE LIVE SEED (PLS). 7. PERMANENT SEED MIX SHALL BE USED UNLESS OTHERWISE APPROVED BY THE CITY. 8. ALL AREAS TO BE SEEDED AND MULCHED SHALL HAVE NATIVE TOPSOIL OR APPROVED SOIL AMENDMENTS SPREAD TO A DEPTH OF AT LEAST 6 INCHES (LOOSE DEPTH). HAUL ROADS AND OTHER COMPACTED AREAS SHALL BE LOOSENED TO A DEPTH OF 6 INCHES PRIOR TO SPREADING TOPSOIL 9. SOIL IS TO BE THOROUGHLY LOOSENED (TILLED) TO A DEPTH OF AT LEAST 6 INCHES PRIOR TO SEEDING. THE TOP 6 INCHES OF THE SEED BED SHALL BE FREE OF ROCKS GREATER THAN 4 INCHES AND SOIL CLODS GREATER THAN 2 INCHES. SEEDING OVER ANY COMPACTED AREAS THAT HAVEN'T BEEN THOROUGHLY LOOSENED SHALL BE REJECTED. 10. SEED IS TO BE APPLIED USING A MECHANICAL DRILL TO A DEPTH OF 1/4 INCH. ROW SPACING SHALL BE NO MORE THAN 6 INCHES. MATERIAL USED FOR MULCH SHALL CONSIST OF LONG-STEMMED STRAW. AT LEAST 50 PERCENT OF THE MULCH, BY WEIGHT, SHALL BE 10 INCHES OR MORE IN LENGTH. MULCH SHALL BE APPLIED AND MECHANICALLY ANCHORED TO A DEPTH OF AT LEAST 2 INCHES. MULCH SHALL BE APPLIED AT A RATE OF 4000 LB. OF STRAW PER ACRE. 11. IF THE PERMITTEE DEMONSTRATES TO THE CITY THAT IT IS NOT POSSIBLE TO DRILL SEED. SEED IS TO BE UNIFORMLY BROADCAST AT TWO TIMES THE DRILLED RATE, THEN LIGHTLY HARROWED TO PROVIDE A SEED DEPTH OF APPROXIMATELY 1/4 INCH, THEN ROLLED TO COMPACT. THEN MULCHED AS SPECIFIED ABOVE. 12. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN 30 DAYS OF INITIAL EXPOSURE OR 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. 13. MULCH SHALL BE APPLIED WITHIN 24 -HOURS OF SEEDING. 14. TACKIFIER SHOULD BE UTILIZED TO HELP WITH STRAW DISPLACEMENT. PERMANENT DRILL SEEDING MIX STEGES VARIETY NOTES POUNDS SPECIES VARIETY % IN OF PLS SPECIES VARIETY NOTES MM 30 BUFFALOGRASS TEXOKA PNWS 20 3.2 BLUE GRAMA HACHITA PNWB 20 0.6 WESTERN ARRIBA PNCS 20 3.2 WHEATGRASS VAUGHN PNWB 10 0.9 SDEOATS GRAMA VAUGHN PNWB 20 1.8 THICKSPIKE CRITANA PNCS 10 1 WHEATGRASS HACHITA PNWB 10 0.3 STREAMBANK SODAR PNCS 10 1.2 WHEATGRASS TOTAL 1 11.0 1. SEE PLAN VIEW FOR: - AREA OF SEEDING AND MULCHING. TYPE OF SEED MIX (PERMANENT, TEMPORARY, OR LOW -GROWTH). 2. ALL BRANDS FURNISHED SHALL BE FREE FROM ALL NOXIOUS SEEDS INCLUDING RUSSIAN OR CANADIAN THISTLE. COARSE FESCUE, EUROPEAN BINDWEED, JOHNSON GRASS, KNAP WEED AND LEAFY SPURGE. 3. THE SEEDER SHALL FURNISH TO THE CONTRACTOR A SIGNED STATEMENT CERTIFYING THAT THE SEED FURNISHED IS FROM A LOT THAT HAS BEEN TESTED BY A RECOGNIZED LABORATORY. SEED WHICH HAS BECOME WET, MOLDY, OR OTHERWISE DAMAGED IN TRANST OR IN STORAGE WILL NOT BE ACCEPTABLE. SEED TICKETS SHALL BE PROVIDED TO THE CITY UPON REQUEST. 4. DRILL SEEDING MIX SHALL CONFORM TO THE TABLE ON THE RIGHT: 5. IF THE SEED AVAILABLE ON THE MARKET DOES NOT MEET THE MINIMUM PURITY AND GERMINATION PERCENTAGES SPECIFIED, THE SUBCONTRACTOR MUST COMPENSATE FOR A LESSER PERCENTAGE OF PURITY OR GERMINATION BY FURNISHING SUFFICIENT ADDITIONAL SEED TO EQUAL THE SPECIFIED PRODUCT. THE TAGS FROM THE SEED MIXES MUST BE SUPPLIED TO CONTRACTOR AND FORWARDED TO THE CITY GESC INSPECTOR. 6. THE FORMULA USED FOR DETERMINING THE QUANTITY OF PURE LIVE SEED (PLS) SHALL BE (POUNDS OF SEED) X (PURITY) X (GERMINATION) = POUNDS OF PURE LIVE SEED (PLS). 7. PERMANENT SEED MIX SHALL BE USED UNLESS OTHERWISE APPROVED BY THE CITY. 8. ALL AREAS TO BE SEEDED AND MULCHED SHALL HAVE NATIVE TOPSOIL OR APPROVED SOIL AMENDMENTS SPREAD TO A DEPTH OF AT LEAST 6 INCHES (LOOSE DEPTH). HAUL ROADS AND OTHER COMPACTED AREAS SHALL BE LOOSENED TO A DEPTH OF 6 INCHES PRIOR TO SPREADING TOPSOIL 9. SOIL IS TO BE THOROUGHLY LOOSENED (TILLED) TO A DEPTH OF AT LEAST 6 INCHES PRIOR TO SEEDING. THE TOP 6 INCHES OF THE SEED BED SHALL BE FREE OF ROCKS GREATER THAN 4 INCHES AND SOIL CLODS GREATER THAN 2 INCHES. SEEDING OVER ANY COMPACTED AREAS THAT HAVEN'T BEEN THOROUGHLY LOOSENED SHALL BE REJECTED. 10. SEED IS TO BE APPLIED USING A MECHANICAL DRILL TO A DEPTH OF 1/4 INCH. ROW SPACING SHALL BE NO MORE THAN 6 INCHES. MATERIAL USED FOR MULCH SHALL CONSIST OF LONG-STEMMED STRAW. AT LEAST 50 PERCENT OF THE MULCH, BY WEIGHT, SHALL BE 10 INCHES OR MORE IN LENGTH. MULCH SHALL BE APPLIED AND MECHANICALLY ANCHORED TO A DEPTH OF AT LEAST 2 INCHES. MULCH SHALL BE APPLIED AT A RATE OF 4000 LB. OF STRAW PER ACRE. 11. IF THE PERMITTEE DEMONSTRATES TO THE CITY THAT IT IS NOT POSSIBLE TO DRILL SEED. SEED IS TO BE UNIFORMLY BROADCAST AT TWO TIMES THE DRILLED RATE, THEN LIGHTLY HARROWED TO PROVIDE A SEED DEPTH OF APPROXIMATELY 1/4 INCH, THEN ROLLED TO COMPACT. THEN MULCHED AS SPECIFIED ABOVE. 12. SEEDING AND MULCHING SHALL BE COMPLETED WITHIN 30 DAYS OF INITIAL EXPOSURE OR 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. 13. MULCH SHALL BE APPLIED WITHIN 24 -HOURS OF SEEDING. 14. TACKIFIER SHOULD BE UTILIZED TO HELP WITH STRAW DISPLACEMENT. PERMANENT DRILL SEEDING MIX TOTAL 1 9.2 POUNDS STEGES VARIETY NOTES POUNDS SPECIES R IN OF PLS VARIETY NOTES MM 30 BIG BLUESTEM KAW PNWS 10 1.1 YELLOW INDIANGRASS CHEYENNE PNWS 10 1 SWITCHGRASS BLACKWELL PNWS 10 0.4 SIDEOATS GRAMA VAUGHN PNWB 10 0.9 WESTERN ARRIBA PNCS 10 1.6 WHEATGRASS ANNUAL RYEGRASS N/A AICS 10 BLUE GRAMA HACHITA PNWB 10 0.3 THICKSPIKE CRITANA PNCS 10 1 WHEATGRASS PRAIRIE SANDREED GOSHEN PNWS 10 0.7 GREEN NEEDLEGRASS LODORM PNCB 10 1 SLENDER PRYOR PNCE 5 0.6 WHEATGRASS STREAMBANK SODAR PNCS 5 0.6 WHEATGRASS TOTAL 1 9.2 POUNDS STEGES VARIETY NOTES M OF PLS SMOOTH LINCOLN PICS 30 3.9 BROMEGRASS INTERMEDIATE OAHE PICS 30 4.5 WHEATGRASS PUBESCENT WHEATCRASS LUNA PICS 30 4.2 ANNUAL RYEGRASS N/A AICS 10 0.8 TOTAL 13.4 Design LMR Drawn LMR J Date: 10/23/2013 SHEET 7 OF 10 SC -5 Rock Sock (RS) ANY CM AT JDINT SHALL BE FILLED "M AN ADEQUATE AMOUNT DF US' (MANUS) CRUSHED ROCK AND WRAPPED ROCK SCYJK, WITH ZD FD NAL ORE MESH SECURED TO ENDS OF ROCK TN REINfOtCEO SACK. AS AN ALIERMVINE TQ FILLMC JOINTS BETWEEN -.- ROCK SOCKS "M CRUSHED ROCK AND QUtI IZ' 12' ADONAL ORE -FH C, ROOK SOCKS CAN BE QVERIAPPED (TYPICALLY 12 -INCH OVERLAP) TO AVOID CS. ROCK SOCK JOINTING GRADATION bBtE RS Ih' (MANUS) CRUSHED ROCK ENCLOSED IH WIRE MESH 1)S' (MANUS) CRUSHED ROCK ENCLOSED IN WXRE MESH WIRE LR ENDS N0. . 2' 100 115' 90 - too M-55 0 - IS ID' ON BEDROCK OR GROUND SURFACE CURBS. OMERWKE HARD SURFACE, Z' N SOL DEPENONG ON EA PEC SE EXTED SEDIMENT LOADS ROCK SOCK SECTION ROCK SOCK PLAN ANY CM AT JDINT SHALL BE FILLED "M AN ADEQUATE AMOUNT DF US' (MANUS) CRUSHED ROCK AND WRAPPED ROCK SCYJK, WITH ZD FD NAL ORE MESH SECURED TO ENDS OF ROCK TN REINfOtCEO SACK. AS AN ALIERMVINE TQ FILLMC JOINTS BETWEEN -.- ROCK SOCKS "M CRUSHED ROCK AND QUtI IZ' 12' ADONAL ORE -FH C, ROOK SOCKS CAN BE QVERIAPPED (TYPICALLY 12 -INCH OVERLAP) TO AVOID CS. ROCK SOCK JOINTING GRADATION bBtE SEA SIZE MASS PERCENT PASSING (07) SQUARE MESH SEVES N0. . 2' 100 115' 90 - too M-55 0 - IS 46 o- 5 MATCHES SPECa1GipN5 FOR N0. COARSE If.CREGTE FOR CONCRETE PER MSNiO MM3. ALL ROCK SHALL BE FRACTURED FACE. ALL SIDES, xA I. SEE POUR NEW FORS -LOCATiOH(S) OF ROCK SOCKS, 2. CRUSHED ROCK SHALL BE IK' (MINUS) M 512E WITH A FRACTURED FACE (ALL SIDES) ANO SMALL COMPLY WITH G TION SHOWN ON THIS SHEET (IB- MINS). 3, ORE MESH SPLA BE FABRICATED OF 10 GAGE POULTRY MESH. OR EQUIVALENT, OM A MAAMUM OPENING OF a', RECOMMENDED MINWW POLL WIDTH OF 48' 4. TARE MESH SHALL BE SECURED LASING 'HOC RINGS' OR ORE TIES AT 6' CENTERS ALONG ALL "NtS AND AT 2' CENTERS ON ENDS OF SOCKS. 5. SOME MUMCIPAUTIES NAY ALLOW ME USE OF FILTER FABRIC AS AN ALTERNATIVE TO ORE MESH FOR THE ROCK ENCLOSURE RS -1. ROCK SOCK PERIMETER CONTROL 1. INSPECT BMPaI EACH WORKDAY, AND MAINTAIN THEN IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF BAIPB SHOULD BE PROACTIVE, NOT REACTIVE. INSPECr 8A1Ps AS SOON AS POSSIBLE (AND ALWAYS OMAN 24 HOURS) FOLLOWING A STORY MAT CAUSES SURFACE EROSION, AND PERFDRY NECESSARY YNMENAINCI. 2. rEOUENf OBSEMATIONS ANO NNNtENM+CE AFE NECESSARY TO MAINTAIN BNP, IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD RE DOCUMENTED THOROUGHLY, 3 WHERE BIPs HAVE FAILED. REPAIR OR REPLACEMENT SHOULD BE INTIMATED UPON DISCOVERY OF ME FAILURE, 4. RACK SOCKS SNARL BE REPLACED iF THEY BECOME HEAVn.Y SaLED, OR DMAACED OEYOND REPAIR. 5. SEOIENr ACCUMULATED uPsYRE.W OF ROCK SOCKS SHALL BE REMaUED AS NEEDED TO MAINTAIN FUNCTIONAUIY OF THE DMP. TYPICALLY WHEN DEPTH OF ACCUMULATED SEDMENTS K MPROXINAMY is OF THE HEIGHT OF ME ROCK SOCK. e. ROCK SOUKS ME TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS STABILIZED AND APPROVED BY THE LOCAL JURISENCTK W. 7. WHEN ROCK SOCKS ME REMOVED, ALL OTSTLRBED AREAS SHAT BE COVERED "M TOPSOIL SEEDED AND MULCHED OR OTHERWISE STAMU2ED AS APPImVED BY LOCAL JURKO CTION. (-.ovum rsax - m PWeI, ma,HWP Aw ori a WM•A --. Hart AvnAnA H wrtr.Al) IsAL MANY JURISDICTIONS HAVE BAP DETAILS THAT VARY FROM UDFCa STANDARD MINMS. CONSULT ON LOCAL JURISTMCMINS AS TO WARM DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. ME DETAILS INCLUDED THIS MOTE. ALS IN OM 5 iATH SHEET NE COMMONLY AREA. HERE MDOnAI METHODS OF RCCA SOLA RIETMY ON IN THE N T EP M POuiAN ETRO MEA. DERE ARE PONY OTHER AGESSIMILARU PROPRIETARY PRODUCTS EC THE PRODUCTS: HOW NEITHER HE EVES NOR DISCOURAGES 115E OF PROPRIETARY PROTECTION ETAVL O I THE MA. IN THE ER ANT BE NQ.LNY IN THE ARE USED, E APRE BE NSTAL fD Al THE MANUFACTURER ASS MUST IN AHE LAHU IN ME SWOP AIL THE BMP MUST BE INSTALLED AND 4NNTNNEO AS SHOWN IN ME MANUFACNRER'S DETAILS. Maintenance and Removal Rock socks are susceptible w displacement and breaking due to vehicle raffic. Inspect rock socks for damage and repairerreplace as necessary. Remove sediment by sweeping -vacuuming as needed w maintain the functionality of the BMP, evgically when sediment November 2010 Unbao Drainage and Flood Control District RS Urban Storm Drainage Criteria Mantel Volume 3 EROSION CONTROL DETAIL SHEET (07) SEED / MULCH NOTES (07) SC -01 SILT FENCE (07) SC -02 SEDIMENT CONTROL LOG (OS) SC -05 ROCK SOCK (08) SC -06 INLET PROTECTION (08) EC -08 OUTLET PROTECTION (08) EC -14 WIND EROSION / DUST CONTROL (08) MM -01 CONCRETE WASHOUT AREA (09) EC -01 SURFACE ROUGHENING (09) MM -02 STOCKPILE MANAGEMENT (09) SM -04 VEHICLE TRACKING CONTROL (09) SM -06 STAGING AREA (10) EC -06 EROSION CONTROL BLANKET EC -8 Temporary Outlet Protection (TOP) TO HOGHT C LVEREND ROR N E CULVERT OR NORMAL CHANNEL OEPM, YNKHEVIIN K LESS On 1- x0') Col A 4(Do) MPON TEMPORARY OUTLET PROTECTION PLAN DIAMETER, Lo 0a r -D -1•D50 oWA 0 (CFS) (�) NON-Wm�N CEOtExTILE IN 10 2 A D50 a _KEY MOUND PERIMETER 4 SECTION A 5 10 TABLE OP -1. TEMPORARY OUTLET PROTECTION SZINC TABLE PIPE MPON RffRM 050 O DIAMETER, DSCHARCE. LENGTH, La oWA DP (INCHES) 0 (CFS) (�) 4IN pNCHES) a 2.5 S 4 5 10 e 2 5 to 10 1] 4 a rt, to 0 8 IB 20 II 30 23 9 2 40 26 6 ]0 I6 9 2t M 26 50 26 9 12 60 3D 16 OP -1. TEMPORARY OUTLET PROTECTION 1. SEE PLAIN VIEW FOR -LOCATION OF OUTLET PROTECTION. -N.ENS1aN OF OUTLET PROTECTION. 2, DETAIL IS INTENDED FOR PIPES MAIM SLOPE S HOS, ADOMONAL EVALUATION OF RIPRAP S21N0 AND OUTLET PROTECTKN DIMENSIONS REQUIRED FOR STEEPER SLOPES. 3. TEMPORARY OUTLET PROTECTION WFORM.ATION IS FOR OUTLETS INTENDED r0 BE UTILIZED LESS TNM 2 YENS. 1. INSPECT BNP, LACK WORKDAY. AND MAINTAIN MEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF BMP, SHOULD BE PROACTM1i, NOT REACTIVE. INSPECT BNP, AS SOON AS POSSIBLE (APO ALWAYS "MIN 24 HOURS) FOLLOWING A STORM MAT CAUSES SURFACE EROSION. AND PERFORM NECESSARY MNNTEHANCE 2. FREOUENT OBSERVATIONS AND M.AWIENANCE ARE NECESSARY TO NVJWAN BJN IN EFFECTIVE OPERATING CONDITION INSPECnDNS AND CORRECTIVE MEASURES SHOULD) SE DOCUMENTED TigROUGHLY. ]. WHERE BAP, HAVE FAILED. REPAIR OR REPLACEMENT SHOULD BE IWTATEO UPON DISCOVERY OF ME FAILURE. NAIL MANY JURISOCTONS HAVE BMP DETAILS TINT VARY FROM U0FCO STANDARD DETAILS. COMMILT WIM LOCAL. JURISDICTIONS AS t0 WHICH DETAIL SK OUW BE USED WHEN O "F RENCES ARE NOTED. Kir_, ApAPKa rami A,JINN mans- NN rrtW Wa - o - , - xAaAar W WI�a, Maintenance and Removal InspNX apron for damage and displaced rocks. If rocks are missing a significantly displaced, repair or repl- as necessary. If racks are continuously missing or displaced, Consider increasing the rite ofthe npmp a deeper keying of the perimeter. Remove sediment accumulated at the outlet before the outlet protection becomes buried and ineffective. When sediment accumulation is noted, check that upgmdient BMP L including inlet Protection, are in effective operating Condition. Outlet protection may be removed once the pipe is no longer draining an upstream ams, or once the downsasam area has been sufficiently stabdimd. If the drainage pipe is permanent, omlet protection can be left to place; however, pemene it outlet protection should be designed and constructed in accordance with the requirements of the dfalor Drainage chapter of Volume 2. November 2010 Urban Drainage and Flood Control District TOP Urban Swim Drainage Criteria Manual Volume 3 SC -6 Inlet Protection 1. SEE ROCK SOCK DESON OETAL FOR INSTALLATION REOUIREIVMTS. 2. CONCRETE 'CNMR' BLOCKS SHALL BE WD ON THEIR SIDES MOUNT) THE INLET M A SWOLE ROW, AduFrNG ONE ANOTHER OM off OPEN END FACKC AWAY FROM THE CURB. 3. GM4E BAGS SHALL BE PLACED MOUND CONCRETE BLOCKS. CLOSELY ABUTTING ONE ANOMER AND JOINTED TOGETHER IN ACCOTTOANCE "IH ROCK SOCK DESIGN DETAIL, NNW W OF TWO, CURS Imo_ SOCKS AIMiwx 30 CEO BLOCK AND ROCK SOCK INLET PROTECTIONISM DETAIL P -t) CURB SOCK FLOW -� � L 5' ANN IP -2. CURB ROCK SOCKS UPSTREAM OF INLET PROTECTION I. SEE ROCK SOCK DESIGN DETAIL INSTALLATION REOUIRCMENTS. 2. PLACEAENT OF THE SOCK SHALL BE APPROXIMATELY 30 DEGREES FROM PERPENDICULAR N ME OPPOSITE DIRECTION OF ROW. 1, SOCKS ARE TO BE FLVSN "M ME CURB AND SPACED A MINWUM OF 5 FEET MMT, 4. AT LEAST TWO CURB SOCKS IN SERIES ME REOUIRED UPSTREAM OF O! -GRADE INLETS. Maintenance and Removal Inspect inlet protection frequently. Inspection and maintenance guidance includes • Inspect for tears that can result, in sediment directly entering the inlet, as well as fault in the content of the BMP (e,g.. gravel) washing into the inlet. Check fw improper insmllation resulting in Imreated Bows bypassing the BMP and directly entering the into or bypassing to an unprotected downstream inlet For example, silt fence that has no been property trenched around the inlet can result in Bows under the silt fence and directly into the inlet. Look for displaced BMPs that are on longer protecting the inlet. Displacement may occur following larger storm events that wash away or reposition the inlet protection. Traffic er equipment may also crash or displace the BMP. • Monitor sediment accumulation upgridient ofThe inlet protection. • Remove sediment accumulation from the area upstream of the inlet protection, as needed to maintain BMP effectiveness, typically when it teaches 1a mare than half the storage capacity of the inlet protection. For silt fence, remove sediment when it accumulates to a depth of no more than 6 inches. Remove sediment accumulation Fran the area upstream of the inlet protection is needed to maintain the functionality of the BMP. Propriety inlet protection devices should be inspected and maintained in accordance with manufacturer specifications. If proprietary inlet insert devices are used, sediment should be removed in a timely manner to prevent devices III breaking and spilling sediment into the stomt drain. Inlet protection must be removed and properly disposed of when the drainage area for the inlet has reached final st ibili titian. IP Urban Drainage and Flood Control District August 2013 Urban Storm Drainage Criteria Manual Volume 3 Wind Erosion/Dust Control (DC) EC -14 Design and Installation The following comtmction DIVAN can he used for dust control: • An imgation sprinkler system em be used to wet the top layer of disturbed soil to help keep dry soil particles from becoming alrbome. Seeding and mulching can be used w stabilize disturbed surfaces and reduce dust emissions. • Protecting existing vegetation can help to slow wind velocities across the ground surface, thereby limitung the likelihood of soil particles m become airborne. Spray -on wit biaden form a bond between sod panicles keeping them grounded Chemical treatments may mgmre adds imud pernmmg requirements. Potential impact to surrounding waterways and habitat must be considered poor to use. Placing rock on construction roadways and entrances will help keep do% to a minimum across the construction site. • Wind fences can be installed on site to reduce wind speeds. Install fences perpendicular to the prevailing wind direction for maximum effectiveness. Design and Installation The following construction RMPA can be used for dust control: An irigatioNsprinkler system can be used to wet the top layer of disturbed soil to help keep dry soil particles from becoming airborne. Seeding and mulching can be used to stabil in disturbed surfaces and reduce dust emissions. Protecting existing vegetation can help to slow wind velocities across the ground surface. thereby limiting the likelihood of soil particles to become airborne. • Spray -on mil binden form a bond between snit particles keeping them grounded. Chemical treatments may require additional permitting requiremenm. Potential impacts to surrounding waterways and habitat must be Considered prior to use. • Placing rack on construction roadways and entrances will help keep dust to a minimum across the construction site. Wind fences can be installed on site to reduce wind speeds. Install fences perpendicular to the providing wind direction for maximum cffecliveneas. Maintenance and Removal When using an inigatioNsprinkler conA system to aid in dust control, be careful not to overwater. Overevatering will C.- construction vehicles to track mud off --site. MM -1 Concrete Washout Area (CWA) CWA MNNTFNANLE NOTE< 1. INSPECT BIP, EACH NORI(MY. AND MANTAN THEN M EFFECTIVE OPETV TMG CONDITION. MAINTENANCE OF BMP, SHOULD BE PROACTIVE. NOT REACTIVE. WSPECf BAP, AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM MAT CAt� SURFACE EROSION. AND PERFORM NECESSARY 4NNIENANC.E 2. FREQUEnT OBSERVATIONS AND MAINTENANCE ARE NECESSARY to MAINTAIN SMPa IN EFFECTIVE OPERATING CONDIneN INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED MORWCHLY. 3. WHERE BNP, HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE NITLATED UPON OSCOVFRY OF ME FAILURE. 4. ME CWA SHILL SHE REPAIRED. CLEARED, OR ENLARGED AS NECESSARY r0 WNNTAIN CAPACITY FOR CONCRETE WASTE CONCRETE MATERIALS. ACCUMULATED N PIT, SHALL BE REMOVED ONCE ME MATERIALS HAVE REACHED A DEPTH OF 2', 5. CONCRETE wA5H0Ut WATER, WASTED PIECES Of CONCRETE AND ALL OTHER DEBRIS IN ME SUBSUFEACE PR SNALL BE TRANSPORTED ROM TIME JOB SITE N A WATER -TIGHT CONTNnER AND DISPOSED OF PROPERLY. 6. ME CWA SHALL REMAIN IN PLACE UNTIL ALL CONCRETE FON THE PROJECT IS PLACED. 7. WHEN ME CWA IS REMOVED, COVER ME OStU D AREA OTH TOP SOL, SEED AND MULCH OR OTHERWKE STMAJZED N A MANNER APPROVED BY THE LOCAL JURISOICTNJN. - AMPrm - rola As muAr. mm�o0 - M ary of -.' cKvum, lar IbrwE H WHaen4 NQEL MANY JURISDICTIONS HAVE BAP DETAILS THAT VARY FROM UOFCD STANDARD OErALS. CONSULT WITH LOCAL JURKOCTIONS AS to WHICH CETAL SHOULD RE USED WHEN DIFFERENCES ME NOTED. CWA Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 CWA Urban Drainage and Flood Control District Urban Storm DminaP,c Criteria Manual Volume 3 Concrete Washout Area (CWA) MM -1 E- CWA VEHICLE rWCYJNC CONTROL (SEE We DEt i.) OR OTHER STABLE SURFACE CONCRETE WASHOUT AREA PLAN 'i2 "P COMPACTED BERM AROUND 2 ME PERINETER Za SLOPE ON NDKIURBED osl 2 COMPACTED SOIL ,'� TRACKING 8 K a WN. CONTROL (SEE VT: SECTION A DETAIL ) CWA-1. CONCRETE WASHOUT AREA CwA MSTALLwiDN NOTES I. SEE PLN VIEW FOR: CWA INSTALLATION LOCATION. 2. DO NOT LOCATE AN UNLINED CWA "THIN 400' OF ANY NATURAL ORNNAOE PATHWAY OR WAFEMODI DO NOT LOCATE "MIN 1,000' OF ANY WELLS OR DRINKING WATER SOURCES, IF LTE CONSTIWNTS WAKE THIS INFEASIBLE, OR IF HKNLY PERMS SOLS EMI ON SITE, THE CWA MUST BE INSTALLED OM AN IMPERNEABIE LNER (I6 NK WN. THICKNESS) OR SURFACE STORAGE ALTERNA USING PREFMRIGfED CONCRETE WASKOUT DEVICES OR A LINED ABOVE GROUND STORAGE ARE SHOULD BE USED, 3. ME CO, SMALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT ON SITE. 4. CWA STILL INCLUDE A FLIT SU85UPFACE PIT THAT K AT LEAST S' BY 8' SLOPES LEAD WG OUT OF THE SUBSURFACE PIT SHALL BE 3:1 OR RATTER ME PIT SMALL BE AT LEAST 3' DEEP. 5 BERM SURROUNDING TOES AND BACK OF ME MA SHALL HAVE MINIMUM HE- OF 6. VEHICLE TRACKING PAD SHAT BE SLOPED 22 TOWARDS ME CWA. 7 SIGNS SHALL BE PLACED AT ME CONSTILUCTKR! ENTRANCE, AT ME CWA AND ELSEWHERE AS NECESSARY r0 CLEARLY INDICATE ME LOCATION OF THE CMA r0 OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS. S. USE EXCAVATED MATERIAL FOR PQRMETER BERN CONSTRUCTION. X00 �T U 4G z a 1y > m O kj V E G n H Yi 8 TAA D1Q rA V W KZ.I z C III 0 G zfipy2i 0 O i � d2 W i O 62 a W It. Design LMR Drawn LMR Date: 10/23/2013 SHEET 8 OF 10 ROCK "Him OETAL F16' CIATIOR ROCK Sce SOCKS I., CINDER LocKs i�l�l0oml a� zkz.0:- i � rt, BLOCKSTU r• R• • OR ONGRADE INLET J 1. SEE ROCK SOCK DESON OETAL FOR INSTALLATION REOUIREIVMTS. 2. CONCRETE 'CNMR' BLOCKS SHALL BE WD ON THEIR SIDES MOUNT) THE INLET M A SWOLE ROW, AduFrNG ONE ANOTHER OM off OPEN END FACKC AWAY FROM THE CURB. 3. GM4E BAGS SHALL BE PLACED MOUND CONCRETE BLOCKS. CLOSELY ABUTTING ONE ANOMER AND JOINTED TOGETHER IN ACCOTTOANCE "IH ROCK SOCK DESIGN DETAIL, NNW W OF TWO, CURS Imo_ SOCKS AIMiwx 30 CEO BLOCK AND ROCK SOCK INLET PROTECTIONISM DETAIL P -t) CURB SOCK FLOW -� � L 5' ANN IP -2. CURB ROCK SOCKS UPSTREAM OF INLET PROTECTION I. SEE ROCK SOCK DESIGN DETAIL INSTALLATION REOUIRCMENTS. 2. PLACEAENT OF THE SOCK SHALL BE APPROXIMATELY 30 DEGREES FROM PERPENDICULAR N ME OPPOSITE DIRECTION OF ROW. 1, SOCKS ARE TO BE FLVSN "M ME CURB AND SPACED A MINWUM OF 5 FEET MMT, 4. AT LEAST TWO CURB SOCKS IN SERIES ME REOUIRED UPSTREAM OF O! -GRADE INLETS. Maintenance and Removal Inspect inlet protection frequently. Inspection and maintenance guidance includes • Inspect for tears that can result, in sediment directly entering the inlet, as well as fault in the content of the BMP (e,g.. gravel) washing into the inlet. Check fw improper insmllation resulting in Imreated Bows bypassing the BMP and directly entering the into or bypassing to an unprotected downstream inlet For example, silt fence that has no been property trenched around the inlet can result in Bows under the silt fence and directly into the inlet. Look for displaced BMPs that are on longer protecting the inlet. Displacement may occur following larger storm events that wash away or reposition the inlet protection. Traffic er equipment may also crash or displace the BMP. • Monitor sediment accumulation upgridient ofThe inlet protection. • Remove sediment accumulation from the area upstream of the inlet protection, as needed to maintain BMP effectiveness, typically when it teaches 1a mare than half the storage capacity of the inlet protection. For silt fence, remove sediment when it accumulates to a depth of no more than 6 inches. Remove sediment accumulation Fran the area upstream of the inlet protection is needed to maintain the functionality of the BMP. Propriety inlet protection devices should be inspected and maintained in accordance with manufacturer specifications. If proprietary inlet insert devices are used, sediment should be removed in a timely manner to prevent devices III breaking and spilling sediment into the stomt drain. Inlet protection must be removed and properly disposed of when the drainage area for the inlet has reached final st ibili titian. IP Urban Drainage and Flood Control District August 2013 Urban Storm Drainage Criteria Manual Volume 3 Wind Erosion/Dust Control (DC) EC -14 Design and Installation The following comtmction DIVAN can he used for dust control: • An imgation sprinkler system em be used to wet the top layer of disturbed soil to help keep dry soil particles from becoming alrbome. Seeding and mulching can be used w stabilize disturbed surfaces and reduce dust emissions. • Protecting existing vegetation can help to slow wind velocities across the ground surface, thereby limitung the likelihood of soil particles m become airborne. Spray -on wit biaden form a bond between sod panicles keeping them grounded Chemical treatments may mgmre adds imud pernmmg requirements. Potential impact to surrounding waterways and habitat must be considered poor to use. Placing rock on construction roadways and entrances will help keep do% to a minimum across the construction site. • Wind fences can be installed on site to reduce wind speeds. Install fences perpendicular to the prevailing wind direction for maximum effectiveness. Design and Installation The following construction RMPA can be used for dust control: An irigatioNsprinkler system can be used to wet the top layer of disturbed soil to help keep dry soil particles from becoming airborne. Seeding and mulching can be used to stabil in disturbed surfaces and reduce dust emissions. Protecting existing vegetation can help to slow wind velocities across the ground surface. thereby limiting the likelihood of soil particles to become airborne. • Spray -on mil binden form a bond between snit particles keeping them grounded. Chemical treatments may require additional permitting requiremenm. Potential impacts to surrounding waterways and habitat must be Considered prior to use. • Placing rack on construction roadways and entrances will help keep dust to a minimum across the construction site. Wind fences can be installed on site to reduce wind speeds. Install fences perpendicular to the providing wind direction for maximum cffecliveneas. Maintenance and Removal When using an inigatioNsprinkler conA system to aid in dust control, be careful not to overwater. Overevatering will C.- construction vehicles to track mud off --site. MM -1 Concrete Washout Area (CWA) CWA MNNTFNANLE NOTE< 1. INSPECT BIP, EACH NORI(MY. AND MANTAN THEN M EFFECTIVE OPETV TMG CONDITION. MAINTENANCE OF BMP, SHOULD BE PROACTIVE. NOT REACTIVE. WSPECf BAP, AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM MAT CAt� SURFACE EROSION. AND PERFORM NECESSARY 4NNIENANC.E 2. FREQUEnT OBSERVATIONS AND MAINTENANCE ARE NECESSARY to MAINTAIN SMPa IN EFFECTIVE OPERATING CONDIneN INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED MORWCHLY. 3. WHERE BNP, HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE NITLATED UPON OSCOVFRY OF ME FAILURE. 4. ME CWA SHILL SHE REPAIRED. CLEARED, OR ENLARGED AS NECESSARY r0 WNNTAIN CAPACITY FOR CONCRETE WASTE CONCRETE MATERIALS. ACCUMULATED N PIT, SHALL BE REMOVED ONCE ME MATERIALS HAVE REACHED A DEPTH OF 2', 5. CONCRETE wA5H0Ut WATER, WASTED PIECES Of CONCRETE AND ALL OTHER DEBRIS IN ME SUBSUFEACE PR SNALL BE TRANSPORTED ROM TIME JOB SITE N A WATER -TIGHT CONTNnER AND DISPOSED OF PROPERLY. 6. ME CWA SHALL REMAIN IN PLACE UNTIL ALL CONCRETE FON THE PROJECT IS PLACED. 7. WHEN ME CWA IS REMOVED, COVER ME OStU D AREA OTH TOP SOL, SEED AND MULCH OR OTHERWKE STMAJZED N A MANNER APPROVED BY THE LOCAL JURISOICTNJN. - AMPrm - rola As muAr. mm�o0 - M ary of -.' cKvum, lar IbrwE H WHaen4 NQEL MANY JURISDICTIONS HAVE BAP DETAILS THAT VARY FROM UOFCD STANDARD OErALS. CONSULT WITH LOCAL JURKOCTIONS AS to WHICH CETAL SHOULD RE USED WHEN DIFFERENCES ME NOTED. CWA Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 CWA Urban Drainage and Flood Control District Urban Storm DminaP,c Criteria Manual Volume 3 Concrete Washout Area (CWA) MM -1 E- CWA VEHICLE rWCYJNC CONTROL (SEE We DEt i.) OR OTHER STABLE SURFACE CONCRETE WASHOUT AREA PLAN 'i2 "P COMPACTED BERM AROUND 2 ME PERINETER Za SLOPE ON NDKIURBED osl 2 COMPACTED SOIL ,'� TRACKING 8 K a WN. CONTROL (SEE VT: SECTION A DETAIL ) CWA-1. CONCRETE WASHOUT AREA CwA MSTALLwiDN NOTES I. SEE PLN VIEW FOR: CWA INSTALLATION LOCATION. 2. DO NOT LOCATE AN UNLINED CWA "THIN 400' OF ANY NATURAL ORNNAOE PATHWAY OR WAFEMODI DO NOT LOCATE "MIN 1,000' OF ANY WELLS OR DRINKING WATER SOURCES, IF LTE CONSTIWNTS WAKE THIS INFEASIBLE, OR IF HKNLY PERMS SOLS EMI ON SITE, THE CWA MUST BE INSTALLED OM AN IMPERNEABIE LNER (I6 NK WN. THICKNESS) OR SURFACE STORAGE ALTERNA USING PREFMRIGfED CONCRETE WASKOUT DEVICES OR A LINED ABOVE GROUND STORAGE ARE SHOULD BE USED, 3. ME CO, SMALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT ON SITE. 4. CWA STILL INCLUDE A FLIT SU85UPFACE PIT THAT K AT LEAST S' BY 8' SLOPES LEAD WG OUT OF THE SUBSURFACE PIT SHALL BE 3:1 OR RATTER ME PIT SMALL BE AT LEAST 3' DEEP. 5 BERM SURROUNDING TOES AND BACK OF ME MA SHALL HAVE MINIMUM HE- OF 6. VEHICLE TRACKING PAD SHAT BE SLOPED 22 TOWARDS ME CWA. 7 SIGNS SHALL BE PLACED AT ME CONSTILUCTKR! ENTRANCE, AT ME CWA AND ELSEWHERE AS NECESSARY r0 CLEARLY INDICATE ME LOCATION OF THE CMA r0 OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS. S. USE EXCAVATED MATERIAL FOR PQRMETER BERN CONSTRUCTION. X00 �T U 4G z a 1y > m O kj V E G n H Yi 8 TAA D1Q rA V W KZ.I z C III 0 G zfipy2i 0 O i � d2 W i O 62 a W It. Design LMR Drawn LMR Date: 10/23/2013 SHEET 8 OF 10 Surface Roughening (SR) EC -1 SR IMConG OR - PRINlIHO i FURNOINS 2' TO 4' DEEP ]' TG WITH 9" NA%NUM $PACING 4' DEEP PAXAI TO CONTOURS SR -1. SURFACE ROUGHENING FOR STEEP SLOPES (1:1 OR STEEPER) YMIFYmG DR FILLING ROUGHENED ROWS SNAIL. BE 4- YO a' t i0 a' DEEP WITH 6' NAXMU4 $PACING PARALLEL DEEP IO CONTOURS SR -2. SURFACE ROUGHENING FOR LOW SLOPES (LESS THAN }:1) SURCXF ROxHF7aN(: IHRLAIAnrrN ND c 1. SEE FLAN VIEW FOR: -LOCAMMS) OF SURFACE ROUGHENING, 2. SURFACE ROUGHENING SHALL BE PROVIDED PROMPTLY AFTER COMREMMH O FII GRADING (FOR AREAS HOT RECEMNG TOPSOIL) OR PRIOR TO TOPSOIL PLACEMENT OR ANY FORECASTED RAN EVENr, 3. MEAS WHERE BUILDING FOUNDATIONS, PAVEMENr. OR Son WILL BE PLACED WITHOUT DELAY N THE CONSTRUCII()N SEQUENCE. SURFACE ROUGHENING IS NOT REOUWED. 4, DSTURRED SURFACES SHALL BE ROUGHENED USANG RIPPING rn nWNG EQUIPMENT ON THE CONTOUR OR TRACONG W MD DOWN A SLOPE USING EQUIPMENT TREAD& 5. A FMMNG DISK SHVIL. NOT RE USED FOR SURFACE ROIKHENINC SURGACE ROIL ��EwNG MANTfN4urE NntES I. INSPEtr BARN EACH WORNOAY, AND MANTAN THEM IN EFFECTIVE OPERAING CONDITION. MANFENANCE OF Sues SHOULD BE PROXTI E, HOT REACTIVE. INSPECT BAN AS SOON AS POSLRLE (ANO ALWAYS WITNN 24 HOURS) FOLLOWING A STORM MAT CAUSES SURFACE EROSKN, AND PERFORM NECESSARY MAINTENANCE. 2. FREQUENT OBSENVAnONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN III MN EFFECTIVE OPERATING CONDITION NSPECTIONS AND CORPECTA MEASURES MOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BIN HAVE FILED. REPAIR OR REPLACE UPON DISCOVERY OF THE FNLURE 4 VEHICLES AND EQUIPMENT SHILL NOT BE DRIVEN LIVER MEAS THAT HAVE BEEN SURFACE ROUGHENED. 5. N NON -ANF GRASS FINISHED AREAS. SEEDING AND MULCHING SHALL TAKE PHAGE DIRECTLY CVER SURFACE ROUGHENED AREAS WITHOUT FIRST SMOOTHING OUT THE SURFACE 6 N AREAS For SEEDED AND MULCHED AFTER SURFACE ROUGHENING, SURFACES SHALL BE RE-ROLDNENED M NECESSARY TO MAINTAIN GROOVE DEPTH AND SMOOTH TIER ANLL EROSON. 4- - YRw m,K . rWII,aH, eaLaawR. - AwAar W Maas.) CONSULT L�MULCCAL JURISDICTIONS AS t0 WHICH OETAL SHOULD BE USED WEN HAVE BAP DETAILS THAT VARY FROM UI STANDARD DETAILS. DIFFERENCES ME NOTED. Maintenance and Removal Care should be taken not m drive vehicles or equipment over ureas that have ban surface roughened. Tire tracks will smooth the roughened aurfaa and may nose runot7to collect into rills and gullies. Ream surface roughening is only a temporary control, additional treatments may be necessary to maintain the soil surface in a roughened condition. Areas should be inspected for signs of erosion. Surface roughening is a temporary mature, and will not provide long-term erosion control. SR Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manua( Volume 3 Stockpile Management (SP) MM -2 / SP __ SmCNR E / SILT FENCE (SEE SF DETAIL FOR NSTALLATIOi REQUIREMENTS) STOCKPILE PROTECTION PLAN -MU. SILT FENCE (SEE IF Mt.VL FOR r INSisLWON REQUIREMENTS) SECTION A SP -1. STOCKPILE PROTECTION STOCKPILE PROTECTION iNSTALIAild1 HOiEs I. SEE PLM NEW FOR: -LOCAROH OF STOCKPILES. -TYPE OF SrOCKPRE PROTECTION, 2, INSTAL PERIMETER CONTROLS IN KCOROANCE WITH THEIR RESPECTIVE DESIGH OETALS. S FENCE IS SHOWN IN ME STOCKPILE PROTECTION DETAILS. HOWEVER. OTHER TYPES OF PERIMETER CONTROLS INCLUDING MINI CONTROL LOGS OR ROCK SOCKS MAY BE SUITABLE IN SOME CIRCUMSTANCES. CrnLOERATIONS FOR DETERMINING THE MPROPMATE TYPE O PEPIMSER CONTROL FOR A STOCKPILE INCLUDE WHETHER ME STOCKPILE IS LOCATED ON A PERVIOUS OR IMPERVIOUS SURFACE THE RELATIVE HEIGHTS OF ME PERIMETER CONTROL AND STOCKPILE, THE ABILITY OF THE PERMEFER CONTROL TO CONTAIN THE SrOCKMLE WITI FAXING IN ME EVENT THAT MATERML FROM THE STOCKPLI SHIFTS OR MUMPS AGAINST ME PERHMETER. AHO OTHER FACTORS. 3. SIMI THE STOCHPLE SURFACE WITH SURFACE ROUGHEWNC, TEMPORARY SEEDNC AND MULCNMG. EROSION CONTROL BLANKETS, OR SOL ONDERS. SOLS STOCKPILED FOR AN EXTENDED PERIOD (TYPICALLY FOR MORE THAN en DAYS) SHOULD BE SEEDED AND MULCHED WITH A TEMPORARY GRASS COVER ONCE ME STOCKPILE IS PLACED (TYPICALLY WITHIN 14 DAYS), USE OF MULCH ONLY OR A SOIL SINGER IS ACCEPTABLE R THE STOCKPILE WILL BE IN PEKE FOR A MORE UNITED ONE FIRM (TYPICALLY 30-e0 LYS) 4. FOR TEMPORARY SrOCHPILES ON ME INTER OR PORTION OF A CONSORUCTION SITE, WHERE OTHER GOING ENT CONTROLS, INCLUDING PERIMETER CONTROL ARE IN OKE. STOCKPILE PERIMETER CONTROLS MAY NOT BE NEOUIRED, SI H�ILF PROM nnx LLAIMr[uAurC HOTFc 1. WORKDAY. AND BMP1 EACH WORAND MAINTAIN THEM IN EFFECTIVE OPERATING COATON. NNNFENANCE OF RLP, SHOULD BE PROACTIVE, NOT REACTIVE. ASPECT BARN AS SOON AS POSSIBLE (AND ALWAYS WRHN 24 HOURS) FOLLOWING A STORM NAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BAN IN EFFECTIVE OPERATING CONDITION INSPECTIONS AND CORRECTr* MEASURES SHOULD BE DOCUMENTED THOROUGHLY, 3. WHERE EARN HAVE FAKED, REPAIR OR REPI SHOULD BE INITIATED UPON DISCOERY OF THE FAILURE. STQ:KPIE PROTECTKIN MANTEMxwf NOTES 4 IF PERIMETER PROIECTON MUST RE MOVED t0 ACCESS SOL ST -PIE. REFACE PERIMETER CONTROLS BY THE END OF THE WQRKDAY. 5. SrocKPILE PEMMETER CONTROLS CAN BE REMOVED ONCE ALL THE MATERIA FROM ME ST -a HAS BEEN USED. <onW.a ArrtR 'SLOTH rxaOA tvUw.Po, Kor AwAAeU[ x wnlrAal NQM WAY 4UNSOCTIONS HAVE BMP DET IL9 TWAT VARY FROM UDFCO STMOMI DETAILS. CONSULT WITH LOCA JURISDICTIONS AS TO WHIN OEFAL SHOULD BE USED WHEN OIR PEACES ARE NOFED. Maintenance and Removal Inspect perimeter controls and inlet protection in accordance with their respective BMP Fact Sheets. Where seeding, mulch and/or soil birders are used. reseeding m mappliation of soil bindermay he necessary. When temporary removal of a perimeter BMP is necessary to access a stockpile, ensure BMPS are reinstalled in accordance with their respective designdetail section. When the stockpile is no longer needed, properly dispose ofexcess materials and revegemte or otherwise stabilize the ground surface he. the stockpile was located. November2010 Urban Drainage and Flood Control District SP Urban Sturm Drainage Criteria Manual Volume 3 EROSION CONTROL DETAIL SHEET (07) SEED / MULCH NOTES (07) SC -01 SILT FENCE (07) SC -02 SEDIMENT CONTROL LOG (08) SC -O5 ROCK SOCK (08) SC -06 INLET PROTECTION (08) EC -08 OUTLET PROTECTION (08) EC -14 WIND EROSION / DUST CONTROL (08) MM -01 CONCRETE WASHOUT AREA (09)EC-01 SURFACE ROUGHENING (09)MM-02 STOCKPILE MANAGEMENT (09) SM -04 VEHICLE TRACKING CONTROL (09) SM -06 STAGING AREA (10) EC -06 EROSION CONTROL BLANKET Stabilized Staging Area (SSA) SSA -1. STABILIZED STAGIN SrABuzfO srKIFNG AREA INsrw l.snaN NDrEs t. SEE PLAN VIEW FOR -LOCATgN OF STAGING AREA(S). -CONTRACTOR NAY A T LOCATION AND SIZE OF STA FROM THE LOCAL JIRBSdCRON. 2. STABILIZED STAGING AREA SHOULD BE IPPROPRMTE FOR OVERSIZrIG RESULTS IN A LARGER AREA m STABn12E FOU( 3. STAGNG AREA WAIL SE STABILIZED PMOL r0 OTHER GP 4. THE STABILIZED STAGING MEA SMALL Co- OF A VNII MAPENAL. 5. UNLESS OTHERWISE SPECIFIED BY LOCAL JURISOOTION. R SECT. #703. MSHTO #3 COARSE AGGREGATE OR 6- (MINUS) 6. ADOUTCHAL PERIMETER BMP. MAY BE REWIRED INCLLIDIN FENCE AND CONSTRUCTION FENCING. I INSPECT BAN EACH WORKDAY, AND 4ANTNN THEM IN EI MARIIENARCE OF BAN SHOULD BE PROACTIVE, NOT REACTIV POSSIBLE (AND ALWAYS WITIM 24 HOURS) FOLLCWING A ST E105gN, AND PERFORM NECESSARY MAINTENANCE. 2. FREOUENT ORSERVARONS AND MANTEHANCI ARE ACES. EFFECTAE OPERATING CONEMON NHO SKCTIOKS ACORRECT DOCUMENTED MOROVGHLY. 3. WHERE BAP. HAVE FABLED. REPAR OR REPLACEMENT SH( OtwO.ERY or THE FNLURE 4. ROCK SPILL BE NEAPPLIED OR REGRADED AS NECESSAHI UNDERLYING MEWIRADE MIGIM. EXPOSED. ST ^.a 12EO cTK� A^.FA ALAN xA�^A' M1":iFt 5. STAJ31L12m STAGING AREA SHALL BE ENLARGED E NECEV STORKS. AND UNLOKING/LCADING OPERATIONS. 6. THE STABILIZED STAGING AREA SPILL BE RENOED AT TH GRANULAR MATERIAL SHILL BE REMOVED OR, IF APPROVED ( USED ON SITE. AND THE MFA COVERED WITH TOP501L SEE! ONERWISE STABILIZED IN A MANNER APPROVED BY LOCAL JI NQM MARY NUWAPATES PROMBR THE USE OF RECYCLE( MATERNA FOR STMUZED STAGING MEAS DINE TO DIFFICULT VEGETATION IN AREAS WHERE RECYCLED CONCRETE WAS PW H= WHY JUR5OLTHOVS HAVE BMP DETAILS THAT VARY FF COSULT WIN LOCA JURSOCOONS AS TO WH6CH DETNL SI 00711 ME N01ED. (.1- neem I- Mown -1 raaruq KOY - w - Maintenance and Removal Maintenance ofstabilized staging areas includes maintaining a stable n perimeter controls, and following good housekeeping IUNctices. When construction is complete, debris, unused stockpiles and materials disposed. In some cases, this will require disposal of contaminated and appropriate landfill. Staging areas should then be pemleTMemly stabilize cover planned far the development. SSA Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volun SSA SNSTRUCTIt4 'AREAS _ a' IN F-1ASS GRANULAR MATERIAL SILT FENCE OR CONSTRUCTION - FENCING AS NEEDED " AREA ANG AREA WITH APPAOVK HE NEEDS OF THE LTE. MNG CONSTRLGTKN. RATIONS rn ME WE- U. 11EUM 3' MICR GRANLILAR CN SHALL CGASST GF GOT am. BUT NOT LIMITED TO SRT MITI OPERATING CONDITION INSPECT BMP. AS SOON AS RM THAT CAUSES SURFACE RY TO MANTAN BARN IN E MEASURES SHOULD BE JI.D BE NITIAOED UPON K RUTTING OCCURS OR LRY To CON- P END OF CONSTRUCTION ME r THE LOCAL JURSOCTION. EO AND MULCHED OR RSDI CONCRETE AS GRANULAR 5 WITH RE-ESTABLISHMENT OF ED. N UOFCD STANDARD DETAILS, OUW BE USED WHEN o) face cover of gravel, repairing hould be recycled or properly Tom equipment lucks in an with vegetation or other surface November 2010 e3 Maintenance and R Inspect the area for degradation and replan aggregate or material used for a stabilized entrance/exit as needed. If the area becomes clogged and ponds water, remove and dispose of excess sediment or replace material with a fresh lay" of aggregate as necessary. With aggregate vehicle tracking controls, ensure rock and debris from this arm do not enter the public right-of-way. Remove sediment that is tracked onto the public right of way daily or more frequently as needed. Exceas sediment in the roadway indicates that the stabilized construction entrance needs maimenance. Vehicle Tracking Control (VTC) SM -4 SF/CF _ Sr/CF ONL � TMICL cGNSTFcvN < RH&IHG (K NbEDEI)') CTRU_ \ SITE ACCESS \ , A StABUZED 'IAWATERAL ACE AREA (SEE UNLESS ONE APSE SPECIFIED ` GET -1C DIET to VTL-1 r0 VFC-3} BY LOCK JURISDICMIN. U5E COOT SECT. /703, AAWTO #3 I(•� COARSE AGGREGATE OR a' SSA -1. STABILIZED STAGIN SrABuzfO srKIFNG AREA INsrw l.snaN NDrEs t. SEE PLAN VIEW FOR -LOCATgN OF STAGING AREA(S). -CONTRACTOR NAY A T LOCATION AND SIZE OF STA FROM THE LOCAL JIRBSdCRON. 2. STABILIZED STAGING AREA SHOULD BE IPPROPRMTE FOR OVERSIZrIG RESULTS IN A LARGER AREA m STABn12E FOU( 3. STAGNG AREA WAIL SE STABILIZED PMOL r0 OTHER GP 4. THE STABILIZED STAGING MEA SMALL Co- OF A VNII MAPENAL. 5. UNLESS OTHERWISE SPECIFIED BY LOCAL JURISOOTION. R SECT. #703. MSHTO #3 COARSE AGGREGATE OR 6- (MINUS) 6. ADOUTCHAL PERIMETER BMP. MAY BE REWIRED INCLLIDIN FENCE AND CONSTRUCTION FENCING. I INSPECT BAN EACH WORKDAY, AND 4ANTNN THEM IN EI MARIIENARCE OF BAN SHOULD BE PROACTIVE, NOT REACTIV POSSIBLE (AND ALWAYS WITIM 24 HOURS) FOLLCWING A ST E105gN, AND PERFORM NECESSARY MAINTENANCE. 2. FREOUENT ORSERVARONS AND MANTEHANCI ARE ACES. EFFECTAE OPERATING CONEMON NHO SKCTIOKS ACORRECT DOCUMENTED MOROVGHLY. 3. WHERE BAP. HAVE FABLED. REPAR OR REPLACEMENT SH( OtwO.ERY or THE FNLURE 4. ROCK SPILL BE NEAPPLIED OR REGRADED AS NECESSAHI UNDERLYING MEWIRADE MIGIM. EXPOSED. ST ^.a 12EO cTK� A^.FA ALAN xA�^A' M1":iFt 5. STAJ31L12m STAGING AREA SHALL BE ENLARGED E NECEV STORKS. AND UNLOKING/LCADING OPERATIONS. 6. THE STABILIZED STAGING AREA SPILL BE RENOED AT TH GRANULAR MATERIAL SHILL BE REMOVED OR, IF APPROVED ( USED ON SITE. AND THE MFA COVERED WITH TOP501L SEE! ONERWISE STABILIZED IN A MANNER APPROVED BY LOCAL JI NQM MARY NUWAPATES PROMBR THE USE OF RECYCLE( MATERNA FOR STMUZED STAGING MEAS DINE TO DIFFICULT VEGETATION IN AREAS WHERE RECYCLED CONCRETE WAS PW H= WHY JUR5OLTHOVS HAVE BMP DETAILS THAT VARY FF COSULT WIN LOCA JURSOCOONS AS TO WH6CH DETNL SI 00711 ME N01ED. (.1- neem I- Mown -1 raaruq KOY - w - Maintenance and Removal Maintenance ofstabilized staging areas includes maintaining a stable n perimeter controls, and following good housekeeping IUNctices. When construction is complete, debris, unused stockpiles and materials disposed. In some cases, this will require disposal of contaminated and appropriate landfill. Staging areas should then be pemleTMemly stabilize cover planned far the development. SSA Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volun SSA SNSTRUCTIt4 'AREAS _ a' IN F-1ASS GRANULAR MATERIAL SILT FENCE OR CONSTRUCTION - FENCING AS NEEDED " AREA ANG AREA WITH APPAOVK HE NEEDS OF THE LTE. MNG CONSTRLGTKN. RATIONS rn ME WE- U. 11EUM 3' MICR GRANLILAR CN SHALL CGASST GF GOT am. BUT NOT LIMITED TO SRT MITI OPERATING CONDITION INSPECT BMP. AS SOON AS RM THAT CAUSES SURFACE RY TO MANTAN BARN IN E MEASURES SHOULD BE JI.D BE NITIAOED UPON K RUTTING OCCURS OR LRY To CON- P END OF CONSTRUCTION ME r THE LOCAL JURSOCTION. EO AND MULCHED OR RSDI CONCRETE AS GRANULAR 5 WITH RE-ESTABLISHMENT OF ED. N UOFCD STANDARD DETAILS, OUW BE USED WHEN o) face cover of gravel, repairing hould be recycled or properly Tom equipment lucks in an with vegetation or other surface November 2010 e3 Maintenance and R Inspect the area for degradation and replan aggregate or material used for a stabilized entrance/exit as needed. If the area becomes clogged and ponds water, remove and dispose of excess sediment or replace material with a fresh lay" of aggregate as necessary. With aggregate vehicle tracking controls, ensure rock and debris from this arm do not enter the public right-of-way. Remove sediment that is tracked onto the public right of way daily or more frequently as needed. Exceas sediment in the roadway indicates that the stabilized construction entrance needs maimenance. Vehicle Tracking Control (VTC) SM -4 UNLESS OrNEFORSE SPECIFIED BY LOCAL INSTAL HOCK FLUSH WITH JURISDICTION, USE COOT SECT. #703. -TO OR BELOW COP OF PAA"', #3 COARSE AGGREGATE 9' (MIN.) OR G' AnNVS ROCK T r FABRIC EN GEOIE%RLE FABRIC COMPACTED SUBGPAOE SECTION A VTC -1. AGGREGATE VEHICLE TRACKING CONTROL I T 1. SEE PLM NEW FOR -LOCATION OF CONSTRUCTION ENTRAAE(S)/EXIT(S). -TYPE OF CONSTRUCTION ENTRANCE(S)/EXITS(S) (WITH/WITHOUT WHED. WASH, CONSTRUCTION NAT OR TRA). Z CONSTRUCTION WT OR MM STABILIZED CONSTNUCTIOH ENTRANCES ME ONLY r0 BE USED ON SHORT WRMmDN PROJECTS (TYPICALLY RAGING FROM A WEEK TO A MONTH) WHERE THERE WILL BE LIMITED VEHICULAR ACCESS, 3. A STABIUZED CONSTRUCTION ENTRANCE/ExIT SHALL BE LOCATED AT ALL ACCESS PORTS WHERE VEHICLES ACCESS THE CONSTRUCTION SITE FROM PAVED RIGHT-OF-WAYS. 4. STABILIZED CONSTRUCTION ENTRANCE/EXIT SHALL BE INSTALLED PRIOR TO MY LAND DHSIUIRBNO Km9TES. 5. A NON -WOVEN GEOTEXTIIE FABRIC SHALL BE PLACED FINDER THE STADUZED CONSTRUCTpN ENTRANCE/EAT PRIOR TO NE PLACEMENT OF ROOK. 6. UNLESS OTHERWISE SPECIFIED BY LOM JURSDICTION, ROCK SIMLL CONSIST OF GOT SECT. #703, AOLRO 03 COARSE AGGREGATE OR 6- (AMUS) ROCK. I..SPECT BAN EACH WOPKDAY, ANO MAINTAIN THEM IN EFFECTIVE OPERATING COI NNHTENANCE OF BARN SHOULD RE PROACTIVE, NOT REACTIVE. INSPECT BNP. AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLCWNG A STORM THAT CAUSES SURFACE EROLON, AND PERFORM NECESSARY 4ANTENNICE. 2. FREQUENT OBSERVATIONS ANO YNNTENACE ME NECESSARY TO MANTAJN BAJA IN EFFECTME OPERATING COENON, INSPECTIONS AND CORRECTIVE MEASURES SHKXLO BE DOCUMENTED THOROUGHLY. 3. WHERE BMP, HAVE FAIII REPAR OR REPLACEMENT SHIOU.0 BE INIMATED UPON 0 GARY OF THE FAILURE. 4. ROCK SNAIL BE REAPPLIED OR REGRADED AS NECESSARY TO THE STMWZED ENTRAnCE/EXIT TO MAINTAN A CONSSTENT OEPM. 5. SEDIMENT TRKNEO ONTO PAVED ROADS IS TO BE REMOVED THROUGHOUT THE DAY AND AT THE END OF THE DAY BY SHOVELING OR SWEEPING. MOMENT MAY NOT BE WASHED DOWN STORM SEWER GUNS. b=L WHY JURSOCT*NS HAVE BMP DETALS THAT VARY FROM UDFCO STANDARD OEFMS. CONSULT WON LOCK JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED .- --'SLIM PN tr WWIF6a. WaNeW. IDT ArMI91 w AUTMb) Ensure that drainage ditches al the entrance/exit arm remain clear. A stabilized entrance should be removed only when there is no longer the potential for vehicle tracking to occur. This is typically after the site has been stabilized. When wheel wash equipment is used, be sure that the wash water is discharged to a sediment trap prior to discharge. Also inspect channels conveying the water for the wash arm to the sediment imp and stabilize areas that may be eroding. When a construction entre ectexit is removed, excess sediment from the aggregate should be removed and disposed of appropriately. The entraoce should be promptly stabilized with a permanent surface following removal, typically by paving. N'TCUrban Drainage and Flood Control District Novsmber 2010 Urban Storm Drainage Criteria Manual Volume 3 i O 0 Design LMR Drawn LMR J W J ON LJ. Z O O Fn ONN W W Date: 10/23/2013 SHEET 9 OF 10 DTC ' FOO' (WIDTH CAN BE LESS IF CONSTAWLES . PHYSICALLY CONFWED ON SON LDEs) SIDEWNJ( OR TIMER 50 FOO, (MIN.) PAVED SURFACE p.q 9- (MIN ) PUBLK UNLESS ONE APSE SPECIFIED ROAGWAY BY LOCK JURISDICMIN. U5E COOT SECT. /703, AAWTO #3 COARSE AGGREGATE OR a' ANUS ROCK NON -WOVEN GEOTE%TILE FABRIC BETWEEN SOL AND ROCK UNLESS OrNEFORSE SPECIFIED BY LOCAL INSTAL HOCK FLUSH WITH JURISDICTION, USE COOT SECT. #703. -TO OR BELOW COP OF PAA"', #3 COARSE AGGREGATE 9' (MIN.) OR G' AnNVS ROCK T r FABRIC EN GEOIE%RLE FABRIC COMPACTED SUBGPAOE SECTION A VTC -1. AGGREGATE VEHICLE TRACKING CONTROL I T 1. SEE PLM NEW FOR -LOCATION OF CONSTRUCTION ENTRAAE(S)/EXIT(S). -TYPE OF CONSTRUCTION ENTRANCE(S)/EXITS(S) (WITH/WITHOUT WHED. WASH, CONSTRUCTION NAT OR TRA). Z CONSTRUCTION WT OR MM STABILIZED CONSTNUCTIOH ENTRANCES ME ONLY r0 BE USED ON SHORT WRMmDN PROJECTS (TYPICALLY RAGING FROM A WEEK TO A MONTH) WHERE THERE WILL BE LIMITED VEHICULAR ACCESS, 3. A STABIUZED CONSTRUCTION ENTRANCE/ExIT SHALL BE LOCATED AT ALL ACCESS PORTS WHERE VEHICLES ACCESS THE CONSTRUCTION SITE FROM PAVED RIGHT-OF-WAYS. 4. STABILIZED CONSTRUCTION ENTRANCE/EXIT SHALL BE INSTALLED PRIOR TO MY LAND DHSIUIRBNO Km9TES. 5. A NON -WOVEN GEOTEXTIIE FABRIC SHALL BE PLACED FINDER THE STADUZED CONSTRUCTpN ENTRANCE/EAT PRIOR TO NE PLACEMENT OF ROOK. 6. UNLESS OTHERWISE SPECIFIED BY LOM JURSDICTION, ROCK SIMLL CONSIST OF GOT SECT. #703, AOLRO 03 COARSE AGGREGATE OR 6- (AMUS) ROCK. I..SPECT BAN EACH WOPKDAY, ANO MAINTAIN THEM IN EFFECTIVE OPERATING COI NNHTENANCE OF BARN SHOULD RE PROACTIVE, NOT REACTIVE. INSPECT BNP. AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLCWNG A STORM THAT CAUSES SURFACE EROLON, AND PERFORM NECESSARY 4ANTENNICE. 2. FREQUENT OBSERVATIONS ANO YNNTENACE ME NECESSARY TO MANTAJN BAJA IN EFFECTME OPERATING COENON, INSPECTIONS AND CORRECTIVE MEASURES SHKXLO BE DOCUMENTED THOROUGHLY. 3. WHERE BMP, HAVE FAIII REPAR OR REPLACEMENT SHIOU.0 BE INIMATED UPON 0 GARY OF THE FAILURE. 4. ROCK SNAIL BE REAPPLIED OR REGRADED AS NECESSARY TO THE STMWZED ENTRAnCE/EXIT TO MAINTAN A CONSSTENT OEPM. 5. SEDIMENT TRKNEO ONTO PAVED ROADS IS TO BE REMOVED THROUGHOUT THE DAY AND AT THE END OF THE DAY BY SHOVELING OR SWEEPING. MOMENT MAY NOT BE WASHED DOWN STORM SEWER GUNS. b=L WHY JURSOCT*NS HAVE BMP DETALS THAT VARY FROM UDFCO STANDARD OEFMS. CONSULT WON LOCK JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED .- --'SLIM PN tr WWIF6a. WaNeW. IDT ArMI91 w AUTMb) Ensure that drainage ditches al the entrance/exit arm remain clear. A stabilized entrance should be removed only when there is no longer the potential for vehicle tracking to occur. This is typically after the site has been stabilized. When wheel wash equipment is used, be sure that the wash water is discharged to a sediment trap prior to discharge. Also inspect channels conveying the water for the wash arm to the sediment imp and stabilize areas that may be eroding. When a construction entre ectexit is removed, excess sediment from the aggregate should be removed and disposed of appropriately. The entraoce should be promptly stabilized with a permanent surface following removal, typically by paving. N'TCUrban Drainage and Flood Control District Novsmber 2010 Urban Storm Drainage Criteria Manual Volume 3 i O 0 Design LMR Drawn LMR J W J ON LJ. Z O O Fn ONN W W Date: 10/23/2013 SHEET 9 OF 10 EC -6 Rolled Erosion Control Products (RECP) ECB PERIMETER JOINT ANCHOR TOP OF ANCHOR /� TRENCH, TMP/ CWWNEL 6wN TRENCH. tYP ` Mi CJ pR OET4L5 TYPE OF ECB�IN"A�1LL Irv1 DISPURWO AREAS OF STREAMS AND OFNNACE CHAP ELS TO OEPTI 0 ABOVE CHANNEL INVERT. EC S1 GENERALLY BE ORIENTED PARALLEL TO FLOW, DNECTION (I.E LONG nMENSWNS OF BLANKET PARALLEL TO FLCWUNES) STAWNG PATTERN SHALL MATCH ECB Mo/OR CHANNEL TYPE, ECB -1. PIPE OUTLET TO DRAINAGLWAY ~ ANCHOR TYPE OF EC, TRENCH, INDICATED IN PLAN VE s TOPSOIL LL EXT TO SB ELS ro rH TOP OF THE CHANNEL ) D PFRNEFER MCNOR C}1 TRENCH. TVP. ` CONPMTED SUBGRADE STAKING PATTERN PER MANUFACTURER SPEC. Oft PATTERN SASEO ON ECS AND/OR CFMH& TYPE (SEE STMING PATTERN OETAE) ECB -2. SMALL DITCH OR DRAINAGEWAY GEME.F,E FABRIC OR IMT. IMP. V •IN, TMP. GLE EDGE EtYP BICKFx1, iYP Y1ENC, TWO EDGES OF TWO ADJACENT ROLLS VONT AxCNOR iBExrA T OOP FAODOLE OFOLL FRnsXw crwran N M NsrA I ATInN Narrc I. SEE PLAN NEW FOR: OCATWN OF ECB. -TYPE OF ECB (STRAW. STRAW -COCONUT, COCONUT, DR ExCELSIOfl). -AREA A. IN SOUWE YARDS OF EACH RPE OF ECB. 2. 1008 NATUHAL MD BIODEGRADABLE NATER S ARE PREFERRED FOR RECP,. ALrHOX SONE JURISDICTIONS MAY &LOW OTHER MATERIALS IN SOME APPLICATIONS. 3. IN AREAS WERE ECB, ME SHOWN ON THE PLANS, THE PERMTTEE SINAL PUCE rOPS01L AND PERFORM FINAL GRADING, SURFACE PREPARATION, AND SEEDING MD MULCHING SUBGRAOE SHALL Be SNDOTII AND Most PRIOR r0 ECB NStALLAtWN AND DIE ECB SN.v.I. BE IN FULL CONTACT WTH SUSGRME. NO CAPS OR MAIDS SMALL EXIST UNDER ME BLANKET. 4. PERIMETER ANOWR BENCH SHALL RE USED ALONG ME DUTSWE PERIMETER OF ALL BLANKET MEAS 5. JnNT ANCHOR TRENCH SHALL BE USED TO JON ROLLS OF ECB, TOGETHER (LO"mUDIHIILLY MO TRMSvERSELY) FOR ALL ECB, EXCEPT STRAW WHICH MAY USE AN (n£RVPPING JOINT. 8TERMEDIATE ANCHOR TRENCH SNALL BE USED At SPACING OF ONE-HALF ROU.LENGTH FOR ANCHOR Coconut Mo EXCELSWB ECB,. 7. OVERU1PRnG JOINT DETAIL SHALL BE USED TO JOIN ROLLS OF ECB, TOGETHER FOR ECB, ON SLOPES. 8, MATERML SPECIFICATIONS OF ECP, SHALL CONFORM TO TABLE EC -I. 9, ANY AREAS Of SEEOINC AND MuLtHINO OISTIMBED IN THE PROCESS OF rXST G ECBS SHALL BE RESEEDED MO MULCHED, 10. DEIALS ON DESIGN! PLANS FDIC MAJOR DRANACEWAY STABIUUtIOEn WILL GOVERN IF OFTERENt FROM THOSE SHOW HERE, DEueourE MCHaR TRENCH TABLE ECB -I. ECB MATERIAL SPECEIOATWHNS W �s TYPE COCONUT CO EXCELSIOR RECOMMENDED CON1ENi CONTENT CONTENT NETiNC^ STIM, loos OOU&E/ NATURAL OVEmAPPIxc Jahr S� �T ]Os YW 701[Wz - I-'- 3• YIN./ T cocoMJr lona NArLM& t2• J D ExGELSgN� - A�ce� DOUBLE, -ure � Y wr x Aamnnc . sTAGGER OVERLMs DvERSON o1CH DVERLAPFNG "AT' TYPICALLY AT TOP OF SLOPE STAK PArTEPN PER MANUFACTURER SPEC. OR PATTERN BASED ON Ece AME/oi SLOPE rrPE (SEE SFAKNG PATTERN MrAIL) TRENCHER ANCHOR ECB -3, OUTSIDE OF DRAINAGEWAY PERH,EIER I ToROU MCHDR W_ ryp, •H -r •id�Y. BY ECBPE —yw 2 W ,RI—h w {'1j SLOPESV:� SLOPES 0 JOINT. OR VONT, ROW CHAINED WCN iLOW CHMN0. STAKINGIA TTERNS BY SLOPE OR CHANNEL TYPE J A s 1;2�1 ; l R,STRAW I—T . a�D, STRAW-COC—T COCONUT OR EXCE LSIOR STAKINGPATTERNS gw IT. •H -r •id�Y. BY ECBPE —yw 2 W ,RI—h w {'1j SLOPESV:� SLOPES MD 5TEEPER SLOPES 20• H ROW CHAINED WCN iLOW CHMN0. STAKINGIA TTERNS BY SLOPE OR CHANNEL TYPE I, NSPECr BNP, EACH WORKDAY. AND stunt" THEM N EFFECoVE OPERATIC CONNRON. MANTERM'CE OF BMP, SHOULD BE PROACTNE. NOT REACTIVE. RSPECT BMP, AS SOON AS POSSIBLE (AND &WAYS WI 24 HOURS) FOLLDAmG A STORM THAT CAUSES SURFACE ER090N. AND PERFORM NECESSARY MANTENMCE. 2. FREOUENr OBSERVATIONS AND sMNTDNMCE ARE NECESSARY TO MYHTAN BMP, N EFFECTIVE OPERATING CONDITION INSPECnONS AFD COBBECT,.E MEASURES SHOIAD EE DOCUMENTED THOROUGHLY. 3 WHERE BNP, HAVE TARED. REPAIR OR REPLACEMENT SHOULD BE NTATED UPON DISCQhRY O' THE FAIWRE. 4. ECB, SHALL BE LER IN PUCE TO EVENFJ LL SWDECPA.OE, UNLESS REOUESTED f0 BE REMOVED BY THE LOCAL ARrSDCT N. 5. ANY EC PULLED OUT, TOMn, OR OTHER SE DAMAGED SHALL M REPAIRED DIE REINSTALLED. ANY SU8GRAOE MEAS BELOW THE GEOTEXTILE THAT HALE ERODED f0 CREATED A `.OLD UNDER THE BLANKET, OR THAT RERAN DEVOID OF CRASS SWILL BE REPA9 , RESEEDED AND MULCHED AND ME ECB RENSFALLEO. RQM MANY JUR1SDKT10NS HAVE EMP DETAR.S THAT VARY FROM UDFCD STANDARD OETAKS. CONSULT WM LOCA. JUNISOKTKKnS AS TO WHICH DRAG SHCUD BE USED WEN DIFFERENCES ME NOTED. (_ HWrtD MIRY oPaNa CMAW, e¢Wvao Axa — or — NLaAOR. x — w arx°a) Maintenance and Removal Inspection of erosion mntrol blankets and other RECP5 inelud— Check for general signs of erosion, including voids beneath the mat. If voids are apparent. fill the void with suitable soil and replace the erosion control blanket, following the appropriate staking patter. Check for damaged or loose stakes and secure loom portions of the blanket. Erosion control blankets and odm RECN that are biodegradable typically do not need to be removed afterw—ru tion. If they must W removed, then an alternate soil su bilintion method should be installed promptly following removal. Turf reinforcement mals, although generally resistant to biodegradation, are typically left in place w a dense vegetated cover grows in through the rot matrix. The turf reinforcement mat provides long-term stability and helps the established vegetation resist erosive forces. November 2010 Urban Drainage and Flood Control District RECP Urban Storm Drainage Criteria Manuel Volume 3 EROSION CONTROL DETAIL SHEET (07) SEED / MULCH NOTES (07) SC -01 SILT FENCE (07) SC -02 SEDIMENT CONTROL LOG (08) SC -05 ROCK SOCK (08) SC_ 06 INLET PROTECTION (08)EC-08 OUTLET PROTECTION (08) EC -14 WIND EROSION / DUST CONTROL (08) MM -01 CONCRETE WASHOUT AREA (09) EC -01 SURFACE ROUGHENING (09) MM -02 STOCKPILE MANAGEMENT (09) SM -04 VEHICLE TRACKING CONTROL (09) SM -06 STAGING AREA (10) EC -06 EROSION CONTROL BLANKET Design LMR Drawn LMR J Wq r LU O J �O O o �' � q Z �qO Z O 0 F4 � W LLJ Date: 10/23/2013 SHEET 10 OF 10 Z 0 0 rK 0 0 Z Q EHJ T > I � EAP -15' Everc ous Tree a,m :moa v m. �uq v� NOeaa m,��.ar.dvww+um >a ro n Tree Planting Detail NTS amu m .a — —1. c.aaa pa w�bPo vwu. 'o Shrub Planting Detail NTS LANDSCAPE PLAN til Landscape Notes: 1. This plan was prepared by Rob Thorsheim, Colorado licensed Landscape Architect #800 2. This plan is based on survey information provided by dcb construction company, Inc. The Landscape Architect does not attest to accuracy of base information. Existing plant material is based on site inventory completed by the Landscape Architect. 3. The Contractor is responsible to verify all plant quantities. Quantities represented in plan take precedence over quantities shown in the plant list 4. All plant material and workmanship shall be guaranteed for one year. Any plant material that dies shall be replaced in the spring after installation. All trees shall be wrapped with approved tree wrap in November of the first year and wrap shall he removed by contractor in April after installation. 5. Irrigation: Irrigation design shall be provided by the landscape contractor before issuance of building permit for or inspection of back -Flow preventor. All shrubs will be irrigated by automatic drip irrigation at a minimum of 2 emitters per shrubs and three emitters for trees. A programmable irrigation clock with rain sensor shall be installed to operate all valves. Drought tolerant seeding in the detention pond shall be irrigated by row ofspray irrigation heads located at the top of the slope and this area shall be zoned separately so that watering can be reduced after grass establishment. Trees and shrubs located in the detention ponds shall also include supplemental drip irrigation to sustain plants when grass irrigation is reduced. All supplemental plants added within existing improvement limits shall be watered from existing drip irrigation systems. 6. Soil Amendments: All landscaped areas shall receive soil amendments applied at the rate of 4 cubic yards per 1000 square feet equivalent to Black Tea Compost available from APC Landscape Supply (303) 279-6683 ora soil amendment approved by the Denver Water Department, 7. Rock Mulch: All rock mulch indicated within existing limits ofthe project remains in place. All new rack mulch in new limits of the project is to match existing rock mulch and shall include four inch depth of rock where indicated installed over commercial grade landscape fabric, (Mirifi or equivalent). 8. Metal Edging: Shall be 1/8" thick x 4" wide perforated roll top edging black in color preferred. Pin edging 4 feet on -center 9. Drought Tolerant Grass Seeding: shall include Low Grow mixture Rabbit Ears Brand available from Arkansas Valley Seed and shall be drill seeded at 3 lbs live seed per 1000 square feet. In addition add 20% by volume of Regreen (Triticum aestivum x Elytrigia eleongata) in this mix also available from Arkansas Valley Seed. IL 1 �' , f 11 IIII III IIII IIII III I 1 II IIII III P� IIII IIII IU I I I I l dll 111 LandsaaDe Plan North Scale 1"=30I PLANT LI3T OTY CODE COMMON NAME (BOTANICAL NAME S12E EXISTING PLANTS p Metal Edging S EG8 Existl GrMn m Pima Pun s121* is' 11 EAP lxistl Ausman Pirr Pinus Nigm 12 to 2A' S EWF MidiHe Fir Abiee Concobr 10te21' 2 IEPP lExising Pinyon Pine Pinus EtlWis 15 to 20' S EAP Exlatl Populus Trsmulokles Oto 6' alis. 13 ENJ Etlsllng Hortxontal Juniper Unknown varietytrades 12 _ Tota! Exii Trsas [ 1s Tow Existing BaNba PROPOSED PLAM8 ) EVERGREEN TREES tl S PP Pine Pinus Edulis 6 fl B&B 22 _ 7 IAP lAwstdan Pim IPinus Niro B fl B&B o `o a $a LARGE DECIDUOUS TREES O' m8` ASM Ausmn BlezeMaple Acer x Freeman "Jegererecr 7 B&B S IN Int Gleditsie T—ollim'ImperierT B&B ORNAMENTAL TREE 41 N Q o 3 ICP Icreanceir Pear alrte -Glen's Form' 2 S&B a V N EVERGREEN SHRUBS m J W 18 Jai l0offelo.JunI Jud sa0im "BWfdo' Roil Z) 0 DECIDUOUS SHRUBS � Z W WM 17 GLS Grow Lqa Sumac Rhus aramsaca "Gro1.oW 5 I ZO 9 lip liackinen PolemiYa Patenlla Frutkosa'Jeckmsrmir 5 am O LU 3 RS Rusxien Peroeakle adipsci soil 0 O 10 IPKC P Cotomasw Caloneasterlucidus 1 0 LL > W p 2 0 Go GROUND COVER AND GRASSES 0 M IKFG llisffl. Forester Feather Reed Groes lCalenagresfis acutifloro "Ked Foemler• It aw 23 Tow Proposed Trees 89 Tow P.eod Shrubs 5 Total Proposed & Existing Trees 4 Total Proposed & Existing Shrubs 110Total Tree Equivalents (Prop. & Exist.) LL An allowance for existing plant material to off -set full plant quantity requirements is requested. Existing trees and low junipers are well over twice the size of required plant material resulting in Insufficient area to install the full quantity of plant material otherwise required. Site Data Total Site Area Legend p Metal Edging L Rock Mulch z�, Cedar Mulch 0 Existing Turf p Dryland Grass Seeding "E" preceding plant code indicates existing plant material "IH" —Larger text not preceded by E indicates proposed plant material 205,519 sq. ft. (4.72 Acres) Plant Material Requirements 1 Street Frontage 1 tree and 10 shrubs per 30' 325' frontage/30 =10.8 trees 2 Landscape Open Space 1 tree and 10 shrubs per required open space area 30,828/1000 = 31 trees and 310 shrubs 3 Total Plant Material Required 42 trees and 310 shrubs (73 Tree Equivalents) Data su . 12/15/15 Inital SOmlttal. Required Proposed Open Space / Landscaped Area 15%/ 30,828 s.f. 17.13%/ 35,214 s.f. Useable n/a 9%/ 19,420 s.f. Sod n/a 1%/ 3,264 s.f. Hardscape/Sidewalk Not part of landscaped area) n/a 2%/5,726 s.f. Plant Material Requirements 1 Street Frontage 1 tree and 10 shrubs per 30' 325' frontage/30 =10.8 trees 2 Landscape Open Space 1 tree and 10 shrubs per required open space area 30,828/1000 = 31 trees and 310 shrubs 3 Total Plant Material Required 42 trees and 310 shrubs (73 Tree Equivalents) Data su . 12/15/15 Inital SOmlttal. tl C� 22 _ C � E o `o a $a S O' m8` d o 41 N Q o E2 cs L Q- �d o .4) a V N 4a $ 8 0 m J W Z) 0 2 � Z W WM 0 �� a ZO U O O LU LLJ 0 W Of (D 00 I— f, U 0 O W 3 Z I- 1 0 LL > W p 2 0 Go V 0 U U_ LL LANDSCAPE PLAN LI ,0 71 ------ ---- �7 as 7 #4860 VAN GORDON STREET <1�0 EXISTING BUILDING ( , 1/ 28,832 SF , rA///m/m iv 4 B C-77 7 , EWI EWI —T F &Z -x —AD GLI 2 1 1 21 EWI EN1 �EWI ENI EWI #48 0 VAN GORDON STREET PROPOSED BUIL ING 27,397 SF ll:fl PHOTOMETRIC SITE PLAN E-101 I —L V - —0 - DETAIL NOTES O E)asnNG WALL—PACK ON EXISTNG BUILDING. 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CO80110 720.948.1830 TEL Z O H (L N LL 0 U) W 0 F_ U W O a No. Lu U) 0 2 w Q U_ LL LL O O U U LL W M �o H W 00 O ZV 0w 00 c9 QQ >w o= 03: It PHOTOMETRIC DETAILS E-102 BUILDING EXTERIOR MATERIAL & FINISHES LEGEND CMU -1 BAS ITE CMU GROUND FACE BLOCK COLOR - LIGHT TAN (#720) SF MORTAR COLOR: RED (SGS 40A) CMU -2 BASALITE CMU GROUND FACE 41.5% BLOCK COLOR - MEDIUM TAN (#924) 2126 SF MORTAR COLOR: RED (SGS 40A) CMU -3 BASALITE CMU SPLIT FACE 6.2% BLOCK COLOR - RED (#663) 119SF MORTAR COLOR: RED (SGS 40A) MT -1 METAL FASCIA AND SOFFITS COLOR: ANOZIDED MEDIUM BRONZE CONC-1 CONCRETE TILT UP PANEL PAINT COLOR: WESTHIGHLAND WHITE SW7566 CONC-2 CONCRETE TILT UP PANEL PAINT COLOR: NATURAL TAN SW 7567 CONCJ CONCRETE TILT UP PANEL PAINT COLOR: ROUO DUST S W 9006 SITE PLAN REVIEW 4840 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 3 NORTH FACADE s°eml..w.lawl.� NO. MATERIAL SF % FACADE CMU -1 LIGHT TAN CMU 4536 SF 41.5% CMU -2 MEDIUM TAN CMU 2126 SF 194% CMU -3 REDCMU 683 SF 6.2% MT -1 ANODIZED ALUMINUM MED. BRONZE 119SF 1.2% GLAZING 1264 SF 11.7% DOORS 2183 SF 200% WEST FACADE s°eml..w.lawl.� NO. MATERIAL SF % FACADE CMU -1 LIGHT TAN CMU 628 SF 42.5% CMU -2 MEDIUM TAN CMU 475SF 32.2% CMU -3 RED CMU 132 SF 89% MT -1 ANODIZED ALUMINUM MED. BRONZE 4SF 1.0% GLAZING 224 SF 15.2% DOORS N/A N/A SOUTH FACADE s°eml..w.lawl.� NO. MATERIAL SF % FACADE CMU - 1 LIGHT TAN CMU W51 SF 40.0% CMU -2 MEDIUM TAN CMU 4553 SF 499% CMU -3 RED CMU 9135F 10.0% MT - 1 ANODIZED ALUMINUM MED. BRONZE 6 SF 0.1% GLAZING N/A N/A DOORS N/A N/A ELEVATION KEYNOTES 1O STOREFRONT SYSTEM- ANNODIZED MEDIUM BRONZE COLOR 2O STOREFRONT WINDOW - ANNODIZED MEDIUM BRONZE COLOR 3O TIEBACK RODS - ANNODIZED MEDIUM BRONZE COLOR O CONCRETE PARAPET CAP O HOLLOW METAL DOOR- ANNODIZED MEDIUM BRONZE O6 GARAGE DOOR - ANNODIZED MEDIUM BRONZE O MO MEMBRANE ROOF OB TRASH ENCLOSURE DOOR FRAME- PAINT COLOR: WESTHIGHLAND WHITE SW7566 O9 TRASH ENCLOSURE DOOR PANEL - PAINT COLOR: NATURAL TAN SW 7567 EAST FACADE s°eml..w.lawl.� NO. MATERIAL SF % FACADE CMU - 1 LIGHT TAN CMU 692 SF 46.9% CMU -2 MEDIUM TAN CMU 5945F 40.2% CMUU-3 RED CMU 152 SF 10.3% MT - 1 ANODIZED ALUMINUM MED. BRONZE 14 SF 1.0% GLAZING N/A N/A DOORS 24 SF 1.6% 14840 - NORTH ELEVATION 2 4840 - WEST ELEVATION I/6' - I'-0' 124'-0' I. CANOPY III' -4' Level I 100'-0' 2 4840 - EAST ELEVATION 10 Ml TRASH ENCLOSURE CMU3 cMu-z CMU3 CMU -Z TRASH ENCLOSURE 6' - I'-0' CMU -9 CMU -2 CMU3 CMU -2 CMUJ 7TRASH ENCLOSURE 4840 - SOUTH ELEVATION I/16'- I'd' D.w s°eml..w.lawl.� 911612015 CONCEPTUAL DESIGN C E a R o$ Vao tee; CL C m 0V O :$ e?s ta: V = � L � O a�g 30; Yy{ eXv Ep ?er tlao U J J W O Z Z Z a o > J J Q > Y W0 W M W Q < w U w z o o o Q a W I f� Q IL LL O U z o W LL J U # "°15.922 Dm iry T'Ak BUILDING ELEVATIONS A-1 BUILDING EXTERIOR MATERIAL & FINISHES LEGEND CMU -1 BAS PL ITE CMU GROUND FACE CONC-1 CONCRETE TILT UP PANEL PAINT COLOR: WESTHIGHLAND WHITE SW7566 CONG2 CONCRETE TILT UP PANEL PAINT COLOR: NATURAL TAN SW 7567 CONC-3 CONCRETE TILT UP PANEL PAINT COLOR: ROJO DUST SW 9006 SITE PLAN REVIEW 4880 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 3 NORTH FACADE BLOCK COLOR - LIGHT TAN (#720) SF % FACADE MORTAR COLOR: RED (SGS 40A) 1440SF CMU -2 BASALITS CMU GROUND FACE 3474 SF 579% BLOCK COLOR -MEDIUM TAN (#924) 1088 SF 18.1% MORTAR COLOR'. RED (SGS 40A) N/A CMU -3 BASALITE CMU SPLIT FACE N/A N/A BLOCK COLOR - RED (#663) MORTAR COLOR: RED (SGS 40A) MT -1 METAL FASCIA AND SOFFITS COLOR: ANOZIDED MEDIUM BRONZE CONC-1 CONCRETE TILT UP PANEL PAINT COLOR: WESTHIGHLAND WHITE SW7566 CONG2 CONCRETE TILT UP PANEL PAINT COLOR: NATURAL TAN SW 7567 CONC-3 CONCRETE TILT UP PANEL PAINT COLOR: ROJO DUST SW 9006 SITE PLAN REVIEW 4880 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 2 OF 3 NORTH FACADE NO. MATERIAL SF % FACADE CONC-1 CONCRETE: WESTHIGHLAND WHITE 1440SF 24.0% CONC-2 CONCRETE: NATURAL TAN 3474 SF 579% CONC-3 CONCRETE: ROJO DUST 1088 SF 18.1% GLAZING N/A N/A DOORS N/A N/A WEST FACADE NO. MATERIAL SF % FACADE CONC-1 CONCRETE: WESTHIGHLAND WHITE 720 SF 240% CONC-2 CONCRETE'. NATURALTAN 1332 SF 44.4% CONC-3 CONCRETE: ROJO DUST 543 SF 18.1% GLAZING 256 SF 8.6% DOORS 148 SF 49% SOUTH FACADE NO. MATERIAL SF % FACADE CONC-1 CONCRETE: WESTHIGHLAND WHITE 1440SF 240% CONC-2 CONCRETE: NATURAL TAN 2457 SF 41.0% CONC-3 CONCRETE'. ROJO DUST 1088 SF 18.1% GLAZING 767 SF 12.8% DOORS 250 SF 4.1% ELEVATION KEYNOTES tO STOREFRONT SYSTEM-ANNODIZED MEDIUM BRONZE COLOR 2O STOREFRONT WINDOW - ANNODIZED MEDIUM BRONZE COLOR 3O TIEBACK RODS - ANNODIZED MEDIUM BRONZE COLOR O CONCRETE PARAPET CAP S5) HOLLOW METAL DOOR- ANNODIZED MEDIUM BRONZE © GARAGE DOOR- ANNODIZED MEDIUM BRONZE O TPO MEMBRANE ROOF EAST FACADE NO. MATERIAL SF % FACADE CONIC -1 CONCRETE: WESTHIGHLAND WHITE 720 SF 240% CONIC -2 CONCRETE: NATURALTAN 1737 SF 57.9% CONIC -3 CONCRETE: ROJO DUST 643 SF 18.1% GLAZING N/A N/A DOORS N/A N/A 2 4880- EAST ELEVATION 2 4880 -WEST ELEVATION 3/32' - I'-0- /8'Rbof CONCH — CONCH CONG3 CONCJ CONG3 CONCJ CONG1 it lid CDNGt 5 8 ONC-2 , , CONG2 CONIC -2 1 ONG2 5 8 14880 - SOUTH ELEVATION —CONIC -1 CONG2 CONC3 CONIC -1 .... ... .- -..-- .. - ... -. — CONCJ e �ROOF ,d, CONG1 125'-0' �1 — ----- --- ---- --—ILeve CONGi CONG2 DDNG2 DNG2 GDNG-2 4880 - NORTH ELEVATION JL 3/32' - I'-0' CONIC 1 - - CONIC 2 - - CONC_ 2 4880- EAST ELEVATION 2 4880 -WEST ELEVATION 3/32' - I'-0- /8'Rbof CONCH — CONCH CONG3 CONCJ CONG3 CONCJ CONG1 CONIC -1 CDNGt —CONIC -1 CONG2 CONC-2 e — ----- --- ---- --—ILeve CONG2 DDNG2 DNG2 GDNG-2 4880 - NORTH ELEVATION JL 3/32' - I'-0' _ Roof 125-O" Level I 100 O _ Rvo 121111 Level I I ar-0.4 D.K $YOm'B6 n/Bev F-- 121`15/2015 SITE PLAN REVIEW � P o CL R C 33 8! e�3 p Pe D 3s C 0 3 E V �m `Lu v ZD W O H W M w LLI wyMc) U' < Z o Z O00 LLI O w oof S Z U aQ LL > w LL ooC) oo 00 O U U LL_ e / " 15-922 Da.ma rola BUILDING ELEVATIONS Orewim No A-2 SITE PLAN REVIEW 4880 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 3 OF 3 ] 4840 RENDERED EXTERIOR VIEW JL 4880 RENDERED EXTERIOR VIEW 1711112111 IS"E PLAN REVIEW E Q 0 C ou L -Li ZD 0 LLI u) O 0 R 0 (-DU = uj < W Lli m 00 0 0 ui oo� 0 Z > C, oo oo LL 0 z >W oo 0 C) C) LL D-iq Ml N. 15-922 Drawing Title RENDERINGS A-3 SGL --m Eng.�cer�. 6eokx9fjrts J thvhk"aiinwAt0% Sritntlst Soils and Foundation Investigation Approx. 26,800 Sq. Ft. Warehouse 4840 Van Gordon St. Wheat Ridge, CO Loumar Entities 3650 Vance Street, Suite 1 Wheat Ridge, CO 80033-6296 United States of America Attn: Mr. Lou Ficco July 24, 2013 15403 E. 17th Avenme, Sui* E + Aurora, CWorad6 Banti a Ph 303.463.9317 • Fax 303.463.9321 ivrradyne DEN, Inc. Soils and Foundation Investigation Approx. 26,800 Sq. Ft. Warehouse 4840 Van Gordon St., Wheat Ridge, CO Loumar Entities 3650 Vance Street, Suite 1 Wheat Ridge, CO 80033-6296 Attn: Mr. Lou Ficco Terradvne Project No.: C131027 July 24, 2013 Terradvne. DEN Inc. 15403 Fast 17th Avenue_ Suite E Aurora. Colorado 90011 303-463-9317 Fax 303-463-9321 Locations in Southern and Western United States TCRR.r-AOY/VC Engineers 6eclogists 6 Em-ironmental Scientists Engineering the Future Since 1995 Shawn Wilson, P.E. Regional Vice President July 24, 2013 Loumar Entities 3650 Vance Street, Suite 1 Wheat Ridge, CO 80033-6296 United States of America Attn: Mr. Lou Ficco Re: Soils and Foundation Investigation Approx. 26,800 Sq. Ft. Warehouse 4840 Van Gordon St. Wheat Ridge, CO Terradyne Project No. C 131027 TCRR�OYNE Engineers, Geo%gists d Environmental Scientists Terradyne DEN, Inc. 15403 E. 171h Avenue, Suite E Aurora, Colorado 80011 Phone: 303.463.9317 Fax: 303.463.9321 www.terradyne.com As requested, Terradyne DEN, Inc. has completed the Soil and Foundation Investigation for the proposed construction. The attached report presents the results of the field investigation and laboratory testing and recommendations for foundation type and bearing pressures, slab floor recommendations, and recommendations related to the proposed construction. Terradyne appreciates and wishes to thank you for the opportunity to be of service to you on this project. If we can be of additional assistance during the materials testing -quality control phase of construction, please contact us at (303) 463-9317. Respectfully sub, t�F;� .} Terradyne j PtgQ� /CFS YjT��00 FLaVIiyO ''. •ftt` O 454 4/13 S/ONA1_ ECS Vinod Ravindran, Branch Manager Copies: Above (2) Environmental Engineering 0 Geotechnical Engineering • Construction Materials Testing 0 Civil Site Design Table of Contents EXECUTIVESUMMARY.........................................................................................................................................6 1.0 INTRODUCTION.........................................................................................................................................1 2.0 PROPOSED CONSTRUCTION..................................................................................................................1 3.0 PURPOSE AND SCOPE OF SERVICES...................................................................................................1 4.0 SITE CONDITIONS.....................................................................................................................................3 5.0 GEOTECHNICAL INVESTIGATION......................................................................................................3 5.1 FIELD TESTS AND MEASUREMENT......................................................................................................3 5.2 FIELD LOGS.................................................................................................................................................4 5.3 PRESENTATION OF DATA........................................................................................................................4 5.4 GENERAL SUBSURFACE CONDITIONS...............................................................................................4 6.0 ANALYSIS OF RESULTS...........................................................................................................................5 7.0 SEISMIC CONSIDERATIONS...................................................................................................................5 8.0 FOUNDATION RECOMMENDATIONS..................................................................................................6 8.1 SPREAD -TYPE FOOTINGS.......................................................................................................................6 8.2 SHALLOW FOUNDATION CONSTRUCTION GUIDELINES.............................................................6 8.3 SITE RETAINING WALLS........................................................................................................................7 TABLE 8.3-1 STRUCTURAL DESIGN PARAMETERS..................................................................................................8 TABLE 8.3-2 LATERAL EARTH PRESSURES..............................................................................................................8 9.0 SLAB -ON -GRADE CONSTRUCTION......................................................................................................8 9.1 WATER SOLUBLE SULFATES..............................................................................................................10 TABLE 9.1-1 WATER SOLUBLE SULFATES.............................................................................................................10 10.0 LATERAL LOADS AND SUBSURFACE DRAINAGE.........................................................................11 11.0 DRAINAGE.................................................................................................................................................11 12.0 SITE PREPARATION................................................................................................................................12 TABLE 12-1 COMPACTION SPECIFICATIONS..........................................................................................................13 13.0 SELECT STRUCTURAL FILL................................................................................................................13 14.0 EXCAVATIONS.........................................................................................................................................13 Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 15.0 SHORING....................................................................................................................................................14 16.0 LIMITATIONS............................................................................................................................................14 TABLES: Table 5.4-1 General Subsurface Conditions..................................................................................................................4 Table 8.3-1 Structural Design Parameters.....................................................................................................................8 Table 8.3-2 Lateral Earth Pressures...............................................................................................................................8 Table9.1-1 Water Soluble Sulfates.............................................................................................................................10 Table 12-1 Compaction Specifications........................................................................................................................13 FIGURES: SITE PLAN AND LOCATION OF EXPLORATORY BORING LOGS OF EXPLORATORY BORINGS GRAPHIC LOG SYMBOLS SUMMARY OF TEST RESULTS SWELL / CONSOLIDATION GRAPHS APPENDIX A — IMPORTANT INFORMATION ABOUT THIS REPORT APPENDIX B — TYPICAL FOUNDATION DRAIN DETAILS APPENDIX C — EARTHWORK RECOMMENDATIONS Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists EXECUTIVE SUMMARY The soil conditions at the site of the proposed Warehouse at 4840 Van Gordon St. in Wheat Ridge, CO, were explored by drilling five borings to depths of 26 feet each. Laboratory tests were performed on selected specimens to evaluate the engineering characteristics of various soil strata encountered in our borings. This report presents a description of subsurface conditions encountered at the site, recommended foundation systems, and design and construction criteria influenced by the subsurface conditions. It is based on data obtained from field investigations, laboratory test results and our previous experience. A summary of our findings and recommendations is presented below: • The subsurface conditions may generally be grouped into two different strata with similar physical and engineering properties. For detailed descriptions, the boring logs provided at the end of this report. • Ground water seepage was encountered between 16 -ft and 19 -ft in our borings, during drilling operations. However, ground water levels will fluctuate with seasonal climatic variations and changes in the land use. • Based on the results of the field investigation, we recommend using shallow spread footings to support the proposed structure. • An allowable soil bearing pressure of 1,200 psf is recommended for the design of shallow spread -type footings for the structure bearing on 3 -ft of compacted select structural fill, founded at a minimum depth of 3 -feet below the lowest finished grade at the site for frost protection. • There is a low risk of slab movement at the proposed slab elevations when the slab is supported by the near -surface soils. Non expansive compacted select structural fill may Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists be used to reduce the risk of movement. A structural floor suspended over a void space should be used if the risk of movement is not acceptable. Slabs supported on grade should be free to move vertically and not connected to the foundation system. • Due to the presence of shallow groundwater, dewatering may be required during construction. Caving of soils with in the top five feet of our boring B-1 was observed during drilling. • In order to minimize the chance for moisture infiltration into the foundation soils and limit the potential for movement of the foundations and/or slabs, positive drainage down and away from all foundation walls and the structure should be established and maintained at all times. An exterior foundation perimeter drain is recommended below foundation elevations • Detailed descriptions of subsurface conditions, engineering analysis, and design recommendations are included in this report. Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 1.0 INTRODUCTION This report presents the results of our geotechnical engineering investigation for the proposed Warehouse at 4840 Van Gordon St. in Wheat Ridge, CO. The object of this investigation was to evaluate the physical properties of the soils underlying the site to provide recommendations for foundation design, slab support, and related earthwork. 2.0 PROPOSED CONSTRUCTION It is our understanding that the proposed construction consist of a single story warehouse approximately 26,800 Sq. Ft. in plan area. A basement is not anticipated for this project. The proposed construction will consist of concrete floor system, masonry walls and wood frame construction above grade. Although foundation loads are unknown at the time of this report, it is anticipated that the structure will be relatively lightly loaded with column and wall loads on the order of 18 kips and 2 kips per linear foot, respectively. It is assumed that the foundation elevations would approximately be at 3 feet below grade. A grading plan was not provided for our review. We anticipate 1 -ft to 3-ft(max) of cut/fill operations to bring the site to final grade. Should designs details differ from those presented, this firm should be notified so we can provide additional recommendations, if required. It is our understanding that there will not be any new paving or parking areas constructed for this project. 3.0 PURPOSE AND SCOPE OF SERVICES The purpose of our geotechnical investigation was to evaluate the site's subsurface and ground water conditions and provide geotechnical engineering recommendations for the design and construction of the proposed Warehouse. Our scope of services includes the following: 1) Drilling and sampling of five borings to depths of 26 feet. Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists z 2) Evaluation of the in-place conditions of the subsurface soils through field penetration tests; 3) Observation of the ground water conditions during drilling operations; 4) Performing laboratory tests such as Atterberg limits, Percent Swell, gradations and moisture content tests; 5) Review and evaluation of the field and laboratory test programs during their execution with modifications of these programs, when necessary, to adjust to subsurface conditions revealed by them; 6) Compilation, generalization and analyses of the field and laboratory data in relation to the project requirements; 7) Preparation of recommendations for the design, and construction phase of the project; 9) Consultations with Prime Professional and members of the design team on findings and recommendations; and preparation of a written geotechnical engineering report for use by the members of the design team in their preparation of design and construction documents. The Scope of Services did not include any pavement recommendations, environmental assessment for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below or around this site. Any statements in this report or on the boring logs regarding odors, colors or unusual or suspicious items or conditions are strictly for the information of the client. Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 91 4.0 SITE CONDITIONS The existing site topography was generally level. There is an existing warehouse to the north of the proposed warehouse. 5.0 GEOTECHNICAL INVESTIGATION Subsurface conditions were investigated by drilling five exploratory borings to depths of 26 - ft each, from the existing grade at the locations indicated on the Site Map. The borings were advanced using a 4 -inch diameter continuous flight auger powered by a CME -45 drilling rig. Samples were taken at selected intervals using a California ring sampler, which was driven into the soil by dropping a 140 -pound hammer through a free fall of 30 inches. The number of blows required to drive the sampler into the soil is known as a penetration test. The number of blows required for the sampler to penetrate 12 inches is evaluated and gives an indication of the consistency or relative density of the soils and bedrock encountered. The results of the penetration test and log of materials encountered are presented in the Logs of Exploratory Borings. Samples were returned to the laboratory where they were visually classified and testing was assigned to evaluate the engineering properties of the soil layers. Laboratory testing consisted of moisture and density determinations, and gradation tests. The results of the laboratory testing are also presented in this report. 5.1 FIELD TESTS AND MEASUREMENT Water Level Measurements - Water level observations were made during the boring operations and the results are noted on the boring logs. In relatively pervious soils, such as sandy soils, the indicated elevations are considered reliable ground water levels. In relatively impervious soils, the Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 4 accurate determination of the ground water elevation may not be possible even after several days of observation. Seasonal variations, temperature and recent precipitation may influence the levels of the ground water table and volumes of water will depend on the permeability of the soils. 5.2 FIELD LOGS A field log was prepared for each boring. Each log -contained information concerning the boring method, samples attempted and recovered indications of the presence of various materials such as silt, clay, gravel or sand and observations of ground water. It also contained an interpretation of subsurface conditions between samples. Therefore, these logs included both factual and interpretive information. 5.3 PRESENTATION OF DATA The final logs represent our interpretation of the contents of the field logs for the purpose delineated by our client. 5.4 GENERAL SUBSURFACE CONDITIONS The subsurface conditions may generally be grouped into four different strata with similar physical and engineering properties as per the boring logs provided at the end of this report. Table 5.4-1 General Subsurface Conditions Stratum Depth Range Feet 1. Recycled pavement / Top Soil 0-0.5 2. Brown and Tan Sandy Clay 0.5-26 with gravel Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists Ground water seepage was observed in our borings between 16 -ft and 19 -ft in our borings, during drilling operations. Ground water levels will fluctuate with seasonal climatic variations and changes in land use. It is not unusual to encounter shallow ground water during snow melt or during or after periods of precipitation. The surface water tends to percolate down until it encounters a relatively impervious layer. 6.0 ANALYSIS OF RESULTS The recommendations presented in the following pages are based on the data obtained from our field and laboratory tests, our past experience with geotechnical conditions similar to those at this site, and our engineering design analysis. The type and depth of foundation suitable for a given structure primarily depends on several factors: the subsurface conditions, the function of the structure, the loads it may carry and the cost of the foundation. Additional considerations may include acceptable performance criteria set by the owner, architect, or structural designer with respect to vertical and differential movements which the structure can withstand without damage. Based on the above mentioned conditions, the engineering design analysis considered, shallow spread type footings founded on un -disturbed native soils to support the proposed structures. 7.0 SEISMIC CONSIDERATIONS Based on the 2009 International Building Code (2009 IBC Table No. 1613.5.2), a site classification of "D" shall be used for the structures for the proposed project. Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 6 8.0 FOUNDATION RECOMMENDATIONS 8.1 SPREAD -TYPE FOOTINGS Shallow spread -type footings founded on undisturbed native soils, bearing at minimum depth of 3 -feet below the lowest finished grade, in conjunction with the recommended site preparation and moisture protection provisions, can be used to support these proposed structure. An allowable soil bearing pressure of 1,200 psf iss recommended for the design of shallow spread -type footings for the structure bearing on un -disturbed in-situ soils or 3 -ft of compacted select structural fill, founded at a minimum depth of 3 -feet below the lowest finished grade at the site (or that required by local jurisdiction; whichever is greater) for frost protection. Due to the presence of shallow ground water, dewatering may be required during construction. Placement of structural fill shall be on dry subgrade. In order to minimize the sensitivity of the structure to differential movement, the footings and walls should be reinforced to allow for a degree of load re -distribution should a localized zone of the supporting soils become saturated. Stem walls should either be positively separated from the floor slabs or reinforced to prevent cracking at the slab stem wall interface. 8.2 SHALLOW FOUNDATION CONSTRUCTION GUIDELINES Significant moisture increase in the in-situ soils could create additional and/or excessive movements in some areas of the site. Accordingly, the site drainage and moisture protection provisions, recommended in this report are critical design considerations. Prior to placing concrete, all bearing surfaces must be cleared of all loose material. Disturbed material may only be re -compacted with guidance from, and after contacting this office. Teradyne DEN, Inc. Engineers, Geologists & Environmental Scientists To verify the soil conditions and soil bearing capacity, it is required that an open hole observation be performed. The entire excavation must be dug down to final grade prior to the observation. If potentially expansive clay, deleterious material, or other unsuitable conditions are found, additional over -excavation of some or the entire site may be required — replacing inadequate soils with acceptable materials. Revised foundation recommendations — such as the use of drilled piers — may also be required. Please call to schedule this inspection. Ensure that the requirements contained herein are reflected in any construction plans developed for this site. In order to minimize the chances of water damage to the structure(s), an exterior perimeter drain is recommended for structures built on this site. This drain may flow into a sump pit fitted with a pump, or may flow to a suitable `daylight' outside of the structure. 8.3 SITE RETAINING WALLS Shallow spread -type footings founded on , bearing on undisturbed on-site soils, at minimum depth of 3 -feet below the lowest finished grade (for frost protection), in conjunction with the recommended site preparation and moisture protection provisions, can be used to support the site retaining walls. Allowable soil bearing pressure as provided above is recommended for the design of shallow spread -type footings bearing on undisturbed on-site soils and founded at a minimum depth of 3 -feet below the lowest finished grade at the site (or that required by local jurisdiction; whichever is greater) for frost protection. For structural design purposes the following parameters can be used for the site retaining walls. Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 8 Table 8.3-1 Structural Design Parameters Coefficient of Friction for sliding 0.35 between Sandy Clay and Concrete Angle of Internal Friction 250 Cohesion 0.12 ksf Total Unit Weight 110 pcf Retaining wall backfill shall consist of a drainage layer consisting of free draining materials such as granular backfill and incorporate weep holes to dissipate the hydrostatic pressure. Table 8.3-2 Lateral Earth Pressures Equivalent Fluid Pressure On-site Sandy Clay Active 45 pcf Passive 275 pcf (without factor of safety) At rest 65 pcf For structural backfill and behind the retaining wall, properly compacted CDOT class 1 structural backfill shall be utilized. In order to minimize the sensitivity of the structure to differential movement, the footings and walls should be reinforced to allow for a degree of load re -distribution should a localized zone of the supporting soils become saturated. Please refer to the previous section for shallow foundation construction guidelines. In order to minimize the chances of water damage to the structure(s), an exterior perimeter drain is recommended for structures built on this site. 9.0 SLAB -ON -GRADE CONSTRUCTION The Slab Performance Risk at this site is judged to be `low' for the proposed additions. However, it must be understood, that changes in the water content of these soils may cause the Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 9 soil to swell or shrink, which may cause movement or cracking of slabs. Non expansive compacted select structural fill may be used to reduce the risk of movement. Care should be taken to avoid the soils from drying during construction phase. Drying and subsequent wetting of the underlying clay soils may cause swelling and subsequent movement. Should the owner elect to accept the risks of expansive / consolidating soils and the effects they may have on slabs, the following measures have been shown to be helpful when constructing slabs. The following information however, must not be construed as an approval to construct slabs—on—grade. Slabs should bear on proof -rolled and re -compacted materials. A proof -roll of the subgrade shall be observed by the geotechnical engineer's representative. They must not bear on gravel or other materials which may allow the migration of water below the slabs. If the on-site soils are not acceptable, it is preferable to bear slabs on non -expansive imported materials. This will minimize the transfer and retention of water below the slab. Materials with a Liquid Limit below 30 and a Plasticity Index between 10 and 15 are preferred. Slabs shall be isolated from foundation components by slip joints constructed to allow the independent movement of the slab. Slabs shall also be separated from any utility components by isolation joints. Mechanical equipment resting on slabs must be fitted with expandable / collapsible sections in order to allow movement of the slab without damage to the equipment or to the structure. Non-bearing partition walls must be constructed with a minimum of 3 inches of float to allow for movement of the slab without damaging any part of the structure. All doors shall be Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 10 constructed with at least a 1 inch gap at floor level. It is the owner's responsibility to monitor and maintain all floats and gaps as necessary. If additional information on float is needed, please contact this office. Slabs must be appropriately reinforced to resist the anticipated loads as well as the effects of the supporting soils. Floor slabs must also be scored in accordance with the American Concrete Institute (ACI) recommendations in order to control cracking of the slab due to shrinkage or other factors. These scores should be a maximum of 12 feet apart.' If some movement of a slab is not acceptable, structural floor systems should be used, rather than a slab. 9.1 WATER SOLUBLE SULFATES Laboratory test results indicate 0.01% to 0.03% by dry weight of water soluble sulfates, for sample selected from three borings. Severity of potential exposure to water soluble sulfates is classified as Class 0/ Class 1 for the subgrade soils at this site. However, it is recommended that the subgrade be tested for water soluble sulfates after the final grading is completed. Table 9.1-1 Water Soluble Sulfates Boring Depth (ft) Water Soluble Sulfate (ppm) Severity of potential exposure' B-1 5 300 Class 1 B-2 3 200 Class 1 B-3 3 300 Class 1 B-4 3 100 Class 0 B-5 1 200 Class 1 1- Severity of exposure potential classified as per 2012 CDOT pavement design manual Based on the water soluble sulfate concentrations at the project site, we recommend using sulfate resistant cement for below grade construction. Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists nu 10.0 LATERAL LOADS AND SUBSURFACE DRAINAGE The ultimate passive soil resistance against edges of footings, grade beams, etc., with properly compacted backfill, should be considered as being equal to forces exerted by a fluid of 45 pounds per cubic foot (PCF) unit. Below grade walls must be designed for lateral loads. For "active" conditions, the walls should be designed for an equivalent fluid pressure of 45 PCF for properly compacted backfill. For "at rest" conditions, equivalent fluid pressures of 65 PCF should be used. These loads do not include swelling pressures, hydrostatic loads or surcharge loads, such as sloping backfill or vehicles. An exterior foundation perimeter drain is recommended on this site in order to protect the structure from water damage and potentially expansive soil conditions. Foundation wall must be braced or be supported by first floor framing prior to backfilling the foundation. 11.0 DRAINAGE The risk for wetting of foundation soils can be reduced by carefully planned and maintained surface drainage. The following precautions should be observed during construction and be maintained at all times after the structure is completed. Excessive wetting or drying of open foundation excavations should be avoided as much as possible during construction. Backfill adjacent to foundation walls should be moistened and compacted. Any settlement of backfill after completion of the structure should be repaired and positive drainage reestablished. The ground surface surrounding the structures should be sloped to drain away from the structures in all directions. A minimum slope of 12 inches in the first 10 feet should be achieved and maintained after construction. Roof downspouts and drains for the structures should discharge to the Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 12 surface well beyond the limits of all backfill. hrigated landscaping should not be placed within 5 to 10 feet of the foundation walls. Plastic membranes should not be used to cover the ground surface immediately surrounding the structures. These membranes trap moisture and prevent normal evaporation from occurring. Geotextile fabrics are a suitable option to control weed growth and allow some evaporation. Due to the presence of expansive clay minerals, and in order to minimize the chances of water damage to the structures, an exterior perimeter drain is recommended for any structures built on this site. This drain may flow into a sump pit fitted with a pump, or may flow to a suitable `daylight' outside of these structures. 12.0 SITE PREPARATION Organic material, man-made fill, and any debris or deleterious materials should be removed from the foundation area and wasted off site or used for non-structural purposes. Structural fill material (or processed on-site soils) must be placed in 12 inches loose layers and compacted to 8 -inch lifts, and compacted to 95 percent of the Standard Proctor maximum dry density within 2 percent of the optimum moisture content. Additional recommendations for earthwork are presented in Appendix C. Structures supported by insufficiently compacted structural fill may settle. Any fill not utilized for structural purposes — such as backfill — must be compacted to a minimum of 90 percent of maximum dry density as determined by ASTM D 698. In hot, windy or dry weather, the site should be periodically wetted with a water spray if needed to maintain its moisture content and not dry out excessively. Ten-adyne DEN, Inc. Engineers, Geologists & Environmental Scientists 13 Table 12-1 Compaction Specifications Area Dry Density OMC Structural Backfill Min. 95% (ASTM D 1557) -2 to +2% Slab on grade Min. 95% (ASTM D 698) -2 to +2% Pavement Subgrade Min. 95% (ASTM D 698) -2 to +2% Other Site work Min. 95% (ASTM D 698) -2 to +2% 13.0 SELECT STRUCTURAL FILL Any select structural fill used at the site should have a Liquid Limit less than 35 and a Plasticity Index between 5 and 15. The fill should contain no particles greater than 3 inches in diameter. The percent passing U.S. Standard Sieve No. 4 should be between 40 and 80 percent and passing Sieve No. 40 between 10 and 50 percent. The percent passing Sieve No. 200 should be less than 50 percent. The fill materials shall be placed in loose lifts not to exceed 8 inches and compacted to a minimum of 95% of maximum dry density as determined by ASTM D 1557 at moisture content within -2 to +2 percentage points of optimum moisture. A properly engineered and constructed vapor barrier should be provided beneath slabs -on - grade that will be carpeted or receive moisture sensitive coverings or adhesives. If the existing grade has to be raised to attain the finish grade elevation, select fill should be placed, compacted and tested for compaction compliance by TERRADYNE. 14.0 EXCAVATIONS Excavations should not remain open for extended periods of time, permitting wetting or drying of the bearing materials. Moisture changes of the bearing materials may increase the risk for movement. Care should be taken when working near the sides of excavations at all times, Teradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 14 and the slopes should be monitored by onsite personnel during construction for evidence of sloughing, bulging or toppling of the sidewalls or cracking at the ground surface. Surcharge loading at the top of the cut by equipment, materials, or vehicles must be avoided, since surcharge loading will increase the risk of caving. Spoils of the excavation must be placed a minimum of 5 horizontal feet from the edge of the excavation. Final evaluation of excavations, excavation slopes and soil and bedrock materials exposed in excavations should be done during construction by the contractors "competent person" as required by OSHA guidelines. 15.0 SHORING Due to the soil types present, shoring or stabilization of the excavation may be necessary at this site. An open -hole observation should be performed if required by the local municipality or if there are any concerns regarding excavation safety or stability. If the proposed excavation is within 10' of any existing structure, or if potential property damage or safety is an issue, some form of shoring or underpinning of existing foundation may be required. 16.0 LIMITATIONS In any subsurface investigation, limited data is available from which to formulate soil descriptions and generate recommendations for foundations and related construction components. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations. The report does not reflect variations that may occur between borings across the site. The samples taken are indicative of the subsurface materials at the time and at the location the samples were taken. Precipitation, seasonal changes, and excavating are just a few of the factors, which may create changes in the Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists 15 composition of the site. If variations then appear evident, it will be necessary to re-evaluate our recommendations after performing on-site observations and tests to establish the engineering significance of any variations. This report does not address nor was intended to address any environmental issues, hazardous materials or toxic waste issues, or other subsurface situations or conditions other than those described within this report. The project geotechnical engineer declares that the findings, recommendations and/or professional advice contained herein have been made and this report prepared in accordance with generally accepted professional engineering practice in the fields of geotechnical engineering and engineering geology. No other warranties are implied or expressed. This report is valid until site conditions change due to disturbance (cut and fill grading) or changes to nearby drainage conditions, or for 3 years from the date of this report, whichever occurs first. Beyond this validation date, Terradyne shall not accept any liability associated with the engineering recommendations in the report, particularly if the site conditions have changed. If this report is desired for use for design purposes beyond this validation date, we highly recommend drilling additional borings so that we can verify the subsurface conditions and validate the recommendations in this report." This report is intended for the sole use of Loumar Entities and their approved agents during the construction of the above mentioned project site. This office cannot be responsible for any conclusions or recommendations made by other parties based upon the data contained herein. Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists c 0 a c 0 c v � N N O C z U m z° o v N a` m w ai z= �o -C O 00 00 IOLO X C \ Y (II m O tio x C 1� ►q "c L CC � O � � co 00 ° 3 TERMAD � LOG OF BORING NO. B-1 .Engineers,6eol¥±4sckfitift Project Name: Warehouse Building *44 Van Gordon Date@2 Ja Location: Whe ¥d e CO ProjectNo C1310 7 —7 \ # / / _ spas m } k / ƒ / \cn c#kkeb U) § } / } k ) U) / / k \ } § / / ) CO k 6 \ -,Top Soil Brown andTnsn,c�, CA ma, G @2 00 X 26, 24 X5451 # 9 s }c : \ s d Su 0.03 - CA 20 &7 :\\ e as 0.0 118.2 c \ c a 146543 a 6 SC -SM ® / c z 18.4 Gk / 20 2 as \C 25 26 10.3 \ c End of Borehole Log Ground Water Obm_¢1sl� Completion mPhl:2e# Log Entered By: VR � CS - Modified California SamAr S 2Shelby Tube Sample - P�#obm Pm %6r Penetrometer Su- Water Soluble Sulf « NR -NonPUk Uc -u«o ;mdCompressive slmnht o - Water Soluble Chlorides Bu - Bulk Sample SS -Sp; Spoon SamA ± -Liquid Limit RC - mJ Core P� 2 »r dpeDEN, Inc. 15403E,aa .Suite EAurora CO e n ear R@r R» 303.463.9321 EMAIL: denver@terradyne.com TERnz- A LOG OF BORING NO B- _m ��tAE _� A, 0 00 Project Name: A£eom Building « 4840 VnGomo Date $2 da Lctio�mAharid�gCO Project No: C1307 q -# k c 2 / m % - Soil Description } ) \ .S ƒ \ Mcagke« k t 2 D » M *£ f \ b e o m / k \ # ( k \ 3 I§\ cr 0 test Brown and Tan Sandy Clay, aW, g so A=Taa=&9 CA 9 2: s c m 13.5 2 g c \ a ,&g 0.0 ,054 — c / e c g 24 7 \ 5 / c 2 119.31 0.0 seg / £ c 79 9.7 � / � \ /c 04 5.7 End of Borehole Log Ground Water Observa9 E!! Completion mPhl:ze# Log Entered By: VR CS - Mo Ak California SamAr s -Sae y7 b Sample PL -P�s Lim Pm +¥r Penetrometer s - Water SoluA Sulfates NP - Non Pis UCS - umo#mdCompressive slmgh! o - Water kluA Chlorides BU - Bulk Sample SS -Spis innSample ±-bqu Limit RC -k+ Core Plate: e tr AmvN, Inc. ,5403E,mAve. s » EAurora m80011 q& sm9 9» 303.463.9321 EMAIL: a _Aerraeem TER�DY)WE LOG OF BORING NO B3 _:tel,& __l Am Project Name: Warehouse Building m4 4 Van Gordon D te 6/26/13 Location: whe and e CO Project N :C1310 7 a.\S 2 k / § 0 # f sums &e/ ) Mc#kmw# / k r ) § \ / ) k \ / \ \ k § \ / j \ k \ 0 Top Soil Brown and Tan Sandy Clay, CA Gravelly g 9.0 1. ,075 CA 9 �e=6s=oQ s c a 2.3 \ N 4.0 ase a 5 s c / @ 2 11.5 ag \c 15 CA A 1za4o9 NP NP SM �\ 20 A 50@6" 7.2 \c � \ 25 ogg se \ c End of Borehole Log Ground Water Obe_a,$# Completion mphl:2e■ 2g Entered By: CS -Mogkcl. MaSampler s - Shelby Tube Sample PIL -P�s Limit Pm Pocket Penetrometer Su- Water Soluble ml¥e NP -NonPls UCS - Une«edCompressive sleQht o - Water Soluble Chlorides Bu - klkSamA SS - Split Spoon Sample ±-bqud Limit FIC -%6 Core Pit & »r dynev RInc . 15403E17th Ave. SuiteeAurora CO s 2 m2 Rs 7R» 303.463.9321 EMAIL: denver@terradyne.com TCRRAOYNC LOG OF BORING NO. B-4 Engineers, Geologists d Environmental Scientists Project Name: Warehouse Building at 4840 Van Gordon Date 6/26/13 Location: Wheatridge CO Project No: C131027 o £ r - U E O N 77:C a) JX Nw CL U Soil Description ; U - —, (n Misc Test Results LCL3 in c ❑ U N �. ca d y O C LL U Q U d CA W U) 2 o o J a. U cr C3 U Top Soil f !% Brown and Tan Sandy Clay, CA Gravelly 28 6.3 0.0 100.1 Su=0.01 15 6.9 %s CA CA 12 5.4 45.1 26 8 8605 SC 19 9.7 0.0 104.2 CA 10 CA 49 2.0 15 CA 07 7.6 35.4 27 14 SC 20 CA 57 5.7 25 CA 34 13.1 End of Borehole Log Ground Water Observed: 19 -ft CS - Modified California Sampler PP- Pocket Penetrometer UCS - Unconfined Compressive Strength SS - Split Spoon Sample Completion Depth: 26 -ft ST - Shelby Tube Sample Su - Water Soluble Sulfates Cl - Water Soluble Chlorides LL - Liquid Limit Terradyne DEN, Inc. 15403 E 17th Ave. Suite E, Aurora CO 80011 PH:303.463.9317 FAX: 303.463.9321 EMAIL: denver@terradyne.com Log Entered By: VR PL - Plastic Limit NP - Non Plastic BU - Bulk Sample RC - Rock Core Plate: 04 Tr d#ev KInc . ,5403E,GAve. Suite E, &rora CO 80011 m&a e+9 R» 303.463.9321mA:denver@terradyne.com LOG OF BORING NO Bs ;Engineers,��em ¥■a�oSc� Project Name: wgeh 2eBi|in «4 4 Van Gordon Date@2 43 Lctio�mWh«Fd,gCO Project No: C1307 � � b �/ k 7 ) sums ya, 3. /{ ƒ \ McagkUS = 7? CL ƒt 2 I- ■ � » a y A \ 2 \ /Q-kCc\ \ 2 a ,Top Soil k= Q Brown andTnsn,Qa .cGravelly a &4 4o1 $ g s �=o / c a 7.9 1. 111.4 5 9 c 5 5.3 \ e 14.1 ,04 2 \CA m / CA 2 25.648.2 a g s \ S 17 11.2 0.2 #$ \c �\ 20 c « 12.9 \ a S ,&S \ c End of Borehole Log Ground Water Ob@_d,sn Completion vphl:2ea Lm Entered By: v c- Modified California Sampler s - Shelby Tube amplePL - PUkbmi Pm Pocket Penetrometer k - Water Soluble Sulf es NP -NonPls UCS - Unconfined Compak Strength o - Water klAec des BU - &lkSamA SS - Spits enSample LL -Liqu omit RC -m6 Core ma:a Tr d#ev KInc . ,5403E,GAve. Suite E, &rora CO 80011 m&a e+9 R» 303.463.9321mA:denver@terradyne.com KEY TO CLASSIFICATION SYMBOLS USED ON BORING LOGS PROJECT NO. C131027 Terradyne, DEN MAJOR DIVISIONS GROUP SYMBOLS DESCRIPTIONS o GW :01 Well -Graded Gravels, Gravel -Sand Mixtures, N �, > LL Little or no Fines Q) LL N U) Cn N GP Poorly -Graded Gravels, Gravel -Sand Mixtures, W o O -2p U �•: Little or no Fines O � U Z y in =r p z 0 C9 m a° t m .9 ;� GM Silty Gravels, Gravel -Sand -Silt Mixtures tOn CU c cu W r ~ ~ o W[2 _j > m a a GC Clayey Gravels, Gravel -Sand -Clay Mixtures z CD 2 Q J o in SW Well -Graded Sands, Gravelly Sands, U � Little or no Fines U) (2) >� Q v N SP Poorly -Graded Sands, Gravelly Sands, ° o o Z U v Little or no Fines z pNj N SM Silty Sands, Sand -Silt Mixtures = o m Q L N = C: w L _ p F Q N o n 0 Sc rrJrr/rJ rrrrr/rJ Clayey Sands, Sand -Clay Mixtures S2 u> ¢ ¢ rrrrrrir w Inorganic Silts & Very Fine Sands, Rock Flour, a _ r ML Silty or Clayey Fine Sands or Clayey Silts with U) � 6 y U) � J o Sli ht Plastict W � _ � "' Inorganic Clays of Low to Medium Plasticity, ) � N v J J CL Gravelly Clays, Sandy Clays, Silty Clays, o w �5 a) I Lean Clays Z 2 U) C) MH I I I Inorganic Silts, Micaceous or Diatomaceous C7x N ca u� E Jp H Fine Sand or Silty Soils, Elastic Silts a p Cn i- F- Q '0 LO LL m �U Q CH Inorganic Clays of High Plasticity, Fat Clays SANDSTONE ti�tij'•.f{f'L r•r•r•r• yti•ti•ti•ti •r•r•r•r• SILTSTONE J - - - - p a CLAYSTONE W SHALE 0 LL IGNEOUS BEDROCK METAMORPHIC BEDROCK - Indicates Final Observed Groundwater Level GROUNDWATER Indicates Initial Observed Groundwater Location PROJECT NO. C131027 Terradyne, DEN 8 6 2 0 0 i 1 10 100 APPLIED PRESSURE - ksf .=Initial Loading f Initial Swell / Consolidation Final Loading SAMPLE DESCRIPTION: G Tan Clayey Sand PERCENT SWELL: 0.0% BORING #: B-1 PERCENT FINES: -- DEPTH: 1' NATURAL DRY UNIT WT. 126.1 PCF MOISTURE CONTENT: 10.2% PROJECT #: C131027 Terradyne DEN, Inc. 15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.463.9321 Email: denver@terradyne.com CLIENT: Loumar Entities 3650 Vance Street Suite 1 Wheat Ridge CO 80033-6296 TCR Engineers, Geologists 6 Environmental Scientists PROJECT: Warehouse Building 4840 Van Gordon Wheat Ridge,CO Terradyne Project #: C131027 TEST DATA BORING #: B-1 DEPTH: 3' Gradation Test Results 100 90 80 70 01 C Z 60 M a 50 C LU d 40 w CL 30 20 10 0 0 10 20 30 40 50 60 70 80 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: JBrown and Tan Sandy Clay Gravel 1.9% Sand 51.2% Fines 46.9% Moisture 11.5% Classification USCS:SC AASHTO: A-6 (4) 7spejZffultlubm nod Ravindran TERRADYNE DEN, Inc. 15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com 8 6 O r. 0 4 W 2 0 0 i` -6 8 4- 0.1 1 10 100 APPLIED PRESSURE - ksf --6— Initial Loading f Initial Swell / Consolidation —Final Loading SAMPLE DESCRIPTION: G Brown and Tan Sandy Clay PERCENT SWELL: 0.0% BORING #: B-1 PERCENT FINES: -- DEPTH: 7' NATURAL DRY UNIT WT. 118.2 PCF MOISTURE CONTENT: 4.3% PROJECT #: C131027 Terradyne DEN, Inc. 15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.463.9321 Email: denver@terradyne.com CLIENT: Loumar Entities 3650 Vance Street Suite 1 Wheat Ridge CO 80033-6296 TCRJW.e—A C Engineers, Geologists d Environmental Scientists PROJECT: Warehouse Building 4840 Van Gordon Wheat Ridge,CO Terradyne Project #: C131027 TEST DATA BORING #: B-1 DEPTH: 1o, 100 90 80 i� 70 C N 60 M 50 c LU m 40 N a 30 20 10 0 Gradation Test Results i72.uv #100 #50 #30 #16 #8 Sand #4 3/8" 3/4" 1-1 3" Moisture 14.6% 0 10 20 30 40 50 60 70 80 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: I Brown and Tan Silty Sand Gravel 11.1% Sand 34.3% Fines 54.6% Moisture 14.6% Classification USCS: SC -SM AASHTO: A-4 (1) spe tfull ubmitted, Ravindran TERRADYNE DEN, Inc. 15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com CLIENT: Loumar Entities 3650 Vance Street Suite 1 Wheat Ridge CO 80033-6296 71CRR, 1: :*OY/VC Engineers, Geologists 6 Environmental Scientists PROJECT: Warehouse Building 4840 Van Gordon Wheat Ridge,CO Terradyne Project #: C131027 TEST DATA BORING #: B-2 DEPTH: 5' 100 90 80 0I 70 C N 60 M a 50 c d L 40 N a 30 20 10 0 Gradation Test Results ff/UU #100 #50 #30 #16 # 8 # 348" 3/4: 1 - L0 3111 Moisture 13.5% TTF" 0 10 20 30 40 50 60 70 so 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: I Brown and Tan Silty Sand Gravel 0.0% Sand 49.4% Fines 50.6% Moisture 13.5% Classification USCS: CL AASHTO: A-6 (3) spe tfull ubmitted, nod Ravindran TERRADYNE DEN, Inc. 15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com 8 6 2 0 0 R -8 4- 0.1 1 10 100 APPLIED PRESSURE - ksf —� Initial Loading f Initial Swell / Consolidation —d-- Final Loading SAMPLE DESCRIPTION: Brown and Tan Silty Sand PERCENT SWELL: 0.0% BORING #: B-2 PERCENT FINES: -- DEPTH: 7 - NATURAL DRY UNIT WT. 105.4 PCF MOISTURE CONTENT: 16.9% PROJECT #: C131027 Terradyne DEN, Inc. 15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.463.9321 Email: denver@terradyne.com Company Name: LOumar Entities Address 3650 Vance Street Suite 1 City State Zip Wheat Ridge CO 80033-6296 ProjectName: Warehouse Building Address 4840 Van Gordon City State Zip Wheat Ridge,CO Project NUMBER: C131027 DATE: 7/3/2013 Boring: B-2 DESCRIPTION: Brown and Tan Silty Sand Procedure: JASTM Classification AASHTO USCS: LAB ID: LOCATION: 15' 3273 8 6 O 4 W 2 c 0 Ni -8 4- 0.1 1 10 100 APPLIED PRESSURE - ksf + Initial Loading —41-- Initial Swell / Consolidation —Final Loading SAMPLE DESCRIPTION: Brown and Tan Silty Sand PERCENT SWELL: 1.8% BORING #: B-3 Swelling under constant pressure due to wetting PERCENT FINES: -- DEPTH: 1' NATURAL DRY UNIT WT. 107.5 PCF MOISTURE CONTENT: 9.0% PROJECT #: C131027 Terradyne DEN, Inc. 15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.463.9321 Email: denver@terradyne.com CLIENT: Loumar Entities 3650 Vance Street Suite 1 Wheat Ridge CO 80033-6296 TCR/�?�OY/VE Engineers, Geologists 6 Environmental Scientists PROJECT: Warehouse Building 4840 Van Gordon Wheat Ridge,CO Terradyne Project #: C131027 TEST DATA BORING #: B-3 DEPTH: 7' 100 90 80 rn 70 C N 60 a 50 c LU d 40 d a 30 20 10 0 Gradation Test Results swv #100 #50 #30 #16 #8 Sand #4 3/8" 3/4: 1 - U2 314 Moisture 4.0% 0" 0 10 20 30 40 50 60 70 80 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: I Brown and Tan Silty Sand Gravel 1.8% Sand 51.3% Fines 46.8% Moisture 4.0% Classification USCS:SC AASHTO: A-6 (3) 7speubm nod Ravindran itted, TERRADYNE DEN, Inc. 15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com TERJW,e-A Engineers, Geologists d Environmental Scientists CLIENT: PROJECT: Loumar Entities Warehouse Building 3650 Vance Street Suite 1 4840 Van Gordon Wheat Ridge CO 80033-6296 Wheat Ridge,CO Terradyne Project #: C131027 TEST DATA BORING #: B-3 DEPTH: 15' 100 90 80 70 Of C .N 60 t0 50 C d 40 (D a 30 20 10 0 Gradation Test Results ITLUU #100 #50 #30 #16 #8 Sand #4 3/8" 3/4" 1-1 ' 3- Moisture 12.3% 0 10 20 30 40 50 60 70 80 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: I Brown and Tan Silty Sand Gravel 10.1% Sand 47.5% Fines 42.4% Moisture 12.3% Classification I mitted, od Ravindran TERRADYNE DEN, Inc. 15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com 8 6 2 0 0 All -6 -8 4- 0.1 1 10 APPLIED PRESSURE - ksf 100 Initial Loading Initial Swell / Consolidation Final Loading SAMPLE DESCRIPTION: Brown and Tan Silty Sand, Grav(PERCENT SWELL: 0.0% BORING #: B-4 PERCENT FINES: -- DEPTH: 1' NATURAL DRY UNIT WT. 100.1 PCF MOISTURE CONTENT: 6.3% PROJECT #: C131027 Terradyne DEN, Inc. 15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.463.9321 Email: denver@terradyne.com CLIENT: Loumar Entities 3650 Vance Street Suite 1 Wheat Ridge CO 80033-6296 TC/ZRiL.-AOYNC Engineers, Geologists d Environmental Scientists PROJECT: Warehouse Building 4840 Van Gordon Wheat Ridge,CO Terradyne Project #: C131027 TEST DATA BORING #: B-4 DEPTH: 5' Gradation Test Results 100 90 80 70 C N 60 a 50 4) LU 40 a 30 20 10 0 0 10 20 30 40 50 60 70 so 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: I Brown and Tan Clayey Sand Gravel 1.0% Sand 53.9% Fines 45.1% Moisture 5.4% Classification USCS: SC AASHTO: A-4 (1) 7spteffulltubmifted, nod Ravindran TERRADYNE DEN, Inc. 15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com 8 6 0 O 4 W 2 0 0 -4 O L01 -8 +- 0.1 1 10 100 APPLIED PRESSURE - ksf +Initial Loading t Initial Swell / Consolidation —q&—Final Loading SAMPLE DESCRIPTION: Brown and Tan Clayey Sand PERCENT SWELL: 0.0% BORING #: B-4 PERCENT FINES: -- DEPTH: 7' NATURAL DRY UNIT WT. 104.2 PCF MOISTURE CONTENT: 9.7% PROJECT #: C131027 Terradyne DEN, Inc. 15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.463.9321 Email: denver@terradyne.com CLIENT: Loumar Entities 3650 Vance Street Suite 1 Wheat Ridge CO 80033-6296 TCR/Z�--AOY/VC Engineers, Geologists 6 Environmental Scientists PROJECT: Warehouse Building 4840 Van Gordon Wheat Ridge,CO Terradyne Project #: C131027 TEST DATA BORING #: B-4 DEPTH: 15' 100 90 80 as 70 C N 60 ce a 50 c LU a� 40 d a 30 20 10 0 Gradation Test Results 4zUU #100 #50 #30 #16 #8 #4 3/8" 3/4: 1-1 " 3" Fines 35.4% Moisture 7.6% 0 10 20 30 40 50 60 70 80 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCR1PTlON: I Brown and Tan Clayey Sand Gravel 10.9% Sand 53.6% Fines 35.4% Moisture 7.6% Classification USCS: SC AASHTO: A-6 (1) spe tfull ubmitted, Vinod Ravindran TERRADYNE DEN, Inc. 15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com CLIENT: Loumar Entities 3650 Vance Street Suite 1 Wheat Ridge CO 80033-6296 TCRR�OYNC Engineers, 6eologists d Environmental Scientists PROJECT: Warehouse Building 4840 Van Gordon Wheat Ridge,CO Terradyne Project #: C131027 TEST DATA BORING #: B-5 DEPTH: 1' Gradation Test Results 100 #200 #100 #50 #30 #16 #8 #4 3/8" 3/4" 1 - 1102 3" 0 90 10 80 20 70 30 C y 60 40 M a 50 50 as Lo 40 60 4) a 30 70 20 80 10 90 0 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: JBrown and Tan Sandy Clay, Gravelly Gravel 12.2% Sand 47.7% Fines 40.1% Moisture 5.4% Classification USCS: SC AASHTO: A-6 (2) spteff I ubmitted, Ravindran TERRADYNE DEN, Inc. 15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com 8 6 O 4 W 2 0 0 IR -6 1 10 100 APPLIED PRESSURE - ksf tInitial Loading —411-- Initial Swell / Consolidation tFinal Loading SAMPLE DESCRIPTION: Brown and Tan Sandy Clay, Gre PERCENT SWELL: 1.0% BORING M B-5 Swelling under constant pressure due to wetting PERCENT FINES: -- DEPTH: 3' NATURAL DRY UNIT WT. 111.4 PCF MOISTURE CONTENT: 7.9% PROJECT M C131027 Terradyne DEN, Inc. 15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.463.9321 Email: denver@terradyne.com CLIENT: Loumar Entities 3650 Vance Street Suite 1 Wheat Ridge CO 80033-6296 TCRR�OY/VE Engincers, Geo%gists 6 Environmental ScientisPs PROJECT: Warehouse Building 4840 Van Gordon Wheat Ridge,CO Terradyne Project #: C131027 TEST DATA BORING #: B-5 DEPTH: 1o, 100 90 80 70 C .N 60 t6 a 50 c u 40 d a 30 20 10 0 Gradation Test Results uluu #100 #50 #30 #16 #8 Sand #4 3/8" 3/4: 1-1 3" Moisture 25.6% 0 10 20 30 40 50 60 70 80 90 100 0.01 0.1 1 10 100 Diameter of Particle in Millimeters DESCRIPTION: Brown and Tan Sandy Clay Gravel 3.6% Sand 48.1% Fines 48.2% Moisture 25.6% Classification USCS: SC AASHTO: I A-6 (3) spe tfull ubm Vinod Ravindran TERRADYNE DEN, Inc. 15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com 8 6 O 4 Ila, W 2 0 0 Le` -8 4- 0.1 1 10 100 APPLIED PRESSURE - ksf t Initial Loading f Initial Swell / Consolidation t Final Loading SAMPLE DESCRIPTION: Brown and Tan Sandy Clay PERCENT SWELL: 0.2% BORING #: B-5 Swelling under constant pressure due to wetting PERCENT FINES: -- DEPTH: 15' NATURAL DRY UNIT WT. 96.6 PCF MOISTURE CONTENT: 11.2% PROJECT #: C131027 Terradyne DEN, Inc. 15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.463.9321 Email: denver@terradyne.com Appendix A Important Information about the Report The data collected by Terradyne DEN, Inc. during this investigation was used to provide geotechnical information and recommendations regarding subsurface conditions on the site investigated, the effect of those conditions on the proposed construction, and the foundation type for the named client. The stratification lines indicated on the boring log are approximate, and subsurface conditions encountered during construction may differ from those presented herein. This uncertainty cannot be eliminated because of the many variability's associated with geology. For example material and engineering characteristics of soil and bedrock may change more gradually or more quickly indicated in this report and the actual engineering properties of non - sampled soil or rock may differ from interpretations. Quantitative conclusions regarding the performance of geotechnical structures prior to construction are not possible because of the complexity of subsurface conditions. Rather, engineering judgments and experience are used to estimate likely geotechnical performance and provide the necessary recommendations. Put another way, we cannot be sure about what is not visible, so the collected data and our training and experience are used to develop predictions and recommendations. There are no guarantees or warranties implied or expressed. The owner and/or client must understand that uncertainties are associated with geotechnical engineering, and they, the owner and/or client, must determine the level risk they are willing to accept for the proposed construction. The risks can be reduced, but not eliminated, through more detailed investigation, which costs more money and takes more time, and through any appropriate construction, which might be recommended as a result of that, more detailed investigation. To reduce the level of uncertainty, this report was prepared only for the referenced client and for the proposed construction indicated in the report. Unless authorized by Terradyne in writing, the owner will assume additional geotechnical risk if this report is used for any construction that differs from that indicated in the report. Our firm should be consulted well before changes in the proposed construction occur, such as the nature, size, configuration, orientation, or location of any improvements. Additionally, the knowledge and experience of the local geotechnical practice is continually expanding and it must be understood the presented recommendations were made according to the standard of practice at the time of report issuance. If the construction occurs 1 or more years after issuance of the report, the owner and/or client should contact our firm to determine if additional investigation or revised recommendations would be advisable. The geotechnical practice in the Denver Region must consider the risk associated with expansive soils and bedrock. The geotechnical practice in the Denver area uses a relative scale to evaluate swelling potentials. When the sample is wetted under a surcharge pressure (loading) of 1000 pounds per square foot (PSF), the measured amount of swell is classified as low, moderate, high, or very high. Table 1 presents the relative classification criteria for the percentage of expansion based on initial sample height at the indicated surcharge pressure. Table 1 Risk Category Percent Swell Under a 1000 PSF Surcharge Pressure Low 0-<2 Moderate 2-<4 High 4-<6 Very High 6 or Greater Source: Colorado Association of Geotechnical Engineers, Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations (Denver Metropolitan Area), 1996 General Geotechnical Risk Discussion Page 2 The relative classification can be correlated to potential slab damage as follows: Low: slab cracking, differential movement, and heave; Moderate: slab cracking and differential movement, partial framing void and furnace plenum closure; and High to very high: large slab cracking and differential movement, closed voids, closed furnace plenum, and possible pipe rupture. (These effects are based on monitoring and observations by several firms in the metropolitan area and are not limited to the relative classification. More or less damage can occur in all classifications because of the uncertainty associated with subsurface conditions and geotechnical engineering.) It is important to note that measured swell or soil expansion is not the only geotechnical criteria for the type of floor and foundation recommendations. Additional criteria considered include: a. Soil and bedrock type and variability b. Stratigraphy c. Ground water depth and anticipated post -construction moisture conditions d. Surface water drainage and features e. Post -construction landscaping and irrigation f. Construction details and proposed use, and g. Local experience Post -Construction landscaping and owner maintenance will greatly affect structures on expansive soils and bedrock. Typically, irrigated landscaping increases the soil moisture content above the pre -construction water content. Slabs, pavements, and structures significantly reduce evaporation of soil moisture. Therefore, post -construction heave and resulting damage to buildings and other improvements are likely to occur on sites with expansive soils because of the high probability that subsurface moisture content will increase as the property and surrounding are is developed. Poor owner maintenance, such as negative slopes adjacent to foundation walls irrigated landscaping adjacent to the foundation, also will significantly increase the risk of damage from expansive soil and bedrock. The property owner, and anyone he or she plans to sell the property to, must understand the risks associated with construction in an expansive soil area and also must assume responsibility for maintenance of the structure. The owner and prospective purchasers also should review "A Guide to Swelling Soils for Colorado Homebuyers and Homeowners, " which is a special publication (SP 43) produced by the Colorado Geological Survey to assist homeowners in reducing damage caused by swelling soils. IIo BACKFILL WALL 6"-8" MIN. POLYETHYLENE SHEETING MIRAFI 14ON OR EQUIVALE(ff CLEAN WASHED GRAVEL GEOTEXTILE FABRIC O".o a p > • • SLAB O o... 'o. p..o O ° Q•.o O a0 ° D O ..o `D Q ... oo� :O. O.OQo o-. 0 .' °� Q o 12" O oaoaa 00 *. MIN " 0 Qs.a... 00 p c� O� O / 4 -INCH DIAMETER PERFORATED I i PVC PIPE MINIMUM SLOPE OF 1 1/8' PER FOOT FOR RIGID PIPE MINIMUM SLOPE OF 1/4' PER FOOT FOR FLEXIBLE PIPE INSTALL DRAIN ABOVE LINE NOTES: I. DRAIN PIPE SHOULD LEAD TO SUMP OR POSITIVE GRAVITY DISCHARGE. 2. COVER GRAVEL COMPLETELY WITH GEOTEXTILE IN SANDY OR SILTY SOILS. 3. BOTTOM OF DRAIN SHOULD BE A MINIMUM OF 12 INCHES BELOW TOP OF SLAB AT HIGH POINT. 4. GRAVEL SPECIFICATIONS: CLEAN WASHED GRAVEL, 100 % PASSING 1.5', 60-100% RETAINED #4, <3% PASSING #200 �oy�APPENDIX B: TYPICAL EXTERIOR BASEMENT WALL DRAIN 16400 E E 17th Avenue Aurum Cobrado 80011 APPENDIX B Phorn:(MM 489.9817 APPENDIX C Page I SPECIFICATIONS FOR EARTHWORK 1.0 SCOPE Includes all clearing and grubbing, removal of obstructions, general excavating, grading and filling, and any related items necessary to complete the grading for the entire project in accordance with these specifications. 2.0 SUBSURFACE SOIL DATA Subsurface soil investigations have been made, and the results are available for examination by the contractor. The contractor is expected to examine the site and determine for himself the character of materials to be encountered. No additional allowance will be made for rock removal, site clearing and grading, filling, compaction, disposal, or removal of any unclassified materials. 3.0 CLEARING & GRUBBING A. General: Clearing and grubbing will be required for all areas shown on the plans to be excavated or on which fill is to be constructed. B. Clearing: Clearing shall consist of removal and disposal of trees and other vegetation as well as down timber, snags, brush, existing foundations, slabs, utilities, and rubbish within the areas to be cleared. C. Grubbing: Stumps, matted roots, and roots larger than 2 inches in diameter shall be removed from within 6 inches of the surface of areas on which fills are to be constructed. D. Grass & Topsoil: Grass, grass roots, and incidental topsoil shall not be left beneath a fill area, nor shall this material be used as fill material. Grass, grass roots, and topsoil may be stockpiled and later used in the top 6 inches of fills outside roadways and building pads. 4.0 EARTH EXCAVATION A. Earth excavation shall consist of the excavation and removal of suitable soils for use as embankment or structural fill, as well as the satisfactory disposal of all vegetation, 7/25/06 Page 2 existing man-made fill, debris, and deleterious materials encountered within the area to be graded and/or in a borrow area. B. Excavated areas shall be continuously maintained such that the surface shall be smooth and have sufficient slope to allow water to drain from the surface. C. See OSHA safety guidelines for excavation (Title 29 of the Code of Federal Regulation (CFR) Part 1926.650). Contractor shall be responsible for fully complying with this any all other applicable federal and state regulations. 5.0 STRUCTURAL FILL & EMBANKMENT A. General: Embankments shall consist of a controlled fill constructed in areas indicated on the grading plans. B. Materials: (1) Physical Characteristics: Structural fill material shall consist of soils that conform to the minimum following physical characteristics: Maximum size of particles - 11/2" inches; Maximum retained on 3/a inch sieve — 30 percent; Maximum passing No. 100 sieve - 45 percent; Maximum passing No. 200 sieve — 25 percent. The subgrade to receive the fill shall be stripped of all organic growth, rubbish and debris. Controlled fill shall be placed and compacted at a moisture content approximately 2 percent from optimum moisture content. It shall be placed in uniform layers not more than 12 inches thick. Each layer shall be compacted to not less than 95 percent of Standard Proctor density determined in accordance with ASTM standard D698. Fill shall not be placed when frozen, or placed on frozen or wet subgrade. The plasticity index of the material, as determined in accordance with ASTM D4318, shall not exceed 15. Results of our investigation indicate that most of the near surface on-site soils will not meet these requirements. Some importation of fill or blending of materials may be required to meet specifications. The fill materials shall be free from roots, grass, other vegetable matter, clay lumps, rocks larger than 6 inches, or other deleterious materials. The existing site soils will be suitable for fill around the exterior of the building and are recommended for this use. 7/25/06 Page 3 (2) Borrow: When the quantity of suitable material required for all excavation and grading activities is not available within the limits of the jobsite, the contractor shall provide sufficient materials to construct the grading requirements to the lines, elevations, and cross sections shown on the drawings from borrow areas. The contractor shall obtain from owners of said borrow areas the right to excavate material, shall pay all royalties and other charges involved, and shall pay all expenses in developing the source, including the cost of right-of-way required for hauling the material. C. Construction: (1) Building Area Treatment: Any existing man-made fill, clay or other deleterious material encountered shall be removed in its entirety and replaced with structural fill. Prior to placement of slabs or fill; the building area shall be carefully inspected by a representative of the geotechnical engineer to verify bearing stratum and insure satisfac- tory removal of native soils and the removal of any deleterious material or existing man-made fill. Structural fill should extend a minimum of five feet beyond the perimeter of the structures. Subgrade soils shall be protected during installation of foundations, fill or slabs to minimize moisture loss. The exposed cut surfaces in soil, as well as surfaces to receive fill, shall be scarified to a minimum depth of 10 inches and moisture conditioned as necessary to bring the upper 10 inches to optimum moisture content or above. Where specified in the body of this report, cuts shall be scarified as to the full depth specified. The upper 10 inches of the native soils shall then be compacted to a minimum of 95 percent of maximum dry density as determined in accordance with ASTM D698. Where soft, wet soils are encountered at the bottom of cut surfaces, the surface may be stabilized by working large rock into the subgrade or utilization of lime stabilization or biaxial geogrid reinforcement layer placed on the subgrade. This shall be done only at the discretion of the geotechnical engineer. Where vibratory compaction equipment is used, it shall be the contractor's responsibility to insure that the vibrations do not damage nearby buildings or other adjacent property. (2) Compaction: Fill shall be spread in layers not exceeding 8 inches, watered as necessary, and compacted. Moisture content at the time of compaction shall be 1 percent below optimum moisture or higher. A density of not less than 95 percent of maximum dry density within the building pad shall be obtained for the backfill around the footings and stem walls. A density of not less than 95 percent of maximum dry density within the building pad shall be obtained for structural fill. Structural fill, as well as the native 7/25/06 Page 4 soils, outside the building pad area shall be compacted to a minimum 90 percent of maximum dry density. Prior to backfilling and compaction around the foundation wall, the first floor should be installed, and it is recommended that additional lateral support be in place; it is recommended that no backfill should be placed until poured concrete has cured for a minimum of 28 days. Optimum moisture content and maximum dry density for each soil type used shall be determined in accordance with ASTM D698 for native soils and for structural fill. Compaction tests on exposed surfaces should only remain valid for 48 hours if there is no drastic change in existing weather conditions. (3) Backfill: The backfill placed around the foundation walls should be methodically compacted to help reduce settlement after completion of construction. The top one foot of the backfill material must be relatively impervious. The foundation walls must be properly supported prior to backfilling. The first or ground floor flooring system should be in place before backfilling against foundation walls taller than three feet. (4) Weather Limitations: Controlled fill shall not be constructed when the atmospheric temperature is below 35 degrees F. When the temperature falls below 35 degrees, it shall be the responsibility of the contractor to protect all areas of completed work against any detrimental effects of ground freezing by methods approved by the geotechnical engineer. Any areas that are damaged by freezing shall be reconditioned, reshaped, and compacted by the contractor in conformance with the requirements of this specification without additional cost to the owner. D. Slope Protection & Drainage: The edges of the controlled fill embankments shall be graded to the contours shown on the drawings and compacted to the density required in paragraph 5.0 (2). Slopes steeper than 1 vertical to 3 horizontal shall be protected from erosion. 6. INSPECTION & TESTS A. Field Inspection & Testing: The owner shall employ the services of a registered, licensed geotechnical engineer to observe foundation excavations and verify the bearing stratum. The geotechnical engineer shall provide continuous on-site observation by experienced personnel during construction of controlled earthwork. The on-site observer shall maintain a daily field log of all operations, observations, and test results. The contractor shall notify the engineer at least two working days in advance of any field 7/25/06 Page 5 operations of controlled earthwork, or of any resumption of operations after stoppages. Tests of fill materials and subgrade will be made at the following suggested minimum rates: (1) One field density for each 500 square yards of original ground prior to placing fill or constructing floor slabs. (2) One field density test for each 500 cubic yards of fill placed or each layer of fill for each work area whichever is the greater number tests. (3) One moisture -density curve for each type material used. B. Costs of Tests & Inspection: The costs of tests, inspection and engineering, as specified in this section of the specifications, shall be borne by the owner. C. Scheduling of Tests & Inspection: The contractor or subcontractor whose work will be monitored shall provide the representative of the geotechnical engineer a minimum of 48 hours notice before commencement of earthwork activities, and 24 hours notice of cancellation of earthwork activities. 7/25/06 City of ' W heat�dge COMMUNITY DEVELOPMENT Pre -Application Meeting Summary Meeting Date: September 24, 2015 Applicants: Lou Ficco Lou -Mar Entities 3650 Vance Street, Suite #1 Phone: 303-263-0489 Mario Ficco Lou -Mar Entities 3650 Vance Street, Suite #1 Phone: 303-564-6677 Attending Staff Meredith Reckert, Senior Planner Lauren Mikulak, Senior Planner Lisa Ritchie, Planner II Zack Wallace, Planning Technician Specific Site Location: 4880 and 4840 Van Gordon Street Existing Zoning: Industrial Employment (I -E) Existing Comp. Plan: Mixed -Use Employment Existiniz Conditions: The site consists of three parcels, 4840 (Lot 3), 4860 (Lot 1), and 4880 (Lot 2) Van Gordon Street. 4860 Van Gordon (Lot 1) was developed in 2002 as an office/warehouse which currently houses TIGAR Gymnastics and Cheer Studio. Lots 2 and 3 are vacant, except for support functions for the entire development. First, the entire site was planned as one unified development with shared parking, and as such the parking lot pavement for the constructed building on Lot l protrudes into portions of Lots 2 and 3. Second, a detention pond, constructed in conjunction with the building on Lot 1, occupies the eastern portion of Lot 3 (See Figure 1). Figure 1: Aerial of the site indicating each lot and its corresponding address and lot number. This site is located in the northwest Wheat Ridge near I-70 and Ward Road, and is zoned I -E (Industrial -Employment). The site is surrounded by many office/warehouse industrial uses. The area's zoning is dominated by I -E (Industrial -Employment) and PID (Planned Industrial Development). Applicant/Owner Preliminary Proposal: This follow up pre -application meeting includes plan for structures on both Lots 2 and 3. The previous pre -application meeting in June 2013 only addressed the proposed structure on Lot 3. The applicants are proposing the construction of two multi -tenant buildings on the site, which will provide small office warehouse units for small businesses. Each of the buildings will be located on their own lots, one on Lot 2 and the other on Lot 3. In addition, the existing detention pond on Lot 3 will be reconstructed to comply with newer regulations for storm water convergence and water quality, and a drainage pipe will be added to the southern border of the site. Lot 2 — 4880 Van Gordon Street This office/warehouse building is planned to be very similar to the existing building on Lot 1. It will measure 17,722 square feet, and be located in the northeastern corner of Lot 2. Currently, the applicants have stated that this building will be built as either a 4 -unit building, or a shell which would allow future tenants to customize the size and layout of the space they require. Lot 3 — 4840 Van Gordon Street This office/warehouse building runs along the southern edge of Lot 3, and will measure 27,397 square feet. The rectangular building will accommodate several tenant spaces side by side, each with a garage door, storefront/office area, and bathroom. Detention Pond The existing detention pond does not meet current drainage standards and will need to be reconstructed to meet current standards. The current standards have also prompted the need for an expansive survey of the area (off-site and upstream), or a pipe that feeds water from the west side of Van Gordon Street across the applicant's site and into the detention pond. The applicant has opted to construct the pipe, which will run along the southern border of the site. The applicant has been in contact with the adjacent property owner to the south and is in the process of obtaining an easement for pipe construction and maintenance purposes. Signage The applicant is currently debating signage on the site. On the applicants other properties, tenants are allowed to have signage in their windows and doors only. However, to keep with a modern and `clean' look, the applicants are considering installing permanent fixtures adjacent to front doors from which unified signage can be removed and added as needed. Will a neighborhood meeting need to be held prior to application submittal? No, a neighborhood meeting is not required prior to submitting a site plan and building permit application. Planning Division comments: The following items were discussed based on the applicant's proposal: Zoning & Process: The property is zoned Industrial -Employment (I -E). The intent of I -E zoning is to allow light industrial and commercial uses that support employment. Development standards (setbacks, height, building coverage, etc.) for I -E zoning are set forth in Section 26-220 of the City Code, and supplemented by the Architectural and Site Design Manual. The applicant's proposed office/warehouse buildings are permitted under the current zoning; and the plat has already been approved. Site Design: A site plan, landscape plan, photometric plan and building elevations will need to be submitted with the building permit to demonstrate compliance with the zoning code. Parking: Section 26-501 of the City Code establishes minimum parking requirements and dimensions for parking stalls and aisles. For an office/warehouse building, the minimum required off-street parking is I space per 600 square feet of area devoted to warehouse or work are plus l space per 300 square feet of retail, wholesale or office area. Signage: Section 26-710 of the City Code regulates signage. Permanent signage (freestanding and wall signage) require permits. Window and door signage does not require a permit; however signs may not obstruct more than 25% of the door or window area. For more information, including size and time limits for both temporary and permanent signage, please see the attached "Common Signs: Zoning Code Regulations " information sheet, or Section 26-710 of the Wheat Ridge City Code. Landscaping: Section 26-502 establishes minimum requirements for landscaping. Landscaping along the street and public improvements were constructed when the original building was built. In addition, 15% of the property must be landscaped and have one (1) tree and ten (10) shrubs for every 1,000 square feet of required landscape area. All landscaped areas shall be irrigated with an automated sprinkler system. Up to 35% of the required landscaped area may be non- living. Though the buildings will be built in two phases, the Planning Division will review the entire site (all three lots) as a whole, and aggregate the required landscaping across the site. Setbacks & Development Standards Section 26-220 establishes minimum development standards for I -E zone district. The following is a summary of those requirements as they apply to office/warehouse facilities: Architectural and Site Design Manual The property is located in the Contemporary Overlay Area in the Architectural and Site Design Manual (ASDM). According to the ASDM, buildings should be placed close to the street to promote an interesting and pedestrian -friendly street environment. Build -to 1 The developers were not sure if freestanding signage would be installed with this development. areas establish a zone close to the property line within which a building should be located. Under the Contemporary Overlay Area Design Standards, the ASDM states: A 0-20' build -to area shall apply to 40% of the primary street frontage. This means that at least 40% of the property's frontage along the primary street must be occupied by buildings within the 0-20' build -to area. For sites with more than one building the build -to requirement may be fulfilled by one building or multiple buildings. Not every building is required to be in the build -to area as long as at least one structure meets the build -to requirements. Utility Providers The City of Wheat Ridge is not a full-service city. The utility and service providers for this property include • Valley Water, phone: 303-424-2844 • Fruitdale Sanitation, phone: 303-424-7252 • Arvada Fire District #l, phone: 303-403-5900 All land use applications will be sent 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. Process Site Plan Review All new development is subject to a Site Plan review prior to acquiring a building pen -nit. This entails review of the site plan, landscape plan, and building elevations for compliance with the zoning code and applicable design standards. The entire review process is outlined below in more detail. The first step in the process was the pre -application meeting. The Site Plan review process is administrative. This means that there are no public hearings before City Council or Planning Commission. After the pre -application meeting, a formal application may be submitted. A Site Plan application must include the following items: A. Completed Land Use Case Application (must be notarized) B. Proof of ownership (i.e. copy of deed) C. Legal survey D. Detailed site plan, to -scale (please see Site Plan checklist for all items to be included in the site plan drawing) E. Detailed landscape plan, to -scale F. Detailed building elevations, to -scale G. Streetscape plan, if required H. Other technical documents that may be required such as a preliminary drainage report. traffic impact analysis, etc. I. An application fee of $200 + $200/acre APPLICATIONS MUST BE SUBMITTED BY APPOINTMENT WITH A PLANNER. THE APPLICATION IS NOT CONSIDERED COMPLETE UNTIL ALL SUBMITTAL REQUIREMENTS HAVE BEEN MET. STAFF WILL BE UNABLE TO ACCEPT THE APPLICATION UNTIL IT IS COMPLETE. Submittal Review When the application is submitted, a staff planner will be assigned to handle the case. This person is the project manager for the case and will be the contact at the City throughout the entire Site Plan review process. The case manager will review the submittal application for content. If all submittal requirements have been met, the proposal will be referred to outside service agencies (Xcel Energy, water district, fire district, etc.) and other City agencies (Public Works, Economic Development, etc.) for their review and comment, generally for a period of 15 days. After all comments have been received, the case manager will forward those to the applicant. Comments will address any areas in which the proposed development does not meet zoning requirements, such as setback/build-to requirements, site design, building design, parking requirements, etc. Modifications to the application may be required as a result of these comments. The applicant must address all comments and resubmit the relevant documents and drawings to show that the proposed development meets the zoning requirements. Once all comments and requirements have been met, the case manager will forward the Site Plan application to the Community Development Director for final approval. A copy of the approved Site Plan will be kept on file at the Community Development Department. Next Steps Approval of the Site Plan application does not mean that a building permit has been issued. Once site plan approval is attained, the applicant may submit a building permit application with the Building Division. Please be aware that this information is only a general overview of the process and submittal requirements. There may be additional requirements specific to each case and the overall length of the process can vary greatly depending on the circumstances of the case. As each Site Plan application is different, the purpose of the aforementioned pre -application meeting is for staff to review the conceptual plans and give the applicant more information specific to his or her proposal. 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. Attachments: Site Plan Submittal Checklist, Site Plan Process Guide, Sign Code Information 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 1 4840 NORTH ELEVATION I/16'- I' -O• Roof . 124'-O' � i - no . MEOW __ Lcvd +� i nrvsv y_ k Foundation I i ------------ 2 _._ -_ 4840 WEST ELEVATION 2 4840 - NORTH ELEVATION DETAIL I/e•- I.a ve• - r n THE DESIGN INTENT FOR THE BUILDING AT 4840 VAN GORDON STREET WILL BE TO CREATE A CMU BUILDING THAT MEETS ALL THE GUIDELINES AS LAID OUT IN THE CITY'S ARCHITECTURAL AND SITE DESIG MANUAL. THIS BUILDING WILL BE SMOOTH FACED CMU, WITH TWO ACCENT BANDS OF SPLIT FACED CMU. BASALITE SPLIT FACE CMU 228 -WR BASALITE SMOOTH FACE CMU 924 -WR EXISTING BUILDING ON SITE. THE DESIGN INTENT OF 4880 VAN GORDON STREET WILL BE TO CREATE A BUILDING THAT IS SIMILAR TO THE EXISTING STRUCTURE. THIS BUILDING WILL ALSO BE TILT -UP CONCRETE SITE PLAN 4840 VAN GORDON STREET LOCATED IN THE SE 1/4 OF THE SE 1/4 SECTION 17, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH P.M. CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SHEET 1 OF 2 I 7r- III IIII 1111 II II II IIiI illi Ill IIII IIII I II IIII 1111 I I II I III Ilil illi - _ t ll IIII IIII RODN STREET I i IIII I j 11 LDING III 1111 IIII I II IIII Ij11 I II Ii1i Bill I I Il IIII IIII - 1 � it lii� Iiil I II Illi Illi IIII I I it III EFE.ns• i I III ilii il'I I III 1 I II IIII IIII � Il111111 111 � 1 III IIII Il II _ � l II Ilii il''I �• - �'"'�� . __ III IIII IIII � II I II i RONDGWN :CHANNELS 1 1 11 IIIII I I I IIII IIIII iil'Iil I Illi I I -.n. 74- ��fl _I.tl IIII IIII 1 1 I � � p 1I 1111 Y1 ( I III III tlI III I III I I I II i I II I --- - -_-755-n - TOP OF POND 7S6 - - - - - - - -- - - 1111 IIII IIII ! ` II Ij11 111 I\ IIII IIII 1j11 III!' r N "t. S SCALE 1'- 30• 30 0 15 30 — INDICATES BUILDING IMPROVEMENTS 73.933 SO. FT. (35.971) INDICATES CONCRETE IMPROVEMENTS _ - INDICATES EXISTING PAVEMENT IMPROVEMENTS 5,726 SQ. FT. (2.78X) INDICATES PROPOSED PAVEMENT IMPROVEMENTS — INDICATES PROPOSED RUNDOWN CHANNEL ----s9----- INDICATES EXISTING CONTOURS �9 INDICATES PROPOSED CONTOUR FaP INDICATES EXISTING EDGE OF PAVEMENT —x—x—x INDICATES FENCE UNE INDICATES LOT UNE -� DECIDUOUS TREE %6 EVERGREEN TREE !:'lk 0 SHRUB AREA ANALYSIS SITE AREA: 205,519 SQ. FT. (4.72 ACRES TOTAL BUILDING FOOTPRINT: 73.933 SO. FT. (35.971) OPEN SPACE/ LANDSCAPING` 35,214 SO. FT. (17.139) SIDEWALKS 5,726 SQ. FT. (2.78X) PARKING/ PAYED AREA 78,697 SO. FT. (38.291) NOTE ALL AREAS ARE APPROAMATE PARKING REQUIRED: PARKING ANALYSIS BUILDING AREAS 74.000 SO. FT. OFFICE / WAREHOUSE (REQUIRED 25X)75X) 18,500 SF / 55,500 SF PARKING RATIO. OFFICE I PER 300 SQ. FT. WAREHOUSE I PER 800 SO. FT. PARKING REQUIRED: OFFICE 82 SPACES WARFNOUSE 93 SPACES PARgNG FRONDED: 171 SPACES (RICWDES 6 ADA) GENERAL NOTES 1. LANDSCAPING SHOWN IS A SCHEMATIC CONCEPT ONLY. FINAL DESIGN WILL MEET CURRENT REQUIREMENTS Z FUTURE COORDINATION WITH THE FIRE DEPARTMENT WILL VERIFY ACCESS AND POTENTIAL ADDITIONAL FIRE HYDRANT REQUIREMENTS. SURVEY BY: SOL SURVEY, LLC. 209 N. SCOTT STREET ST. FRANCIS. KS 67756 TEL 785-332-2463 DATE: OCTOBER 1, 2013 DECEMBER 22, 2013 SURVEY BY: W. BAYER h ASSOCIATES, INC 2090 EAST 104TH AVENUE. SUITE 200 THORNTON, COLORADO 80233 (303)452-4433 DATE: FEBRUARY 6, 2015 1 9/14/15 ICONCEPIIAL DE51CN 1 W J � O 0 w uj Z U O � 4W > Y w O o uj w cD z w L Lu UL L Q L O IL O Lu U U LL. 15.922 Q.r4 s CONCEPTUAL SITE PLAN Al A �C construction company, inc. 909 East 62nd Avenue • Denver. Colorado 80216 • 303.287.5525 • Fax 303.287.3697 • www.dcbl.com PROJECT NARRATIVE DEVELOPER: Clear Creek Valley, LLC Contact: Lou Ficco 3650 Vance Street Wheat Ridge, CO 80033 PROJECT NAME: Ficco Office Warehouse LOCATION: 4880 Van Gordon Street Wheat Ridge, Colorado 80033 The attached the site plan and proposed architectural inspiration sheets are provided for your initial review and feedback. The proposed development is to create two additional structures on the site at 4880 Van Gordon Street. These buildings were depicted in the original development plan submitted to your office. There is currently one tilt -up concrete structure on the site, with the bulk of the property unimproved. The developer wants to duplicate the existing building and repeat it on the east side of the site. They also want to build a new building that will run on the southern edge of the site. All of the new development will conform in architectural style to the existing structure as attached to this proposal. Proper setbacks and required screening will be provided as per the standards related to this zone district. This development is proposing the utilization and integration of architectural metals, minor areas of articulated masonry elements, and accent stucco elements to handle the architectural requirements on the street facing building fagade, in accordance with the Architectural and Site Design Manual. Landscaping elements will reflect the requirements of the zone district and specifically enhance entry elements and the transition areas from the ROW. Regards, Scott Sworts, AIA, LEED AP Project Manager dcb Construction Company Inc. construction prole"ioneli iinco 1960