The URL can be used to link to this page

Home My WebLink About6351 W. 44th Avenue( CITY O F • s� s Ins • s • Add ress:, - s r Permit Number: City of Rr �Wbeatf� AIMUN1 FY DIVIAX)PMEN f' FO MR A • .: & - it Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. Property Address: f, �� r I I I I I 0 Contractors City License #: I'Mil Phone: 13 3U21- - 4LL - 11X Contractor E-mail Addre Sub Contractors: Electrical: C 4 V G' `1 f C �'i i Plumbing: Mechanical: W.R City License # ()C)11 019 W.R. City License # WR City License # Other City Licensed Sub: LIFOJ Other City Licensed Sub: .4t'L eoyi-s-htAct�� City License # O&W 3q City License # I -3ooq � Complete all information on BOTH sides of this form COL C Sq. FULF Btu's U= Gallons • III � III I I I I I PIPE I I, I Ili S I � Ili I P I �1,4�p�I�YI I . I OWNER/CONTRACTOR SIGNATURE OF UNDERSTAN AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances. rules or regulations of the City of Wheat Ridge or covenants, casements or restrictions of record, that all measurements shown and allegations made are accurate, that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any pentrit issued based on this applicatiow that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and arn also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ON E: (OIP,VER) (CONTRACTOR) gr (AUTHORIZED REPRESEAITATIVE) of (OWNiER) (COATRACTOR) I!RM NAME. A/ SIGNATURE hATE: I Building Division Valuation: $-,, " 1 *1 1 APPROVED M am Basisof Design ............................... ............................... . .................... . . Canopy Layout and Tributary Column Areas ................... . ... . .......................... 2 C "alculaton of Design Wind Load - Main Force Resisting Syst ms ...................... Calculation of Design Wind :roads and Moments .............. ............................... 4 -7 Column and Foundation Calculations ........... . ........................... , ............. , , ..... 8 Beare & Rafter Calculations ...................................... ............................... -11 Seismic Analysis vs. Design n W d Loads ...................... ............................... 12 -13 Anchor Calculations .......................... ............................... . .................... 23 -24 Western Rile 11R -36 1 1l2" beep by 7.2 " Pitch Roof Panel :Goad Tables ................ 16 -17 44th & Kendall 1 O'x 10' Mesa Model Details .................... : ....... alp ' is 1 - 10 February 10, 2014 A�M"2WP XNV� GENERAL NOTES & BASIS OF DESIGN 1. BUILDING CODE-, ..... ..... 2006 IBC 2. GRAVITY DESIGN: Sail / Roof Sail Cloth Ventilation Reduction: N/A EXPOSURE-- .... C Seismic Design Category = D OCCUPANCY CLASS ................... I Occupancy Category = 11 3 SECOND WIND GLJs,r,..... 100 (mph) 1= 1.0 Min: 0 Pao I 5.2 ( Haft 1 SOILS: Soil bearing pressure .... --- ............ Minimum footing depth.,,...,, - .. ......................... 1,000 pst Soil lateral bearing pressure .. . - . . 100 psi' 12 (inches) Unless local conditions are greater 1. CODES AND STANDARDS, Comply with the following Codes: A, ACI 318, "Building Code Requirements for Reinforced Concrete ". B, ACI 347, "Recommended Practice for Concrete Form Work " 2. MATERIALS shall conform to the following: A. Cement; ASTM C I 50,Type V, Portland Cement. B. Hard rock aggregates: ASTM C33 Lightweight aggregates: ASTM 0330 C. Water shall be potable. 1 MIX DESIGNS: A. The maximum slump shall be 4" w/o plasticizer added. B, Use pea gravel and/or plasticizer in congested areas. D. Air entrainment: ASTM C260 E. Fly ash: ASTM C618 F. Calcium chloride SHALL N0`f'be used, C. Limit fly ash to 20% of the: total cement D. Concrete mixes shall conform to the following: *(Special Inspection not required - increase as required by local code for sulphate resistance) 4. CONSTRUCTION: A. Mechanically vibrate concrete during placement. 5. FOOTINGS: B. C,enter footings on structure above, LINO. C. f, footings to be embedded a minimum depth. STEEL 1. CODES AND STANDARDS. Comply with: Reinfiarcing: 60 ksi A-615 - Grade 60 Roof' Decking: 50 ksi A-792 - Grade 50 Bolts ASTM A36, ASTM A307 as specified on details 2. CONSTRUCTION: 28 Day #4 #5 Max Min Design Dry Aggregate Entrained Cement Strength W/C Weight Size Air Per CY Type of Concrete Member Sp, O* patio ct) (inches) (Oxo) (Ibs) Footings & Slabs on Grade 2500* - 0,45 150 3.14 3 ± 517 *(Special Inspection not required - increase as required by local code for sulphate resistance) 4. CONSTRUCTION: A. Mechanically vibrate concrete during placement. 5. FOOTINGS: B. C,enter footings on structure above, LINO. C. f, footings to be embedded a minimum depth. STEEL 1. CODES AND STANDARDS. Comply with: Reinfiarcing: 60 ksi A-615 - Grade 60 Roof' Decking: 50 ksi A-792 - Grade 50 Bolts ASTM A36, ASTM A307 as specified on details 2. CONSTRUCTION: D. Make cold bends, DO NO T use heat. DO NOT re-bend a previously bent bar. E. Minimum concrete cover: (securely position and anchor rebar prior to pour) Cast against and permanently exposed to earth .. . ... 3 (inches) Slabs-On-Grade (SOG) ......... - ... ...... Center of slab, LNO F. DO NOT weld reinforcing unless specifically noted. CLIENT: PROJECT: 14015A #4 #5 - 6 D. Make cold bends, DO NO T use heat. DO NOT re-bend a previously bent bar. E. Minimum concrete cover: (securely position and anchor rebar prior to pour) Cast against and permanently exposed to earth .. . ... 3 (inches) Slabs-On-Grade (SOG) ......... - ... ...... Center of slab, LNO F. DO NOT weld reinforcing unless specifically noted. CLIENT: PROJECT: 14015A Prepared By: KFM II Date: 02110/14 �44th & Kendall I ftl 0' Mesa Model wheat Ridge Colorado A. CRSI "Manual of Standard Practice". M ACI "Detailing Manual", ACI 315 (or SP-66). HSS Tube: 46 ksi A -500 Pipe: 36 ksi A-501 A. Detail, bolster, and support all rebar. 'ric bars securely with proper clearances before casting concrete. B. Use rebar free flaky rust, grease, dirt, and other materials, which affect bond. C. Minimum lap splices (inches): Page 1 of 17 i �CRS PROJECT: 14015A _.. . !44th & Ken � 'Wheat Ridge, Colorado Page 2 of 17 �,4 AMAr2rw`v CONSWILWIN0, INC. vVind Force on Perforated Screen Panels Calculaton of Design Wind Loads - Main Force Resisting Systems ASCE 7-05 56.5,14 (T 6-3) Eq: F=q,*G*C (Eq 6-28) [291 z Exp Where: q 0.00256*k,*k,,j*k-o*V 2*1 (Eq 6-15) [271 ft C Z- 15 k 0.85 ('1'6-3) [79] 15 0.85 k, = (1+ kl*k2*k,3) 2 (F 6-4) [45] 20, O�9 k 0.29 H/L (F 6-4) [45) 25 0194 (1'6- I k2 1.0 X/1� (F 6-4) [45] 30 0.98 categod I k 0.0 Z/h (F 6-4) [4 5] 35 1.01 1 O.87 —0. k,= 1.0 4 0 J *04 11 1,00 0.85 (T 6-4) [80] (Solid Signs) 50 1.09 111 1.15 V= 100 graph (F 6-1) [33,1 60 1.1 3 IV 1.15 I= 0.87 (T 6-1) [77] —No- q 0.00256*0.85*1*0.85*100"2 *0.87= EEBpsf G= F1.13 (S 6.5.8.1) [26] Exposure: C Cf= 1 (F6-20) [73] Load Case A Occupancy Class. i 3s Wind Gust (mph): 90 Perforated Screen Area Reduction: 20% Width 10 (fl Column Height 8 (ft) Panal Area 80 (SF) liz Wind Force on Panel: 1030 (lbs) Resultant Moment 4119 (lb-ft) per panel Sheet 3 of 12 Page 3 of 17 Calculaton of Design Wind L.oads - Main Force Resisting Systems ASCE 7-05 S6.5,13.2 Exposure: c Occupancy Class: i Eq: p=q (Eq 6-25) [ 291 3s Wind Gust (mph): 100 z Exp Where: q 0.00256*k,*k,*k *V 2*1 D (Eq 6-15) [27] ft C Z= 15 k 0.85 (T 6-3) [791 15 0.85 kz�,= (14 kl*k2*k3) 2 IF 6-4) [451 20 0,9 k 0.29 H/I (F 6-4) [45] 250.94 (T6-1) k2 1.0 X/L, (F 6-4) [45] 30 0.98 categorl 1- 1 k3 0.0 Z/h (F 6-4) [45) 35 1.01 1 1 0,871 —10- k,= LO 40 1.04 11 1 1.001 k 0.85 (T 6-4) [80] 45 1.065 111 1.15 V= 100 mph IF 6-1) [33] 50 1.09 IV 1.15 1= 1.0 (T 6-1) (77] 60 1.13 —Oo� q 0,00256*0.85* 1 *0.85* 1 00"2*1= EIE0 P sf G= U,B (S 6,5.8 1) [26] qh*C,= =1 psf CN (F6-18A) [66] Load Case A/B U=E Case A - Clear/Unobstructed Wind Flow: y=0 180° CNN 1. CNN, AC = 1 - 5 CN(Avg) = Case B - Clear,/ Unobstructed Wind Flow: y=O 0, 180" CNW 0.1 C ACC = 11 CN(A,g)='- I Rise I Run Gable Roof Pitch =L±_L 12 (X= 18.4 Degrees CN Values interpolated to 18.4 degrees CNW = P (PSf) Case A - Clear/Unobstructed Wind Flow: y = =0 ° , 180 Case B - Clear/Unobstructed Wind Flow: Y=0 180" CN Values interpolated to 18.4 degrees CNW = P (PSf) 0 Case A - Obstructed Wind Flow: 7=0 , 1801, Case B - Obstructed Wind Flow: y=O(', 180'�==, i�Nl ACN = 1.27 CN(Avg) ACS; = 0,97 C,4(Avg) (X=Ll!.4 A CN -0, 11 CN(Avg) ACS, 0,95 CNtAvg,) R"A Angk� 0 30 45' Is �1 AV tw -W. OQT4 t. 40 04 M7.03� � M ffm 0 Prepared By: KFM Date: 02110/14 Page 4 of 17 C INC. C alculaton of Design Wind Loads - Main Force Resisting Systems r1SC E 7 -05 56.5.13.2 C. Values interpolated to 18.4 degrees C. = P (Psi) cNa ` P (psf) Case A - Clear /tMo strucstead Wind Flow, y =-•0", 180 1,10 AC, = C N( ° 0.46 17,29 -0,17 ?. 7 i i tC o.1ct,� >� W = 17.3 psf S = 23.7 psf W - -2.7 psf S = 217 psf L 20 psf l3 = 5.7 psf L= 20 psf D= 5.7 psf CNN 1.1Q p= 17.211 psf Crsr. == P= -2,'F psf 1#SD Load Combinatons: (IBC 2000, 1605.2.1) pg243 ASG Load C'ombivatons (IBC 2006,109 1605:2.1) pg243 Note: Negative value = upward vertical farce Note. Negative value = upward vertical force i [Eq 16 -041 Dr(.. 6,7 pal [Eq 16 -041 1) 1 F,- 6,7 ,Pat [1.:q 16-09) D4 l4 r F+L $1' -- 5.7 psf [Eq 16 -091 D� F6 mF t 1,z Two 61 psf [Eq 16 -10] D fjaC °`e „rcrSorK)= 294 psf [Eq F6 -101 Di 1-1 i F'a- (Lrter S or R)= 29.E psf [Eq 16 -11] D 4 -14+1` 0,75(1, °rT)+035(T,.rorSorr)- 216 psf [1Wt116 -11] UrIPFiO75 (L+'rY475(LrorSorr )”- 23.5 'Psf fEq 16 -121 D414F+(W or 0.7f 23.0 psf JEq 16 -121 Da}I ri(lT ori1JEY 3,0 psf f Eq 16-13])+0 75(W or 0 75LaO 75(LY or S or R)ln 36.6 psf (Eq 16-131 1)+0'75(W or a 7E) O 751,40 35(e.r or S or lk) 21.4 psf [1:,q 16 -141 0,66 W+J —J ., 201 fist 11:q 16 -14] O.6D +WiH 0,7 psf [F4q 16 -15 O.C,Cti 7E +Ht - 344 psf ft 16-15 0.6D +0,7L +H= 3,41psf WM Fty Vert iscat Forces Case A - Clear/Unobstructed Wind Flow: y=0 , 140" Unbalanced Veinde Load Moments •'T Arms Ctav,° --- 11 C =ria. 6'11 Crrr 01 7 ", Net M Arm I C, T Crsi I Vert Net Max Searing (this page)= 1823 Max Uplift (this Page)= 35 (Per Side) Max Moment = 0.00 Horizontal Forces I [ y 1� Base Moment Calculation - Vertical Column c 8 Determine Hip and Ridge Vertical Forces W= 18A degrees (Vertical forces [Eq 16 -C [Coq 16 -C JE 16 -1 [Eq 16 -1 [Eq 16 -1 [Eq 16 -1 [Eq 16 -1 1Eq 16 -1 9 CW C CW CW CW CW CW CW CW CW CW CW E MMM Max Moment = 2.02 Max Moment = 2.02 2013 0,711 _ 1032 3,43 3.43 _ 343 rig (this page) = 36.46 F Prepared Fay: KFM Date: 0211{}1141 Pugs 5 of 17 i i ,i ► i" i i' i i m i s Amm WM Max Searing (this page)= 1823 Max Uplift (this Page)= 35 (Per Side) Max Moment = 0.00 Horizontal Forces I [ y 1� Base Moment Calculation - Vertical Column c 8 Determine Hip and Ridge Vertical Forces W= 18A degrees (Vertical forces [Eq 16 -C [Coq 16 -C JE 16 -1 [Eq 16 -1 [Eq 16 -1 [Eq 16 -1 [Eq 16 -1 1Eq 16 -1 9 CW C CW CW CW CW CW CW CW CW CW CW E MMM Max Moment = 2.02 Max Moment = 2.02 2013 0,711 _ 1032 3,43 3.43 _ 343 rig (this page) = 36.46 F Prepared Fay: KFM Date: 0211{}1141 Pugs 5 of 17 ,i ► i" i i' i Max Searing (this page)= 1823 Max Uplift (this Page)= 35 (Per Side) Max Moment = 0.00 Horizontal Forces I [ y 1� Base Moment Calculation - Vertical Column c 8 Determine Hip and Ridge Vertical Forces W= 18A degrees (Vertical forces [Eq 16 -C [Coq 16 -C JE 16 -1 [Eq 16 -1 [Eq 16 -1 [Eq 16 -1 [Eq 16 -1 1Eq 16 -1 9 CW C CW CW CW CW CW CW CW CW CW CW E MMM Max Moment = 2.02 Max Moment = 2.02 2013 0,711 _ 1032 3,43 3.43 _ 343 rig (this page) = 36.46 F Prepared Fay: KFM Date: 0211{}1141 Pugs 5 of 17 Max Moment = 2.02 Max Moment = 2.02 2013 0,711 _ 1032 3,43 3.43 _ 343 rig (this page) = 36.46 F Prepared Fay: KFM Date: 0211{}1141 Pugs 5 of 17 ,i in of Fiesi5n Wind Loads - Main force. Resisting Systems ASC'Ew 7 - 56.5.13.2 CN V alues interpolated to 18.4 degrees CNW = P (Pat) C L °` P (Psf) Case 13 - Clear/Unobstructed Wind Flow: -d% 180" Q01 1 0,1 S I -O 96 •15 16 1 AC,, C N I) = _0,48 W= 0.1 psf S = 217 psf W= •15.2 psf S = 23.7 psf L = 5 psf D = 5.7 psf L = 5 psf D = 5.7 psf C O.Q9 p= f1,QS psf axe CNN= -0,98 P= 65.1 {a psr ASD Load Combinatons: (1130 2006109 1&)5,2.1) pp283 ASD Load Conahr`natons: (113C 2006609 1605.2 1) pp' Note: Negative value = upward Vertical force Note; Negative value : upward vertical force [Eq 16 -08] r>, 6.7 psf [Eq 16-081 C)3.p w: 1 [Eq 16 -09] D +UiT +L+T- 6.7 psf [Eq 16 -09 ] 5 [Eq 16-101 Dt11 }F (LrorSor1t). 29.4 list [N 16 -101 D +l44F +(LrorSoritf-: 2S [ 16 - D +lt +F +0.75(L +T + 0.75(1.rtar S or r) 23.6 psf [Eq 16 - 11] D41 +1 +0.75(L +T)40,75(LrorS or r )- 23 [I41 1C -12] D+ -lJ F+( or 0,7E)- 6,9 par IEwg16 -12,1 €-ttfF +(W or(i.7F}= -S [Eq 16- 13] 75(SVor07F) +075L+0,7i(tsozSorRyp - - 23.6 psf [Eq 16 -131 D 0,75(Worb7F;)aLt75L+ 75hrurSor #i [F",q 16-14] 0.an4 -+t1�� s.6 Psf [Eq 16-141 trtrDrW41 -£.-n �.11 [1: "s 16 -15] O.CiDat }.7E +11= 3.4 list [}: 16 -15 4.Gf) 0. ?13 *11 -- 3 V Vertical Forces Casa E3 - Clear/Unobstructed Find Flow: y=d', 180' Unbalanced Verti Load Moments "T' Arms MEM [Eq 16-12] [E°q 16-131 [FMq 16-14f [Erq 16-15 MO MM in Max Uplift (this page)= (586) ]Per Side] Max Moment = O.0C Max Uplift (ail pages)- (586) ]Per Side] Ease Moment Calculation - Vertical Column . u e e e e axe ee �i ► I O ear a gal e e ee e I r y � [Eq 16-12] [E°q 16-131 [FMq 16-14f [Erq 16-15 MO MM in Max Uplift (this page)= (586) ]Per Side] Max Moment = O.0C Max Uplift (ail pages)- (586) ]Per Side] Ease Moment Calculation - Vertical Column Determine Nip and Ridge Vertical Forces a= 18.4 degrees (Vertical forces control) Case E3 _ Clear /Unobstructed Wind Flow: °f= -t} ", 180' . u e e e e axe ee �i ► O ear a e• e e ee e e Determine Nip and Ridge Vertical Forces a= 18.4 degrees (Vertical forces control) Case E3 _ Clear /Unobstructed Wind Flow: °f= -t} ", 180' Page 6 of 17 - . u e e e e axe ee �i ► ..e ear a e• e e ee e e N `. Use maximum moment values * * � ., . can p _ Omm Jim PROJECT: I ��,Wheat_Ridge, 44th & Kendall 10 0' Mesa Model Prepared By : KFM L Col IU Y Page 6 of 17 - . u axe ee �i ► ..e ear a e• e e ee e e CCW CCW CCW CW CW CW CW CW CW CW CW CW Max Moment = 2,08 Max Moment = 2.08 Max Moment (all Pages)= 21 AM.Ar2 CONSVILWIX0, INC� W -18.9 psf S = 23.7 psf W= -171 psf S= 23.7 psf L 20 psf D= 5.7 psf L = psf D= 6,7 psf CNW 9.20 P=' _113.87 psf P psf AS .7 [,,oad(,'ojiibitiatons ASD Load Combinatons: (IBC 2006109 1605.2, 1) p 28 Note: Negative value = upward vertical force Note: Negative value = upward vertical force - [Eq 16-08] D- F- 51 psf [Eq 16-08] D F- 5,7 pet [Eq 16-09] D 14441,il= 61 psf [Eq 16-09] D+H-F+l,+T= 6.7 psf [Eq 16-10] DA P F+(I,r or S or R)" 29.E psf [Eq 16- 10] D , H4+(Lr or S or R)= 29.4 psf [Eq 16-11] D+H +P(r75(l, or S or 23,6 psf [Eq 16-11] or S or r)- 215 pet [Eq 16-12] D+114-F+-(W or 0,7E,)=- -13A psf [Eq 16-12] Dffl+F�(W orO.?E) -11A pat [Eq 16-13])+0,7S(W or 0 7E) 751,*0,75(1-r or S or Ry- 9:3 psf [Eq 16-13] R 75(NNI or O-7E)+O 75L+0,75(T-r or S or R) 90.6 par [Eq 16.14] 0,6D+W+14 = -15A psf [Eq 16-14] 0�6DtW4 -- -117 par fEq 16-151 0.61)X10,7E,+I 3A psf [Eq 16-151 0,6D - 3A pet I Yt I jVertmal Forces Case A - Obstructed Wind Flows y=oP, 180 Unbalanced Verticle Load Moments ml� lw� �f�l ON Max Bearing (this page). 1470 Horizontal Forces III= ml� lw� Max Uplift (this page)= (772) (Per Side] Max Moment 0.00 Base Moment Calculation - Vertical Column Max Vertical Loading (this page) -4_29.41 ON I I mmm �� = Max Uplift (this page)= (772) (Per Side] Max Moment 0.00 Base Moment Calculation - Vertical Column Max Vertical Loading (this page) -4_29.41 CCW CCW CCW CW CW CW CW CW CW CW CW CAI Max Moment (this ♦age)= 500 Max Moment = 500 MEMM ON CCW CCW CCW CW CW CW CW CW CW CW CW CAI Max Moment (this ♦age)= 500 Max Moment = 500 MEMM ♦age)= 500 Max Moment = 500 MEMM AAbFAr2 COWSUIMIN0, XX" of Design Wind Loads - Main Force Resisting Systems ASCE 7-05 S6.5,112 CN Values interpolated to 18.4 degrees CNW � P lost) Col, � p (psf) (X= Case B - Obstructed Wind Flow:- -0 , 180" E�ft.8Cr _1.t�5 25,8T ACC CX(A�g) = -1,17 W= -1(L9 psf S = 23.7 psf �Nw W = -26.9 psf S = 23.7 psf L = 20 psf D= 5,7 psf mom L= 20 psf D= 6.7 psf CNW == [E P= m1 tf psf CNL ==B P psf ASD Load ('onibinatons; (IBC 2006/)91605.2.1)pg283 ASIA Load Combirratons: (IBC 2006/09 1605.11) p8283 Note: Negative value = upward vertical force Note: Negative value = upward vertical force tEq 16-081 D-J 5.7 pet [Eq 16-081 53 [Eq 16-091 Dil4+F*f, M � 6,7 pet [Eq 16-091 DilPPJ,+T-- 63 [Eq 16-101 DiWf'r {LrorSorlt)- 29.4 psf [Eq 16-101 D+144, (l,r or S or R)--- 29,4 Eq 16-111 1)+H+F+0.75(1, 23.6 pal [Eq 16-11] 1. 74J-Fi(r75(1- T)+0.75(l.r or S or r)- 23.6 [Eq 16-121 D+H+Fi (W or Cr7E)- S, Pat [Eq 16-121 —7- D�1444(W or 0,71E)z 1 [Eq 16-131ri*,75(G4 or 0,7E)4-0 751,a 0,75(l.,r or S OrR)-- %3 Psf fEq 16-131 D+0 75(XV or 0.70q),751.,-+D 75(1,r or S or R)- 4,1 [Eq 16-141 0AD+W+J-J -7,4 psf [Eq 16-141 0,6D+W-4i - 22.4 [E 16-151 0,6D+0,7E+J4 9 3A psf Ea 16-151 f fl 0.6D+0.7E � 3 A I NEE �Nw mom 0 0 M � 0 0 I NEE �Nw mom Wetermine Hip and Ridge Vertical Forces a= 18A degrees Case B - Obstructed Wind Flow: Y 180 I Mi M � CCW CCW CCW CW CW CW CW CW CW CW CW CW Max Moment (this page)= 5.90 Max Moment m 5,10 Max Moment (all pages)= 5.1 i Case A - 74 Note: Use maximum moment values for determination of cantilever hips at Canopy and Case B - Y4, I so" L± 5.10 0 5.10 1 Vertical Columns (following pages) O,o I Max Vertical (all pages) 36.5 Note: Use 10 psf min per ISCIASCE RS 14015A 44th & Kendalt lax1o Mesa Model Prepared By: KFM �Wheat Ridge, Colorado 11atc� 02/10114 AMM2 00"UT.WINO� 1XVIM ov-- 18.4 Vertical Column Trite Area Vertical Columns= Max Moment at Pole (Wind) - Total Moment at Pole = Equivalent Force at Top of Column= Max Vert I Column = Max combined loads on Ridge (w): 36.46 psf V 4 Fixed Column Base- N 510 kip-ft Hz Moment Wind on Panel= 3.33 kip-11 (per column) 637 Ica Total Pole Bearing at Base = 911 lbs Total Pole Uplift at Base - Vertical Column Supporting Cantilever Hips 0 Soil / Foundatio With CMU Surround F kp= 100 psfzft Allowable Bearing Capacity=B = 1,000 psf" Ms = I 33*0/12*kpifli + A*d/2*B} + b 2L>= Skin Friction= F =L� - psf Ms = 8.61 kip Min Side = w 24 finches h, =F 1. tl feet Fridt Mono W Stab N 1 �66666667 1 5.10 kip-ft vpun 1.00 1 FS Actual =2.42 1.00 1 FS Actual =1,67 1 Pole Uplift = 61 Fnd 7 07 lbs Friction Resistance = Re�sWan- La 1,358 :i��q Cidurn 207 lbs ��Fnd �Upofift (I ", Check ox CMU Clmn Wt lbs Fort Bearing Pr , rd = 1,358 lbs Flat Wt = 1,649 lbs Soil / Foundation - Pier Column Wt = 207 lbs feet (=42") 3 Cinin Wt = 444 lbs Min I-Aameler = b inches Tit = 2,301 hl= Height of Applied Force= 8.0 ft Vires'"hant 5 .10 kip -f1 lCbecktlr)lift OK Soil Lateral Bearing Pressure= 100 fist Constrained Lateral Resistance Allowable Increase for VVind/Seismic Loading= 1.333 psf d Allowable Soil Lateral Bearing Pressure= 133 psf Estimated Depth= 160 ft d= sqrt(4.25*(5098.964008440311 Check X S3= 933.111 d= 3.41 ft Unconstrained Lateral Resistance A=2.34*P/S A= 2A0 d= 0,5A +[I+(4,36 ^ 1/2] P=M/h 637 lbs d= 0.5 1/2)) S,- Allowable Lateral Soil Pressure=2*1.33*k 310 lbs d= 5.93 ft (inA 2) Reinf, Bar# Quant Spacing Spread Foundation Cross Section Area: 576 0,0020 NIA NIA N/A Vertical Reinforcement Area As(rnin): 1,2 0,0015 4 31 g.r,l flori.izontal Reinforcment Area As(min) 0 9 Pier Foundation Cross Section Area: 452 (in' Bar# Quant Spacing Vertical Reinforcement Area As(min): 0 9 0.0020 4 51 9.41 1 forAzontat Reinforcment Area As(rnin): 1,2 0.0015 3 11 3,6 6 CLIENT: CRS 14015A PROJECT: 44th & Kendall 10'xW Mesa yode Prepared By: KFM Wheat Rid e, Colorado Date: 02110114 Page 9 of 17 N Main Beam AAOW7jW CO"XTY=N�0l, TNC� Max combined loads on Ridge (w): 36.46 pst' otm 18.4 Note - Use , 10 psf min combined loads: lisf Main Beam Sizing Perimeter Beam End Load: 802 (lbs) (each end) Mid Beam I End Load: - (lbs) (each end Mid Beam #2 End Load: - (lbs) (each anc) Mid Beam #3 1 nd Load: - (lbs) (each end) Main Dealt) Sizi F Main Extension Beam Length: Main Length: 4,8 (it) ( each side) Mid Span Loading: (plf) Main Trib Widflh: 6.0 (11) Rafter Moment - Mid Span I-oading: MainTrib Area: 13,7 (all M = P*U(12*1000)= 0.00 ft-kips Mid Beam End Load: (lbs) (each end) 4A40 in3 = M = w*L 014 ft-kips Check Dist Traingular Loading Triangular Load Main Moment= 0.24 ft-kips Total Main Load: 499 lbs Moment @ Top of Column= S.10 ft-kips E'.quiv Dist 1,oad: 209 pif Max Main Moment (@ Columm= 2.55 ft-kips M1' 1 2,55 ft -kips 1.11 m3 Tube Type IISS Rectangle Nola Tube= 3.0 Width (Reci HSS Only) 5.0 inches kv = 46.0 ksi t(nom) = 0.120 inches E v- 30000 ksi t " = 0.120 inches I= I."314 in4 O.D. = 3.000 inches Z= 1.940 m3 I.D. = 2.760 inches QNMu= FY*Z/(Q* 12) 4A5 Q=L67 F Rafter - 3" x 6" HSS Rectangle, t-0.12" Moment Couple at Bolted Main Connection 48.95 2.55 ft-kips d = 2.54 inches Beam End Loading= 0,25 kips Bolt Couple Quant = 1.00 Top Bolt Force = 12.141 kips (2) 0.625 A325 Botts Bolt Din (in): 5/8 A325 Ralf Bolt Kulf)v= Ht,44 kips 13.5 kips Alternate Welded Connection. Use 1f8" weld all around, 18.4 Rafter End Thrust to Column Horz Comp of Vert Land= 79 Ins otal Main Vert Load: 249.6 lbs Note - Main thrust restrained by perimeter beam Check Main Extension Beam F Main Extension Beam Length: 1.30 Main ExtensionTrib Width: BIG Main Ext Beam Loading: 182.3 (pit) Extension Main Beam Moment: O.D, = = M = w*L^2.1(2*1000)= 0,16 It-kips 0.07 m3 Moment Couple at Main EMention Beam Connection Mll(msvftaal)" 0.15 ft d = 1 ; 318 inches 'rop Bolt Force = 03 kips Bolt Dia (in): 518 A307 Bolt =7 F,vjfj = C 14 kips Tube Type If," Rectangle F 46.0 ksi Noat Tube= 6.0 inches Width (Rect HSS Only 4.0 Etches t" = 0.120 inches O.D, = 6.000 inches I.M = 5,760 inches Z= 4A40 in3 Beam End Loading= 0.12 kips A307 Bolt Bolt Kn/O -- 5.22 kips � �1� Date: mo(resuftant) � 2.55 It-kips zwn)� Tubc T�vpc HSS Rectangle Norn Tube= Width (Rect HSS Only)= FY 46.0 ksi t(nom) J= 11.400 04 O.D. Z= 1536 in3 I.D. Roofing Weight: 5.72 (pst) I Max combined loads on Beam fw).* X son== Section Dimensions an I (in A 4) 0 CRS 14015A PROJECT: 44th & Kendall 10'xlO' Mesa Model Prepared By: KFM olorado Date: 02/1 .... . . ............. ................. ........ . .. .. ...... — ---- --- - -- � = �___ - - I I Site Classification �CRS 14015A Soil Site Class = Imam �Site —Coefficients T = Ss= Mapped Spectral Accelerations: Short Period S Mapped Seetral Acccicrafions: I see Period N Fa = = Site Coefficient F— = 111111M Site Coefficient Skis = 0,362 Max Spectral accelerations: Short Periods SNIT= 0,139 Max Spectral Acceleratiorw Isec period DesiL Strecteat Response Acceleration PaCaMIlSt- Sos = 0,24 SDI = 0.0928 SDC = ONE= IBC/CB Table 1613,5.211613A.5,2 FtLuivident Lateral Force Procedure �CRS 14015A T = Ct h.x = 0.109 Fundamental Period ASCE 7-05 Eqn. 12.8-7 Ct= 0.020 period Parameter ASCE 7-05 Table 12,82 X = 0,750 period Parameter ASCE 7-05 Table 12.8-2 1 In = F41LIJIM Structure Height R = 1,250 Response Modification Factor ASCE 7-05 Table 15,4-2 'I'L = 12,000 Long-Period'Fransition Period ASCE 7-05 Figure 22-15 CS = SDS/1,101 = 0,193 Seismic Response Coefficient ASCE 7-05 Eqn. 12.8-2 where; G> 0,030 Lower Lonit ASCE 7-05 Eqn, 15.4-1 G > 0.8 St/fRAI = 0V7 Lower Limit for Si > 0.6g ASCE 7-05 Eqn. 15.4-2 G < SDI/T[Rfl,] = 0.681 Upper Limit for T < '11, ASCE 7-05 Eqn, 12.8-3 G< SDITifr2 74.946 Upper Limit for T> Ti. ASCE 7-05 Eqn. 12,8-4 Design Value G 0.193 W = 1&&TAIM Per Column Dead Weight + Appurtenances Weight (kips) V rz CSW 0.040 Equivalent Seismic Base Shear (kips) ASCE 7-05 Eqn. I2.8-1 F,,md=JVAjjM Wind Base Shear (kips): Lateral Wind Shear > Seismic Base Shear : Wind Controls Design M �CRS 14015A & Kendall I Ox1 U Mesa Model �,��atRidge, Colorado M S = 0.226 g S ms = 0.361 g Bras = 0.241 , = 0.05 g S m , = 0.138 g S « O.092 bABthough this information is a product of the U.S. Geological Survey, provide no vn, r °ranty, expressed or implied, as to the accuracy of the data contained therein, This tool is not a substitute for technical subject- matter knout dge. Page 13 of 17 http://geohazards.usgs.go\ddesignmaps/us/sunriary.php?temoate USGS— Provided Output MCE Response Spectrum Anchor Calculations Concrete --------------------- entire shear @ front row ME= Concrete Anchor Layout Dimensions 11111111 --------------------- entire shear @ front row �Normalweight Anchor Layout Dimensions 11111111 III I 1, 1, ffi� t a - - Y . W. 4 Pullout (4> = 0.70) --------------------- entire shear @ front row III I 1, 1, ffi� t a - - Y . W. 4 Pullout (4> = 0.70) entire shear @ front row III I 1, 1, ffi� t a - - Y . W. 4 Pullout (4> = 0.70) Side-Face Blowout does not apply Shear Strengths Steel (4) = 0,65 1 Interaction check 7.Max(O.64) + V.Max(0.49) = I A3 x=1,2 [Sec D,7,3] Interaction check: PASS Use 6/8" diameter F1664 R. 36 Heavy Hex Bolt anchor(s) With 8 In. embedment Page 1 5 of 17 * III II s r 9 N Iw 1 $ t i BEAWCOLUMN GRADE. 5"X5"X. 1 20 HAS M AIN 0HS EXTENSION BEAM I�I Ilu i IC � S H S +r PERIMETER BEAM � � II ulu 01 II� �R KF V BOLT DIA. GRADE. E ND PLATE PER DETAIL " ., A325 V A NA NA NA 10 9 1► zu , fii(- im & N L SEE COL MN SEE FASCIA DETAIL SECTION PLAN VIEW V ' X O # MODEL NTS Ism- UIPHIMIN"m u 24 GA. HR-36 STEEL ROOF !2 4 | COLUMN I U# !S GA. PERM SCREEN \ | | (3) SIDES ELEVATION \0 \ O` M ./ / MODEL NTS \ \/ 104 0 � � I � I t L AYOUT '' MO NTS MAROL.Tl44TH & KENDALL. #14015A 44TH & KEN }AL_L_ WHEAT RIDGE, CO 80037 - + .. ,� cl�l M i ll 4F MAIN BEAM SECTION NTS m Al MAIN BEAM w (2) NUTS TACK WELD TO BACK OF BEAM MO 4F■ R l t + d i 11 :._s, >e�.. ..•w. ?2: ■�■ w? » #2 0 <� m. <a- « 2 ®� /■ MAIN BEAM - (2BOLTS . » WELD ;w :K 2F ■< ? »■ - 7: (2 » ? « »» COLUMN PLAN . . . a: » ,< d NTS IN IT= © '� A no M EXTENSION BEAM `SIDES .& BTU y� I 12 4 k M tl�ll, - 0 ... 0 . -. 0 4t _._. lIl , MAROLTI 44TH & KEN ?AL_L #14015A 44TH & KENDAL_L_ WHEAT RIDGE, CO 8 037 m 101 M. SUM • n til ,t k K L- - I"XI"X.063 HSS TUBE W/ #14 X 1 J - HEX TEKS 24" O.C. 3"Xl .5"X.085 HSS SCREEN FRAME SCREEN WALL SECTION NTS 10 0* w4folmoina N (3)Xl "Xi" FS TAB W/ (1) #14XI Y2" HEX T S 1/8v SCREEN WALL DETAIL NTS EWI= M 3/16" E XPANSION MAT °L --n O A BC t' � 0 0 • H OOP S a H OLE A A -BOLT HOLE AT Y8 "X2Y2 "X2Y2" CENTER OF COLUMN PLATE WASHER HAND HOLE wl COVER "X6 "" BASE PLATE TO CENTER OF STRUCTURE (6) 4 V -BARS BASF PLATE PLAN VIEW COLUMN PATS HEX NUT HAND HOLE w/ COVER BY CONTRACTOR Y8'X2Ya "X2Y2 PLATE WASHER 3116" EXPANSION MAT'L 6 "X6 "2" BASE PLATE �JC14 " FINISHED GRADE OF SLAB A � 4 4 2500 PSI CONCRETE 5/8"X 12" A -36 ALL - ~= BY CONTRACTOR THREAD A BOLT wl 6" MIN EMBED wl (2) HEX NUTS BY CONTRACTOR APPROVED a Sti ,, ! If; M 44th & Kendall 12'x 16' Mesa Model Wheat Ridge, Colorado BasisufL Design ............ ............................................ ............................... 1 Canopy Layout and Tributary Column Areas ...... , . , .. .................. .. , , ................. , . Calculaton of Design Wind Loads -plain Force Resisting Systems ............ . ........ . Calculation of Design Wind Loads and Moments... , ...... d . ........ ..... . . . . ............ . 4-7 Column and Foundation Calculations .......................................................... Beam && Rafter Calculations ..... , .. , .... . . .. . ............ , ...... , .. , ............................... 9 -11 Seismic Analysis vs. Design Wind Loads ... .................. ............................... 1 AnchorCalculations .... . .. . .................... . ............ . ............ . ....................... 13 -14 Western Rib HR. -36 1 1.02 " Deep by 7.2" Pitch Roof Panel L oad 'Fable ............... 15 -17 Wheat Ridge, Colorado Details ............... gets 1 - 11 L, 2447 W 12' Street, Suite I Tempe, AZ 85281 Phone: (480) 927-9696 Fax: (480) 927-9797 3, SOILS: Soil bearing pressure ........ Minimum footing depth.......... .... ........ CONCRETE 1,000 psf Sai lateral bearing pressure .. . .... 100 psf 12 (inches) Unless local conditions are greater D. Air entrainment: ASTM C260 E. Fly ash: ASTM C6 IS F. Calcium chloride SHALL NOT be used. 1 MIX DESIGNS: A. The maximum slump shall be 4" w/o plasticizer added, B. Use pea gravel and/or plasticizer in congested areas. C. Limit fly ash to 20% of the total cement. D. Concrete mixes shall conform to the following: k ipuutai inspection not required - increase as required by local code tor sulphate resistance) 4. CONSTRUCTION: A. Mechanically vibrate concrete during placement Reinforcing: 60 ksi A-615 - Grade 60 HSS Tube: 46 ksi A -500 Roof Decking: 50 ksi A-792 - Grade 50 Pipe: 36 ksi A-501 Bolts ASTM A36, ASTM A307 as specified on details 2. CONSTRUCTION: A, Detail, bolster, and support all rebar. Tie bars securely with proper clearances before casting concrete. B. Use rebar free flaky rust, grease, dirt, and other materials, which affect bond, C. Minimurn lap splices (inches): l� o�1 D. Make cold bends. DO NOT use beat. DO NOT re-bend a previously bent bar. E. Minimum concrete cover: (securely position and anchor rebar prior to pour) Cast against and permanently exposed to earth ....... 3 (inches) Slabs-On-Grade (SOG) ----- .... Center of slab, UNO F. DO NOT weld reinforcing unless specifically noted. N �CLAE P ROJECT: is Preared By. KFM p Date: 02/10/14 & Kendall 12'x16' Mesa Model Wheat Ridge, b�olorado Design Strength L TY j ' eof Concrete Member Lp 4r k ipuutai inspection not required - increase as required by local code tor sulphate resistance) 4. CONSTRUCTION: A. Mechanically vibrate concrete during placement Reinforcing: 60 ksi A-615 - Grade 60 HSS Tube: 46 ksi A -500 Roof Decking: 50 ksi A-792 - Grade 50 Pipe: 36 ksi A-501 Bolts ASTM A36, ASTM A307 as specified on details 2. CONSTRUCTION: A, Detail, bolster, and support all rebar. Tie bars securely with proper clearances before casting concrete. B. Use rebar free flaky rust, grease, dirt, and other materials, which affect bond, C. Minimurn lap splices (inches): l� o�1 D. Make cold bends. DO NOT use beat. DO NOT re-bend a previously bent bar. E. Minimum concrete cover: (securely position and anchor rebar prior to pour) Cast against and permanently exposed to earth ....... 3 (inches) Slabs-On-Grade (SOG) ----- .... Center of slab, UNO F. DO NOT weld reinforcing unless specifically noted. N �CLAE P ROJECT: 14015B Preared By. KFM p Date: 02/10/14 & Kendall 12'x16' Mesa Model Wheat Ridge, b�olorado M ember 70�.5' a C�ua e:stcrn Ifti 1312 -afi 1 112 "' i M'Llc A SUrt nanccs Matis: Nis w CLIENT: PROJECT: ORS 14015B Prepared By: KFM Date: pi 02/10,114 44th & Kendall 12'x16! Mesa Model ....{ u 9� * Nis w CLIENT: PROJECT: ORS 14015B Prepared By: KFM Date: pi 02/10,114 44th & Kendall 12'x16! Mesa Model ....{ Calculaton of Design Wind Loads - Main Force Resisting Systems ASCE 7-05 56.5.13.2 Exposure: c P (psf) CNN = P (psf) Occupancy Class: i Eq. p=q (Eq 6-25) [ 29] 3s Wind Gust (mph): 100 -0.17 z – Epp Where: q 0.00256*k,*k.,*kl)*V 2*1 (Eq 6-15) [27] 0.01 ft C Z= 15 k,= 0.85 (T 6-3) [79] 15 0,85 k,,= (1+ k I *k2 * k3) ' (F 6-4) [45] 20 0.9 k 0,29 H/LH (F 6-4) [45] 25 0.94 (T6-I) k2 Lo X/L,,,=O (F 64) [45] 30 OM categor I k 0.0 Z/h (F 64) [45] 35 1.01 '1 0.87 —100- k 1.0 40 1.04 11 1.00 k 0.85 (T 6-4) [80] 45 45 — l 0 65 L065 III 1-� L15 V= 100 mph (F 6-1) [3 3] 50 1 �09 L_LV L 1 5 1= 110 (T 6-1) [77] 60 1.13 q 0.00256*0.85*1*0.85* 1 OOA 2*1= psf EliE & (S 6.5, 1) [26] qh psf CN = (F6-1 SA) [66] Load Case A/B CX<E Case A - Clear/Unobstructed Wind Flow: y=O 0 180" CNW = CNI. ACN 1,5 CN(A, = Case B - Clear/Unobstructed Wind Flow: y=O 180 CND, = IE CNN ACN 1 CN(Ag,) = Rise Ron Gable Roof Pitch =[�� 4 12 (X = 18.4 Degrees CN Values interpolated to 18.4 degrees CNW = P (psf) CNN = P (psf) Case A - Clear/Unobstructed Wind Flow: y=0 180 1.10 17.29 -0.17 1 -2.7 ACN = 1,27 CN(Avg) Case B - Clear/Unobstructed Wind Flow: y=O 'so' 0.01 . 0.15 -0.96 15.16 ACN = 0.97 CN(ANg CN Values interpolated to 18.4 degrees CNW P (P$� 0 Case A - Obstructed Wind Flow: y=O , 1801, Case B - Obstructed Wind Flow: y=0 180' �M a< 18.4 ACN = -0 CN(Avg) ACN = 0 CN(Ag) = vkm( 22 r Yr sssar 11 A A6UW-,& A . EMU Prepared By: KFM Date: 02110114 zzl • MINE M MM MM, * CON041VI.IrINIG, Calculaton of'Design Wind Loads - Main force Resisting Systems ASCE 7 -05 56.5.13.2 CN Values interpolated to 1$.4 degrees Cow °; p (psf) CNx, mm p fpsf7 co< ('ase A _ Clearlt 7nobstructed iaad t y=OQ ), 180' i :"" CN(A,$) 0.46 1,10 17.29 - 0.17 - 2.7 Y 1 Y W = 17.3 psf S = 23.7 psf W - -21 psf S= 23.7 psf L= 20 psf D= 4.6 psf L= 20 psf D= 4. 6 psf C vss' =F . p= 17.29 psf C r�r - . 4.17 p= 2 „, psf ASD Load Combinatons: (I13C 2006/09 1605.2.1) pg2g3 ASD Load Cornbinatons� (113C 2006/09 1605.2. 1) pg283 Norte: Negative value = upward vertical farce Note: Negative value = upward vertical force Y [1q 16 -081 t *F= 4.6 psf [Eq 16 -081 DfF= 4X psf [Eq 16 D i l4 +F+'L4T= 4.6 psf [Eq 16 -09] D +H +F F, 1,+'F= 4.6 psf [1;q I6 -101 t`'IPT+(LrorSor1t)= 26.3 psf [Eq I6-101 D+E34F1(L,rorSorR)= 76.3 psf [ f q ]6 -11 ] rT +II F pr:. . TS(Lr+T )a.{t 7S(i r or 5 or r 22A psf [Eq 16 -111 DAis Fi0.75(t, +T°)+0.75(Lr or S or r)- 22.4 psf [Eq 16 -121 D H +F't(W orOJE) 21.9 psf [Eq 1Cr -]2] t�$PRoF' (�' x C 7tw)� i.9 psf [Eq 16- 13,[ rata,75(Wor 070.) +T.75i,4c.75(E.r (rr s or R)- 36.4 psf [Eq 16 -13] D�0.75(63 or( 7E )+.0.75t�0,75(Lrnr Syrx7e , 24.4 psf [£q I6 -141 €,6D+W+4'1 :;.: 34.1 psf IEq I6 -141 0,6D}�W. +Ft w:, 4.1 psf [ Eq 16 -151 0,6DO,71E +.1'1 ;= 2,6 psf JE3 16 -151 (r6D4O3E -' +H' =: 2.6 psf i Max Vertical Loading (tins page) 35.37 f I Max Moment = 3.74 Max Moment = 3.74 Prepared By: KFM Date: 02110/14 I [gage 4 of 17 LL i i d Y 1 Y ♦ Y Y Max Vertical Loading (tins page) 35.37 f I Max Moment = 3.74 Max Moment = 3.74 Prepared By: KFM Date: 02110/14 I [gage 4 of 17 LL i i d Y 1 Y ♦ Y Y Y i Y CW CW 4 ttyy W 1 YV CW It � Y g Y � YY i i d Y 1 ♦ Y Y Y i :art of Design Wind Loads - Maim Force: Resisting Systems A SCI E 7 - 565.13.2 CN Values ltaterpolat d to 18.4 degrees a 98.4 Cuww � p (psf) Crvt. = P (p) Case B - Clear /Unobstructed Wind Flow: Y4 1 , 1800 LL 01 f3 EEf:s <lcr -1 116 AC N ° Cn(A„ = -0,48 W= 0.1 psf S = 23,7 psf W= -15.2 psf S = 217 psf * L = 5 psf D : 4.5 psf L = 5 sf D x 4. psf C`N = O.t11 P= fl.l5 psf t CxNt. 0.98 P=L - 15.16 psf ASD l,,oad Cc)ntbrsaatons: (IBC 2006/09 1605.2.1) pg283 ASD Load Combenatuns: (IBC 2(X)6/09 1005,2, 1) pg283 Note, Negative value W upward vertical force Note, Negative value = upward vertical force [Eq 16-08] D +r =w 4.8 p sf [l:g 1 n D' F= 4.8 psf [rag l fr -ot)j D-114 IF I L r 4,9 pet f Eq 16-091 D +13 l +L � r.R 4s pal [ktl 17 +1t +F +(1.rorS or R) 28.3 net fE"gIta - 1(11 ll +tlt (l..rorSorRY 2808 psf [F-.q ]6 - 111 D' H - r�f fi.75(t..- 7)10.75(t r or S err r)-- , 4 psf [r. 16 ] D+ H � F s 0,75(L T)+O# 75(T or or S or 22.4 psf [E.q 16 - 121 DAJ+-F+fW ort).7F) 4.8 pat [Eq 16-12] D41 (W *rO7F)k .10,5 pet [Eq 1(7 13] +075(W r07r 75C.+cr.75n.rorSor }.� 215 psf tl 16 -13] D 075(Wor07L)+G75LIO75(t fS Rr 11 0 psf [l ;q 16-141 0,61) w�° 3 If - 2.9 psf [ l 16-141 0 61, i ° +11 12.4 psf [E 16 O.6D+0,7F +li =•' 2,8 psf 11 [}°q 16 - 151 Otall+{t. ?[C +1f 2.8 Dsf • * KU a s [Eq 16 -12 flag 10-131 [Eq 16 -141 [lag 16 -15 A * I * t ar r " ♦� y Max Bearing (this page)- r Horizontal Forces MEN [Eq 16 -12 flag 10-131 [Eq 16 -141 [lag 16 -15 • e s c• * =WJA A * I * t ar " • e s c• * =WJA A * I * ar " ♦� � r � ♦ r� ax uplin ( is page)- (2,188) [per Side] Max Moment W)O Racy Mnm nt _ Determine Nip and Ridge Vertical Forces cx= 18,4 degrees (Vertical forces control) Case B - C.` lcartUrrobstruc ted Wind Flow 7 =0', 18(r C, f Cur. C, e I C..t, I [C' 11 CCW CC CCW CW * I ♦� � a � Determine Nip and Ridge Vertical Forces cx= 18,4 degrees (Vertical forces control) Case B - C.` lcartUrrobstruc ted Wind Flow 7 =0', 18(r C, f Cur. C, e I C..t, I [C' 11 CCW CC CCW CW max Moment = 3.85 Max Moment = 3.85 * I max Moment = 3.85 Max Moment = 3.85 ♦ r� NoW Use maximum moment ,= values for date 'PROJECT: th & Kendall 12'x16'Mesa Model Prepared By: KF 1J JjWheat Ridge, Colorado Date: 02/10114 of Design Wine! Loads - Main Force Resisting Systems ASC 7-05 56.5.112 C N Values interpolated to 18.4 degrees C NW �' P (Psi) C ".xz, � P (psf) Case A- Obstructed Wind Flow: Y=O 0 , Rift .t.�tt -ig.g7 i. # ?? i7.1 Ad >. QMA a ) - 1.15 W= -1$. psf S = 23.7 psf W= -17.1 psf S = 23.7 psf L= 20 psf D = 4X psf L 5 psf D= 4.5 psf C NW =- -1.29 P= - 1�psf t - ('Nt, - -- p= - 7.1 list` A51} 1,o;ad Combinatons: (18C: 2006/09 1605.2.1)1)g283 ASD Load C.ombinatons: (1130.2006%00 1605.11) pg283 Mato: Negative value = upward vortical force Note: Negative value = upward vertical fore [Eq 16 -081 D F= 4.6 psf [Eq 16.081 13 +t'� L6 psf [Eq 16 -091 1) }`1P F +6.' #'C5 4.6 psf [F,q 16 -09] D s-i1' TA+ Y'- 4;6 psf f Eq 16.10] D 4PT t -(Cx or S or It)- 28. psf [Eq 16 -101 D) 14440,r or S (tr R)m $, psf [1.g16 -11] 17+ i3`# 1+ '0,75(,[. 22A pet �. [Eq 16-11] DA-1,F -'0.75 (1.t't)40,75 @L.ror S or r? 22.4 psf [i.q 16 -13] IaiH4,(Wo 07C; } 14.2 psf [Eq 16 -121 D'r°ff +F +(W oro.7h,) == -12.5 psf [ 1C>- 13] >' a. BS (�YbrG)7r). ^# }751,.`G.7(1Me'paS rR) 8.3 psf [F,g16 - 13) i7' E75 (Wor07El 9,5 psf [Eq 16 -14] 0,6134-W41 -16.1 psf [l:g 16 -141 O.G1J sv +t1 14.4 psf [l 7,q 16- ta. <}1> #a,e `r'l.a 2 &psf [Ia 16 -15] t1.vt>'�n.7i #t1 2.S psE k 0 C y*�p� 4 YY C CW C V w+ryry F pp Y qq CW r".1 ONO "I Max Moment = 9.23 [1,q 16 - 081 4.6 4.6 4.63 4.63 4.63 [Eq 16 -091 4.8 4.6 4.63 4.83 4.63 [Eq 16 - 10] 26.3 28.3 28.32 28.32 26.32 [Ecl - 11] 22.4 22.4 22.40 22.40 22.40 [l.q 16 -121 -14.2 -12.5 _14.23 12.51 13.37 [Eq 16 - 131 8.3 9.5 &.25 9.54 8.90 [Eq 16 - 141 16.1 14.4 16.09 14.37 15.23 [Eq 16 -151 2.& 2.& 2.7& 2.78 2.78 Max Vertical Loading (this page) - 38.32 C LIENT: ff44th 40158 J PROJECT: Kend ll 12'x15° fi s Model Prepared By: KFM Rid e, Colorado 17atc: 2J10/14 Page 6 of 17 t - �. C y*�p� 4 YY C CW C V w+ryry F pp Y qq CW r".1 ONO "I Max Moment = 9.23 [1,q 16 - 081 4.6 4.6 4.63 4.63 4.63 [Eq 16 -091 4.8 4.6 4.63 4.83 4.63 [Eq 16 - 10] 26.3 28.3 28.32 28.32 26.32 [Ecl - 11] 22.4 22.4 22.40 22.40 22.40 [l.q 16 -121 -14.2 -12.5 _14.23 12.51 13.37 [Eq 16 - 131 8.3 9.5 &.25 9.54 8.90 [Eq 16 - 141 16.1 14.4 16.09 14.37 15.23 [Eq 16 -151 2.& 2.& 2.7& 2.78 2.78 Max Vertical Loading (this page) - 38.32 C LIENT: ff44th 40158 J PROJECT: Kend ll 12'x15° fi s Model Prepared By: KFM Rid e, Colorado 17atc: 2J10/14 Page 6 of 17 t - Max Moment = 9.23 [1,q 16 - 081 4.6 4.6 4.63 4.63 4.63 [Eq 16 -091 4.8 4.6 4.63 4.83 4.63 [Eq 16 - 10] 26.3 28.3 28.32 28.32 26.32 [Ecl - 11] 22.4 22.4 22.40 22.40 22.40 [l.q 16 -121 -14.2 -12.5 _14.23 12.51 13.37 [Eq 16 - 131 8.3 9.5 &.25 9.54 8.90 [Eq 16 - 141 16.1 14.4 16.09 14.37 15.23 [Eq 16 -151 2.& 2.& 2.7& 2.78 2.78 Max Vertical Loading (this page) - 38.32 C LIENT: ff44th 40158 J PROJECT: Kend ll 12'x15° fi s Model Prepared By: KFM Rid e, Colorado 17atc: 2J10/14 Page 6 of 17 Page 6 of 17 n I W = -25.9 psf S = 23.7 psf L = 20 psf D= 4,6 psf L= 20 psf D= 4.6 psf CNW EE3 P= =-10.8(i psf CNI, == P psf ASD I.oadCoriibiiiatotis: (IBC 2006/091605.2,I)pg283 Max Moment (this Page)= 9A2 Max Moment (alf pages)= 9A W= -10.9 psf S = 217 psf I W = -25.9 psf S = 23.7 psf L = 20 psf D= 4,6 psf L= 20 psf D= 4.6 psf CNW EE3 P= =-10.8(i psf CNI, == P psf ASD I.oadCoriibiiiatotis: (IBC 2006/091605.2,I)pg283 ASD Load Combinateriw (I BC 2006/09 1605,2, 1) pg283 Note: Negative value = upward vertical force Nate: Negative value = upward vertical force [Eq 16-081 D IF= 4,e 4,6 psf [ Eq 16-08] f).. f 4.6 Pat fEq 16-091 D4 11 4,6 psf [Eq 16-09] 1344+F+LeT- 4.6 psf [ E q 16-10] D-4li-Fi(l,r or S or R)= 283 psf [Eq 16-101 D1,JJ+F+t1x or S or R)- pet [Eq 16-11] 1) 04 0 75(1,,r or S or r)= 12.8 22A Fat [Eq 16-11] D 41 � F+0.75(L � or S or r)- 22A psf [Fq 16-12] DHJ-F+(W or 0.7E)--- -6.2 per [Eq 16-121 D41 W+(W or 0,7E,)= -2C2 pet E" q 16-131)+ o 75(W or()71E)iO,751-io 75(Lr or S or R)- 14.3 psf fEq 16-131 D 75(W or 0,7l) or S or lor-, pst [E.q 16-14] -81 PSf [E 16-14] q 0,6DIW+ll :-2�ql p sf Eq 16-15] Okl)+-0.713AJ psf I Eq 16 -15 0,6DW,X-14 - — 2.8 psf M M M Determine Hip and Ridge Vertical Forces (X= 18A degrees Case B - Obstructed Wind Flow: y=d Igo' Max Vertical Loading (this page) - MARM"' AVA.M Ot< Case A - 7=-0 1 Note; Use maAmum moment values for determination of cantilever hips at Canopy and Vertical Columns (folloviing page Prepared By: KFM Date: 02/105 el 71- I Determine Hip and Ridge Vertical Forces (X= 18A degrees Case B - Obstructed Wind Flow: y=d Igo' Max Vertical Loading (this page) - MARM"' AVA.M Ot< Case A - 7=-0 1 Note; Use maAmum moment values for determination of cantilever hips at Canopy and Vertical Columns (folloviing page Prepared By: KFM Date: 02/105 el 71- Vertical Column Suppo hips Total iaak 7.5 f3 A = 2,342 inn FY = 46.0 ksi Es= 341000 ksi 1= 9 .303 im x= 3.723 in3 Tube Type II S Square Nom Tube= 510 t(noan) = 0.120 inches t " - 0.120 inches (11.1:).) O.D. = 5.000 inches I.D. = 4.760 tk�l „157 149u aiu,ao = 2.35 ft -kips per pole (franc attached) 0 Width (Rest FISS Only)= 5.0 in3 Z meal`” 1.0 l .. FS --3,63 Check Deflection of Pole AMaxN 1' *Et' /3 *E*I 0.002 inches Wax- l,* 12/3617 Furl Wt -- 1,414 '11 }s Sail / Foundation - Pier Column Wt = 282 ibs }t = 7M4iniameter 3 feet ( =36 ") C.MIJ Cirt n Wt =- - IN = b" 24 inches Ttl 1,696 1} Height of Applied Force= 7.5 tl I aai,roaa — 2.4 kip C "heck l)pl ft C)l Soil Lateral Bearing Pressure= 100 psf Allowable Increase for Wind /Seismic Loading= 1.333 psf Constrained Lateral Resistance Allowable Sail Lateral Bearing Pressure= 133 psf d =sgrt(4.25 "(9J(S b)) [lam 91 3; �C Estimated Depth= 100 ft d= sgrt(4.25 "(2350/800*2)) l }cck CIS S 790.80 d= 6.,50E ft Unconstrained Lateral Resistance fee eq, 113 #11 , A= 2.34 *P /S *b A= 1.38 d= 0.5A * {l +[1 +(4.36 *h, /A)] j P= /h 314 i s d= 0.5 *1.38 * {l +[1 +(4.36 *7.5 /1.38)]a°1/21} S Allowable Lateral Soil Pressure= 2 *1,33*k ,,*1 /3 *d= 266 lbs d= 4.12 ft (in "2) Reinf. Bar# Quant S Spread Foundation Cross Section Area: 3296 0:0020 N/A � NIA _ tytA Vertical Reinforcement Area As(niin): 2,6 0,0015 4 � M � � 5 7:5 I lorrizontal Reinforement Area As(nun): 1.4 Pier foundation Cross Section Area: 452 (in"2) Bar# Quant Spacing Vertical Reinforcement Area As(nain): 13.9 0.00211 llorzizontal 1lcinforcment Area As(n }in): 1.4 0.0015 Ridge Beam CONSIUJI.TITM INI Max combined loads on Ridge (w): 35.37 psf or-- 18.4 "E Note - Use 10 psf min combined loads: 37 7]psf Ridge Beam Trib Width 4.40 (ft) Ridge Beam Length: 4.00 (ft) Ridge Trib Area: 17.6 (st) Ridge Beam Loading: 622.6 (lbs) Ridge Beam Moment: Ridge Loading: 116 (pit) = M = w*L A 2/(12* 1 000)= 0.21 ft-kips MU(resuftant)" 0.21 11-kips Z(wfl) 0.09 in3 Tube Type HSS Square Nom Tube= 3.0 Width (Rest HSS Only)= 5.0 inches Fy 46.0 ksi t(nom) = 0.12 inches Es= 30000 ksi V t = 0.120 inches 1= 1.914 in4 O.D.= 30000 inches Z= 1.940 in3 1760 incl ie s ClMu= Fy*Z/(Kl* 12) 4 L FS= I 0=21 ,46 10--l.67 _ I Canopy Ridge Beam - 3 x 6" HSS Square, t=0.12" ,CLIENT: CRS 14015B PROJECT: 44th & Kendall 12'x16'Mesa Model PrEpared BX: KFM I Wheat Ridge, Colorado Date: 02/10/14 Page 9 of 17 Perimeter Beam AAIM2XO� VoTq�OgUz�wjNo, INC Max combined loads on Ridge (w): 35.37 psf a= 18.4 Note - Use 10 Pat min combined loads, psf Perimeter Beam #1 Siz'n Perimeter Beam #I Length: 12 (it) Perimeter Beam #L Trib Width 3.0 (it) Perimeter Beam #I Trib Area: 36.6 (s0 Perimeter Beam #I Loading: Perimeter Beam #I Loading: Perimeter Beam #I Moment: = M = w*L 1,270 ((bs) 106,1 (Plo M 1,27 ft -kips 7 (mi.) - Tube Type IISS Rectangle Nom Tube= Top Bolt Force = Width (Rect IISS Only)= FY = 46.0 ksi t(nom) = Es= 30000 ksi t it = 1= 9.303 in4 O.D. = 7= 1578 in3 I.D. = QMu= Fy*Z/(Q* 12) = 5.92 12) = 0- Perimeter Beam #7 V* x 3" HS S Rectz Moment Couple at Perimeter Beam #1 Connection Mu(multano = 1.27 ft -kips d= 4 3, inches Top Bolt Force = 3.5 kips Bolt Dia (in): 5/8 A307 Rolt 3II�� F Kv/Q = 671 kips I s= Alternate Weiaed Connection: Use 1/8" weld all around, HE= Im Beam End Loading= O 63 kips (2) 0.625 A307 Bolts l OK Bolt Kn/Ov= t, kips Perimeter Beam #2 Sizi-- Perimeter Beam #2 Length: 8 (h) Perimeter Beam #2 Trib Width 0,8 (b) Perimeter Beam #2 Trib Area: 6A (sf) M"OeSUROW) = 235 ft-kips zli.itq= Tubc Type IISS Rectangle Nom Tube= = M = w*1_ Width (Rect PISS Only)= FY 46.0 ksi t(nom) I s= 30000 ksi tif 1= 9.303 jn4 O.D. Z= 2.578 in3 I.D. KIMu-- I-y*Zl(fl* 12) = 5.92 Q--667r_ Perimeter Beam # Vx 3"HSS Rectar Perimeter Beam 92 Loading: 226 (lbs) Perimeter Beam #2 Loading: 28,3 (pit) Perimeter Beam #2 Moment: = M = w*1_ 0A ft -kips Moment @ Top of Column= 235 ft-kips Max Hip Moment (( Column)= 2.35 ft-kips 1 »03 in3 5.0 inches 3.0 inches 0,1 20 inches 0.120 inches 5.000 inches 4.760 inches FS 4e, t=0.12*' ,LIENT� lffRS 140166 "ROJECT: 44th & Kendall 12'x16'Mesa Model Prepared By� KFM Meat Ridge, Colorad DaW 02/10/14 Main Beam A�� lvow�Kvx��wo* JWID� Max combined loads on Ridge (w): 35.37 psf 18.4 Note - Use 10 psf min combined loads: 7E373psf mmugannnow, Main Length: 6.1 (fl)( each side) Main Trib Width: 6.0 (11) Main'rrib Area: 15.4 (at) Mid Beam End Load: - (lb) (each end) Check DistTraingular Loading: Total Main Load: 685 lbs; Equiv Dist Load: 226 plf Mid Span Loading : - (,Pit) Rafter Moment - Mid Span Loading: = M = P*U(l 2*1 000)= O00 ft-kips 000)= OX ft-kips, Total Main Moment @ Column= 0.42 ft-kips Mu(resuftano = 0.42 ft-kips 7 1-ilq = 0.18 in3 Tube Type HSS Rectangle Nora Tube= 3.0 Top Bolt Force = 100 kips Width (Rest HSS Only)= 5.0 inches Fy 46.0 ksi t(nom) = 0.120 inches Es= 30000 ksi t ff = 0.120 inches 1= 1,914 in4 O.D. = 3.000 inches Z= 1.940 in3 I.D. = 2.760 inches QMu= ry*Z/(O* 1 2) 445 tJ l{ I FS0=10,7 Q;=L67 L ----- Canopy Rafter - 3" x 6" HSS Rectangle, t--0,12" Moment Couple at Bolted Main Connection 1.60 0.42 ft-kips 64 154 inches Bolt Couple Quant = 1.00 Top Bolt Force = 100 kips Bolt Dia (in): 5/8 A307 Bolt tl Alternate Welded Connection: Use 1/8" weld all around. am Beam End Leading= 034 kips (2) 0.625 A307 Dolts =001 a= 18.4 Rafter End Thrust to Column Horz Comp of Vert Load= 0 lbs otal Main Vert Load: 1.3 Note - Main thrust restrained by perimeter beam Check Main Extension Beam Main Extension Beam Length: 1.60 Main Extension Trib Width: 64 Main Ext Beam Loading: 212.2 (pit) Extension Main Beam Moment: = M = w*L A 2/(2*1000)= 0.27 ft-kips Bolt Dia (in): 5/8 A307 6.14 �OIROJECT: 44th & Kendall 12'xi 6' Mesa Model Wheat Rjdqe, Colorado up A307 Bolt Bolt KII/Ov= Site Class—ifi s- CNS �4 Soil Site Class Site — C'oeff'icients 'I' = Ss Mapped Spectral Accelerations: Short Period SI== Mapped Sectral Accelerations: I see Period 0 Fa = = Site Coefficient Fv- = NEW Site Coefficient sus = 0,362 Max Spectral Accelerations: Short Periods Sw = 0.139 Max Spectral Acccicrations. ]see Period SPAS = 014 SW = 0.0928 SDC = mmm IBCICBC Table 1613,5,211613A.5.2 1-9 lateral force Procedure CNS �4 'I' = Cx hax = 0,108 Findaniental Period ASCE 7-05 Eqn, 12.8-7 CI = 0.020 Period Parameter ASCE 7-05 Table 12.8-2 X = 0,750 Period parameter ASCE 7-05 Table 12,8-2 .in = IIJ111M Structure Height R = 1.250 Response Modification Factor ASCE 7-05 Table 15,442 11 = 12,000 Long-Period'Fransition Period ASCE 7-05 Figure 22-1 CS = Sm/fRAI = 0,193 Seismic Response Coefficient ASCE 7-05 Eqn. 12.8-2 where; C > 0.030 Lower Limit ASCE 7-05 Eqn. 15.4-1 C, > O.8 Sif[RA) = 0.037 Lower Lonit for Si > O.6g ASCE 7-05 Eqn, 15*2 C, < SDif'FfR/11 = 0,690 Upper Linvit fbrT< JI ASCE 7-05 Eqn. 12.8-3 Cs < SDITL/'l'2[RIlj = 77" 015 Upper Linvit for "r > TL ASCE 7-05 Eqn. 12,8-4 Design Value G = 0.193 W OEM Per Column Dead Weight + Appurtenances Weight (kips) V == csw = 0.054 Equivalent Seismic Base Shear (kips) ASCE 7-05 Eqn. 12,8-1 F%vind = ffMWJM Wind Base Shear (kips): Lateral Wind Shear > Seismic Base Shear : Wind Controls Design i�� CNS �4 et T L L eat Rid , �66ora, e i�� S = 0.226 g S, = 0.361 g S, = 0,241 g Although this information is a product of the t1. , Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This toot is not a substitute for technical subject-matter knovAedge, Page 13 of 17 ht tP: I /geohazards.usgs.goVdesignmaps/Us/Summryphp'?terroate=rrinin - d&latitude=39.754832&longitude=-105.0767519&siteclass=3&rislcategorrO&edition... III USGS-Provided Output MCE Response Spectrum I Anchor s Concrete L MIN N M L � h h Su ppL Edge Reinfo 61 MMMM , * Factored Loads i f $ 61iiA5i� # # •* *, A pply m Concrete Breakout {its = 430 ) Pullout ( (D = 0.70 ) * P I � IMiip 61 MMMM , * Factored Loads i f $ 61iiA5i� # # •* *, A pply m Concrete Breakout {its = 430 ) Pullout ( (D = 0.70 ) * P I � IMiip •* *, A pply m Concrete Breakout {its = 430 ) Pullout ( (D = 0.70 ) * P I � IMiip m Concrete Breakout {its = 430 ) Pullout ( (D = 0.70 ) * P I � IMiip Concrete Breakout {its = 430 ) Pullout ( (D = 0.70 ) * P I � IMiip Side -Face Blowout does not apply Shear Strengths Steel ( = 0.65 l ♦ f 4 OMMMEM �`� ,i 1 E • f �! / /t ! t i�, Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (st) - 0,70 } ox edge RVEW- i �`� •r .: r �� iiit RVEW- i Interaction check T°.Max(O.64) + V.Max(O.49) - 1.13 <- 1.2 [Sec D.7.3] Interaction check: PASS Use 518" diameter F1564 salt.. 36 Heavy Flex Solt anchor(s) with 8 in. embedment � j �I�pl�lt �I� hli lNlfI INII #1V: Interaction check T°.Max(O.64) + V.Max(O.49) - 1.13 <- 1.2 [Sec D.7.3] Interaction check: PASS Use 518" diameter F1564 salt.. 36 Heavy Flex Solt anchor(s) with 8 in. embedment � iiii iii �� ..� .. .� �� .. .� �. �� ,. .�. a �. �. �_ .. r � .. . ��= w a I(� I�I UN II IIIN � �' ,f 0 B EAM/COLU MN COLUMN • PER DETAIL RIDGE BEAM 5"X3"X.120 HSS W, f PER IIIt BEA ��t X 2 S V , A337 BOLT C IA. E: END PLAT PER DETAIL Y211 W, A307 ,1 V , A337 % % A307 , if A307 V NA NA NA s 1 L PLAN VIEW 12'XI6'MESA MODEL NTS MAROLTl 44TH & KENDALL #1401513 44TH & KENDALL WHEAT RIDGE, CO 80037 Detail Sheet 2 - of 11 MEN 3 1 -m NZ 4' im e 0 ti � V T �y M +xxsf mm� Ve/ ♦ 11 In Detail Sheet 4 of 11 END ELEVATION 12'X16'MESA MODEL . e ƒ ] . _ : F w | �� # fe ■ ° ; °» �� © 7ER OF FOOTING, E PLATE & COLUMN TYP \ \ PLAN / \\l 4 \ \d MODE NTS : \ \ s�* :vw. 0 m i 12 4F .» ., loul amllamo , RIDGE BEAM SECTION NTS Fil (2) NUTS TACK WELD TO BACK OF BEAM ENA PLATE I 0 MAZElm BOTTOM 18 COMPRESSION I NTS MAIN BEAMS O SH OWN i' CLAR X-°- RIDGE BEAM '*-- COMPRESSION RING COMPRESSION III SECTION NTS MAROLT/ 44TH & KENDALL #14015B 44TH & KENDALL WHEAT RIDGE, CO 800:37 I et l Sheet 7 of 1 3 SIDES COMPRESSION RING FAIMI ii a 0 M o m HE SIDES & BOTTOM MAROLTI44TH & K N[ ALL #1401513 44TH & KENDALL WHEAT RIDGE, CO 80037 ldetaiil Sheet - 8 of 11 l CI x'. 4 m l l« - �=.� w <. « » a «' - a ;2 all w (2) NUTS / /FW / !S GA BENT PLATE (2 BOLT TACK WELD T BACK OF 91OT m < REINFORCIN PLATE SIDES & '/8 BOTTOM . �. � FASCIA S NTS � \ \� \\ /, A OPTIONAL ABC \ \ { M w rr wn +w ` +�► ,� �rr � , 5/8 "X12" A -35 ALL THREAD A -BOLT / 8" MIN EMBED w/ (2) FLEX NUTS 4 BY CONTRACTOR � • 7= -- - ------- NUN - EXPANSIVE, UNDISTURBED OR 95 % 3- C OMPACTED S UBGRAD F MAROLT1 44TH & F EIN DALL #1401 44TH & KENDALL WHEAT RIDGE, CO 34037 f s (5) #4 REBAR EACH WAY TOP & BTM li (6) #4 VERTICAL REBAR #3 HO•Z REBAR TIES • OC (3) IN TOP 5 [in ii 11 0 z N&IUMHUMHUUD FAB a r RiDaF. COL ORA DO S LOPE 2X MIN- FINISHED GRADE COMPACT SUBGRADE TO 95X S.PXL CONCRETE PAVEMENT: 1, 4000 PSI CONCRETE PAVING W/MEDIUM BROOM FINISH PERPENDICULAR TO TRAFFIC FLOW WITH FIBERMESH. RE. SPEC FOR MIX DESIGN. 2, ALL FINISH SURFACES TO DRAIN AT 2% MINIMUM CROSS SLOPE 3, 95X STANDARD PROCTOR DENSITY COMPACTED SUBGRADE, PROVIgn ARCHITECT WITH TEST RESULTS PRIOR TO POURING OF CONCRETE, 4. ALL CONTROL JOINTS IN PLAZAS TO BE HAND TOOLEEL REFER TO PLANS FOR EXACT LOCATIONS. 5, REFER TO THE GEOTECHNICAL, REPORT FOR SUEQRADE PREPARATION. "M wo fflm�� I m I Mvm=-� Ru DEPTH ASMALT SEE / RUBBER PLAY S wcs. F ALL STRIPING H� m RMA (GRADE SX, PC 64-22), FULL 6-1/2' DEPTH T ar DEPTH CLASS 6 AGGREGATE BASE COURSE Y PER GEOTECHMCAL REPORT 95% COMPACTED SUSORADE REWIRED FOR FALL HEIGHT RANGES, " ASPHALT PAMNG J&,FLAGSTONE PAVING PARKING LOT STRIPING 'IW,'(@ ART ENTRY AND WALK INTERSECTION SmL' NIS SCAM: N7 - BID ALTERNATE) APPROVED 4,000 PSI CONCRETE BAND / RUBBER PLAY S WTH FIBER MESH. PROVIDE ALL STRIPING CONCRETE JOINTS 3'0,C. 77, T TO BE 4' WOE 21 WALLS WILL ABSOLUTELY WHITE PAINT BASE MATERIAL THICKNESS AS TURF OR PLANTING BED AREA REWIRED FOR FALL HEIGHT RANGES, 4 CONTRACTOR TO ADD I* VERTICAL * V * 04AMFER SLOPE MOSER SWACE RE, MANUFACTURER (REa PLANS) 1/2 WEARING COURSE 1—#4 CONT, Iq PAINTED 4' DEPTH CONCRETE BASE, DOWEL ALL CONCRETE UNDER RUBBER 1/2 WEEP HOLE HANDICAP 4000 PSI WITH FISERMESH SURFACING TO CONCRETE EDGING, 5 ac Typ, ' V-0, 0:0. PARKING Of SLOPPED RUBBER SURFACED AREAS TO ALLOW SYMBOL. 4!' DEPTH COMPACTED CONCRETE W ALK/PLAZA FOR POSfTWE 95X COMPACTED DRAINAGE W4fTE CLASS 11 ROAD BASE -CLASS 6 ROAD WE SLAB F P ffAM 4 —BLUE BACK GRQUNQ WITH 2' ✓ WDE WHITE PVC WEEP HOLE BOARDER 95% COMPACTED 4MEEN S' 0 C TYP '6 SUBGRADE J&,FLAGSTONE PAVING PARKING LOT STRIPING 'IW,'(@ ART ENTRY AND WALK INTERSECTION SmL' NIS SCAM: N7 - BID ALTERNATE) APPROVED 4,000 PSI CONCRETE BAND / RUBBER PLAY S WTH FIBER MESH. PROVIDE 1. SURFACE OF ALL WALLS SHALL BE FACED TO CONCRETE JOINTS 3'0,C. 08 IN A SMOOTH AND EVEN FINISH VOID OF Wo 1/2 TOOLED EDGES 21 WALLS WILL ABSOLUTELY RESULT IN WALL REJECTION AND WLL NEED TO TURF OR PLANTING BED AREA 3. REFACING A WALL WU. RESULT IN REJECTION 4 CONTRACTOR TO ADD I* VERTICAL * V * 04AMFER SLOPE MOSER SWACE TO FACE OF WAU. 8'-Cr ON CENTER (REa PLANS) TO TOP OF FOOTING 1—#4 CONT, Iq 1/2 WEEP HOLE WITH SCREEN, 5 ac Typ, ' PLACE AT BOTTOM Of SLOPPED RUBBER SURFACED AREAS TO ALLOW FOR POSfTWE 95X COMPACTED DRAINAGE SUBGRADE -CLASS 6 ROAD WE SLAB MIN, 6' DEPTH-COMPACTED jiat_ i CONCRETE PLAYPIT EDGE Wheat RKIF�,e Ba0d ...... vageow— P�ar'� I SCALE, NTS . 0 MBBER PLAY w CE 10 n utes Shall comjflv witl) Handicap parking shall comply wit i, Accessibit' ICCANSI A] 17 1-2003 Cha), 4 1CC/ANIS] A 117,12003, 1. ALL POST-TENSIONED WORK SHALL CONFORM TO THE POST-TENSIONING INSTITUTE SPECIFICATIONS FOR UNSONDED SINGLE STRAND TENDONS AND SHALL ALSO CONFORM TO ACI 318. 2. ALL PRE STRESSED STEEL, SHALL SSE J* DIAMETER. 270KSI SEVEN-WVRE SHALL BE SHEATHED IN A HIGH DENSITY POLYETHYLENE OR POLYPROPYLENE MINIMUM SHEATHING THICKNESS SHALL BE 0.025� 3, TENDONS SHALL NOT BE STRESSED UNTIL CONCRETE HAS REACHED A MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI (PARTIAL STRESS) AND 3,000 (FULL STRESS). UNIT ELONGATION IS 0078" PER FOOT, 4 PRIOR TO PLACEMENT OF CONCRETE CONTRACTOR S14ALL VERIFY ALL DIMENSIONS AND LOCATIONS • TENDONS AND REINFORCING 5, ALL STRAND PLACEMENT AND STRESSING SHALL BE UNDER THE SUPERVISION OF AN INDIVIDUAL EXPERIENCED IN THE PLACEMENT AND STRESSING OF TENDONS. 6. PLACEMENT OF DEAD ENDS & STRESSING ENDS MAY BE REVERSED AT THE OPTION OF THE CONTRACTOR. CONSTRUCTION JOINTS ARE NOT ALLOWED IN THE CONCRETE. UNLESS SPECIFICALLY SHOWN • THE PT FOUNDATION PLAN OR DETAJLS. MORE THAN ONE FOOT FOR EVERY FAX FEET IN LENGTH (tfi RATIO, HORIZONTAL TO LENGTH), 8, IF TENDON SHEATHING IS DAMAGED AND MORE THAN 2" OF STRAND IS EXPOSED. U. N2LE: 1. SURFACE OF ALL WALLS SHALL BE FACED TO 08 IN A SMOOTH AND EVEN FINISH VOID OF ANY IMPERFECTIONS, TOP TO BOTTOM *HONEYCOMBED' 21 WALLS WILL ABSOLUTELY RESULT IN WALL REJECTION AND WLL NEED TO BE REPLACED AT THE CONTRACTORS EXPENSE *HONEYCOMBED* 3. REFACING A WALL WU. RESULT IN REJECTION 4 CONTRACTOR TO ADD I* VERTICAL * V * 04AMFER TO FACE OF WAU. 8'-Cr ON CENTER !L "V" CHAMFER SHALL RUN FROM TOP OF WALL TO TOP OF FOOTING n utes Shall comjflv witl) Handicap parking shall comply wit i, Accessibit' ICCANSI A] 17 1-2003 Cha), 4 1CC/ANIS] A 117,12003, 1. ALL POST-TENSIONED WORK SHALL CONFORM TO THE POST-TENSIONING INSTITUTE SPECIFICATIONS FOR UNSONDED SINGLE STRAND TENDONS AND SHALL ALSO CONFORM TO ACI 318. 2. ALL PRE STRESSED STEEL, SHALL SSE J* DIAMETER. 270KSI SEVEN-WVRE SHALL BE SHEATHED IN A HIGH DENSITY POLYETHYLENE OR POLYPROPYLENE MINIMUM SHEATHING THICKNESS SHALL BE 0.025� 3, TENDONS SHALL NOT BE STRESSED UNTIL CONCRETE HAS REACHED A MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI (PARTIAL STRESS) AND 3,000 (FULL STRESS). UNIT ELONGATION IS 0078" PER FOOT, 4 PRIOR TO PLACEMENT OF CONCRETE CONTRACTOR S14ALL VERIFY ALL DIMENSIONS AND LOCATIONS • TENDONS AND REINFORCING 5, ALL STRAND PLACEMENT AND STRESSING SHALL BE UNDER THE SUPERVISION OF AN INDIVIDUAL EXPERIENCED IN THE PLACEMENT AND STRESSING OF TENDONS. 6. PLACEMENT OF DEAD ENDS & STRESSING ENDS MAY BE REVERSED AT THE OPTION OF THE CONTRACTOR. CONSTRUCTION JOINTS ARE NOT ALLOWED IN THE CONCRETE. UNLESS SPECIFICALLY SHOWN • THE PT FOUNDATION PLAN OR DETAJLS. MORE THAN ONE FOOT FOR EVERY FAX FEET IN LENGTH (tfi RATIO, HORIZONTAL TO LENGTH), 8, IF TENDON SHEATHING IS DAMAGED AND MORE THAN 2" OF STRAND IS EXPOSED. U. CABLE ANCHOR---_ EDGE OF SLAB P ffAM 4 BENCH (', TABLE 4 &wLPEDESTAL GRILL LANDSCAPE BOULDER �6 � i SCALE NTS JUBILEE BENCH WITH REAR PANEL, NO LOGO PANELS. PLASTIC SEAT SCALE NTS (BID ALTERNATE - 2 TABLES) SCALE, NTS ATE - I GRILL) sm: NTS SLATS. ANCHORED TO CONCRETE COLOR: TAN PLASnC SEATS, BRONZE BACK, WAUSAU TILE PICNIC TABLE MODEL #MFIOS5 W/MF7200 FLOOR PW ATHLETIC DOUBLE MLL MODEL I 1140-10-DOUBLE MOUNTING CLAMP FRAME TO BE COLOR BLACK, TABLE TOP GRILL (BLACK), 32'X20 (SURFACE MOUNT) AS SUPPLIED AND SEATS TO BE COLOR RED BY RECREATION PLUS 303-278-1455 OR APPROVED EQUAL OR APPROVED EQUAL 1/4 t 1 Yj 6" GAP AT BOTTOM ,)8-8 CONTANFR HD 100692 LNER wwwsnpxamm MODEL # MF3206 41 GALLON TRASH RECEPTACLE WITH UD SCALE NTS (ATTACHED BY CABLE) AS SUPPUED BY WAUSAU TILE, BODY COLOR: MF-BURGANDY (18), UD COLOR:BLACK, OR APPROVED EQUAL IY4' WfDE SLATS (36) TOTAL 10 6 TOP ME ' RACK (3) 11 W w "QUANnTY- 3 SCALE NTS MANUFACTURER: WAUSAU TILE MODEL: MF9021 ' 'A' OR APPROVED EQUAL 12 DIA, uk CONTRACTOR TO PROVIDE SHOP DRAWINGS ME N lim. ALL STEEL EDGES TO BE ROUNDED cl PROVIDED BY. MADE IN THE SCHADE Alft DIANNE SCBIADE F.O. Box 2870 EVERGREEN, CO 80437 OFFICE: 303-670-3789 FAX; 303-670-9822 WWW.MADEINTHESCHADE.COM t IT -- V --t per # * 40 PLAN SCALE. NIS ti MODEL No. 67487-1-2-2 m ARCH SWNG WTH 2 FULL BUCKET SEATS -* NSADDLE SPINNER 16" HEIGHT STRUCTURES INCORPORATED SCALE:- NIS ( D 4 LANDSCAPE STRUCTURES INCORPORATED SCALE NIS MODEL No. 177330A MODEL No, 152179A PRIMARY PLAY EQUIPMENT LANDSCAPE STRUCTURES INCORPORATED MODEL No. 67487-1-2-1 m m 00-111. ' ARCH SWNG WTH 2 BELT SEATS OMNISPIN SPINNER I LANDSCAPE STRUCTURES INCORPORATED LANDSCAPE STRUCTURES INCORPORATED SCALEi NIS P 6) SCALE NIS ONDS 0 173591A ( : Dm ' 0DERL ' No ' 1 ' 7 T 73 U 3OA I 11 li IN I I all.." i a a W.-VE rom SAND BLAST AND STAIN 'SPOTS" BLACK ON BOULDERS FINISH GRADE RUBBER SURFACE CONCRETE COMPACTED CLASS 6 ROAD BASE OF BOULDER TO BE BURIED 95% COMPACTED SUBGRADE LANDSCAPE STRUCTURES INCORPORATED MODEL No. 67487-1-2-1 m m 00-111. ' ARCH SWNG WTH 2 BELT SEATS OMNISPIN SPINNER I LANDSCAPE STRUCTURES INCORPORATED LANDSCAPE STRUCTURES INCORPORATED SCALEi NIS P 6) SCALE NIS ONDS 0 173591A ( : Dm ' 0DERL ' No ' 1 ' 7 T 73 U 3OA I 11 li IN I I all.." i a a W.-VE rom m I m 4" x 11c 1/4 FIAT PLATE — 2x6 STEEL TUBE FRAME #4 REBAR m I 6 6 ! ) 0 10 p oo �jl 0 11 ;ILL STEEL Tit 6E STEEL 5, LANDS01fE ARCHITECT TO PROVIOf CAD FILES FOR VIRECISE IVER CTTnNG 2 CONTRACTOR TO PROVIDE ARCHITECTURAL WELDING, NO GRINDING OR SMOOTHING OF WELDS 6, CONTRACTOR • ENSURE NO OPENING IN STEEL PANELS EXCEEDS 4* -3: ART PANELS TO BE BARE STEEL AND ALLOWED TO WEATHER 7 ALL CUTOUTS SHALL BE SAVED AND USED IN THE ART PIECE FOUND IN NORTH WALL 4, CONTRACTOR TO PROVIDE SHOP DRAWINGS FEATURE (3/L5.3) ALL STEEL EDGES TO BE ROUNDED ALL STEEL EDGES TO BE ROUNDEC� LOWER COURSE OF GRANITE STONE, RE: DETAIL IA5-3 -- SHRUB BED BEHIND BOULDERS RE: LANDSCAPE PLAN NTS GRANITE BOULDERS WITH PIN MOUNTED SCALE F INISHED GRADE DECORATIVE STEEL "ART PIECE" I /"" f rENO SANDSTONE BOULDERS FOR SEATING 3 ---------- - ------- y / WALK zy 3 DIMENSIONAL WELDED 77,5tx - STEEL 77 1 'GRASSHOPPER' POWDEROGATED BRIGHT GREEN to I - LEGS WELDED TO ROOF/PIN np, '5 MOUNTED (DEEP) TO BOULDERS a^ r ALL STEEL TO BE I le PLATE; LOWER COURSE OF GRANITE STONE ALL EDGES TO BE ROUNDED UPPER COURSE OF GRANITE STONE NORTH WALL ART FEATURE A "GRASSHOPPER (BID ALTERNATE) SCALE? 141S (BID ALTERNATE) I. GRANITE BOULDERS ARE SUPPLIED BY THE CITY OF WHEAT RIDGE. t CONTRACTOR TO PROADE SHOP DRAWINGS. 2, CONTRACTOR RESPONSIBLE FOR MOVING BOULDERS FROM THE CITY -3 GRASSHOPPERS TO BE LOCATED ON SHELTER- STRUCTURE ATTACHMENT OF WHEAT RIDGE PARKS MAINTENANCE YARD (4201 VAN GORDON -1 GRASSHOPPER TO BE LOCATED ON BOULDER- BOULDER ATTACHMENT ST., WHEAT RIDGE, CO.) TO THE SITE. 2, LANDSCAPE ARCHITECT TO LOCATE GRASSHOPPERS ON FEATURES 1 ALL STEEL EDGES TO BE ROUNDED GRASSHOPPER LEG 1/2 MARINE GRADE TAPOON SANDSTONE BOULDER GRASSHOPPER LEG 1/2 GRADE 8 TAMPER RESISTANT SOLT MOUNT TAB "NYLOCK' NUT 00 1:1011 811 BASKETBALL Ofit"BOARDS 4 0" Fmot W-w sack Oew WA-10— AvkWaP4§loPWAg*%PWo, ONLY For~ t-, 1 � A MATERIALS, —.k'—Mrvmft 7Wvw milft-t WARRANTY KAM k A*W LOU- W—AN I ANO, W. 1 .1%0 `Nw - — t.. r. ft—ww. . " bR* 0 " ANw—d ft 'g 'AW" AO"' M 1— RA am—h IM M1rPJ P. r. M 2 w Ze NOTC Tbt Naw4 —wb. .4y, Ahl we MATERIAL LIST OTY MATERIAL LIST' QTY 4 X 16'HoxferyWrenrh 1 ... ............ ...... 2 SASKEr"t 84cxsa4RDS LO(?TIN(j taxer N., OW.0" DKO v f,57d 3p" 4W w _iw — ------- --- 1525 M� 4r 39" rant w w Ovwamsla 8 Vm*X.m Y'TOO AK*K M3 In-OD Ar - 4wwovwwx*"a (m'ft� mom, swo a1'700 wVoF"f.T(:%ft� 3ELW'E16 kV tfSAJ "r"xt8 chap mom" #,m -�oo wvwmTr2ro.� mi sarLEaAswr"tposr SCALE: Nn SASKETRALL GOAL RINGS & UET$ GENERAL:. Pre? AffIl offem eight types of official seta pat rings and a variety of nets to meet your aparrift requiremeolW See mspective model numbers and desalpitons betcw MATERIAL: Ait materiats wo selecklyt W strength, duraWlity and the abWly to wffhstand years Alf exposure, I TYPICAL FOOLING? MAJL FINISHED GRADE c A 4t GONGRE't'E 7mZ9mmRmMmm9= MOUNTING PLATE lit CONTRACTOR SHALL INCLUDE STAMPED ENGINEERED CONSTRUCTION PLANS FOR SHELTERS AND RESTROOM ENCLOSURE. 2. CONTRACTOR RESPONSIBLE FOR OBTAINING ALL BUILDING PERMITS ASSOCIATED WITH THE SHELTERS AND RESTROOM ENCLOSURE, 24 GA FASCIA TRIM COMPRESSION RING 241tAff-14m PERIMETER BEAM MAIN BEAM 6'X6* COLUMN EXTENSION BEAM 1 6 LEAF PLACEMENT I z R R1 0 11 a P101kim R00 1 0 Know whars WOW. Call before you dig. PORTA POTTY INFO: MANUFACTURER: CLASSIC RECREATION SYSTEMS, MESA PORTA POTTY ENCLOSURE, COLOR: FRAMING- JET BLACK RAL 9005 I0xIO, HR-36 ROOF, 412 ROOF PITCH. 8'-0* EAVE HEIGHT, 4 ROOF- COOL RED COLUMNS, SURFACE MOUNT, TGIC POLY POWDER COAST WITH ZINC RICH PRIMER, PERFORATED SCREENS ON 3 SIDES - OR APPROVED EQUAL AS PROVIDED BY GA. MAROLT & ASSOCIATES OR APPROVED EQUAL MANUFACTURER: CLASSIC RECREATION SYSTEMS AS PROVIDED BY; G.R. MAROLT & ASSOCIATES MODEL: MESA 12'x16', HR-36 PROOF, 412 ROOF PITCH, 7'6 EAVE HEIGHT, (4) PO BOX 114 COLUMNS, SURFACE MOUNT, TGIC POLY POWDER COAT WITH ZINC RICH ENGLEWOOD, COLORADO 80151 PRIMER - OR APPROVED EQUAL PHONE: 303-762-1090 COLOR: FRAMING- JET R-4CK RAL 9005 OR APPROVED EQUAL ROOF- CM RFn 1 j Y W. M�M ME SCAM NTS STREET LIGHT PARKING LOT LIGHT SHELTER LIGHT 6* I He. ymr 1 0 Knowwwsbelow, Call before you dig GENERAL FENCE DETAIL NOTES: 1 * CONTRACTOR TO VERIFY SLOPE OO PRIOR TO START OF FABRICATION 2. BLACK PO OA WDERCT FiNi TS-8978, BLACK 509 GLOSS 3, 4x4* VARE MESH TO BE POWDERCOATEi 7005-811 BLACK 50% GLOSS 4. CONTRACTOR TO PROVIDE SHOP Di TO LANDSCAPE ARCHITECT FOR APPROVAL E — 2X6 TRAIL BACK OF SIDE FENCE —2X6 2X6 FIT cc FC cc SLI M�M ME SCAM NTS STREET LIGHT PARKING LOT LIGHT SHELTER LIGHT 6* I He. ymr 1 0 Knowwwsbelow, Call before you dig GENERAL FENCE DETAIL NOTES: 1 * CONTRACTOR TO VERIFY SLOPE OO PRIOR TO START OF FABRICATION 2. BLACK PO OA WDERCT FiNi TS-8978, BLACK 509 GLOSS 3, 4x4* VARE MESH TO BE POWDERCOATEi 7005-811 BLACK 50% GLOSS 4. CONTRACTOR TO PROVIDE SHOP Di TO LANDSCAPE ARCHITECT FOR APPROVAL ya 7 1 1144 Y6 SLEEVNG A20 SLEEV N " � mss° �re : m� e `.�./ aau ww. � # � °* . . . ....... : m AZ6 -5, (�L4 �A23 A 1 �4 1�3 0_4i NOTES m IN �'"� 922 1 �_ F✓`� �. 4 x A19 k99 J� I, REFER TO SPEISFtCANONS AND DETA €LS FOR INSTALLARON INSTRUCTIONS, 2, ALL BASE PLAN INFORMARON HAS BEEN TAKEN FROM DRAWINGS PREPARED BY RUM DESIGN INC, 3, IRRIGATION SYSTEM IS DESIGNED FOR A STATIC WATER PRESSURE OF Too RD- CONTRACTOR IS TO VERFY PRESSURE PRIOR TO INSTALLATION OF IRRIGATION SYSTEM AND NOTIFY LANDSCAPE ARCHITECT 'WITH VERIFICATION FIGURES, FAILURE TO NOTIFY LANDSCAPE ARCHITECT WILL RESULT IN CONTRACTOR TAKING RESPONSIMUTY FOR ANY ALTERATIONS AT HIS/HER OWN COST, 4. CONTRACTOR TO COORDINATE INSTALLATION OF SLEEVING WTH INSTALLATION OF PAVING AND SIDEWALKS. 5. USE RAINEIRD 12 SERIES NOZZLES FOR SPRAY HEADS SPACED LESS THAN IS, 6, USE RAIN83RD 10 SERIES NOZZLES FOR SPRAY HEADS SPACED LESS THAN IT', 7, ELECTRICAL POWER TO THE NEW CONTROLLER IS SUPPLIED BY CONTRACTOR. 8, TAP LOCATION: TAP EXOinNG D.LP, LINE AND INSTALL I TAP, I' COPPER, I' CURB STOP, I' WATER METER, I STOP AND WASTE VALVE, I' BACKFLOW PREVENTER, I' PRV, I" MASTER VALVE AND EXTEND 2' MAINLINE AS SHOWN, INSTALL MASTER VALVE AND PRV 04 SEPARATE CARSON #1419-13B VALVE BOXES. INSTALL. GUARDSHACK CLAMSHELL BACKFLOW PREVENTER ENCLOSURE WITH FROST GUARD MODEL! GS-S, COLOR TO BE GREEN. INSTALL TAP, METER ADD ALL RELATED EQUIPMENT AS PER CITY SPECIFICATIONS AND DETAILS, 9. THE EXISTING V TAP MIA. BE REMOVED AND A NEW I TAP )MLL BE INSTALLED IN ITS PLACE. 10. CONTRACTOR TO INSTALL THE iRRIGATiON SYSTEM AS PER CITY OF WHEATRIDGE SPECIFICATIONS AND DETAILS AND DENVER WATER SPECIFICATIONS AND DETAILS. A13 1. -1-4', 2-2 - SLEEVING Em ...... SLEEV AT r (A4 -1-2' SLEEVE Al IRRIGATION SCHEDULE - SLEEVING SYMBOL ...... SLEEV AT r (A4 -1-2' SLEEVE Al IRRIGATION SCHEDULE SYMBOL w4m ce$cF&'nON DIETAN 0 1401 RkNSIRO BURBLER 1-104 -SAM-PPS RAtNBIRD POP UP SPRAY HEAD 191119jaC301k VL/ 15 SER, NOZZLE 1812 - SAM-PRS RAINBIRD POP UP SPRAY HEAD W/ 15 SEN. NOZZLE IS 1•20-04-SS-2.5 HUNTER ROTOR 1-20-04-SS--3,0 HUNTER ROTOR I- 20- , 12- SS -2.5 HUNTER ROTOR 1-20--12-SS-3.0 HUNTER ROTOR RED SERIES RkNBiRO CONTROL VALVE--------4 LINE SIZE DATE VALVE ------------- ------- - -11 ------ 44LRC RAWBIRD QUICK COUPLER — 825YA-I FESCO BACKFLOW PREVENTER ESP-LXMC-28 STATION RAINWRO CONTROLLER - PEDESTAL MOUNT CL, 200 ELE (1-112 PVC MAINLINE CL, 200 RE, (I PVC LATERALS - I' UNLESS OTHERWISE NOTED CL.. 200 PVC SLEEVtNG 13 IRRIGATION TAP SEE NOTE #9 -CONTROLLER 1-4' SLEEVE ,'m /' A2\ I m m Em 1 -2" SLEEVE .-1-4', 1-2' SLEEVING ---- — ---- — CONTROLLER NUMBER VALVE SIZE 600 SERIES - I" WILKINS PRV ErB SERIES - I RAINWRD MASTER VALVE FOR **E, USE RAINBIRD #815EST NOZZLE FOR • * , USE RAINWRI) #615SST NOZZLE • TAP LOCATION Q WATER METER t/2 FTP.RP W ELL 1/2 2 1/2 MIP.RP W ELL 1/2 WP.FIP 90' ELL L-PVC LATERAL P%c ICE NOTE, t COMPACT SACKM TO DENSITY OF UNDISTUROST, SOL 2, ALL PVC NIPPLES TO BE SCHEDULE 80 ELDE-UP RRAY HEAL) GEOTEXTILE WRAP (%RAP TO EXPOSE WAR IN BOX.) IV BRASS NFPLE I CU. FT, GRAVEL SUMP so PVC ELL A, 90 W STREET ELL Met. SON, 80 PIG NIPPLE mm — TOP MEW COMPACT BACKRLL TO DEN%IY OF UNDISTURBED SM (DQUICK COUPLER mm CLASS 200 PVC MAIN; BURY MIN. 24* SCI'L 80 PVC M OR TEE PVC Nfl-PLE, IV MIN, (HOROCNTAQ PVC STREET ELL PVC COUPLER SOH. so PVC NIPPLE, 8* MIN. BRAND COVER IN I' MIN, - JUMBO BOX FOR ALL VALVES LETTERS SV & STAPON 2-1/2 AND ABOVE AUTO ELECTRIC CONTROL VALVE -'\ I -IVxIV HEAVY PLASTIC BOX IN WI ROUND VALVE BOX IH GRADE PRIOR TYPE X COPPER RISER PIPE SLEEVE & CAP LOCKING RUBBER CAP A KEY I' TYPICAL BETWEEN TOP OF to* • VALVE BOX AND TOP OF GRADE ct j 2 CU, FT- (Mlf GRAIN GRAVEL WTH GEOTEXGLE FABRIC. (OW TO EXPOSE FABRIC IN BOX) COMPACT BACKFALL TO DENSITY OF UNDISTURBED SOR. @ D Ir CONCRETE PAD 62*.26' \I Pvc SLEEVE WR COPPER TO PVC CONVERSION PVC MINNIUNE cmumaguma K COPPER RISER W MIN. CARSON VALVE BOX °`�°^- 2 CU11"t CRAM SUMP INTO GEOTEXTYLE WRAP COMPACT 0ACXnU. TO DENSITY OF UNDISTURBED SOIL REDUCED PRESSURE BACKELOW PREVENTER BRAND COVER IN- /-IV ROUND VALVE BOX I* MIN, LETTERS CV \ mmal-W-0-1-017-im APPROVE.", "I VE)"?z 110*4614401 - F" 1 0 Know wws below' Call before you diq� FINISH GRADE �� 1 POP-UP ROTOR SPRINKLER PVC SCH so NWPLE AS REQUIRED) ( 40 EL t PVC SON 40 SIREET EL j W — - VC SCH 40 TEE OR EL PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) 4b Z UP ROTOR HE-M mm CLASS 200 PVC MAIN; BURY MIN. 24* SCI'L 80 PVC M OR TEE PVC Nfl-PLE, IV MIN, (HOROCNTAQ PVC STREET ELL PVC COUPLER SOH. so PVC NIPPLE, 8* MIN. BRAND COVER IN I' MIN, - JUMBO BOX FOR ALL VALVES LETTERS SV & STAPON 2-1/2 AND ABOVE AUTO ELECTRIC CONTROL VALVE -'\ I -IVxIV HEAVY PLASTIC BOX IN WI ROUND VALVE BOX IH GRADE PRIOR TYPE X COPPER RISER PIPE SLEEVE & CAP LOCKING RUBBER CAP A KEY I' TYPICAL BETWEEN TOP OF to* • VALVE BOX AND TOP OF GRADE ct j 2 CU, FT- (Mlf GRAIN GRAVEL WTH GEOTEXGLE FABRIC. (OW TO EXPOSE FABRIC IN BOX) COMPACT BACKFALL TO DENSITY OF UNDISTURBED SOR. @ D Ir CONCRETE PAD 62*.26' \I Pvc SLEEVE WR COPPER TO PVC CONVERSION PVC MINNIUNE cmumaguma K COPPER RISER W MIN. CARSON VALVE BOX °`�°^- 2 CU11"t CRAM SUMP INTO GEOTEXTYLE WRAP COMPACT 0ACXnU. TO DENSITY OF UNDISTURBED SOIL REDUCED PRESSURE BACKELOW PREVENTER BRAND COVER IN- /-IV ROUND VALVE BOX I* MIN, LETTERS CV \ mmal-W-0-1-017-im APPROVE.", "I VE)"?z 110*4614401 - F" 1 0 Know wws below' Call before you diq� i t Fkt7PSar iraY L$` GEL3.a^YLY 4k Y R?" d.N'kx:4 i'mfll F ii+£ & N"S t^,T K;Tr KD F S iii &Y d 5tR1 !ra > A 3£'#N'S F tY kEG M B1W src.»+cwri ih YUC *'sll ^k Fw., i#4M1, t+%C [5:T 0. FSCv +it1' "'MC A2# tlMYU SC dr ASC`@'. ?.R A. . flaN .t RSiiF '.1Nf w4T; Grill Nn Ntlt 'Mi#tS1Y'.IJ4 tY "M1u Y nv i"xiP nP 4R!'+:NtS. MviE,.?Y W;l- v 9G --t. 01 G &SV 4' IaC PC? aNMi.+CU #G: .mss£ ,oM wa a s eucm tNC EikiP # Ak+4 MM I TXM n" K aflWWG 6 9 M C ri.. 9tS lT W + At.YSR U i M S ,A `9t N 4 k£ M N0- A, Ptt IfW 4 5 R _ft Y,G+v .111. M 7 , SM:. YX V AY Wt !Gw£ . F - 'Nl b R I &: Yt M, u'X Au %RflLktYHL'4 fP "sm rtA,W, de. wr". J r Mi..hM tiY A kiS. tsT.i C r, S W: k 5n 4t' RT CL tY5 P 'FIvK 'a YA 4kA.0 firi Ck rR e ",mtH Fri FWE PRt W, R(L4 Y£ 1NF T. N'+' il h. KI w k 1 1 Am a1YAJ tw` W k d"M•A t . LdnWCMCN55 V. Yh, tS ,G KA, -1 C9 A',. nU 10 bwC++Ct '.%R+. W s R 6 id ="i sRCU Kam„ n T$ S 9 1 YMpk Sri AW w4t4 ftE ✓(k# "Mp i?2 t °£ f A C WY.1S, m eN} C 3 > Yrti euzsfAx a a>4. rm as a ,Am�;ars s;R w u 4 ' ex � u^ ra Yms Y W "CR ..E WC .dmHt i.. L' A AMSVIN CN Ui1 4 M1 Y. A taa3 44: 5" t TP e M.A. N eP.44 i `g'k YtNri. 4iSifRS NC'aa d CYNM IX Sy, ^mNS.%'S At L R I.X. K w1m IA Um U, eY ." C xMeuGi $ r . A"KIIIA h' kxr4 #tiW, *SrtE JiLS 4'ra{MA RM SY ^t. AtS& tw K kYaF k,a C2HM "£H £ WCf a wr,�e r+ ua iu ae e :a+ .. 11. 11 c w e. * AAWx% iw w y <W`AN € nt - H.t faFYN b 1 GN C`5 nK .1 td' - . Y v wSPY YY Ca,E fiv&it& 5e 4#t 11"M 'h5 WC [ Y: h"t # 4 Etl -"3K 11 ?dSre SYk e G Ws RK .-IM 1. 1C SRO t M C iCH M01 5A: LW I'M ra M A a} *it C F9r.RN WA AG Ct kS W NN ttS G:`a "'R,itlttmi #4 M.RA -1 K f.A* rP1'Ne 1e R£R 4b, rn'W+ - Y ti£,AC .. 14. 51.l1,2 INS 1 a.. M Al A f0. A 17n 1. 11 Wk l I'V t w t , KIM It #1 °� ill F MWl 9 M C,. OL IAA A w 4 kM' N5 udi ? JCldu s a . ff 11 IK tiA n. 4EV9l1 U -A < KIM 1 1/" MC='5 L 1AA 9 C 9 S: £ NU 6£ .'?CL eA q'YM Rb: urea el "I At'v idJ" OL .0 A w- °.vYi , 0 Sts W5 ene ,w "T MID lit 1 Ce TY e s' -m. k4 e a Y4 1 B:. O MT .1 A AnAt IA1 11 .', vc s Al F a M 1 NS n C Ya0. RN: AT3 *.U7S C#!4.s E 'dri 4v C' r r Yo-S kf. ft'ro R) t q ti.- •.et s, K t AIM tn]n. aY FCt S'. uKa As A KK YFU n 0`"`e prw, I. wxmw, e i*n, i.A ka F@-I CdYS t XNro TAW U 1"'. R` tt*if @k+Fn. - 1% ^4 .11, . It NL:GA tAt JW Vr C .1 € @K4. N] 119"C ALAI C Ya„w FS 4 9+ dC - 1A0.11 ttN:ui 'V SFYf ib?W 111 . Jv s ". - e -ri vu.A . v L m wsaa �, [ sn. sues s"s v n Ga' @1f P LA,s t eC AtiSR E C"f,t.A4W U, M f ., K 'J AifiWa„ 5 ,t`ufMHtS k b[ fl4 Cf ,xk.5. N RFGARC tv 5b19r 8Y . `i... wl-'Ifs 4 WEIR a'#'i. Y W.. Ohs C ME R# # RSAO k .1 gx+eMXpv?SV'tS 4ehv m, N%. i nNnKyay a4 M MA @ t$ ffl 11. ? ,Y3AR YLN rtR41'i: °W8 `XA Iii#' fP b 9F. W't, M CBMSA.a't il'#( V.",Rr 4 5t# IX} ,£ fi tl.F$@ SVC% tta d i1EPkropF h sary AAaxk:NM1 % z* w av' A ntt wnrGtt WiAw ill «tCSESCt?s Ma;°#i`ww:�.rcc runt' .au. ..r'eW:M ?#wurr,,, e'u? ac:^ttras tw w£:re�i,'vR+n.r sp +>tt 41 x6'YF R 6 ad 3Rhw if 1!+ AY. 1"J -1 1. k !h ! SXi WI ARMI -,4'., A - 11. M r upaw re w YWT . T1, MI A Bi C tPY+CxI^F v 4 C n 4 f O u'^?' Yk` !w !Y t 4C 8 aC -I rjx€ X9Yi J.1FYVkCA Y ? k m CN g➢ R Si+ Na iY GPo.k!%r 1K A -A , .1 PM Y Ede I i.£ "Y -w 'C 4'di W , MMCI.'C* A f A4 R hJ 0 CAP UA°AI Ah^£ G1°wS'+QST m rat :Kart!. h %I w n...,,T ath M C HF Nk 51'!11 i4 M®E 6& R I , 4 W, V+. # -1. EWa Y XYtA C Mt - m OT M h@4"h 2 K-,^ N UT Y K, +. &. Y �C,R' IN lXtE# REAR tN ;aa N ttk ,1W 0 .10 W aT£C'i WAI E Fxk MWJ Y M U5. G NR £k" A1,U0 . T+a. Uf:IyYfS 0 1W f^JtrG# . t - A FJ I $IRt1 tlMPR , Y "n n:: CC'HSA k bL H. w.kYY FY4 kf C ra GFM.t 4X. Y9a (5R£ *stCk 9 < &ET R C# tMI 1 . VI S!t'+L w ..I R2 M SeMT AA 11 sRk?v GF' aY wSNF'}: 0A Dau-A" ri+.xT axY tlC YC A U. k4Y^M- In Ft£ YF:&'vKA 1- .4k 0-a _._ -. ----- � ______ NOTCS: ,.. , c , r, .... eMS ✓a"aw••aa wx€.. "1 �'x fr, "` eaX rmr zt, w ,^ xs'ew. .rues; e,a wGx ra x m art ,wx WLK,s uc i^,a:..m,ru sctwr.�r+ »u. raWM? ,t•. ,,+'/ x i+c s YA . A atmt ra rRro 4s ?#3N; K 4 triN?P 5i t' (%t Yt as �, 6tl } Cv6N`VStfL Pi ",P AK* l,"4 [r5 A5. t /2` 0 Hd k, a "R i i ,'YE`.kY 6R i� 1, f .f Nttki j G p F.K: =x \ mS.ffxk;.OtW 4tkS /.. 2- JS+i 5tuu 9V a+ati Yi# M. iC t' [ k +itHJC bleat . Al ar, At i%.USt Y4PkL cm T'+s $n. esh545mSra.' W,.1 Re 4 tl.M,+'.id.", HL W" fit:, vn� �.� 1 4 �:, f Y tlN* IX,NAE YYx wiY tYry V@. 5( f}mB,a ra^ O fi. A.AUUUm 5tt'W 6l?,r. w p N[wq R,dar3'W M i LMBiJf e^:. rt 1 .,w " { j \' U . X .... X;AMI MI Al PAk'XMA& .iIW lA � l ` !. t Sy KVIII, t E a Fh`.+xi tick i r' Few n TW rams... r M "ie.* <.,. � �# { tgbM•, k`f �,�..,,,„..,, �. < m f .� -.. _ _.eY.3.... G- ,..;,:....:'��i t .�4 ,k � � i � 1 �f� ��j' i f i m om? w I E +:v ew.0 aetax � `. r+s+ � ar.+etx:ew retie wXa � E 7 1 c W:aav: uat n� ° °n'm m +s rravr y; / w r ' t..._.. 85xWY5. iYY G K CR M1i,T. .M#?•: 5t2W V 1 .t a� L T 3 S._.O1 usn W.re.R i , Hale i @Yk - V W MMUi W::2 ( fY!.R4V AC X n Nkui CM" <tra UIFNYTR WATT � rr,sa vtxe r„ .e t,c ws. wv riu's DFNYIY WATTS -. 2" do SMAUER SENCE urn, STOP sox a C3UTSII7E SETTING FC1R & t Ur AE METER iNSTALLATION i 3/4" & I METER NONG Marc 2 )12 « NONE a , e: Marci 2fl12 S: iioce, ! itrri r ,A M (^ &C fdQSS I Y+ RdJ` S A,:I A } <d �rl c 127 rtn SHEET 54 SHEET 55 i t 811, WATER BUDGET PROJECT NAME: 44th and Kendall -Wheat Ride SUBMITTED 10C. inc. DATE: 8 -7- 2093 IRRI T PLANT WATER . AYE, TOTAL WATER W :.. Y WA :ER H Y WA DESCRIPTION ACRES MONTH HISTORICAL ET CtkEFFICIENT(FCA1 REQUIREMENT RAINFALL RAINFALL EFFICIENCIES REQUIREMENT(!N.) REOUIREMIENT (IN.) REQUIREMENT ONJ PLANTTYPE: 0,64 .. APRIL 2,26 0,58 1.96 0 0,00 . 2.64 071 -.. 44,170 BLUEGRASS MAY 5.73 0.58 504 0 0.00 70% ..... 120 1.50 ._._. .�.._.....,... 124, ..... ._... ...._.w,._ ..._.._.m..... 0.G4. _..._.."___"'__,.�...m... 0 ........_ .8S .. . 5.54 4..,.., _ _ 0.. ._._. ,_..._ 0.00 70% _.._._ & 3S ---- . 144.2 ..,.......� �....^...A.^._.,»_, ._.a,.. JUL Y _ ............. ». 7 . 27 _ Q.85 -.. .__»_.. - ....._. _..�. ...._' 6.0 -0 _.._._. "........».........._. ..... AUGUaT 687 _ 7 311 .,..._......_._ 164 1 ?1.111 SEP TE MBER. 445 0,88 -- 39" 0 000 &:.�..._.... 70% 659 140 Sti.695 "T`CkOER 7 0% 2 0f 4 34,767 OPER ATING PE. D- RS.IDAY 911 TOTALS 33.52 29.76 0 & - co Td')7AL .,.,.._m.._.,__.e.. _.._ 42.52 6 0 _ N. AC 240 PEAK S - ..IRRIGATED PLANT PLANT WATER AVE, EFFECTIVE SYSTEM TOTAL WATER WEEKLY WA MONTHLY A: DESCRIPTION ACRES MONTH HISTORICAL ET COEFFICIENT(Kt) ]REQUIREMENT RAINFALL RAINFALL EFFICIENCIES REQUI ENT(IN.) REQUIREMENT (IN.} REQUIREMENT pN.) PLANT TYPE: 0.05 APRIL 2 .25 0.75 - -.. t:70.... 0 0,00 65% 2 fi1 0.65. 3,521 I lcvrulr sc __�.. MAY _.... 5.73 075 ....._�.". 0 0.tH1 b595 6.St 1,85 5 5UNE: 8.64 0.75 4.98 0 0.00 65"4% 7.06 9.92, M.�_ 10346 JULY 7.27 �. - 57.75 -� 5.45 ..._., 4 � - 0, CC 66% ._�"�'� &.99 � t0. '�....�, �., __........,....,� 11,327 _,......^ a,_.._.,...___... ..,._.....�m.....w,.,._...,.... ..__... AUGt15T....w...m _.._.»....., S.Si m..._......._...... ,,.�.e. 4.10 ....._..,....w,.0 -"°.__ 66% ......_....�...m___. 6.75 ......M.,,.. „ .......___....,..,,.,.,.,. 1.61 _ ._..........__°_____.....8,934 .._,... ..A.__........._.__..__....... ..._..,_- _.._._ SEPS'EM6ER 4.46 3,.34 0 .0.00 0f#P 65% ......,.,�,... _,...,.... ,_........,....___......w...... _........."...._�._ OCTOBER m t.6 __��_ 0.75 ..,...am._........_..."... 5 .20 , q .......�..._. 0.00 9616 °.___.�____.,........,t.85 �� 0.411 _......,... M __..„„_......__............ ...., ..... UPERAT PPEf ?K1 tikS.FDAY 80 TO €AL5 _." W.. 33.62 .."..._..... ._.�. 25.81 . �,...,_ O.CA ' .`'"".._......_......._ 39.02 ._ _ m. Tl7iAL MW, 52,£ I7AYSfWE ................_ ....__.........._. B.fi M ®.®_... „_.......,._„ ACRE FEETtYR...mn._..........»_ C.2 DAYSXMONni.. 24.0 PEAK SEASON GPM t IRRIGATED PLANT WATER AYE. EFFECTIVE 6Y - STEM TOTAL WATER WEEKLY WATER MONTHLY WATER DES CRIPTION ACRES MONTH HISTORICAL ET PLANT COEFFICIENT REQUIREMENT RAINFALL RAINFALL EFFICIENCIES REQUI ENT(IN.) REQUIREMENT (IN,) REQUIREMENT (IN,) PIANTTYPE: 0.32 APRIL 2:25 0.S 1.113 0 0,0065% 1.74 0.43 1$ 024 MO2RATE USE TREES 8 SHRUBS MAY 5.73 0.5 2.87 _' 0 0.00 98% 4.41 - - 1.10 •...�,,..,....,..._.. 38.05 ..,._...,..m .. ..............a.�.._,_..__.. .,...w..,..... .. ......W...W.�.. ..._».._,....,.,. .m.., - ...,. 0.5 ._......- 3..32 _ 0 O.CO 9596 _.....__......_..,.,.,..__..._. S, t t i. 2$ 44 . 142 _._..._..,...».___._ .,.._ ......,...._...... ,II4.Y ...... __..,.. .,__.._ 0.5 364. 0 0.00. 59% 48.3 _�.�.._:»�..«�__... .....,....._.,.,..._. AUGUSTµ ^. __...,_._.. ..._.... O,S ..�.�.,.... _...,._. __w._._...,._5 0.00 65% --- 9i 913. _....,�....._____....,.__. 19.023 SEPTEMBER - 4.45 O.S. 2..23 - 0 0.00 65% 3.42 0.88 ..._........_."....,.,...10.837 29, - m° °___°°____.__.^.._......_.....� m...._.,..... (>CTOBER .._,. .�__,....,�... 4 6 ,'.<..' 6.S 0.50 0� 0.00 &5°fn .�� 1.23 n.........e 0,31 __...< OPERATNG P ERIOCAHR57DAY _�9.0 _""TOTALS......33. 82_.....,. ._.<,...__ ............._....... _m...._. ..„._...._....,__ 0 ......,.... ___.,_......__.,.,,..,.,e,..... �....,_. 224.b33 [lAYSM1NEEK <" 9,0 ACRE FEET /YR n 0..7 C YSAMONTbi � ^ .247 - PEAK SEASON GPM 4 IR GAT PLANT WATER AVE- EFFECTIVE SYSTEM TOTAL WATER WEEKLY WATER MONTHLY WATER DESCRIPTION ACRES MONTH HISTORICAL ET PLANT COEFFICIENT REQUIREMENT RAINFALL RAINFALL EFFICIENCIES REQUIREMENT(I-L) REQUIREMENT (IN,) REQUIREMENT ()N.) PLANTTYPE. 0.88 APRIL 2.26 03 . 0.68 0 010070%% 0.97 0.24 25,635 NATIVE GRASS MAY 5,73 tF.3 t.72 0. 0.00 704& 248 - 0.99 _ ..�..,__.....e 64,996 ,....,..76.37 SURE - -- 6,94 _. 0.3 - 194 - _..,._. 0 ._.m.,_..,._. -6 00 70'#: --2-d 0.71 JULY --- 27 - 3 2. t8 w 0 R.00 70% � 3 12 � 418 ._ ------ _.._._ 484 AUGUST 9.87 t 3 3 1 76 �, . 0 0.00 70% ...... 2 S2 0 6 3.. .w 96 404 SEPTEMBER � 4Z5 _ _ Q3 1..34 769G .. 181 048 �_""__. 50479 .�.. ,....._ _.....„,.......... _ _,.�.�_ .,......n_0.00 0 0.00 10"/0 _ Q.64 .�... 017 16.14 4PERATiNG FE _W P S.IDAY .w - ' 9.0 TOTALS ...... -...ry x .. 82 __..._.e. ,......w....._. __ 10.15 0 0 -00 TOTAL m...._ i4.a9 _ - TAL 353.821 6AXStWEEK 8 Q ACRE FEETIYR. _PEAK ry _ �� t.2 DAYSaINt?NTH _..,.__,...m....._,�.24.D 5EASL}.M GPM 6 MINUUM IREG)UIRED SYSTEM EFFICENCES: PROJECT TOTALS NO irrigation -90% _ _ ... Rotor irrigation • 70% RRK ATEC ACRES _. _. m. .. 2 Spray bead irrigation. 65% Nate; Piece a 2u10 In ifligated Acres 5Se piano types nol used. GJtLLC NW AR - _ April & October ET =112 Mt Value CRE FEETlS'EAR 4.3 ET data from Denver IPEAK 6- C'N GPM 23 _._ -. ----- � ______ NOTCS: ,.. , c , r, .... eMS ✓a"aw••aa wx€.. "1 �'x fr, "` eaX rmr zt, w ,^ xs'ew. .rues; e,a wGx ra x m art ,wx WLK,s uc i^,a:..m,ru sctwr.�r+ »u. raWM? ,t•. ,,+'/ x i+c s YA . A atmt ra rRro 4s ?#3N; K 4 triN?P 5i t' (%t Yt as �, 6tl } Cv6N`VStfL Pi ",P AK* l,"4 [r5 A5. t /2` 0 Hd k, a "R i i ,'YE`.kY 6R i� 1, f .f Nttki j G p F.K: =x \ mS.ffxk;.OtW 4tkS /.. 2- JS+i 5tuu 9V a+ati Yi# M. iC t' [ k +itHJC bleat . Al ar, At i%.USt Y4PkL cm T'+s $n. esh545mSra.' W,.1 Re 4 tl.M,+'.id.", HL W" fit:, vn� �.� 1 4 �:, f Y tlN* IX,NAE YYx wiY tYry V@. 5( f}mB,a ra^ O fi. A.AUUUm 5tt'W 6l?,r. w p N[wq R,dar3'W M i LMBiJf e^:. rt 1 .,w " { j \' U . X .... X;AMI MI Al PAk'XMA& .iIW lA � l ` !. t Sy KVIII, t E a Fh`.+xi tick i r' Few n TW rams... r M "ie.* <.,. � �# { tgbM•, k`f �,�..,,,„..,, �. < m f .� -.. _ _.eY.3.... G- ,..;,:....:'��i t .�4 ,k � � i � 1 �f� ��j' i f i m om? w I E +:v ew.0 aetax � `. r+s+ � ar.+etx:ew retie wXa � E 7 1 c W:aav: uat n� ° °n'm m +s rravr y; / w r ' t..._.. 85xWY5. iYY G K CR M1i,T. .M#?•: 5t2W V 1 .t a� L T 3 S._.O1 usn W.re.R i , Hale i @Yk - V W MMUi W::2 ( fY!.R4V AC X n Nkui CM" <tra UIFNYTR WATT � rr,sa vtxe r„ .e t,c ws. wv riu's DFNYIY WATTS -. 2" do SMAUER SENCE urn, STOP sox a C3UTSII7E SETTING FC1R & t Ur AE METER iNSTALLATION i 3/4" & I METER NONG Marc 2 )12 « NONE a , e: Marci 2fl12 S: iioce, ! itrri r ,A M (^ &C fdQSS I Y+ RdJ` S A,:I A } <d �rl c 127 rtn SHEET 54 SHEET 55 i t 811, ELECTRICAL LEG M Now -.. a. AND INNUS -HEAVY LIKE WEIGHT INDUCATES NEW WOM -LIGHT UNE WEIGHT 04DICATES EXISTING To REMW -LIGHT DASHED LINE WEIGHT 0,101CATES EXISTING TO BE REMOVD, FAULT CURRENT CALCUL ATIONS x.`+ Y.L�A'.\'Phkw":#V`Y,W�4a'q ffmW2x`.Yn.;aw'7 TAW ws rw a >n , ta�g � oxss AVASA"I, IOa x 0.v' a §, Ws GR OUPS ROD ELECTRICAL • DIAGRA Vo"TAGY MI o sAwAm DR PENDANT mmm FTXrLw, TOP£ " sm PFR ( Wt MINTED WANIE. TYRE ANN WINTNO PER MINE SCHEML C o PARKNO LOT POLE MOUNTED FXTURE, TYPE AA&} MWING PER FARM WOVE 0 , TYPE. No PER o FAULT Fd w -cmws- +TS• O.. FERm oromwsc m y DISCONNECT WCH. SEE AND POLES AS SHORNI [ .... s DRY -TYPE VXaO%WL, SEE AS NOTED. i'. SRANCH OROW FAN0,8000, +W TO TW? DF � IIIIIAMIIO Z �ith.,l��y�� S ap CT CAMNET, FLEX CONDUIT CONNECTION IN WALLS OR cam - ----- IN ROW __E66r:.__ GOWN UNDERGROUND SURED, WW H CIRCUIT HOWERUN TO P. NSF CIRCUITS . W LEG # GROUND CONDUCTORS AND CONTROL PAR J ESPECTTYELY Y 5f2t � 14 Comm sm -UP 0 RE M Comm stm- DOWN 0 \e.,l UECW1 DETA& NOTE REFERENCE . 8 FAULT CALCULAT �« STUB -DOWN a1 GROM FAULT INTERRUM s SURFACE MOUNTED STUR- rm WASHER-PROOF -.. a. AND INNUS -HEAVY LIKE WEIGHT INDUCATES NEW WOM -LIGHT UNE WEIGHT 04DICATES EXISTING To REMW -LIGHT DASHED LINE WEIGHT 0,101CATES EXISTING TO BE REMOVD, FAULT CURRENT CALCUL ATIONS x.`+ Y.L�A'.\'Phkw":#V`Y,W�4a'q ffmW2x`.Yn.;aw'7 TAW ws rw a >n , ta�g � oxss AVASA"I, IOa x 0.v' a §, Ws GR OUPS ROD ELECTRICAL • DIAGRA �. F +"dm"uy+F��f � ��r ^• e'b�i dF m" R,.. �n=w,T Q ap d ;d f AgF u PANEL "P" Vo"TAGY MI N6?mRAr#o 0 P ! BLIND GROUND GROUND COND. TO RE -BAR a «. GROUM . TERWNATTON PLAN ANCHOR SOLIS FINISHED (4 REQ.) SURFACE 5 �IW1'1�IlWY � IIIIIAMIIO Z �ith.,l��y�� S GROUT TO A FINE Y fm Y Yx �E� STONE FINISH x� Y 5f2t � 14 1FIII RE M t 2` G' !' ! #S DEBAR TIES GROUND CLAMP '�. '! g °...D ^. *.. SCH 40 PVC. C T COPPER C - 12' 1 3 TIES Np ROtS --- o.C. IS RESAR aura. # CONCRETE ELEYN34M FIXTURE TYPE "A" & "B" & "C" POLE BASE RETAIL SCALE; rROrkE �. F +"dm"uy+F��f � ��r ^• e'b�i dF m" R,.. �n=w,T Q ap d ;d f AgF u PANEL "P" Vo"TAGY MI N6?mRAr#o 0 a «. GROUM . BRANCH BREAKERS .....».M.,.....e,..�....._.m.._ co GM'S TpN CEi'Y Pti0.5@ 11H3HTPt1A.4E &E C&2 g 1 4 S P. L "C?. �IW1'1�IlWY � IIIIIAMIIO Z �ith.,l��y�� S Y fm Y Yx �E� 11 x� Y 5f2t � 14 1FIII F �Ii 61 6 ��r 1 10 40 5 20 KnowwharsbelM Call before you dig. Im JCN Engineering, 3M R— W S� , h— swg., (A SNWI (3G3) 2191 R, 11 SITE PLAN - POINT-BY-POINT CALCULATION 177 SCAM I' - 20'-0' w4"fil • o M4222MI'MICmim 8, PROV%SIONS FOR PEDESTRIAN TRAFFIC SHALL BE MADE FOR ALL. .PHASE$OF CONSTRUCTION, M44 - lffmil - zu OF I GENERAL NOTE SHEET OF 2 HORIZONTAL CONTROL AND URUTY PLAN CE 3 RNAL GRAONC PLAN CE 4 INITIAL EROSON CONTROL PLAN CE 5 nNAL EROSION CONTROL PLAN CE 6 EROSION CONTROL DETAIL I CE 7 EROSION CONTROL DETAIL 2 OF a CONCRETE - UTILITY DETAILS PROJECT BENCHMARK; WHEATRIDGE, PERMANENT MOH ACCURACY CONTROL PONT #3 BEING A 9/16 STAINLESS STEEL, ROD IN BOX LOCATED 150' WEST OF' THE INTERSECTION OF W. 45TH AVE, & VANCE STREET AND 20' SOUTHWEST OF THE INTERSECTION OF A PARK ENTRANCE, PUBLISHED ELEVATION 5388.09 (NAVD88) STE BENCHMARK: THE SOUTHWESTERLY PROPERTY CORNER OF THE PROPOSED PARK SITE, BEING A 2` ILLEGIBLE ALUMINUM CAP. ELEVATION 5378,74 (NAV088) ENGINEER'S STATEMENT PREPARED UNDER MY SUPERMSION Know wwhat's below. T , 42 70 C811bdm you dlg. COLORADO 34270 FOR AND ON BEHALF OF JR ENGiNEERING, U.0 � / / / / , LINE TABLE CURVEJ DELTA RADIUS LENGTH S4418'26E 22,00' L2 N00 68,00 L3 2!L4C 2,16' LIE L6 N0015 73,38' L7 NOO 5,00' LB NOOV2*13'W 2.17' I CURVE TABLE I 70'2c'2,^ ,yv,55^ 50'36'25' 8,317'48' 81nm29 82zr46~ CURVE TABLE CURVEJ DELTA RADIUS LENGTH S4418'26E 22,00' L12 L13 N45'41'34'E S4326'55'E 6180' 13 07 FOR AND ON BEHALF OF JR ENIGNEERING, LLC callbefore you dig. NOO'02'13'W 2,16' 6' TO 0' HEIGHT / PROP. LIGHT POLE / / 22 DRREWAY GO T PER / / 5' CURB TRANSITION FROM 6' TO 0' HEIGHT 3 REFER T0 LANDSCAPE PLANS FOR PARK AREA LAYOUT H C. PARKING VON � ROPOSED 4'0 LINE TABLE LINE I BEARING DISTANCE 01 S4418'26E 22,00' L12 L13 N45'41'34'E S4326'55'E 6180' 13 07 FOR AND ON BEHALF OF JR ENIGNEERING, LLC callbefore you dig. NOO'02'13'W 2,16' LIE SIDEWALK CHASE PER 2 CURB CUT W/�SIOEWALK CHASE SPECIAL RAMP PER WHEAT RIDGE DETAIL C-06i 6 ' CURB TRANSITION FROM EXIS'ANG DIV�IEWAY CUT —~ ~ TOP BACK OF CURB 4 120 SLOPE )r PER FOOT; 20 10 0 20 PREPARED UNDER °`SU==SIO" DIRECTION OF SLOPE ww omGIw^ SCALE: r mz 4 27 Know whafs WOW. COLORADO P.E. .34i7o FOR AND ON BEHALF OF JR ENIGNEERING, LLC callbefore you dig. CROSSSLOPE DATE OF SIGNATURE: SEPTEMBER 27, 2013 / SPILL CUR / WITH I' PAN / / 21 1 C5 4- -PROP. LIGHT POLE co EX. MANHOLE ul --5 CURB TRANSITION 6* TO 0* HEIGHT 20' DRIVEWAY CUT PER WHEAT RIDGE DETAIL C–D05 x �ST 7 44TH , PLACE LEgENLD TOP BACK OF ENGINEER'S STATEMENT 20 10 0 20 PREPARED UNDER °`SU==SIO" SLOPE N' PER FOOT, ww omGIw^ SCALE: r mz 4 27 Know whafs WOW. COLORADO P.E. .34i7o FOR AND ON BEHALF OF JR ENIGNEERING, LLC callbefore you dig. CROSS SLOPE DATE OF SIGNATURE: SEPTEMBER 27, 2013 TOP BACK OF SLOPE N' PER FOOT, 5* R — DIRECTION OF SLOPE SHALL MATCH STREET CROSS SLOPE Depth (D) < 1,0 feet V2- < 10 fps Z Sideslope: Z > 4 4' min.Sendy Loa a,,....Woven ORatextile Fabric. G" ASTM C--33 Sand ASTMD4751-AOS US Std Underdrain Steve #50 to #70 4" Per(oroted pipe in CDOT Table 703-2, #67 Note: Under'droin arrangement is Coarse Aggregate necessary for Type C & D Soils. Not needed for Type A & 8 Soils, GRASS-LINED SWALE SECTION W T67 — - DETAIL FROM UDFC STANDARDS I I I I I EYJSPNC CONTOURS Mow MECTION W/SLOPE DRAINAGE DIRECTMA PROPOSFD SWALE 20 10 0 20 GRhCNAL SCALE: I' - 20' kgma2lE=Emawl* INSTALL A * NO CONSTRUCflON ACCESS' SICK AT THIS LOCA LEGEND m (& FROSMN CONTROL BLANKET ME 00 STRAW BALE BARRIER El STAMLIZED STAGING AREA DIVERSION DITCH VEHICLE TRACKiNG CONTROL SURFACE ROVGHENtNG blow. ROCK SOCK WATTLE CONCRETE WASHOUT AREA SF - nSF SILT FENCE m @ CHECK DAM (D INLET PROTECnON • ENGINEER'S STATEMENT STOCK PILL AREA ti OUTLET PROTECTION DIVERSION DITCH WGR )MLLIAMS, P.E. SURFACE ROVGHENtNG blow. COLORADO P.E. 34270 WATTLE UNDISTURBED AREA w- 20 10 0 20 ORIQNAL SCALE: I' - 20' • ENGINEER'S STATEMENT PREPARED UNDER MY SUPERMWN 34270 WGR )MLLIAMS, P.E. Know whars blow. COLORADO P.E. 34270 C811 before you dig. FOR AND O R I N BEHALF OF ENGINEERING I C DATE, OF SGNATJRE: SEPTEMBER 27, 2013 V Z = GrIz I = Z=4 Za CITY OF WHEAT RIGE E.,o, EROS oTES DEPT, OF PUBLIC WORK EROSION CONTROL NOTES ENGNEERINC. DIVISION ANDLEGEND CITY OF WHEAT RIDGE E-BOI FENCE DEPT OF PUBLIC WORKS SILT FENCE E ENGINEERING DIVISION ION ME IT- CITY OF WHEAT RIDGE E-BO6 CONC, WASHOUT MTAB T C!X DEPT 'PUB�'C or CONCRETE WASHOUT AREA REEDING D= E No SCKMONA IS ft WT fi4w_- —. Sw.. k n'S, m CITY OF WHEAT RIDGE i E-803 VTC DEPT, OF PUBLIC WORKS VEHICLE TRACKING CONTROL ENGINEERING DMStON 0 CITY OF WHEAT RIDGE VII I EE-BO2 STAGING DEPT, OF PUSAX WORKS ENGINEERING DIVISION STABILIZED N , � AREA Earth Dikes and Drama Swales (ED/DS) EC-10 ... .... ..... .... (> L ----------- D TLC. vscw A q ELL tC o MC1109 WN01 AT PERINCTEP or RLAWET AIC AT MIARPM zws CITY OF WHEAT RIDGE E-BO6 CONC, WASHOUT MTAB T C!X DEPT 'PUB�'C or CONCRETE WASHOUT AREA REEDING D= E No SCKMONA IS ft WT fi4w_- —. Sw.. k n'S, m CITY OF WHEAT RIDGE i E-803 VTC DEPT, OF PUBLIC WORKS VEHICLE TRACKING CONTROL ENGINEERING DMStON 0 CITY OF WHEAT RIDGE VII I EE-BO2 STAGING DEPT, OF PUSAX WORKS ENGINEERING DIVISION STABILIZED N , � AREA Earth Dikes and Drama Swales (ED/DS) EC-10 ... .... ..... .... (> L ----------- D TLC. vscw A q ELL tC MC1109 WN01 AT PERINCTEP or RLAWET AIC AT MIARPM zws wlT AN Ap,3 UNT RNI, or S~U WCAWDAM mc TREKI� ONC F R% H ML L z - (jwe eca) JPANTKAC MCIM TFEWDiLl: AT KA.C4ER If MA- I flND A' 0414 A? - lmrs V11 m AD.CfW F, =s or 0 (SEE ccq� Nosmba2010 Uftn Drainage and Hwd C.MT4 Da, ties Utbm S"onn Dmimp, Cnw.. Mmxal Volume 3 Check Dams (CD) EC-12 I CD "` CtWVrthV't Fy, F2' TVM At OR VPC L 050. 9" (St TAW, W-7. MOOR 0R.WAL VCmk W 5Lr��N A A. m V4 f N a 1'00.. MOD alf.pl-El"VAMT M�VMI� TO NW I'M R~ TWPI VIVE L WA,-V (SEC 1 mo —ox VN�WQL WN- I $OR CPAOAM A`r C b VA PROILL 20") Udu Vmmp 4.4 mwd Cm,l Dzukk CD-3 khw. St- Dminage ClUrria Mam.] V.Iu=3 a Know whafs belOW. Call befom you dig. ENGINEER'S STATEMENT PREPARED UNDER MY SUPERVISION 34, R - FE. — A COLORADO RE, 34270 FOR AND ON BEHALF OF JR ENGINEERING, U-C DATE OF SIGNATURE: SEPTEMBER 27, 2013 DETAIL A �� 1r3,�N lu CITY OF WHEAT RIDGE E-1-108 ROCK-SOCK Q II I DEPT, OF PUBLIC WORKS ROCK SOCK DETAILS ENGINEERING DIV&ON i x = or-Liao (E) �vmoytcw. CITY OF WHEAT RIDGE E-G01 INLET PROTECTION DEPT, OF PUBLIC WORKS ENGINEERING DIVISM INLET PROTECTION SHEET I OF 2 III II 1 VIII III IIII UI -T I — --------- II CITY OF WHEAT RIDGE E-BO5 CONSTYENCE DEPT, OF PUBLIC WORKS CONSTRUCTION FENCE ENGINEERING DIVISION mommm p SEDIMENT BASIN I/ ti lel I f om CITY OF WHEAT RIDGE E-D02 SED,LOG II I I II DEPT, OF IN PEI C WORKS SEDIMENT LOG ENGINEERING DIVISION 3 lAN'Anm&'ZFHZIM- 4 21 2Aw — �C' S. WA.S A.0" QON %I 01XLCESW1 3. M MW .1 A M, W We'M4, .1 St9F SYUk' w KH RWo 14f—W M..53 GMVST i 1w, S) '— b. Sf011Wr "S?.N NC TO K3 . K . W1%, INE UnNt— MMMO n 15 SlARa UV AW QR4S C�',. 15 4 W 5[S5%WNT 8A.*M Aft F4�T,0, nC M,%TMM AREA S t 9* 4P:EMOAkiESMMC9ff1 OrWRW*E SrA Uao cN —*R&kGWOADOYT6 M— @�) 01. 811 J . .. .. ... CITY OF WHEAT RIDGE E-HO2 SED.BASIN E-H02 SED.SASIN DePT, OF PUBLIC WORKS SEDIMENT BASIN SEDIMENT BASIN � � II �I � � I ENGINEERING DIVISION SHEET I OF 2 SHEET 2 OF 2 DATE OF $GNATURE: SEPTEMBER 27, 2013 X� wwsrsnes PLAN VIEW =% CITY OF WHEAT RIDGE E-D02 SED,LOG II I I II DEPT, OF IN PEI C WORKS SEDIMENT LOG ENGINEERING DIVISION 3 lAN'Anm&'ZFHZIM- 4 21 2Aw — �C' S. WA.S A.0" QON %I 01XLCESW1 3. M MW .1 A M, W We'M4, .1 St9F SYUk' w KH RWo 14f—W M..53 GMVST i 1w, S) '— b. Sf011Wr "S?.N NC TO K3 . K . W1%, INE UnNt— MMMO n 15 SlARa UV AW QR4S C�',. 15 4 W 5[S5%WNT 8A.*M Aft F4�T,0, nC M,%TMM AREA S t 9* 4P:EMOAkiESMMC9ff1 OrWRW*E SrA Uao cN —*R&kGWOADOYT6 M— @�) 01. 811 J . .. .. ... CITY OF WHEAT RIDGE E-HO2 SED.BASIN E-H02 SED.SASIN DePT, OF PUBLIC WORKS SEDIMENT BASIN SEDIMENT BASIN � � II �I � � I ENGINEERING DIVISION SHEET I OF 2 SHEET 2 OF 2 DATE OF $GNATURE: SEPTEMBER 27, 2013 PAY ITEMS� CW,RCI E S DEW (4 SY1 C O.. , �.Alll ALK(T $Y) CITY • WHEAT RIDGE DEPT, OF PUBLIC WORKS ENGINEER94G DIVISION PAY AREA LIMIT S' CVRBHEAD TO MATCO INTO EXISTING KXGPNG 8104 AIX "T I 211rXeRIrAI. � (� -Pt+A "' a�{ TRANS, _KT T] I IS MAX, GkMP T �l i EXISTING TOOLED JOINTS To BE CROSSPAN PLACED Q a'O,C_ (rYFH DETECTABLE WA RNING PANEL O1V X 36' RED) MEASUREMENT EACH (E0.) PAY ITEM: OR (SP) LBO VERTICAL CURB RAMP I THIS RAMP IS TO BE USED IN APPLICATIONS WHERE I HE RAMP CROSSES A DRIVEWAY ONLY. IT IS NOT TO RE`, USED AT A STREET CORDER CROSSING 2. DE; "TECT ABLE WARNING PANEL SHALL BE INSTALLED BY SE "TING IN NEWLY FORMED CONCRETE, PANELS SHALL BE PRE-FORMED, RED IN COLOR WITH A TRUNCATED DOME SURFACE AS MANUEAC TUNES BY ARMOR TILE OR APPROVED EQUAL — — — -------- ------------ - ____'_________ — ----- CITY OF WHEAT RIDGE # C-DOG VCG OR . SPECI AL 'L c1XY 4* DEPT OF PUBLIC WORKS VERTICAL CURB RAMP c ENGINEERING DIVISION (SPECIAL) ---------- ]Nr SECTION A-A :x A ------- T -- A PLAN VIEW M7m'9cAT_ 8'CROSSPAN ------------- ---- — -- T g Pr* CITY OF WHEAT RIDGE C-802 8CROBSPAN W DEPT OF PUBLIC ORKS W CROSSPAN C . ENGINEERING DIVISION X' PAM 2 FOR LWAMNS OF OWN54N8 Al _t L A A L A_ I. - L hIs OR W" JOWT m mamumm ea PLAN VIEW SIDEWALK CHASE BRIM= c' OETAt CITY OF WHEAT RIDGE LLARICURIELCHASE W0E. DEPT, OF PUBLIC WORKS SIDEWALK CHASE PAGE I OF 2 ENGINEERING DIVISION PLAN VIEW u 0 IS III 7 SECTION AA V �_RTICALCURBDRPVF�CUT CITY OF WHEAT RIDGE CDQ5 VCG,DC2 DEPT 0 WORKS COMMERCIAL DRIVEWAY WITH -IC r UR \4 ) EN61.EIPRINN. ADA ACCESSIBLE SIDEWALK 7Z, A SECTION A-A DETAtL TRrv PLAN SECTION B-B MOUNTABLE CURB SEC tON B-8 SIDEWALK CHASE VERTICAL CURB UADI CURELCHASE SIDEWALK CHASE PAGE 2 OF 2 SECTION A-A AND SECTION 5-8 12 ......... ......... A PLAN VIEW OF IYA_VAiLotIYEW 22ME AND DETECTABLE WARNING PANEL RETAILS CITY OF WHEAT RIDGE C-CO4 CRT1 DOME CCx DEPT OF PUBLIC WORKS CDOT TYPE to SIDEWALK RAMP ENGINEERING CSOSION SHEET 2 OF 3 c � fWV DETAX FORTYPf I CURB RAMPS T-& CITY OF WHEAT RIDGE LIF C-CO4 CRTI,TDOME COX DEPT. OF PUBLIC WORKS COOT TYPE IA SIDEWALK RAMP c ERING DIVISION SHEET 3 OF 3 ENGINEER'S STATEMENT g0,1MG PREPARED UNDER MY SUPERVISION 34270 kUR_ _E Know. whars below. COLORADO RE, 34270 v Call befom you dig. FOR AND ON BEHALF Of UP ENGINE FRING, kkC {SE S WSORADE COMPACTED TO MINIMUM DENSITY PER . C'."'rATKJN. COOT SECTION 20307 • WHEAT RIDGE DEPT, OF PUBLIC WORKS ENGINEER94G DIVISION PAY AREA LIMIT S' CVRBHEAD TO MATCO INTO EXISTING KXGPNG 8104 AIX "T I 211rXeRIrAI. � (� -Pt+A "' a�{ TRANS, _KT T] I IS MAX, GkMP T �l i EXISTING TOOLED JOINTS To BE CROSSPAN PLACED Q a'O,C_ (rYFH DETECTABLE WA RNING PANEL O1V X 36' RED) MEASUREMENT EACH (E0.) PAY ITEM: OR (SP) LBO VERTICAL CURB RAMP I THIS RAMP IS TO BE USED IN APPLICATIONS WHERE I HE RAMP CROSSES A DRIVEWAY ONLY. IT IS NOT TO RE`, USED AT A STREET CORDER CROSSING 2. DE; "TECT ABLE WARNING PANEL SHALL BE INSTALLED BY SE "TING IN NEWLY FORMED CONCRETE, PANELS SHALL BE PRE-FORMED, RED IN COLOR WITH A TRUNCATED DOME SURFACE AS MANUEAC TUNES BY ARMOR TILE OR APPROVED EQUAL — — — -------- ------------ - ____'_________ — ----- CITY OF WHEAT RIDGE # C-DOG VCG OR . SPECI AL 'L c1XY 4* DEPT OF PUBLIC WORKS VERTICAL CURB RAMP c ENGINEERING DIVISION (SPECIAL) ---------- ]Nr SECTION A-A :x A ------- T -- A PLAN VIEW M7m'9cAT_ 8'CROSSPAN ------------- ---- — -- T g Pr* CITY OF WHEAT RIDGE C-802 8CROBSPAN W DEPT OF PUBLIC ORKS W CROSSPAN C . ENGINEERING DIVISION X' PAM 2 FOR LWAMNS OF OWN54N8 Al _t L A A L A_ I. - L hIs OR W" JOWT m mamumm ea PLAN VIEW SIDEWALK CHASE BRIM= c' OETAt CITY OF WHEAT RIDGE LLARICURIELCHASE W0E. DEPT, OF PUBLIC WORKS SIDEWALK CHASE PAGE I OF 2 ENGINEERING DIVISION PLAN VIEW u 0 IS III 7 SECTION AA V �_RTICALCURBDRPVF�CUT CITY OF WHEAT RIDGE CDQ5 VCG,DC2 DEPT 0 WORKS COMMERCIAL DRIVEWAY WITH -IC r UR \4 ) EN61.EIPRINN. ADA ACCESSIBLE SIDEWALK 7Z, A SECTION A-A DETAtL TRrv PLAN SECTION B-B MOUNTABLE CURB SEC tON B-8 SIDEWALK CHASE VERTICAL CURB UADI CURELCHASE SIDEWALK CHASE PAGE 2 OF 2 SECTION A-A AND SECTION 5-8 12 ......... ......... A PLAN VIEW OF IYA_VAiLotIYEW 22ME AND DETECTABLE WARNING PANEL RETAILS CITY OF WHEAT RIDGE C-CO4 CRT1 DOME CCx DEPT OF PUBLIC WORKS CDOT TYPE to SIDEWALK RAMP ENGINEERING CSOSION SHEET 2 OF 3 c � fWV DETAX FORTYPf I CURB RAMPS T-& CITY OF WHEAT RIDGE LIF C-CO4 CRTI,TDOME COX DEPT. OF PUBLIC WORKS COOT TYPE IA SIDEWALK RAMP c ERING DIVISION SHEET 3 OF 3 ENGINEER'S STATEMENT g0,1MG PREPARED UNDER MY SUPERVISION 34270 kUR_ _E Know. whars below. COLORADO RE, 34270 v Call befom you dig. FOR AND ON BEHALF Of UP ENGINE FRING, kkC CITY OF WHEAT RIDGE # C-DOG VCG OR . SPECI AL 'L c1XY 4* DEPT OF PUBLIC WORKS VERTICAL CURB RAMP c ENGINEERING DIVISION (SPECIAL) ---------- ]Nr SECTION A-A :x A ------- T -- A PLAN VIEW M7m'9cAT_ 8'CROSSPAN ------------- ---- — -- T g Pr* CITY OF WHEAT RIDGE C-802 8CROBSPAN W DEPT OF PUBLIC ORKS W CROSSPAN C . ENGINEERING DIVISION X' PAM 2 FOR LWAMNS OF OWN54N8 Al _t L A A L A_ I. - L hIs OR W" JOWT m mamumm ea PLAN VIEW SIDEWALK CHASE BRIM= c' OETAt CITY OF WHEAT RIDGE LLARICURIELCHASE W0E. DEPT, OF PUBLIC WORKS SIDEWALK CHASE PAGE I OF 2 ENGINEERING DIVISION PLAN VIEW u 0 IS III 7 SECTION AA V �_RTICALCURBDRPVF�CUT CITY OF WHEAT RIDGE CDQ5 VCG,DC2 DEPT 0 WORKS COMMERCIAL DRIVEWAY WITH -IC r UR \4 ) EN61.EIPRINN. ADA ACCESSIBLE SIDEWALK 7Z, A SECTION A-A DETAtL TRrv PLAN SECTION B-B MOUNTABLE CURB SEC tON B-8 SIDEWALK CHASE VERTICAL CURB UADI CURELCHASE SIDEWALK CHASE PAGE 2 OF 2 SECTION A-A AND SECTION 5-8 12 ......... ......... A PLAN VIEW OF IYA_VAiLotIYEW 22ME AND DETECTABLE WARNING PANEL RETAILS CITY OF WHEAT RIDGE C-CO4 CRT1 DOME CCx DEPT OF PUBLIC WORKS CDOT TYPE to SIDEWALK RAMP ENGINEERING CSOSION SHEET 2 OF 3 c � fWV DETAX FORTYPf I CURB RAMPS T-& CITY OF WHEAT RIDGE LIF C-CO4 CRTI,TDOME COX DEPT. OF PUBLIC WORKS COOT TYPE IA SIDEWALK RAMP c ERING DIVISION SHEET 3 OF 3 ENGINEER'S STATEMENT g0,1MG PREPARED UNDER MY SUPERVISION 34270 kUR_ _E Know. whars below. COLORADO RE, 34270 v Call befom you dig. FOR AND ON BEHALF Of UP ENGINE FRING, kkC X' PAM 2 FOR LWAMNS OF OWN54N8 Al _t L A A L A_ I. - L hIs OR W" JOWT m mamumm ea PLAN VIEW SIDEWALK CHASE BRIM= c' OETAt CITY OF WHEAT RIDGE LLARICURIELCHASE W0E. DEPT, OF PUBLIC WORKS SIDEWALK CHASE PAGE I OF 2 ENGINEERING DIVISION PLAN VIEW u 0 IS III 7 SECTION AA V �_RTICALCURBDRPVF�CUT CITY OF WHEAT RIDGE CDQ5 VCG,DC2 DEPT 0 WORKS COMMERCIAL DRIVEWAY WITH -IC r UR \4 ) EN61.EIPRINN. ADA ACCESSIBLE SIDEWALK 7Z, A SECTION A-A DETAtL TRrv PLAN SECTION B-B MOUNTABLE CURB SEC tON B-8 SIDEWALK CHASE VERTICAL CURB UADI CURELCHASE SIDEWALK CHASE PAGE 2 OF 2 SECTION A-A AND SECTION 5-8 12 ......... ......... A PLAN VIEW OF IYA_VAiLotIYEW 22ME AND DETECTABLE WARNING PANEL RETAILS CITY OF WHEAT RIDGE C-CO4 CRT1 DOME CCx DEPT OF PUBLIC WORKS CDOT TYPE to SIDEWALK RAMP ENGINEERING CSOSION SHEET 2 OF 3 c � fWV DETAX FORTYPf I CURB RAMPS T-& CITY OF WHEAT RIDGE LIF C-CO4 CRTI,TDOME COX DEPT. OF PUBLIC WORKS COOT TYPE IA SIDEWALK RAMP c ERING DIVISION SHEET 3 OF 3 ENGINEER'S STATEMENT g0,1MG PREPARED UNDER MY SUPERVISION 34270 kUR_ _E Know. whars below. COLORADO RE, 34270 v Call befom you dig. FOR AND ON BEHALF Of UP ENGINE FRING, kkC m mamumm ea PLAN VIEW SIDEWALK CHASE BRIM= c' OETAt CITY OF WHEAT RIDGE LLARICURIELCHASE W0E. DEPT, OF PUBLIC WORKS SIDEWALK CHASE PAGE I OF 2 ENGINEERING DIVISION PLAN VIEW u 0 IS III 7 SECTION AA V �_RTICALCURBDRPVF�CUT CITY OF WHEAT RIDGE CDQ5 VCG,DC2 DEPT 0 WORKS COMMERCIAL DRIVEWAY WITH -IC r UR \4 ) EN61.EIPRINN. ADA ACCESSIBLE SIDEWALK 7Z, A SECTION A-A DETAtL TRrv PLAN SECTION B-B MOUNTABLE CURB SEC tON B-8 SIDEWALK CHASE VERTICAL CURB UADI CURELCHASE SIDEWALK CHASE PAGE 2 OF 2 SECTION A-A AND SECTION 5-8 12 ......... ......... A PLAN VIEW OF IYA_VAiLotIYEW 22ME AND DETECTABLE WARNING PANEL RETAILS CITY OF WHEAT RIDGE C-CO4 CRT1 DOME CCx DEPT OF PUBLIC WORKS CDOT TYPE to SIDEWALK RAMP ENGINEERING CSOSION SHEET 2 OF 3 c � fWV DETAX FORTYPf I CURB RAMPS T-& CITY OF WHEAT RIDGE LIF C-CO4 CRTI,TDOME COX DEPT. OF PUBLIC WORKS COOT TYPE IA SIDEWALK RAMP c ERING DIVISION SHEET 3 OF 3 ENGINEER'S STATEMENT g0,1MG PREPARED UNDER MY SUPERVISION 34270 kUR_ _E Know. whars below. COLORADO RE, 34270 v Call befom you dig. FOR AND ON BEHALF Of UP ENGINE FRING, kkC V �_RTICALCURBDRPVF�CUT CITY OF WHEAT RIDGE CDQ5 VCG,DC2 DEPT 0 WORKS COMMERCIAL DRIVEWAY WITH -IC r UR \4 ) EN61.EIPRINN. ADA ACCESSIBLE SIDEWALK 7Z, A SECTION A-A DETAtL TRrv PLAN SECTION B-B MOUNTABLE CURB SEC tON B-8 SIDEWALK CHASE VERTICAL CURB UADI CURELCHASE SIDEWALK CHASE PAGE 2 OF 2 SECTION A-A AND SECTION 5-8 12 ......... ......... A PLAN VIEW OF IYA_VAiLotIYEW 22ME AND DETECTABLE WARNING PANEL RETAILS CITY OF WHEAT RIDGE C-CO4 CRT1 DOME CCx DEPT OF PUBLIC WORKS CDOT TYPE to SIDEWALK RAMP ENGINEERING CSOSION SHEET 2 OF 3 c � fWV DETAX FORTYPf I CURB RAMPS T-& CITY OF WHEAT RIDGE LIF C-CO4 CRTI,TDOME COX DEPT. OF PUBLIC WORKS COOT TYPE IA SIDEWALK RAMP c ERING DIVISION SHEET 3 OF 3 ENGINEER'S STATEMENT g0,1MG PREPARED UNDER MY SUPERVISION 34270 kUR_ _E Know. whars below. COLORADO RE, 34270 v Call befom you dig. FOR AND ON BEHALF Of UP ENGINE FRING, kkC CITY OF WHEAT RIDGE C-CO4 CRT1 DOME CCx DEPT OF PUBLIC WORKS CDOT TYPE to SIDEWALK RAMP ENGINEERING CSOSION SHEET 2 OF 3 c � fWV DETAX FORTYPf I CURB RAMPS T-& CITY OF WHEAT RIDGE LIF C-CO4 CRTI,TDOME COX DEPT. OF PUBLIC WORKS COOT TYPE IA SIDEWALK RAMP c ERING DIVISION SHEET 3 OF 3 ENGINEER'S STATEMENT g0,1MG PREPARED UNDER MY SUPERVISION 34270 kUR_ _E Know. whars below. COLORADO RE, 34270 v Call befom you dig. FOR AND ON BEHALF Of UP ENGINE FRING, kkC too -YEAR WS, EL-5360.05 D111VA41111-111111144VI.El MU990M V EURV WEEP. =w5358 89 150 4 4 A All 7/7 4 I COLUMN OF' .1/8"0 HOLES 100-YR ORTFICE PLATE 4 ;s` FOR 2 ROW CONCRETE OPENING TO BE. COVERED By WELL SCREEN NOCROPOOL 3,94' Dow PRE ' PCP EL-5354,00 4 INV EL -,5355,20 PAN EXTENSION TO THE INSIDE FACE, OF THE WALL 4 EL=5356.54 �— I—ooso ORIFICE PLATE BOLTED ON INSIDE WALL OF w39 —.4 / 4 18 Ron OUTLET STRUCTURE AND SIDES OF Woot EL-5354.OD 2, 1;' U BY INTERMITTENT WEDS, V0ELL - SCREEN FRAME L,- -355.48 STEEL P TO ANNE� ATTACHED R BY INTERMITTENT WELDS 0 CO NTERFORATED PLATE FLOW ROL . 4 EL 5355.2U 4 BOTTOM OF l4 3 . 1 4 A BOTTOM OF aQa 00 ' MICROP 5354,00 4 4 4 4 EURV WSEL 535&89 4 STEPS SPACED / 16* MAX 2.0 MICROPOOL Dow PRE ' PCP EL-5354,00 4 INV EL -,5355,20 PAN EXTENSION TO THE INSIDE FACE, OF THE WALL 4 EL=5356.54 �— I—ooso TUA 90 A STANDARD STRUCTURAL qq w39 —.4 / .N j STEEL CHANNEI OHM'" From Figure ll, Cirtisor Openings Only tL FURAI 18 Ron ............. I POP PIPE AND SIDES OF Woot EL-5354.OD RESTRIORON PLATE, Suggested Standardized Trosh Rock and Outlet BY INTERMITTENT WEDS, V0ELL - SCREEN FRAME L,- -355.48 STEEL P TO ANNE� ATTACHED R BY INTERMITTENT WELDS 0 CO NTERFORATED PLATE FLOW ROL . PIPE INV EL 5355.2U 4 4 A BOTTOM OF ' MICROP 5354,00 4 4 4 4 DIIJ [ 01 A 111 El t ; 1114 V, [IL4 U !A I NJ 0 OVERFLOW EL-5361A0 I J 06.18,75 AMERICAN STANDAR 93' EL-53%44 D SLANTE .D STRUCTURAL STEEL CHANNEL. TYPE C INLET TRASH RACK ATTACHED BY AELMNG EL-5360,17 —7- P oo, I-R SOL RIPRAP STEEL PERFORATED BOLT PLATE USNG FLOW CONTROL, STAINLESS STEEL BOLTS PLATE IN CONC. PAN SECTION SFL U.S RLTER• STAN - A ALL EDGES LESS QVEIIFLQW SECTIQN N,T,S, STEEL WELL-SCRE2N WITH A CASKET N.T�S� (OR EOUAL) PER USDCM`.— OR S3UCONE TABLES 6p-1 , 6-2 CAULK BEAD, RESTRICTION RESTRICTION PLATE DETAIL a ., . -- Po- sF N.T.S. I WOROPOOL W.S. W.S- -- BOTTOM OF MICROPOOL Dow PRE ' PCP EL-5354,00 NOTCH IN THE WALL FOR INV EL -,5355,20 PAN EXTENSION TO THE INSIDE FACE, OF THE WALL 08,08,75 AMERICAN EL=5356.54 �— I—ooso TUA 90 A STANDARD STRUCTURAL qq w39 —.4 .N j STEEL CHANNEI OHM'" From Figure ll, Cirtisor Openings Only tL FURAI INTO CONCRETE BOTTOM R Value = (net open oreo)/(gross rock area) = HO AND SIDES OF Woot EL-5354.OD TRASH RACK ATTACHED Suggested Standardized Trosh Rock and Outlet BY INTERMITTENT WEDS, V0ELL - SCREEN FRAME ------- STEEL P TO ANNE� ATTACHED R BY INTERMITTENT WELDS CO NTERFORATED PLATE FLOW ROL . Stainless Steel Support sure Na . 93 Stainless X CONTRACTOR TO LEAVE A Steet (U S' Famer. NOTCH IN THE WALL FOR or Equal) Wires PAN EXTENSION TO THE INSIDE FACE, OF THE WALL FLOW EL=5356.54 �— I—ooso w39 —.4 34270 From Figure 6, Circular Openings Only R Value = (net open oreo)/(gross rock area) = HO COLORADO A.E. 34270 FOR AND ON BEHALF OF JR ENGINEERING, IIC EL-5354.OD Fqure 6-0 Suggested Standardized Trosh Rock and Outlet Design For WQCV Outlets With Circulor Openings ------- DIll If 11,419411 ■ BOLT PLATE Users STANLESS STEEL aDLTs 13.65 O.C. TYP, I RMADONSHIP TO CONCRE TE OPENNC TYPICAL AROUND STEEL PLATE m I COILMN OF 3/8 He FOR 2 ROW 3.94' FLOW CONTROL PLATE DETAIL ENGINEER'S STATEMENT PREPARED UNDER MY SUPERMSION 34270 WURTI COLORADO A.E. 34270 FOR AND ON BEHALF OF JR ENGINEERING, IIC ,a- WIZ 't *d e r' 4 Building & Inspection Services Division 7500 W. 29 Ave., Wheat Ridge, CO 80033 MrIfFA&M am D&;. �0? an # 12DI Permit # K/M h,e-, , lx—� Y C/ 1-k ? /. City, State, Zip: &0 =!O rFtlq■n City License # 9= Naffc�� ME= a m. 11"ANTIAM. IM 41 WITIN uns app"Uation, Ila I 0jul UIC and am also authorized by the legal owner of any entity included on this application to list that entity on this application. figiffiffim OEPARTMENT USE 014LY ff (0 (CONTIUCTOR) 55NUUMIffm ! M- FIRE DEPARTMENT,: o approved w/ comments 0 disapproved 0 no review required] Bldg Valuation: ZONING COMMENTS: Zoning: Reviamr: BUILDING DEPARTMENT COMMENTS: Reviewer, figiffiffim OEPARTMENT USE 014LY ff (0 (CONTIUCTOR) 55NUUMIffm ! M- FIRE DEPARTMENT,: o approved w/ comments 0 disapproved 0 no review required] Bldg Valuation: Plan View SIMON ■ I 9 ON am -120 Satin Aluminum vinyl. Copy: #3650 bject to change Logo, digital output on white opaque white vinyl. Copy to be #3650-120 Satin Alumimum. 0,D. steel pipe sleeve embedded in concrete to( TYP Both Supports 2 n 2 jfidwf Moir, Nkf ter r" • ., and am also authori « yt e owner of any entity included ► o �. [A. - - T� Plan View 1A d f � '��"" m ,.„,,,«.. � +.... «.,..w...aw,uw.,� �,Mw ww «,a.,mw. aw�u�* mmm 15WININ # . TYP. Both Supports o N & sf-11116cu bm"'I'v UL 2161 COMPLIAN f PER NEC AND Account Rep.- R.F. Client: City of Wheat Ridge Revisions: MANUFACTURING DECO MMEND Date: 4/25/13 Kendall Park 1 W M4 Drawn by: RH 6351 W. 44th St. Voltage: Safety Requireme Scale: Wheat Ridge, CO Client Approva O�This design is the exclusive property of Gordon Sign and cannot be reproduced either in whole or in part without their consent, Sheet 10 of16 Gordon Sign will endeavor to closely match colors,, including PMS colors where specified, We cann4 t guarantee exact matches due to varying compatibility of surface materiais and paints used, N & sf-11116cu bm"'I'v DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 9250 BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 7/30/99 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address : 6351 W 44TH AVE Phone : Contractor License No. : 20405 Company : Renegade Enterprises LLC Phone : 727-8800 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Description : Demo Building (Los Panchos Restaurant) Construction Value : $0.00 Permit Fee : Use Tax : $0.00 Total: $0.00 Use: Electrical License No : Company : Plumbing License No : Company: Mechanical License No : Company : Expiration Date : Expiration Date : Expiration Date : Approval: Approval: Approval: (7) This permit was issued in accortlance with the provisions set forth in yopur application antl is subject to the laws of the State of Colorado and to ihe Zoning Regulations and Building Cotle of Wheat Ridge, Coloredo or any other applicable ordinances of the City. (2) This permii shall expire if (A) the work authorizetl is no[ commencetl within sixly (80) days Rom issue date or (B) the builtling authorized is suspended or abandoned for a period of 120 days. (3) If this permit expires, a new permit may be acquired For a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans antl specifcations and any suspension or abandonment has not exceeded one (1) year. If chan9es are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of waler causing a drainage problem. (5) Contrec[or shall notiry fhe Building Inspec[or hventy-four (24) hours in advance For all inspections antl shall receive written appmval on inspection cartl before proceediing with successive phases of the ob. (6) The issuance of a permit or ihe appmval o~drewings and specifcations shall not be construetl to be a permit for, nor an approval of, any violation of the provisions of ihe , ilding codes or any other ordinance, law, rule or regulation. ,r/~~.?v Chief Buildiffg Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT Buiiding Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 qPPLICATIo N Property Owner :,~AV~. U' •2 L ' ( ~..l~(~, Property Address : ~ Wit `-Y Li {'k aUi-A Contractor License No. : Company :Qrin-, n 4AJn 'r1. OJ/Y//)iC, e OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this pertnit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements s own, and allegations made are accurate; that I have read and agree to abide by all condition printed on this application, and that I assume full responsibility for complia%eth lhgfWheat Ridge Building Code (U.B.C.) and all other applicable Whea idge ordina rk under this pertnit. (OWNER)(CONTRACTOR) SIGN DATE~ Description : Phone: Phone,5.155 , ~ Construction Value : Permit Fee : Use Tax : Total : Use DEPARTMENT USE ONLY Approval : Zoning : SIC : Sq. Ft. : Approval : Approval : Occupancy : Walis : Roof : Stories : Residential Units : Electrical License No : Plumbing License No : Mechanical License No : Company : Company : Company : Expiration Date : Expiration Date : Expiration Date : Approvai: Approval: Approval: (1) This permit was issued in accor0ance with the provisions set forth in yopur application and is subject to the laws of the State of Coloredo and to the Zoning Regulations and Building Code of Wheat Ridye, Coloredo or any other apPlicable oMinances of the Ciry. (2) This pertnit shall ezpire i( (A) the work authonzed is not commenced within sixry (60) tlays fram issue date or (B) the buildin uthorizetl is suspended or abantlonetl for.a periotl of 120 tlays. (3) If this pertnit expires, a new pertnit may be acquiretl for a fee of one-half the amount nortnally required, provided no changes ha been orwill be matle in the onginal plans and specifications antl any suspension or abandonment has not exceetletl one (1) year. If changes are made or if sOSpension or abantlonment exceeds one (i) year, PoII fees shall he paid for a new pertnit (4) No work of any manner Shall be tlone thatwill change the natural flow Of water wu5ing a tlrainage ptoblem. (5) ConVactor shall notify the Building Inspector iwenly-four (24) hours in atlvance for all inspections and shall receive wntten approval on inspection wrd before proceetliing with successive phases of thejob. (6) The issuance of a permit or the approval of tlrewings antl speciflcations shall not be canstrued to be a pertnit tor, nor an approval of, any violation of the provisions of the builtling wdes or any other ordinance , law, Nle or regulation. Chief Building Inspector 0 DEPARTMENT OF COMMUNITY DEVELAPMENT 7500 WEST 29th AvENUE BUILDING INSPECTION DIVISION PERMIT N0.MP92#3258 237-8944 EXT. 255 P.O. BOX 698 CITY OF WHEAT RIDGE, COLO. - THIS PERMIT VALID ONLY WHEN 516NED BY THE CHIEF BUILDING INSPECTOR AND RECEIPTED BELOW. dOBADDRESS 1°'v ' I ` ` ' - -1 ' CONTRACTOR '_Lo/v y C19101V~ ~"UiI~Tl' ADDRESS ~ S a,oPgi/oR1{OF ST C1TYP-9N ✓ F4- OO ZIP CODE PHONE 9 6, - 12 LICENSE NO. OWNER PHONE ZIP CODE CONTRACT PRICE S / ybp • 1. TVPE Ground❑ Woll❑ Proieetinp❑ Other SaOFees 2. MATERIAL ~ Tofal Squon FNt SIGNS 3. IILUMINATION YssCI No❑ Typs Ebel. PormiT No. 4 SET BACK FROM PROPERTY LINE N _ S_ E_ (SOecify vfiieh is f ronf ) ❑ ❑ 1 1. TYPE solidO MonTMn80%ODan(] INSPECTION TICKET MATERIAL ? FENCES ' SET BACK FROM PROPER7Y LINE N 3 _ Jpg S_ E_ , w-~F ~F v`^'(lY^-~ . (Soeei}v whieA if tront) ❑ qDDRESS ❑ ~ I. OTHER 2 13. >'YlQ~r3 DATE: , ~a""a' BLDG. PERMIT# PERMITN DRAW SKETCH OR SHOW BELOW,tHE FENCE,SIGN,OR OTHER STRUCTI (SETBACKS OR PROJECTIONSINCLUDED). BLDG. CONTR. SUBCONTRACTOR DATE INSP. REQ. 1, -z ZTYPE OF INSP. ~w~-a-~~-4sN~~• I INSPECTION MAD~ ( "-2~3'~I REMARKS STREET NAME SHOW DISTANCES FROM THE MAIN BUILDING TPADJOINING Ii0USE5, STR DISTANCE TO PROPERTY LINES, NOT MA%IMUM OR AVERAGE DISTA! W.R. FORM 619 ~ APPLICATION FOR PLUM&NG; ELEC THIS APPLICATION WILL BECOME A PERMIT TO PERFORM THE INDICATEI 7SION. PERMIT WILL E%PIRE 60 DAYS FROM DATE OF ISSUAN ELECTRICAL PERMIT STATE LICENSE N0. ALUMINUNMAREUNOERSIZEBIl.LE6AL PLUMBING-rERMrV--- STATE IICENSE N0. `3 I FLOOR BSM IST 2N0 3R0 4TH mccrtRrv~LRZ r~Rmr. N0. FUEL•ClrcbOne qlPropone ElxSdm pp, WATER CLOSET FORCED AIR - BTU TEMPORARY METER NEW SERVICE AMPS- WASH BOWL BATH TUB HOT WATER - BTU STEAM BTU CHANGE SERVICE-AMPS LI6HTING HEATING SHOWER SINK GARBAGE DISP. AIR CONDITIONING-BTU OTHER REFRIGERATION SYSTEM POWER SUB-CIRCUITS UTILITY (RANGE, DISPOSER, ETC.) FIXTURES WATER HEATER AUTO. WASHER DISH WASMER Befri sroM Grou Pounds Char e AUTOMATIG SPRINKLER SYSTEM WIRING MOTOR$ d CONTROLS FLOOR DRAM ELEVATOR SIGNS URINAI, TRANSfORMERS 6 RECTFIERS SEWERS ADDITION TO OLD WORK OTHER I MOTORS OVER I HP TOTAL FI%TURES I ` z•-Q..=~°.~ R.~-h-k: REMARKS ~ iieo- t this a ih d PERMIT FEE ~ ~ NOT VAIID' UNLfiES&5 RECEIPTEI pp o qe I hereby ocknowle tion n correet and understand that I li USE TAX sees eannot start this projscf unfil this aDP - $ G~,~ ~3 eotion if aDOroved. I anoll comply with TOTAL FEE ~ fha lawf ofi 1he Sfate of Cotorado ondto ths Zoninq Rsaulatioro ond Buildinq APpROVED C ~'66,3ia67 ~ Code of the City ot Wheat RidQS. Any violation ot the above ferme will couee DISAPPROVED . CHIEF BUILDI INSPECTOR,City of Wheot Ridqe immsdiafe revocation of this De.mil. . CALL 237-8944 EXT. 255 24 HOURS IN ADVANCE ~2-~~Z ~ FORINSPECTIONS ~ Oate Issued ~o014eanb IonaNn. . G[l