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4340 Vance Street
City of Wheat Ridge Commercial Mechanica PERMIT - 201802590 PERMIT NO: 201802590 ISSUED: 09/24/2018 JOB ADDRESS: 4340 Vance St EXPIRES: 09/24/2019 JOB DESCRIPTION: Remove old domestic water expansion tank and install new domestic water expansion tank, like for like 160 gallons/ASME. *** CONTACTS *** OWNER (303)424-1622 WHEAT RIDGE TOWN CENTER APARTM SUB (303)424-1622 Jack E. Major Jr. 017013 Major Heating *** PARCEL INFO *** ZONE CODE: UA / Unassigned SUBDIVISION CODE: 170 / Apts/Low Income USE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 10,822.92 FEES Total Valuation 0.00 Use Tax 227.28 Permit Fee 220.15 ** TOTAL ** 447.43 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2017 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is subject to field inspections. 1, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this er . I further attest that I a Ily authorized to include all entities named within this document as parties to the work to be perfor e that all k to be rmed is disclosed in this document and/or its' accompanying approved plans and specifications. T j ignature of OWN4R or_tOTRACTOR (Circle one) Date I , This permit was issu`eded-n the information provided in the permit appl cation and accompanying )Tans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change_ of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any app tca 1e code or an rdinance or regulation of this jurisdiction. Approval of work is subject to f any inspection. ei Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of W heat �idge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Permits(cDci.wheatridge.co.us FOR OFFICE USE ONLY Date: RN//z Plan/Permit # !�Jy / t A6gc) Plan Review Fee: i4l4 , /3 Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Propertv Owner VO 94c4i�e4 I / e /Jo: Property Owner Email: %C c !r • i Phone: J �� e Tenant (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: 11S b f !� �b Get c-�i : Tt M City, State, Zip: oe"'0.4-'r, rO 20 _Z Arc itect/Eng"neere Arch itectlEngineer E-mail: �/� Phone: Contractor Name: c ���Al City of Wheat Ridge License m0/10/33)Phone: 303 Contractor E-mail Address: A,9 • C�'`� For Plan Review Questions & Comments (please print):: c / CONTACT NAME (please print): C- / " ` `/ "/- Phone: �d 7` ��� 2 CONTACT EMAIL(p/ease print): X1119 /q -f f �Jd /P'r `Z Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W. R. City License # W.R. City License # W. R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # COMMERCIAL ❑ RESIDENTIAL Description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. r e c/ / 1 a C�� � ° � �' �o � � � � �d flit i �'� L Com✓ `�-'C � � Sq. FULF Amps BTUs Squares Gallons / 6 y Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Project Value: (Contract value or the cost of all materials and labor included in the entire project) o' S ZZ. 5 -z- OWNER/CONTRACTOR 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 applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided ation. — CIRCLE ONE: (OWNER) (C T or ( THORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first And last name): DATE: Printed Name: �� C ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: FOR OFFICE USE ONLYk., City of tete: ('�'Wh6atjl_�_id le ,jg mT Building & Inspection Services Division 7500 W. 2e Ave., Wheat Midge, CO 80033 Plan Review Pee: <. `ice: 303-235-2855 * Fax: 303.237-8929 Inspection Imine: 303-234-5933 PA, I Building it Application � ,x * pie"* complete all highlighted areas ort both sidosofthis form. InomVietkapol 00,44'. nit11* Property Address: ewe` Property Owner (please print): i�h�►n�: w d.. Ag Property Owner Email: Mailing Address: (r"f different than property address) Address: City, State,,,Zip: Contractor: Contractors City License 14W2 ipe/ P h ons: Contractor E-mail dress: Sub Contractors.- Electrical: o r ctor .- Electrical: fes— Plumbing, Mechanical: W.R. City Licen # WR. City License W.R. City License # Other City Licensed Sub: dither City Licensed Sub: City license # City License Complete all information`on BOTH sides of this I'ar A A A m• A • as A.. m� IY A ■ .m A rr • A m. s A m, � +t w A Mount Or Mat is To De Us , e1c.) Sq. 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Z -^ W m m n r< ri x II x W z, I N C. om m 0 0 n zp z z I x W C n z II X U C; �La- / A, 0 City of Wh6atR - j,gge ] � DEVELOPMENT 0*4/23/2013 plan # 2 CIRCUONE: fOWYER) (CONTRACTOR) gc OUTHORIZEDREPRESENrATIVE) of (011 ER) (('O,'VTR4CTtut) "I Z' aliw"-B SolarCity, Inc. 3055 Clearview Way San Mateo, CA, 94402 888-765-2489 OWNER: Wheat Ridge Town Center Apartments, LLLP, 4340 Vance Street Meat Ridge, CO 80033 1-(303) 832-4400 APPROVED & ibject to Fie�d lnspecfio Wheat, Date: * A' P�an t';heCKe,�' PROJECT DESIGNED BY: SolarCity, Inc. 3055 Clearview Way San Mateo, CA. 94402 888-765-2489 Work shall' comply with 2006 IBC, IPC, IMC. TFGC, IFC, 2005 NECI and any applicable City of'Wheat Ridge Mtmicipal Codes, 13 a« a � / \° . � � y = / .. . � � ■aam www „e apswu - i■s twipu p@$■m Cateoery © C M. tLegutred Vartaples Design Wind Pressures based upon: mean roof height, ft 15 ASCE 7-05 Chapter 6 Wind Loading Exposure Category (6,5.6,3) C Mrn (weight of Trina TSM-240PC modules) Basic Wind Speed (Figure 6-1 or local data) 100 Equation 6.5,13.3: Component and Cladding Elements Importance Factor (1 for residential) I Wind Pressure P = qh*G*Cn Roof Shape Mono Slope 6.5,10: Velocity Pressure Panel Tilt (degrees) 10,0 deg qh = 0,00256*gz*Kzt*Kd*VI Roof Zone 3 contiguous sq. feet of array 17,6 From iatk1:1 least width of the building 35.5 Kz = 0.85 Obstructed wind flow? No From FiauLq 6-_4. Kzt = 1= LocalT"g9ry2hica1 Features From 'Table §:!L (choose standard "or refer to pictures fight, end below) Kd = 0.85 type of hill none From ±g9M§:L Mil Height (h) (ft) V = 100 slope of hill (degrees) From table 6-1: horizontal distance from hilltop to house(x) 1= height from bottom of hill to mean roof height(z) From VeloG Pressure Uatlon: qh = 18,47 Design in Pressures From flar 6 -1st P (tbs. per sq. ft.) = qh*Cn*G Cn (down) = 2.50 Pd (downforce pressure) = 39.26 Cn (uplift) = -2.37 Pu (uplift pressure) = -37.16 Erorn 6 G = (L85 Max Tributary Area Max Uplift Force on a Single Standoff Individual Rows in Landscape Pmax (tbs.) = Amax*Pu + 0.6*PL*COSO Thrra TSM-24OPC Amax (sq. ft,) = 0.5*L*X Factor of Safety = FI*NI/Pmax L (length of panel in ft, perpendicular to rail 109 Fastner Type: S61 Clamp (Per Plans) X (distance between standoffs in ft.) 113 Y (distance between standoffs in ft,) 2k7 140 = Ft (pullout capacity of fastener (tbs)) Amax 128 1 = N1 (number of fasteners per standoff) 1.21 =Factor of Safety ggad Load Calculations • (tbs/sq. L (length of Trina TSM-240PC modules) 5A1 W (width of Trina TSM-240PC modules) 3.09 Mrn (weight of Trina TSM-240PC modules) 43,00 Mh (weight of hardware per module) 15,36 --------- --- W WSMUM • , !I # a . I . 9 ##, Panel Tilt (degrees) 10,0 deg Roof Zone 3 contiguous sq. feet of array 17.6 least width of the building 35.5 Obstructed wind flow? No Local DaeQgLaphical Features (choose "standard 'or refer to pictures tight, and below) type of hill none Hill Height (h) (ft) slope of hill (degrees) horizontal distance from Ultop to house(x) height from bottom of hill to mean roof height(z) Deskqn Wind Pressures P (lb& per sq. ft.) = qh*Cn*G Pd (downforce pressure) = 2617 Pu (uplift pressure) (MMIDJUMM', F WIM-M-1 EM I = NI (number of fasteners per standoff) 1.41 = Factor of Safety DeeLl Load Calculations DL (lbs/sq. L (length of Trina TSM-24OPC modules) W (wrdth of Trina TSM-24OPC modules) Mh (weight • hardware per module) 5.41 3.09 4� 1 5�36 W M So[arC4ty Corporation 3055 Cdeary ew Way, San Mateo, CA 94402 7:(888)'765 -2489 Wind Loads: Components and Cladding (ASCE 7-05 Section 6.5,13,3) Sesic Wind Speed = 100 mph Exposure= � Occupancy Category= SZ Height, z = 15 ft cx - 9.5 (ASCU° 7. Table 6 - 2) gt, = 18.47 psf G = 0.65 (AscE 7 6.5.a) C = from ASCE T Figure -1 91 •' A .s t. t°, dox%m run Ares care, &c o nnxetuartnsts from atT and daaetlenna stsrrlare,> I C Car ward tdow dentaos ivIadtively wtobitram¢d x4nrad done wuh bkxkwegtZ kiw than or xpial to Sat^ ,, tabs (sad aetart flares dewlva oh3a"oi twloe s nxat` tad adastsea emm d ploy% ( M1S 'ro d? * k agc) :3. Lena vojo o o when tha r 0"'Ke savowil, tiogat »nunTuxarssum ee taatanIdMI at. dedto and aim rus sti""s anilr nih prasoiUms t on tonenrds ¢ set arum+ Inn the @eye rcxnrf 3urdaeta. re +dear ttroste°. $ Cornrmocr , asrscd cWdorg thaneews adaadd br, dempW4 dear dtrasun"a mul ne8anve daft scats coctCisaerass sdacrwex o dtrek of leaasi horte(owd rdintemm n or it 41k, cstue8nu ver n stnsatert Inn mast lcsa thm 4% aet" chase hotwe {d @YPta°dnS4o" or :. A 0£t t) rat $ h '"41M r ofl alsdtt' 10, (taxi d. hosi xo%tat a itteasasion of bud din ru .omtecd in along aurae( dimanxt, ti, trot} 0 tatt&ds or plane o& mast fit hotlemoai, elr:*m' IM L = 35.5 ft fi = 10 A S = 128 ft e = 3.56 ft e = 12 ft 4e = 50A ft alt= 177 ft` (1 Module) C ,� SoiarCity Corporation 3055 Clearview Way, San Mateo, CA 94402 T: (888) 765-2489 Downward = 39.3 psf 26.2 psf Upward = -37.2 psf -24.6 psf EffeCt, Wind I Area Area__j Clear Wind Flow I Obstructed Wind Flow L Mow sm Downward = 39.3 psf 26.2 psf Upward = -37.2 psf -24.6 psf per 0 6 IBC Chapter 16 and ' SCE 7-05 Section IIVVERTER DATA Inverter Brand Solectria Inverter Model# PVI 75kW Overal dimensions. H = 76 in. W = 54 in. t7 = 29.3 in. Unit Weight: W P _ 1765 lb component operating weight Center of Gravity: hCQ = 38 in. height of center of gravity above slag site coefficient from USES web site Z = 4 in. height of attachment above slab Spectral response acceleration at periods of 1 Second, USGS web site n, - 2 number of anchors in wide dimension (IBC 16-38, ASCE 11.4 -2)) S M , = 0 137 * X = 32.00 in. separation of anchors in wide dimension (IBC 16 -40, ASCE 11.4 -4) Sp, ° 0.091 * g h - 2 number of anchors in narrow dimension Rp,bass`c = 2.5 XD = 30.00 in. separation of anchors in narrow dimension 1 - 1.5 x : 31.00 in. distance from bolt to far edge of cabinet Wheat Ridge, CO, 80033 Latitude and longitude from Google Earth Latitude: 39.78 deg Longitude: - 105.08 deg Soil Site Class: C Default assumption per IBC 1613.5.2 SEISMIC GROUND MOTION VALUES F = 1.6 site coefficient from USES web site v = 2.4 site coefficient from USES web site S = 0225 * g Spectral response acceleration at short periods from USGS web site S, = 0,057 * g Spectral response acceleration at periods of 1 Second, USGS web site S = F. * S. (IBC 16-37, ASCE 11.4 -1) Sms = 0.360 * g S = F * S, (IBC 16-38, ASCE 11.4 -2)) S M , = 0 137 * S _ (213) * S (18C 16-39, ASCE 11.43) Sos ° 0.240 * g S = (213) * S (IBC 16 -40, ASCE 11.4 -4) Sp, ° 0.091 * g COMPONENT FACTORS FOR ASCE SECTION 13.3.1 a = 1,0 component amplification factor, ASCE Table 13.6 -1 Rp,bass`c = 2.5 basic component response modification factor, ASCE Table 13.6 -1 R = 1. 5 component response modification factor for concrete, ASCE Section 13.4.2 1 - 1.5 component importance factor, ASCE Section 13.1.3 .., F „r , °' M331M Job Name: 8001512 Daterrime : 4/18/2013 11:36 AM Anchor : 318" SET-XP Number of Anchors - 1 Steel Grade A193 R. B8 (304SS) OR B8M (316SS) Embedment Depth - 6 in Built-up Grout Pads No I CX1 Cx2 N M + __+y 2 .� h4 tb VUax IANCHOR *Nu a IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESWN MINCATES CENTER OF Tai EANCHOR • Base Material g • Condition : B tension and Thickness, h.: 16 in I \ C'v 1.00 iF 13813 psi P Supplementary edge reinforcement, No Hole Condition: Dry Concrete Inspection : Continuous Temperature Range: I (Maximum 110 OF short term and 75 OF long term temp.) c) Factored Loads Load factor source - ACI 318 Section 9,2 Nua: 0 lb Vuay: 41b MUY: 0 lb*ft e x : 0 in e 0 in y Moderate/high seismic risk or intermediate/high design category: No Anchor w/ sustained tension : No .. q- F, 15 0 0, d) Anchor Parameters From ICC-ES ESR-2508: Anchor Model = SETXp d = 0.375 in Category = I hef 6 in hmin = 7.875 in c ac 18 in e mirs = 1.75 in S min = 3 in Ductile = Yes Effilla I L --Ppt Nsa = nA Se futa [Eq. D-3] Number • anchors acting in tension, n = 0 Vuax: 127 lb MUX: 0 Ib*ft m N = 8234,90 lb (Eq. D-16a) i = 0.65 [ IMES E AIM R-2508 5352.68 lb (for a single anchor) 7) Side Face Blowout of Anchor in Tension (Sec. D.5.41 Q*' edge, c < 0,4hef, Not applicable in this case. AvCy = 10&00 ip AvCOy = 162.00 in [Eq. D-23) \ e = O.9000 [Eq. D-27 or D-281 \ Cm = 1,0000 [Sec. D-6-2.71 „� ����� ��. �..� COMMERCIAL INVERTERS The most fully custornizable full-tine of commercial grid-tied PV inverters available todaLi, the PVI 50-10OKW series of Solec"d7a Renew2bles ityertera4as �,ee* utilize,4 it • COMMERCIAL INVERTERS The most fully custornizable full-tine of commercial grid-tied PV inverters available todaLi, the PVI 50-10OKW series of Solec"d7a Renew2bles ityertera4as �,ee* utilize,4 it Absolute Maximum Input Voltage 60O � MPPT Input Voltage Range 312 -500 VDC.. MPPT'input Voltage Range LV Dption 296 500 VDC Maximum Operating Input Current 169A 202 A 152 A 285 A 334 A r Maximum Operating Input Current LV Option 178A 213 A 265 A 300 A 352A � cq c x , Nominal Output Voltage 208.240„ 480 or 600 VAC. 3 -Ph (4 wire option) � ° AC Voltage Range (Standard) - 12%1-10% u Continuous Output Power 50 kW 60 kW 75 kW 85 kW 1001 k 208 VAC; 139 A 157 A 208A 236 A 278A ° 2401 VAC 120A 145 A 180A 205A 241 A E Continuous Output Current n 480VAC 60A 73A 90A 102A 120A c 600 VAC 48A SPA 72A 82A 96A e Maximum Backfeed Current 0 A Nominal Output Frequency 60 tic Output Frequency Range 59.3 60.5 Hz � Power Factor Unity, >0.99 Total Harmonic Distortion (THt3) 33k 208 VAC Premium 96.5% 97,0% ~ Z 208/240 VAC: 96,0% 966% � Peak Efficiency a 486 VAC Premium 97,0% 97.5`5 , 4801600 VAC 56.5 % 97.0% ° 208 VAC Premium 95.034 96.5% 208/240 VAC 95.5° 96,0 CEC'. Efficiency 480VAC Premium 96.5`91+ 97.0°x5 480/240 VAC: 96.0% 96 5% 208 VAC 4 W 240 VAC: 5 4V Tare toss 480VAC 8 W 600 VAC 12W Fused 2.8 positions, 40 -275 A Breakers 2 "8 positions, 40,300 A Ambient Temperature Range (full power) 40 °F to .122'F ( -40 to r- 50°C) Storage Temperature Range 40 °Fto +l 58-F i °40 to +70 Relative Humidity (non - condensing) 0..95% Web Monitoring (inverter Direct ) . SolrenView Revenue Gracie Monitoring External Sub Array Monitoring (Sm7one) 2 "8 zones Cellular Communication SolrenViewAIR Third Party Compatibility Standard via MODBUS Safety Listings & Certifications UL 1741 (IEEE 1567, IEEE 1547.1, IEEE 62.41.2, IEEE 62.45, IEEE C37,90,2, CSA 022.2 #107.1, FCC part 15 8 Certification Agency E'TL Standard 5 Year Optional 117„ 15, 20 year: extended service agreement, uptime guarantee Transformer Standard, fully integrated (internal) AC/DC Disconnects Standard, fully - integrated Dimensions 208/240 VAC (If x W x D) - Side Facing Disconnects 76 in. x 54 in. x 29.25 in. (19:30 mm x 1372 mm x 743 mfr) Dimensions 480/600 (H x W x 0) Side Facing Disconnects 76 in„ x 53 in. x 29.25 in. (1930 cam x 1338 mm x 7+43 mod Dimensions 2081240 VAC to x Wx OF - Forward Facing Disconnects 76 in. x 89 in. x 29.25 In, (1930 nrm x 2246 rnm x 743 mm) Dimensions 480/600 (H x W x D) Forward Facing Disconnects 76 in, x 81 in. x 29.25 in. (1930 rnm x 2044 mm x 743 map Weight 1545lbs (700 kg) 1765 ins (800 kg) Enclosure Rating NEMA 3Ft Enclosure finish Polyester powder coated steel, Optional stainless steel R E N W S L E S www.soiren.com inverters@solren.coni 1 SI M683.9700 R 0 MMU= Base material T�emofaluofee Cdr T CUM Tim 50 10 7Fhr—s 2 670 16 48 hrs. V4324 70 21 24 h r s. 9� 3 2 -- �2�4 — hrs . 110 hrs. r: SET•XP56 SET-XP Cartridge System 5111 QN a E 05 is 1. The information presented in this table is to be used in conjunction with the design criteda of ICC-ES AC 308, See pages 18-19 of C-SAS-2009 Anchoring andFastening Systems for Concrete and Masonry catalog. 2. Minimum and maximum embedment depths are are listed in accordance with ICC-ES AC308 requirements, 1,1Z See page 5 for an explanation @ET-XPO Epoxy Anchor Tension Design Data tot Threaded Rod and Rehar in Normal-Weight Concrete a] 11E as Ej * o the load table icons . .. ........ . Drill Bit Diameter----__— Minim TIr isile Stress Area Permitted Embedment Depth Range' Threaded Rod Minimum Concrete TN kness Critical Edge Distance ance Minimum Anchor a E 05 is 1. The information presented in this table is to be used in conjunction with the design criteda of ICC-ES AC 308, See pages 18-19 of C-SAS-2009 Anchoring andFastening Systems for Concrete and Masonry catalog. 2. Minimum and maximum embedment depths are are listed in accordance with ICC-ES AC308 requirements, 1,1Z See page 5 for an explanation @ET-XPO Epoxy Anchor Tension Design Data tot Threaded Rod and Rehar in Normal-Weight Concrete a] 11E as Ej * o the load table icons . .. ........ . Minim TIr isile Stress Area Threaded Rod ren to R notion Fa r- feel a0ure___ 0,751 Effectiveness Factor - Uncracked Concrete ion Factor - Breakout Failure MINNOW Permitted Embedment Depth Range Characteristic Bond StrdnQ!h Permitted Embedment Depth Range I �haii 3feWb Permitted Embedment Depth Range rmitted Embedment Depth Range SET -XP 6 Epoxy Anchor Installation Information and Additional Data for Threaded Rod and Reber in Normal-Weight Concrete' SIMPSON See page 5 for an explanation SET-XPO Epoxy Anchor ftear Design Data for Threaded Rod and Rebar in Normal-Weight Concretet of the load table icons C �Y 0 kr u C3 ru t7r t� L5 513 c+3 4J tMinunum Shear Stress * aa. [Shear Resistance of Steel - ASTM A 193, Grade B7 rs a i •, �{ y dI Y F R Strength i.,' Minimum Shear Stress Area ♦ � a ^- ngth Reductio 0 Y 6 Outside Diamete of Anchor Load Bearing Length of Anchor in Shear Strength Reduction Factor - Break d 8 d C �Y 0 kr u C3 ru t7r t� L5 513 c+3 4J I N I I (1:12-",il) 4/1812013 8001512 - Inverter Pad,xIsx USGS 4 Period Sa (sec) (9) 0.2 0,361 (SMs, Site Class D) 1�0 0138 Site Class D) Period Sa (sec) (g) 0.2 0.241 (SDs, Site Class D) 1,0 1 M2 (SD1, Site Class D) TSM The Universal Solution Manufactured according to International Quality and Environment Management System (I509001, IS014001) T 0 rinasolar fbe po v, behind the Pand �K,6,2 5, R�Ctl 730, k,'L! 70 RA'SWety Oam, P, C�_ 8 = 35r05rn C — =57in F = 37 05in 7 9 - 4 Wgwq M Efficiency up teal 4.7 Wattage kip tr) 240 Years Warranty 25 112muffmommmmalm r . CAUVOWREAF) Wk IV ANDASiAlLAI ASH4,K, I ONS,800rrf kY "M,1. P't PRODUO C m, AH m—wo *,m( 'm 'vga'IvM 'V1 Wb"" M, " KVI-"" I'V10 111�t Peak Power watts t'", (WP) 220 225 230 235 240 Power Cutput 0/+3 0/ 3 0/+3 +3 0/ 0/-4 3 Maximurn Power Voftage-V,,,, (V) 29,0 29A 293 30, 1 X4 Max4nurn Power CurIent-1,,(A) 7,60 7bt, 7.78 7,81 7,89 Open Circuit `wsltage°V, (V) 36,8 36.9 37.0 321 37,2 Short Circuit Ovrent-i (A) 8,15 8.20 9.26 831 837 Encapsulated Cc" Effrdency rl, 15, r 15.4 15,£? 16,t 166 NAoIJtAn Lfh(jcqa(y qj%) 13,4 13,7 141 144 14,7 Values at Standard "est Conditions STC(Air Mass AM1,5, irradiance 1000W/m', Cell lemperature 25'Q cep Type 6 x (on KAticryetaltine silicon, 60pcs (6x10) Nominal Opecating C0 lerniserarture (NO(7) 46T (+2"C) Glass high Transmission, Low Iron, 'eqntxared Glass ( Sin Ismilienatunc Crcef dem of fl,,, 0 45157 f Frame Anodized Numinurn TempeIansre coeffldent orv 0,35yVT 7 -Box / Connector 1, Tycks / Tyccs I P65 Temperature Covff;dent of I,, 0,05WIC 2, Pe nhe / MCA, W65 Dimenoons (A x B X Q 64,96 x 39,05 x I .57in Operating' Ter' nperatuie -40 -- 485T 5 years manufacturinq warranty in,staliation Hole Dime roirsn5 IF x F) 38,98 x 37.05in Storage"emperatwe -40 — i 85T 10 years warranty, 90% power output Cable length (Q 39,37in Maximum Systern Voltage 60OVDC 25 yeses warranty, 80% power output Weight 410lb Maximum Series Fuse 15A Packing Confiquiation 25pcs/carton Quantity/paliet I carton✓paket Leading Capacity 650pcs/40ft(H) CAUVOWREAF) Wk IV ANDASiAlLAI ASH4,K, I ONS,800rrf kY "M,1. P't PRODUO C m, AH m—wo *,m( 'm 'vga'IvM 'V1 Wb"" M, " KVI-"" I'V10 111�t y Ms MW Owl H !M&Wa NAR WO A AS An Ma M ��Pfu& my w5moa HOD um NKM ANM 4 1 V co as AHJ nil t. �; tai �a�����������'���� lot sai uv - -- --------------- - -- ---- ------------- .. ..... . . ..... . .. ae z UJ Ul V) > 0 c e LLJ < Ce UJ F- Z LU V- ELU 00 0-4 ce F- < W g Z 66 S$ * �v' .. ar h. �i4 7 �' i.5 1� F Acs mom m r� k UM M d 1V bi i E I .z } a & � `�` i Yi d t -t -I + a 1 40 1 1 1 �,T 1_^ " t ... tmjl x t wi t �S ,� i�,� ` § a; i & 1 it H IM Il Sa $ i P t� kTt o+ r ��Ill .... . ...... NWCU j o""w lv'�km 42 s , Ac ' NOCA j"'Y' G 8VdV 'U NK) 'W01 8 ,- z cr ----------- . ........ ..... ------ -7-7 "Z-- ..... ..... -- - 7 - „ „. ..1..,. .. ... - -- -- -- ---------- ��Ill .... . ...... 4 ��'� Sxs �..«�:.SJ �d §. �,� ! § •- � -.-*'h k`F.t h �r�?'a�°c�'��s�.S�i cf , r t 5,"'3'4% 4�i ..,.. ,.'0. i t,s � �$��� 4` a t t f r r r V y f {{ CO rte '' � r tr u w t t t {. ZI 1 t 7 k i jV UcC qfg 6 I E � g 4 "' .?v nth '^l tr+A h: I I' 10-fl} t le J V Ix'`� q. sw k ., 1 ,f 6 1H j{ e, N N r t �SY Y 4 SrtAP� �'� GK.} ;•P ( E wee �N '. ., 1 ,f 6 1H RE: Carport Canopy Welding Town Center Senior Center Residences at Wheat Ridge 44"' Ave & Vance St Wheat Ridge, Colorado Terracon Project * 25111843 K7-0TMffM1•l Terracon Consultants provided observation services for the structural steel welding for t Carport Canopy for the above referenced project on October 8, 2012. To the best of o i knowledge and available information, the structural steel welding that was observed Terracon was constructed in general accordance with the project plans and specificatio provided to Terracon. I IMMUM ,7 Maroun Moussallem, P.E. Office Manager T*rricnn, Cr m� ,fltants, �nc, 10625 W, PO Frontage Rd N, Ste 3 Wheat Mcrge, Colorado 80033 P (30 3) 423-3300 F (303) 423-3353 %vww, terracon, con RE: Carport Canopy Foundation and Welding Town Center Senior Center Residences at Wheat Ridge 4e Ave & Vance St Wheat Ridge, Colorado Terracon Project #: 25111843 UTM 44703 ► an Redman Project Manager Jill lill Terracon CoasOsnts, Inc. 10625 V 1-70 Frontage Rd N, Ste 3 Wheat Ridge, Goy omdo $0033 P (303)42.30 F (303) 423-3353 wwwlerracon,com 1 1 � , k �. tt t 4t. Your home has been profenionally to r ""J" Soy ' ra^,. e:'t1,14menniop�a4w,'¢r����*�`� 'new, 44es,C;�ba�X'1,ai „ .� nft"'whitaoi,n -d zMgx"wtvfis.. .d. ..,., <. .., .... z 7 4e'. Ad*ess Own, Johns x"I'arwit"fe” W M l:�> � vlt;llknr %ktaAv AlInmveAmUr"A.. Pu rr # Pe it # a • « •• • City, State, Zip. Contractor. � C. qz 75 Cont ractors City Lic ##; Phone. Stab Contraectorat 4 E lectrical: Plumbing: c Mechanical: City License # City License # City License DgIscrintion 9f wo rk: Gutty describe Wo rk to be performed - Attach additional sheet if necessary) 4+5 . (- , . 3 3., as ,. aarttract Val us of all work: Review Fee plue at time of submrtt ): Squares BTU's Gallons ,Amps Sq ft VVV b OWNE R/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances n 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 rd, 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 respon sibility fear compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued ba on this application, that I am the legal owner or have been authorized by the legal owner of the property to perform the described ork and am also authorized by the legal owner of any entity included on this application to list that entity on this application, CIRCLEONE. (OWNER) (CC? C OR) (r#C+THORIZEDREPR E ATI ) as (OWN (CONTRACTOR) lr tt a SIGNATURE. L t tlAt � NAM DEPARTMENT It COMMENTS. Z ONING Z oning* Reviewe BUILDING DE C MINTS ,p . PUBLIC WORKS COMMENTS; CUP CY, Revie FIRE DEPARTMENT:` 0 approved wl comments Q disapproved ; 0 no review required =d9 luatl : s 7 -7 i 4340 Vhnce',qtr&,&t Catamount Constructors Inc P9994- Q ter a 21 C} II3C" an approval of, or of any Oty ordinances, or cancel the prowsions of Ihe fflim =0 Wind Exposure C 7 ASD Wind Factor ... - ....... ........... __ (o:= 1.3 9 0, &oof Dead Loads: Roof deck Solar Panels + corm. acct.......... RDLI := 4.75-psf Framing..... ............... _ ... .......... - ......... - ... —... RDL2:= 2,25-psf Misc. IML3:= 1,0,psf Total Roof Dead Load, RDL:= RDL I + RDL2 + RDL3 Work shall comply with 2006 1130, IPC, IMC, IFGC, IFC, 2005 NEC and any applicable City of Wheat Ridge Municipal Codes. I MECAWind Version 2.0.3.0 per ASCE 7-05 Developed by MECA Enterprises, IrIC. COPYright 2012 www. p —E Date 8/22/2012 Project No. Company Name Designed By Address Description city Customer Name State File Location: C:\Users\danilo\DocuTne, & Proj Location DWG TEMP LATES\BOXED FC & TEE\FC full cantileve.r\9936-FC 30 Scow - CO\#9936-Meca.wnd Detailed Wind Load Design (Method. 2) per ASCH 7-05 Basic Wind Speed(V) 100.00 mph Structure Type = Building Structural Category II Exposure Category C Natural Frequency N/A Flexible Structure No Importance Factor 1.00 Kd Directional Factor 0.85 Alpha 9.50 Zq 900.00 ft At 0.11 Bt 1.00 Am 0.15 Bm 0.65 Cc 0.20 1 500.00 ft Epsilon 0.20 Zmin 15.00 ft Slope of Roof 2.115 : 12 Slope of Roof(Theta) 10.00 Deg L: Roof Hor. Width 35.50 ft D: Roof Length along Ridge= 3,03.00 ft Ht: Mean Roof Ht 15.00 ft Type of Roof = Monoslope Gust Factor Category I Rigid Structures - Simplified Method Gustl- For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 0.85 Gust Factor Category 11 Rigid Structures - Complete Analysis Zm: 0.6*Ht 15.00 ft lzm.- Cc*(33/Zm)A0.167 0.23 Lzm: 1*(Zm/33)'Epsilon 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm) 0.88 Gust2: 0 . 92 5*((1+1.7*lzm*3.4*()/(1+1.7*3.4*lzm)) 0.86 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 Figure 6-5 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0 Figure 6-18A Open Building-Monoslope Roof 0 L 0.5 1, M 0 Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres. Leeward Wind Pres. Case Psf Psf ------ ---------- ---------- ------------------- ------------------ A -0.700 -1.100 -10.991 -17.271 B -1.570 .000 -24.651 .000 Gamma = 180 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres. Leeward Wind Pres. Case Psf Psf ------ ---------- ---------- ------------------- ------------------ A 1.030 1.530 16.172 24.022 B 1.670 1.070 26.221 16.800 Notes: 1) Cnw- Net Pressures (contributions from top and bottom surfaces for windward roof surfaces. Notes: 2) Cnl- Net Pressures (contributions from top and bottom surfaces) for leeward roof surfaces. Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cn Wind Pressure Along Ridge Ridge of Roof (Theta) Case Psf Psf --------------- -------------- ---- ---------- ------------------------- <= 15.0 Theta<=45 deg A -0.800 -12.561 B 0.800 12,561 >15.0&<=2*15.0 Theta =45 deg A -0.600 -9.421 B 0,500 7.850 >2*15 Theta<=45 deg A -0.300 -4.710 B 0.300 4.710 Notes: 1) Cn- Net Pressures (contributions from top and bottom surfaces). Notes: 2) Plus and minus signs signify pressures acting towards and away from the top roof surface, respectively. 8 N M N 0 i.__ i I a I TT" Khcc:Comp. & Clad. Table 6-3 Case 1 0.85 Qhcc:.00256*V 18.47 psf Wind Pressure on Components and Cladding Width of Pressure Coefficient zone "all = 3.55 ft Description Width Span Area Zone Cn Cn Max P Min P ft ft ft Max Min psf psf -------------------------------------------------------------------------------- Zone 1 1.00 1,00 1.00 1 1.667 -1.567 26.168 -24,598 Zone 2 1.00 1.00 1.00 2 2.500 -2.367 39.252 -37,159 Zone 3 1.00 1.00 1.00 3 3.333 -4.067 52.337 -63.851 Zone I deck 1.42 4.00 5.68 1 2-667 -1.567 26.168 -24.598 Zone 2 deck 1.42 4.00 5.68 2 2.500 -2.367 39.252 -37.159 Zone 3 deck 1.42 4.00 5.68 3 3.333 -4.067 52.337 -63.851 Zone I Purlins 4.00 9.00 36.00 1 1.667 -1.567 26.168 -24.598 Zone 2 Purlins 4.00 9.00 36.00 2 2.500 -2,367 39.252 -37.159 Zone 3 Purlins 4.00 9.00 36.00 3 2.500 -2.367 39.252 -37.159 Khcc:Comp. & Clad. Table 6-3 Case 1 0.85 Qhcc:.00256*V 18.47 psf Is Period Sa (see) (g) 0.2 0.364 (SMs, Site Class D) 1.0 0.139 (SM1, Site Class D) Ir MA 0 ^ 0 � M-M 2005 ASCE 7 Standard Latitude = 3•.7730744 Longitude = -105.1022142 Design Spectral Response Accelerations SDs and S SDs = 2/3 x SMs and SDI = 2/3 x SMI Site Class D - Fa = 1.6,Fv = Z4 1 Period as (see) (g) 0.2 0.242 (albs, Site Class D) 1,0 0.092 (SDI, Site Class D) Baja Construction Co., Inc. Page 6 223 Foster Street Martinez, CA 94553 (800) 366 -9600 Seismic Forces: 2006 IBC nput: erio $ "T" Determination: G = h = 1&000 ft (height in ft. to top of structure) T Ta Sec 12.8.2 R - 1.500 Table 12.2 -1 l - 1.000 Sec 11,51 Ta = Ct *hK„ Eq(12.8 -7) Ss = 0.227 from USGS S1 = 0,058 from U GS Ct - 0.02 Table 12.82 Fa = 1 k00 Table 11.4 -1 x = 0.75 Table 12.8 -2 Fv = 2A00 Table 19:4 -2 Ta = T = 0.174777 TL = 4 Table -15 (worst case) Equivalent lateral Force Procedure: Sec 12.8 V = Cs *1N Cs = Sds /(R /t) Eq(12.8 -2) Sds = (2 /3) *Fa`Ss = 0.242133333 Cs tt9' but need not exceed: Cs = Sd1 /(T *(R /1)) where T < TL Eq(12.8 -3) Sd1 = (213) *Fv *S1 0.0928 Cs = a 5t but shall not be less than: Cs = ;;1.. Eq {12.8 -5) and where S1 > 0.6g Cs shall not be less than: Cs 0.5*S9 /(Rll) Eq(12.8 -6) Cs = t?1'• 223 Foster Street Martinez, CA 94553 (8M 0) 366-9600 RLL:= Ps tributaiy, s:= 1.42-ft Cantilever: Meant := 0,5-w-a 2 Meant =, 19,48 ft� lbf fbeant Meant fb,,,, = 5.98 ksi Sneg Acant:= — w-a •(4•a'-L — L' + 3-a') Acant = --0,08 in 2-a = —299,02 24•E-Irnin Acant .2) W-X 4 2 2 2 2 4' 11 Ax := --(L — 2-L x + L.X -- 2•a + 2 a x Ax = 4.12 in — = 396,22 24�E4min Ax Pnov:= 1.5 Pnov = 1.99 kips Allow. Pullover, Pa:= NOV Pa = 662-89 lbf Q Wu := (o) • p3 ,&mg – RDL 1) • (L) wu = 313.03 plf M Cing6ax ax. screw spacing, Spa * := 1.33•Pa Spacing,,,,, = 33.80 in — (3. . wu Baja Construction Co., In 223 Foster Street Martinez, CA 94553 (800) 366-9600 1 RIA, - Ps tributary, a 4,00-ft w =2a« H plf eg = 18167plf Ozzmamm L = 30133 Ax Mcant = 6397A2 ft Acant = 0.41 in --� ` =50&2 Acant 223 Foster Street Martinez, CA 94553 (8 00) 366-9600 Purlin to Beam Connection: 14ga clip with ()x#1.2 screws each connection Purlins are stacked on top of beams, Check connection for uplift load. Purlin to Clip Connection: or t, Lt to or less than I 0,5 Pn3:= 4,2. (t2 3. d). FU2 Pn3 = 1.86 kips Allow Shear er sc�:e�v t Pn:= if( T2 :5 l,min(Pnl,Pn2,PI13),Min(Pn,,Pn2)) I Pn = 1.86 kips Pa := P11 0 Purlin Reaction: Ry:= 0 . 5- wneg - (W Ry = 1.55 kips for (2) # 1 2 screws: 2.(1 .33-Pa) = 1.65 kips — O.K. Purlin Reaction at Cantilver SUDDOrt: MEMBIM Rcant:= 0.5- R = 2,35 kips — OK. L for (4) ##1 screws: 4�(1.33-Pa) = 3.31 kips — O.K. Clip to Beam Connection: Purlin clips are welded to roof beam — adequate by inspection Steel not in contact with sc kvjiead 16 urlin) 'u := 65•ksi t 0.060•in Pn 2 . 7 •t2 . d , FU2 P112 = 127 kips H F- TEE (Wind Loading) 1 A0thr, Reqiom\9936 -CAT AMOUNT CONSIRUTORS a WHEAl WDISETOW trs iriary-Re 2(dan).d% 8127,Q0I22 1 17.72' 1 17.72' 1 Baja Construction Co., 1 223 Foster Street Martinez, CA 94553 (800) 366-9600 1 Roof Beams: (2) Cee 16" x 4 x 12ga boxed with #5 corner reint bars Pfrm = 16,800psf Wice := (w w = 371.28plf Beam Moment: assume windward pressure full length Nfrnax:= 0.5tmax(wdl + wIl,wdI + 0.75•xvj,,)°(Lbrn)' fb:= Mmax Sx A:= w* (b)' ST-(N) lx := 261,5138-in 4 2�(Lbm) = 29538 A Mmax = 89.59ft-kips Baja Construction Co., Inc, Pa 12 223 Foster Street Job #9936 Martinez, CA 94553 (800) 366-9600 S i �o�lqr S'L�oq B�eam tc Colunin Cotuiection Lbm = 17.72ft backspan, Lbnik 17,7111t Mconn:= Mmax -- 0.5-wdI=(Lbmbk Mconn = 68,23 ft -kips Column/ Beam depth, D:= 16,0-in Beam bottom flan e tea column. Nveb: _Flare-qevel QiLoove'"Iqld - Tiansverse Lqadin tensile strength, Fu:= 65,0�ksi least member thickness, t := 0, 1 05•in factor of safety., Q := 2,55 NUEEMERM Pa := Pn Pn = 5.69 ----- kips in kips Pa = 2,23 in 2 Weld moment capacity(one side), M1-vveId-.=O.5Ta-D M I weld = 23,78 ft kips N Weld moment capacity(tNvo-sides), M lweld:= 2-(0.5T&D"') Mt weld = 47.56ftkips Fa := Pn Pa = 2.75 � —p in Weld moment capacity, M2weld:= P &L -D N12weld = 25,68ft kips Total weld capacity, (Mlxveld + N12weld) = 71241`1•kips – O.K. Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Tee Frarne - Beam to Column Qonng!qt on u lid lee d Building slope length, Lt:= 36,00 Windward pressure, Pne&Y b2:= 8,98-ft P 1 'I 35- (WTnegvad + 0 . 67, RDL)�(sMWfrS) - ( 0 . 5- Lt) Leeward pressure, Pnegl = 0.00 psf bl := 9.Wft P = _...6.12 kips Pll,,,,,d:= O35-((oTnegj,,,,d + 0.67-RDI,)�(sm�,),frs).(0.5.Lt) Pl,,,, = 1.23 kips Mbrnwind := P2windwaidO2) — P j (b 1) Nibmwind = —66.069 ft. kips Beam bot Weld moment capacity (two-sides), M lweld = 47.56 ft (see above) Connector elate to beam bottom flan - 5/16" Bevel Groove Weld (shear on effective area): Pn := mite Pn = 7.02 kips in 3 Pa := Pn Pa = 2.75 l!_Ps 0 in Weld moment capacity, M2weld:= Pa -L .D M2weld = 25.68 ft kips "total weld capacity, (Miweld + N12weld) = 73,24ft kips — O.K -4, 223 Foster Street Martinez, CA 94553 (800) 366-9600 1 Stnicture : Colunin Ipadin Column design heigilt, Hcol:= 12.38 Lbm = 17.72 ft back span, Lbrnbksp, = 173211 Tributaries, S,,,,,f,, = 17.0011 dI-nwffS:= 35454t Total DL on column: vvdl = 136.00plf Pdl - wdl Pdl = 4.821 kips MDI,:= 0.5-wdl�(Lbm 2 _ Lbmbk.,p, ') MDL = 0.000ft-kips Total LL on column: Pfl:= wll� dmvvfrs) MLL,:= 0.5•wll•Lbm 2 MCOI: MDL + MLL Vertical Seismic Load Effect: From page 6, SS = 0.242 Dead load, D,= W D = 482120 lbf Lv:= 0.ISDS-1) 1 v = 0.233 kips wit = 385.56plf P11 = 13.668 kips MLL = 60.533 ft�kips (unbalanced) Mcol = 60.533 ft kips dead load on column seismic load on column Baja Construction Co., 1 223 Foster Street Martinez, CA 94553 II (800) 366-9600 1 Leeward pressure, Pfrin = 16�800psf PI := c1. 6.64 Ply:= PI-cos(0) Plx:= PI-sin(0) Vertical wind connnonent PY,,i,d:= Pty + Ply Horizontal wind com anent P,X,i,d:= P2X 4 PIX Wind moment to column Mwind:= P2-c2 — PI -cl PY, = 18.122 kips PXwi,d = 3.195 kips P2y = 11 .046 kips (vent. component) P2x=1.948kips (horiz, component) Ply =7.077kips (vent. component) Plx = 1.248kips (horiz. component) Mwind = 79.697 ft " kips Baja Construction Co., [no, 223 Foster Street Martinez, CA 94553 (800) 366-9600 Structure: Columns: (2)Cee 16" x4" x 12 boxed wit h#6 reinf bars Hcol = 123811 s,,,,f,, = I7.0011 dmAfrs = 35.45ft Allowable 'al Stress D+S Equation 16-17: D + toW Fy:= 55.04ksi E:= 295•ksi Equation 16-19: Ky:= 2,1 Ly = 1238 ft r 3.4061•in Kx:= 2.1 Lx 1238 ft 64125•in 2 ( -!iy—*LY ) 8389,34 2 ( 2366.94 ry rX 2 TE E— Fe := — Fe = 34.71 ksi MaX [(_ I � L , 'Y )2 ' ( 2 � X*LX )2' ry r . FY Xc:= Xc Fe = 1.259 Fn := i f k > 1.5, 2�E),Fy,(O.658 %C 2 )°Fy] l Fn 28,33 ksi Xc'-I Ae:= 7.0749-in K)c:= 1,80 Pn:= Ae"Fn Po = 200.45 kips Pa := Pn Pa = 111.36 kips Oc .Alternate Basic Load Cotnbinatiogs �CB�CSec�fion 1�605-3-2: Equation 16-16: D+S Equation 16-17: D + toW Equation 16-18: D + (W + S/2 Equation 16-19: D + S + (W/2 Equation 16-20: D + S + E/1.4 Check Col er ASCE 7 Section 12.2.5.2 For seismic load combinations, column axial loads shall not exceed 15 percent of allowable. Total axial load can column in combination with seismic load CILIC to (lead load --ty W:= RDL-(SMWfrS)-(d .,,f,) W = 4.82 kips W = 4.821 kips — W = 0.04 Pa – Use of cantilevered columns as seismic force resisting system is acceptable. Page 16 Job #9936 Baja Construction Co., Inc. Page 17 223 Foster Street Job #9936 Martinez, CA 94553 (800) 366-9600 Structure Column Load Combination: Dead Load + of Live Load (snow Clo—mbined LOAd—i—n&---Deadload -LSnq-wLo�i id 4+1/2 n W Combined Loading-1kad Load —+,SnoNvLoad -i-Seismic/1.4 C 7 �l' Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Page 18 Job 49936 Nmard = -- 10.,544 kips Leeward pressure, Pneg,",d:= —O.Wpsf PINvard = w�Piiegl,,,,d-(S PINvard = 0.000 kips c2 = 11.36ft Columns: (2)Cee 16 x4" x 1 boxed with #6 reinf rebar Fy = 55.00ksi Sgt ;= 1.67 Ob = 1.67 Sx = 36,3653 in 3 Ag = 7.0749 in 2 Tn:= AgTy Tn = 389.12 kips Mnx:= Sx•y Mnx = 166,67 ft kips QtTCoIneg.B Sib + M DL) I Tn I + I — Mnx 033 < 1.33 O.K. Baja Construction Co., 11- 223 Foster Street Martinez, CA 94553 (800) 366-9600 Mmax = 60.53ft�kips Structure is not adversely affected by 1/2" ground motion — use twice value of Sa Unconstrained pier embedment depth ....... -- Dunconst := 15.0011 S, := 2-S,- Dunconst 3 A 234P S Ignore top 3.O ft 4 .3 I d unconst + 6:c:o:l + 3.aft := + 2- ( F A 1�=M-Nffml I A 11 FM C (e /' W-� WN *W 4*" 223 Foster Street • Martinez, CA 914553 (800) 366-9600 Allow. Skin Friction Ff := 200,00 per soils report Pier Capacity ......... Cap := nb.Ff Cap = 1570.80pif Pier depth (constrained pier critical), Dunconst = 15b0 ft Friction capacity .................. F:= (Cap)-(Dunconst — 3,0•ft) F = 18.85 kips — OX (neglect top 10 ft) Structure ::bier Footing for Uj)lift jpqds_(PL+Wind I Radius top of frustum .. ...... - ... ---.... Dunconst bf := r + b j i ug ,, = 1 ft Volume (frustum) ..................... Volume (pier) ..... Volume ofsoil Soil density ... Weight of Soil .... ...... Wftg + sail tan(Wdeg) Vf,, 0.333.n•Dunconst- ( r 2 + nbf ustum + bfustum 2) V& ugum = 1760,101 2 Vpier: n-r , Dunconst v p i,, = 7163 ft , vsoil := Vfiustum — Vpier VOil = 1.686.17 ft' p,,jl:= 110•pcf Nvs"il := V.'Oir(psod) W,,ij = 185,51 kips FS := FS = 1120 Uplift 223 Foster Street Martinez, CA 94553 (800) 366-9600 Column Embedment Maximum overturning moment, Mmax=60,53&kips Concrete Strength fc:= 25Wpsi Allowable concrete bearing . ..... ..... b, `= 03Tc Column flange width --.11--l. b:= 8,&in MENEMEMM dreqd F6.M:x ma w w Column embedment depth .... d:= 28.0•in Allowable moment Ma := 0.5-N4 2 3 Ma = 65.33 ft kips — O K 223 Foster Street Martinez, CA 94553 (800) 366-9600 1 Structure I Check, Columns for Lon o itudinal Lateral Loads weak-axis f1col = 12.38 f1 d,,,f,, = 35.45 ft Dead Load + Live Load Dead load on column, Pdl = 4.821 kips M = 0,000 ft kips Wind Load: Max wind pressure, PfruIvW=26.221psf (apply to TO' vertical projection) Fw:= (CO'Pfrmlee)'(d,,f,,)°(2.0•ft) Fw = 1548,46 lbf Mwind:= (Rv)�(Hcol) Mwind = 19.170ft -hips Seismic load er column see alove h W = 4821.20 Ibf dead load on column V = 0.778 kips seismic load on column Mseis = 9.633 ft-kips Horizontal Seismic Load Effect: QE = 0,778 kips Eh = I .O 12 kips MEI, = 12.52ft�kips Vertical Seismic Load Effect: Dead load, D:= W D = 4821 ,20 lbf L 0.2-S D Ev = 0,233 kips total wind load load per column Baja Construction Co., Inc. Page 23 223 Foster Street Job #9936 Martinez, CA 94553 (800) 366-9600 Structure : Check Columns for LoRg4gdinal Lateral Loads opt (2) Cee 16" x" x 1 boxed with #6 bars reinforcement AlloxvableAxiaL5,tress see hove Pn = 200.45 kips Pa = 1 11.36 kips Combined Loading -.Dead Load + Wind Load CombinedLoading Dead Load + Wind Load + 1/2 Snow Combined Loadina - Dead Load + Snow Load + 112 Wind Combined Loading- Dead Load + Snow Load + Seismic/1.4 ax := I K)c-(Pdl + Psi + Ly) ctx = 0,9613 Pex Oc•(Pdl + Psi + Ev) f)b + MSL) QbaCmy�(Mseis) + = 0.98 < 1.33 O.K. Pn Mnx-ax mjly.ay General Information Calculations perACl 318«08, IBC 2009, CBC 2010, A CE 7-05 Material Properties Soil Desi Values f : Concrete 23 day strength - 2.50 ksi Allowable Soil Bearing = 2.50 ksf fy : Reber Yield - 40.0 ksi Increase Bearing By Footing Weight - No Ec : Concrete Elastic Modulus ra 3,122.0 ksi Soil Passive Resistance (far Sliding) - 250.0 pcf Concrete Density - 145.0 pd Soil /Concrete Friction Coeff. 0.30 cp Values Flexure - 0.90 Shear Analysis lettings 0.750 Increases based on footingg Depth 2.0 it Footing base depth below soil surface = Min Steel % Bending Reinf. - 0.00140 Allowable pressure increase per foot of dept!= ksf Min Allow % Temp Reinf. - 0;0 when footing base is below it Min. Overturning Safety Factor - 1,50 :1 Min, Sliding Safety Factor - 1.50 :1 Increases based on footing plans dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of dept = ksf Use ftg wt for stability, moments & shears : Yes when maximum length or width is greater4 ft Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis - 10.250 it Length parallel to -Z Axis = 0.750 It Footing Thicknes = 35.0 in a ,a Load location offset from footing center... , ex : parallel to X -X Axis - 0 in ez , parallel to -Z Axis - 0 in a a - Pedestal dimensions... a \ ai tlat2 1 m 1 t llt a ._x x : parallel to X -X Axis p p in a pz : parallel to -Z Axis in Height in yeti? �,', a , as ` Rebar Centerline to Edge of Concrete.. m at Bottom of footing - 3.50 in M-xx a. I J« i ! V u. — Mwzz = 0.0 60.533 79.697 9 633 k V -x k V -z - k mmmmmmmm� DESIGN SUMMARY Min. Ratio ftern Applied Capacity Goveming Load Combiniftion PASS 0,6432 Soil Bearing , 1 .608 ksf 2,50 ksf +D�.750L+0.750S+0.750W+H PASS 6.879 Overtuming - X-X 19.170 k-ft 131,87 k-ft 0.6D+W+S/2 PASS 1,632 Overturning - Z-Z 10038 k-ft 153,81 k-ft 0.6D+S+W/2 PASS n1a Sliding - X-X Ok k 0.0 k No Sliding PASS n1a Sliding - Z-Z Ok k OD k No Sliding PASS n1a Uplift 0,0 k H k No Uplift PASS 03303 Z Flexure (+X) 18,628 k-ft 56,390 k-ft +1.20D-45OL40.50S+1,60W PASS 0.1145 Z Flexure (-X) 6.558 k-ft 57,270 k-ft +1 20D450L+1,60S+OBOW PASS 0,09168 X Flexure (+Z) 4,921 k-ft 53.677 k-ft +1 .20D-+0,5OLr+0.50L+1.60W PASS 0.05070 X Flexure (-Z) 2.721 k-ft 53.677 k-ft +1 . 0D +1.60Lr+0,50L+0.80W PASS 0,05124 1 -way Shear (+X) 1843 psi 75.0 psi +1,20D+1 .601-r+0,501-+0,80W PASS 0,05124 1 -way Shear (-X) 3,843 psi 75,0 psi +1 .20D+1 6OLr+0,50L-+0.80W PASS 0,02065 1 -way Shear (+Z) 1.549 psi 75.0 psi +1,20D+0.5OLr+0.50L+1.60W PASS 0,009274 1 -way Shear (-Z) 0.6956 psi 75,0 psi +1,20D+1,6OLr+0,50L+0.80W PASS 0.05955 2-way Punching 8,932 psi 150,0 psi +1,20D+1,6OLr+0,50L-+0.80W 223 Foster Street 7 94 5 Martinez, CA 553 3 (800) 36• -9600 Roof Beams: (2) Cee 16" x 4" x 12ga boxed Beam Length, Lbm:= ITO&II Tributarywidth, S,,,,f,, := 8.50•ft tributaiydepth, den f, := 1731ft I'tibutaty Area: At := At = 150.62fi Lr:= (Rl)�(R2)-(RlA,) Lr = 22.68 psf wdl:= (RDL)•( NvdI = 68,00pif wll:= (Lr).(Smwfrs) wit 192,78p]f w:= wdl + w1f w = 26038 pff Wind Pre§sur mvvfrs PffM,,i,d = 26,221 psf NN'%vind -= (ca NVind = 289.74plf Pfrmle, = 16.800 psf wIce:= (o 'See 185.64 plf Beam Moment: assume windward pressure full length M,max:= 0.5-max(Nvdl + wIl,wdI + 0J5.Nv,,j Ix := 190.9227�in 4 fb:= Mmax SX A := w.(Lbm) 4 8•&(Ix) 2.(Lbm) = 483.31 A Im Mmax = 41.52ft�kips ........ .. Baja Construction Co., Inc, 223 Foster Street Martinez, CA 94553 (800) 366-9600 Solar Su A Beam to Colutun Cotinection T2o_ Lbm = 17.06 ft back span, Lbnlbksp,,:= L56-ft Mconn:= Mmax – 0 . 5 •wdl•(Lbrnbkspn) 2 Worm = 41.44ftkips Cot umn/Beam depth, D:= 16.0-in Beam bottom flan to column web: Flare-Bevel Groove Weld - Transverse Loadjn . tensile strength, Fu := 65,0 ksi least member thickness, t:= 0.105•in factor of safety, 0 := 2_55 Pa := Prr 0 Pn = 569L in Pa = 123 kips in NVeld moment capacity(one side), Mlweld:= 0.5.1?&D� M I weld = 23.78 ft kips Weld moment capacity(two-sides), Mlweld:= 2.(0.5 Mlweld = 47.56 ft kips Pajongit:= pn Pal,, = 13,43 kips 0 Weld at bottom of olate (transverse loading 2-Paj,, = 26.85 kips EMMM N12weld = 66,78 11. kips Total weld moment c— MI weld M2weId = 114.34ft�kips – OK 223 Foster Street Martinez, CA 94553 (8 00) 366-9600 ` Fee Frame - Beam to Column Connectioti C MLLo- qAd- Building slope length, Lt:= 36.00.ft Windward pressure, Pneg b2:= 898-ft P2,,,ind,,,d:= 035�(co•Pneg,,,,,d + 0.6TRDL)(s Leeward pressure, Pnegl,,,,d = 0,00 psf bI := 9.•ft P = — 106 kips Pll,,,,,,d:= 0.75- rj)'Pnegj,,,d + 0,6TRDL ..... f Pl = 0.62kips Mbmwind:= P2-win&kzrd'(b2) — PI je ,,., d '(bl) Nlbrnwind = —33,035 ft-kips Beam bottom flan to column web: Flare-Bevel Groove Weld - Transverse Loadin Weld moment capacity (two-sides), Mlweld=47,56ft-kips (see above) Pn := min (te�Fxx,te! Pn = 7.02 kips \F3 in Pa : = Pn Pa = 2.75 kips 0 in Weld moment capacity, , M2weld:= Pa•L-D M2weld = 25.68 ft kips 'total weld capacity, (MIweld + M2weld) = 7324ft•kips — O.K U � R � OS a nt; ind oadin TM... 1,\O',k5.r F,,agic S\9936 - CATAMOUrJTCONSTRUTORS O WHEAT MODE TOWN CENTEM9936 • E. \9736- Pre.(Imir)a y -Rv 2(Gan), dwg, 8127y,012 233;24 PM, 2;6 MSA 22� Foster Street Martinez, CA •45531 (800) 366-9600 Total DL on column-* wdl = WOOPIf Pdl PdI L205kips MDL:= 0.5.wdl-(Lbm LbMbksp MDL = 9.813 ft� kips Total LLoncolumn: wll=192,78PIf Pit:= w1l�(d.,f,) PlI = 3.416 kips Mt t.. := 0,5.wll.Lbm 2 M = 28,054 ft•kips (unbalanced) MCOI:= M + Mt L Mcol = 37.866 t kips Seismic Load fpgr column seismic response coefficient, Cs=0.1614 W:= (RDL)-(sMwfrS)` (d.,,.f,.,) W = 1204,96 lbf V:= cs.w V 0.194 kips Mseis:= (V)'(Hcol) Mseis = 2,408fl-kips Horizontal Seismic Loa Effect: redundancy factoi; p := 1.3 QF --= V 0.1 94 kips Eh := p•Qf� Eh = 0.253 kips MEh:= Eh•(Hcol) MEh = 3.130 ft. kips Vertical Seismic Load Effect: From page 6, SDS = 0.242 Dead load, D:= W D = 1204.96 lbf E-. 02-SDO Ev = 0.058 kips dead load on column seismic load on column Pa 29 Job 49936 223 Foster Street Martinez, CA 94553 (800) 366-9600 1 P2y:= P2�cos(o) Pty =2.698kips (vent. component) Leewerd pressure, Pfrm = I&NO psf PI (D.Pfrml,, (Smwrrs) cl 6lTft Ply:= Pl.cos(o) Plx:= Pl�sin(0) Vertical wind component PYwind := P2y + P I y Horizontal wind corn onent p— PX,i,d:= P2x + Plx Wind moment to column Mwind:= PIO + PI -el PYwind = 4.426 kips Pxwind = 11.781 kips P2x=0,476kips (horiz. component) Ply= 1,729kips (vest. component) P l x = 0.305 kips (horiz. component) Mwind = 53,539ft-kips 223 Foster Street Martinez, CA 94553 (800) 366-9600 Structure: Columns: (2) Cee 16" x 4" x 12 boxed with #6 reinf bars Hcol = 1238ft S,,,,f, = 8.5011 d,, , = 17.72ft Allowable Axial Stress: Fy:= 55,O�ksi Ky:= It Kx:= 2,1 = 838934 r y E:= 29500•k-si Ly = 12,38 ft Lx 1238 ft Kx• Lx 2 = 2366.94 r, ) 2 Fe := — 7E E In Sy, - R y 2 K , (x.l,x)2] 4( ry ) rX r.—I Xc := ry Xc = 1.259 j Fe Fn := if - kc > 1 �5, (_0,177).1;y, (0.658'c)- FIYI Pn:= Ae•Fn Pn Pa : = — Sic W31IMMEM WMENEM r 3.4061-in r,:= 6,4125•in MIMINNIM Alternate Basic Load Combinatjoq er CB�QSec�tion 1�605.122. Equation 16-16: D+S Equation 16-17: D + (W Equation 16-18: D + (W + S/2 Equation 16-19: D + S + o)W/2 Equation 16-20: D + S + E/1.4 Check Column perASCE 7., Section 12.2.5.2 For seismic load combinations, column axial loads shall not exceed 15 percent of allowable. Total axial load on column in combination with seismic load due to dead load oniv: W:= RDL-(s""f,)'(dm,f,,) W =:1 .20 kips W W = 1.205 kips — = 0.01 Pa — Use of cantilevered columns as seismic force resisting system is acceptable. Baja Construction Co, Inc, Page 32 223 Foster Street Job #9936 Martinez, CA 94553 (800) 366-9600 Structure Column Load Combination: Dead Load + Roof Live Load snow Qx:= I nc•(Pdl + P11) ax = O.9904 Pex Oc-(Pdl + P11) + nb + MLL) pn Mnx•ocx MLL = MOS ft- kips K2c.(Pdl + 0.5•Psl) Ob + Mwind + 05-MSL) < 1,33 OR. Pn Mn•ax Combined Loadinp, -,Degid Load — + 1 / Wind Combined Loading; - De—ad Load + Snow —Load + Seis"fic/l .4 Leeward pressure, Pneg := –0.00-psf Plward:= oD.Pnegl,,d Page 33 Job 49936 Pr -vvard = –2.575 kips Plward = 0.000 kips Vertical wind cam ponen , PYwind,neg.B := (PvNlvard + Plward) PY,,ind,.cg.B = –1536kips Horizontal wind cornpon—, Pxwind.ne,,,,B:= (Pwward + Plward)•sin(0) PXwind,neg,B = –0.447 kips Wind moment to column, Mwind,,g,B := Pwward (cl) – Plwar&(0) Mwind Be& B = -- 15.891 R kips Total Column Axial Load: Dead load on column, PdI = 1.205 kips Pcolneg,B: PYwizid.neg,B + 0-67•Pdl Pcol,,&B = –1,729kips – Colurnn in tension Columns- (2) Cee 16" x4" x 12 boxed with #6 reinf rebar Fy = 55.00ksi Ot := 1.67 Ob = 1.67 UMMMORM Mnx = 166.67 ft. kips Ot•PCOI,,g,B I + I Ob + MDO 0.07 < 1.33 OR. Tn lynx 223 Foster Street Martinez, CA 94553 (800) 366-9600 1 Allowable lateral bearing pressure S, = 250.00k ft Pole diameter (or diagonal) .... -- ... ...... – b:= 30,0-in Mmax = 49.97ft•kips Structure is not adversely affected by 1/2" ground motion – use twice value of Sa Unconstrained pier embedment depth Dunconst:= 10.00-ft S, := 2-S,- Dunconst S, = 1666.67psf 3 A:= 2344 A=127ft S A + P + 4.36•F drt:= I + — + 3.O ft unons A 2 A 11A FMOMMT 913m, [;WWI 223 Foster Street • Martinez, CA 94553 (800) 366-•600 1 Structure Check Per Footing for Vertical Loads +LLI: Max, Itnical Load ......... P:= Pdl + PH P = 4.621 kips Allow. Soil Bearing: SBP pi w = 25W00 psf Pier Diameter .. ..... -............... b = 30.00in r:= 0.5�b Allow Skin Friction -,.. .... -- Ff := 2WOO-psf Pier Capacity Cap:= 7r•b-Ff Pier depth (constrained pier critical), Dunconst = I ObO ft Cap 1570,80 plf Friction capacity F:= (Cap)•(Dunconst — 3.0 F = 11.00 kips — OX, (neglect top 3,0 ft) ffffv��• Radius top of fi-usrurn bfrustum + Dunconst bf,, = 7,02 R tan(Wdeg) Volume (fiustum) Vf 0.333 r 2 + r , b fnjstjjjn + bf rustum ' \ V f , ustum = 624.25 ft N'blurne (pier) ..-, ........ .... Vpier:= K.r 2 -Dunconst Vpier = 49.11911 Volume of soil .... X'sofl:= Vfrustum -'Vpier V,ij = 575.17 ft Soil density ........... ......... p,, 110.pcf Weight of soil wsoil:= vs.ir(psoil) NV = 63.27kips Wfig + WS.iI FS := FS = 17.51 > 2.0 ok Uplift Of Baja Construction Co., 1 223 Foster Street Martinez, CA 94553 (800) 366-9600 1 Column Embedment Maximum overtumingmornent, Mmax=49.97ft-kips Concrete Strength fc:=2500-psi Allowable concrete hearing Fb 0.3 Column flange, width drcqd 6 E:M:,:m w w w = 720(►{? OOplf d,qd = 24.49 in Column embedment depth d:= 28.0 in 3<, Allowable moment ........ ................ Ma:= 0,5�w ). d ) Ma = 65.33ftIips – OK 2 3 223 Foster Street Martinez, CA 94553 (800) 366-9600 1 Structure I Check Columns for Lon SLAudinalLateral Loads weak-axis j. Hcol = 1238ft d,,,,f = 1732ft Dead Load + Live Load Dead load on column, Pdl = 1,205 kips MD L = 9.813 fl� kips Seismic load per column (see above I W 1204.96 lbf dead load on column V 0. 194 kips seismic load on column Mseis = 2 A08 ft kips Horizontal Seismic Load Effect: QE, = 0. 194 kips Eh = 0,253 kips MI, = 3.13 ft -kips Vertical Seismic Load Effect: Dead load, D:= W D = 1204.96 lbf mews= Baja Construction Co., Inc. Page 38 223 Foster Street Job #9936 Martinez, CA 94553 (800) 366-9600 Structure : Check Colunns for Loillaitudinal Lateral Loads, cont: (2) Cee 16" x 4" x 12ga boxed with #6 bars reinforcement Allowable Axj'al Stress see "u � Pn = 200AS kips Pa = 111,36 kips REM• Oc•(Pdl) I Ob�Cmx-(MM) + Ob�Cmy�(Mwind) = 0.28 < 1.33 OK Pn Mnx.ctx Mny-ay sm-WROMMM-1-1-11 "I'll", "I'll, I -- 15MMMI Combined Loading Dead Load +Snow -Load + 1/2 Wind Combined Loading- Dead LO-ad+ Snow Load -+Seismic/I . Oc-(PdI + Psi + Ev) otx = 0.9903 Pex Qc•(Pdl + Psi + Ev) + Ob•Cmx + MSL) + Ob•Cmy-(Mseis) _ {1.47 < 133 O.L. Pn Mnx�ax Mny�ocy Title Block Une I Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the 'Printing & Project Notes Title Block" selection, Title Block Line 6 Pdnled: 28 AUG 2012, 2 F tai HEAT RIDGE TOW N CENTERS36 - Engineedng`ica1W,9936 spread footing -FULL TEE prefirn.sa G n - e - - r – a - I _F_ o o It — in c rNirpr1i r. W 14n?M I Aniid'a'210 M ver6 zzmlzzw� General Information Calculations per ACI 318-08, 18C 2009, COC 2010, ASCE 7-05 Material Properties Direction Requiring Closer Separationig Z-Z Axis Soil Design Values fc Concrete 28 day strength 2W50 ksi Allowable Soil Bearing 2.50 ksf fy ebar Yield 40.0 ksi Increase Bearing By Footing Weight No Ec: Concrete Elastic Modulus 3,122.0 ksi Sort Passive Resistance (for Sliding) 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff, 0.30 (p Values Flexure 0.90 4A26 0.0580 Shear 0,750 Increases based on footing Depth Analysis Settings M-xX Footing base depth below soil surface = 2,0 ft Min Steel % Bending Reinf. 0.00140 Allowable pressure increase per foot of dept!- ksf Min Allow % Temp Reinf. V-x when footing base is below it Min. Overturning Safety Factor 1.50 1 Min. Sliding Safety Factor 1.50 I Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depi = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater4 ft Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis 10.250 ft Length parallel to Z-Z Axis 6.250 It Footing Thicknes 36.0 in .. . . Load location offset from footing center.., ... . . ex: parallel to X-X Axis 0 in ..... ... ez parallel to Z-Z Axis 0 in g ` . . Pedestal dimensions— A? q5 . . . . . . . . . . . _X px: parallel to X-X Axis in a pz parallel to Z-Z Axis in Height in 10 Rebar Centerline to Edge of Concrete- at Bottom of footing 3.50 in fi Bandwidth Distribution Check (ACI 15.4.41) Direction Requiring Closer Separationig Z-Z Axis # Bars required within zone 75,8 % # Bars required on each side of zone 24.2% D Lr E P: Column Load 4A26 0.0580 k OB: Overburden M-xX 9.582 2.408 k-f t M-zz ----- ----------- 37. 53.539 2.408 k-ft V-x k V_Z k DESIGN SUMMARY Min. Ratio Rem Applied Capacity Goveming Load Combination PASS 0,4560 Soil Bearing 1,140 ksf 2.50 ksf M +D-+0,750L+0,750S+0.750W+H PASS 7.132 Ovedurning - X-X 9,582 k-ft 68,342 k-ft 0,6D+W+S/2 PASS 1,547 Overturning - Z-Z 72.472 k-ft 112.08 k-ft 0,6D+W+S/2 PASS We Sliding - X-X 0.0 k H k No Sliding PASS n/a Sliding - Z-Z 0,0 k Ob k No Sliding PASS We Uplift H k H k No Uplift PASS 0.1965 Z Flexure (+X) 10.643 k-ft 54.966 k-ft +1,20D+0,50L+0,50S+1 kOW PASS 0.1174 Z Flexure (-X) 6,459 k-ft 55,010 k-ft +1 .20D+0,50L+1.60S-f-0.80W PASS 0,02846 X Flexure (+Z) 1,528 k-ft 53,677 k-ft +1,20D+0.50Lr+0.50L+1.60W PASS 0.009812 X Flexure (-Z) 0L267 k-ft 53,677 k-ft +1 .20D+1 .6OLr+0,50L PASS 0V372 1 -way Shear (+X) 1,029 psi 75.0 psi +1.20D+1.60Lr+0.50L-+0.80W PASS 0V372 1 -way Shear (-X) 1.029 psi 75.0 psi +1 20D+1 .6OLr+0.50L-+0,80W PASS 0.005331 1 -way Shear (+Z) 0.3998 psi 75,0 psi +1,20D+0,50Lr+0,50L+9 kOW PASS 0D01537 1 -way Shear (-Z) 0,1153 psi 75,0 psi +1 .20D+1 .6OLr+0.50L PASS 0,01466 2-way Punching 2.198 psi 150.0 psi +1.20D+1,60Lr+0,50L-+0,80W 0 Project: Model: SECTION DESIGNATION: C8 x 3,5 x 14ga Single C Stud INPUT PROPERTIES: Web Height 8.0000 in Steel Thickness 0.0700 in Top Flange = 3.5000 in Inside Comer Radius 0.1250 in Bottom Flange 3.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya M 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong is Neutral Axis from Top Fiber (Ycg) 4.2743 in Moment of Inertia for Deflection (Ixx) 11.5474 in A 4 Section Modulus (Sxx) 2.4796 in" 3 Allowable Bending Moment (Me) 6805.16 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 4,0000 in Moment of Inertia (Ixx) 11,8008in A 4 Cross Sectional Area (A) 1.1512 1n"2 Radius of Gyration (Rx) 3.2017 in Section Properties, Weak is Gross Neutral Axis (Xcg) From Web Face 1.1243 in Gross Moment of inertia (Iyy) 1.9917 in A 4 Radius of Gyration (Ry) 1,3154 in Other Section Property Data Member Weight per Foot of Length 3.9172 Wit Allowable Shear Force In Web (Unpunched) 4011.6;3 lb Pao for use in Interaction Equation C5-2 19997 lb Torsional Properties Dist, from Shear Center to Neutral "is (Xo) -2.7916 in St. Venant torsion Constant (J x 1000) 1.8802 inA4 Warping Constant (Cw) 27.5290 inA6 Radii of Gyration (Ro) 4.4468 in Torsional Flexural Constant (Beta) 0.6059 M Project: Model: SECTION DESIGNATION: (2) 2-C 16 x 4.0 x 12ga Boxed C Stud INPUT PROPERTIES: Web Height 16.0000 in Steel Thickness = 0.1050 in Top Flange = 4.0000 in Inside Comer Radius 0.1250 in Bottom Flange 4,0000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong is Neutral Axis from Top Fiber (Ycg) 8.8233 in Moment of Inertia for Deflection (Ixx) 190,9277 inA4 Section Modulus (Sxx) 18.6758 in 3 Allowable Bending Moment (Me) 51256,07 Ft-Lb Gross Section Properties of Full Section, Strong is Neutral Axis from Top Fiber (Ycg) 8.0000 in Moment of Inertia (Ixx) 191.7918 inA4 Cross Sectional Area (A) 5.3078 in A 2 Radius of Gyration (Rx) 6.0112 in Section Properties, Weak is Gross Moment of Inertia (I y) 60.1208 inA4 Radius of Gyration (Ry) 3.3655 in Other Section Property Data Member Weight per Foot of Length 18.0613 lb/ft Allowable Shear Force In Web (Unpunched) 13260.46 lb Pao for use in Interaction Equation C5-2 73793 lb Reinf. mbar size, No := 5 No l, = 0.625 in 8 Areffif Areffif = 0.3068 in' Ireinf := (0.049087)• )4 Ireinf = 0.0075 in 4 dx : = D — (t) — 0.5�4) dx = 7.5825 in dy:= B — (t) -- 0.5•(x) dy = 3.5825 in SIKon Axis �SecttoR_P�roerti�es. ltx:= Ixo + 4-(Ireinf) + 4-(Areinf)Md2 IN = 261.5 13 8 m* 4 At := A + 4•(Areinf) At = 6.53501 2 It"' rx : = r7t rx 6.3259 in Sx := IN Sx = 32.6892 m* 3 D 55•ksi Allowable moment, Max := (Sx) Max = 89.72f1•kips is m m ltx:= No + 4.(Ireinf) + *(Areinf).dx Itx = 290.9226 in 4 At:= A+ +(Areinf) At _ 7.0749 in 2 Am A IIX rx = 6.4125 in t Sx:= Itx Sx = 36.3653 in 3 D 551si (Sx) Allowable moment, Max:= -�"ks . i) ( Max = 99.81 ft� kips 1.67 MT. r yt �. d �1 7" i[) M 2M ROOF PURLINS SEE SCHED. 17' -0" 17' -0" TYP. DOWNSPOUT ROOF PURLINS THIS LOCATION SEE SCHED. rJ FRAMING & FOUNDATION PLAN WEST (SEE SCHEDULE AND INSTALLED BY OTHERS MEMBERS PROFILE) OVER ROOF SHEETING 128' -1" 8' -6" 00 ao PURLIN AT M I THIS LOCATION ao i� DOWNSPOUT THIS LOCATION 1 7" 17' -0" 17' -0" S -2 17' -0" 17' -0" 103' -2" DOWNSPOUT ROOF PURLINS DOWNSPOUT ROOF SHEETING THIS LOCATION SEE SCHED. THIS LOCATION (SEE SCHEDULE AND FRAMING & FOUNDATION PLAN EAST MEMBERS PROFILE) ROOF PANEL (SEE SCHEDULE) SOLAR PANEL, CONNECTION AND INSTALLATION BY OTHERS GUTTER T(P•- 3 --- - - - - -- -- - - -- , - -- - -- 1 10' -0" — -- S - - - -= i x I O.-Cr ROOF PURLIN 0 a ( ROOF BEAM (SEE SCHEDULE) p :� z (SEE SCHEDULE ) DOWNSPOUT COLUMN N (SEE SCHEDULE) x a I -- j' rn II S -2 00 17' -8Y 35' -5 %" A CRO - SECTIO FULL TEE SSS 3 ' e "° 103' -2" 17' -0" 17' -0" 17' -0" 17' - 8%4" 17' -0" CONN. SUPPLIED AND INSTALLED BY OTHERS OVER ROOF SHEETING Work shall comply with 2006 IBC, IPC, IMC, IFQC, IFC, 2005 NEC and any applicable City of Wheat Ridge Municipal Codes. 38'_ OUTLINE OF 36 -0" S C H E D U LE 1• a SOLAR PANELS AND CONN. SUPPLIED AND FULL TEE STRUCTURE z (SEE SCHEDULE ) WPO G�STiii N S -2 N INSTALLED BY OTHERS LOADS ' _ _ _ n / OVER ROOF SHEETING ROOF SHEETING is is is is is is is is is is FY-50 KSI SOLAR PANELS Ce = 0.90 9 70 ° CEE 8" x 3 1/2" x 14GA [0.070 in] Ct = 1.2 (SEE SCHEDULE AND MEMBERS Fy =55 KSI Is = 1.0 CEE 16" x 4" x 12GA BOXED CEES [0.105 in] "• "' "' °' " "" "' .:.: BUILDING OCCUPANCY CATEGORY II WITH # 5 REINFORCEMENT 4.1 PROFILE) :,A: .,:. Fy =55 KSI \ (2) ADDED PURLIN AT BASIC WIND SPEED (3— SECOND GUST): 100 MPH, EXP. "C" �SO� NAL p� THIS LOCATION THIS 17' -0 17 -0" Fy=55 KSI Kz = 0.85 Kzt = 1.0 G = 0.85 THIS LOCATION DIA. x 15' -0" DEEP (® interior frame) 7" SE13MIC DESIGN CATEGORY "D" DOWNSPOUT x 10' -3" DEEP (® end frame) SOLAR PANELS AND THIS LOCATION CONN. SUPPLIED AND INSTALLED BY OTHERS OVER ROOF SHEETING Work shall comply with 2006 IBC, IPC, IMC, IFQC, IFC, 2005 NEC and any applicable City of Wheat Ridge Municipal Codes. 38'_ OUTLINE OF 36 -0" CARPORT BEYOND ROOF PURLIN (SEE SCHEDULE) 0 i R — -- - - - - -_ - -- - - - - -- COLUMN 0 io (SEE SCHEDULE)w I /i1 i 0 17' -8%4 18' -4% A.1 CROSS - SECTION FULL SSS a�'e ROOF PANEL 3'- 11`/� 4'_1W (SEE SCHEDULE) NP SOLAR PANEL, CONNECTION- AND INSTALLATION BY OTHERS OUTLINE OF GUTTER _ -�- CARPORT BEYOND T I It I 1 3 1 T n _ 1 10' S-? - -- - -- ROOF PURLIN - - - - -- -<SE€- SCHEDULE-}-- -i - - -- 0 DOWNSPOUT ROOF BEAM = < COLUMN z (SEE SCHEDULE) (SEE SCHEDULE) o ID 1 CA I - Co i i I I 17' -8-'4" 17' - R4" 35' -5 %" A.2 CROSS - SECTION FULL SSS 'ate• "' - ' 0 C 0 GENERAL STRUCTURAL NOTES: S C H E D U LE 1• a ROOF BEAM FULL TEE STRUCTURE z (SEE SCHEDULE ) WPO G�STiii N 17'-0" N 2. LOADS oo III n / CARPORT BEYOND ROOF PURLIN (SEE SCHEDULE) 0 i R — -- - - - - -_ - -- - - - - -- COLUMN 0 io (SEE SCHEDULE)w I /i1 i 0 17' -8%4 18' -4% A.1 CROSS - SECTION FULL SSS a�'e ROOF PANEL 3'- 11`/� 4'_1W (SEE SCHEDULE) NP SOLAR PANEL, CONNECTION- AND INSTALLATION BY OTHERS OUTLINE OF GUTTER _ -�- CARPORT BEYOND T I It I 1 3 1 T n _ 1 10' S-? - -- - -- ROOF PURLIN - - - - -- -<SE€- SCHEDULE-}-- -i - - -- 0 DOWNSPOUT ROOF BEAM = < COLUMN z (SEE SCHEDULE) (SEE SCHEDULE) o ID 1 CA I - Co i i I I 17' -8-'4" 17' - R4" 35' -5 %" A.2 CROSS - SECTION FULL SSS 'ate• "' - ' 0 C 0 GENERAL STRUCTURAL NOTES: S C H E D U LE 1• _QVE \\\\u unnul1111111r FULL TEE STRUCTURE BUILDING DEPTH 2006 INTERNATIONAL BUILDING CODE Q� G�STiii 17'-0" � (M.p 2. LOADS ROOF SHEETING 24GA AEP 1T DESIGN SPAN GROUND SNOW LOAD:30.0 PSF FY-50 KSI SOLAR PANELS Ce = 0.90 9 70 ° CEE 8" x 3 1/2" x 14GA [0.070 in] Ct = 1.2 Fy =55 KSI Is = 1.0 CEE 16" x 4" x 12GA BOXED CEES [0.105 in] ROOF BEAMS BUILDING OCCUPANCY CATEGORY II WITH # 5 REINFORCEMENT Fy =55 KSI \ (2) CEE BASIC WIND SPEED (3— SECOND GUST): 100 MPH, EXP. "C" �SO� NAL p� WIND IMPORTANCE FACTOR = 1.0 nuumm Fy=55 KSI Kz = 0.85 Kzt = 1.0 G = 0.85 09/04/12 DIA. x 15' -0" DEEP (® interior frame) SE13MIC DESIGN CATEGORY "D" DIA. x 10' -3" DEEP (® end frame) SEISMIC IMPORTANCE FACTOR = 1.0 SITE CLASS "C" SEISMIC FORCE RESISTING SYSTEM: CANTILEVERED COLUMN, R = 1.5 ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE J 3. FOUNDATION FOUNDATION DESIGN BASED ON GEOTECHNICAL ENGINEERING REPORT PREPARED BY: 7 TEP.RACON CONSULTANTS, INC. Q 4. CONCRETE ALL CONCRETE REQUIRED HERE -IN SHALL BE DONE IN ACCORDANCE W/ ACI J W STANDARD 318 -08, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, 0 WHICH IS HEREBY MADE A PART IF THESE DOCUMENTS, WITH THE FOLLOWING MODIFICATIONS: PARA 2.1.2: CEMENT SHALL COMPLY W/ ASTM C150, TYPE II. z U) PAPA 3.2: F'c SHALL BE 2500 PSI AT 28 DAYS FOR ALL CONCRETE 2 z PARA 4.1.3: THE USE OF EARTH CUTS FOR FORMS IS PERMITTED. Q O PARA 5.2: REINFORCING SHALL BE NEW BILLET STEEL COMPLYING W/ ASTM A615, GRADE 40. LL 5. STEEL ROOF DECK W STEEL ROOF DECK SHALL BE AEP SPAN STANDING SEAM ROOF OR EQUAL PANEL, CONFORMING TO THE SPECIFICATIONS AISI -NAS COLD- FORMED STEEL DESIGN MANUAL AS REFERENCED BY THE IBC: ASTM A792, ASTM A653, OR ASTM A611 WITH A MINIMUM YIELD STRENGTH OF 80 KSI AND A MINIMUM TENSILE STRENGTH OF 82 KSI. 6. SOLAR PANELS SOLAR PANELS AND CONNECTIONS SHALL BE DESIGNED, SUPPLIED, AND INSTALLED BY OTHER (NOT BY BAJA). F q/0) 5 O 7. LIGHT GAUGE STRUCTURAL T FRAMIN U ALL LIGHT GAGE STEEL FRAMING MEMBERS TO BE SUPPLIED BY ASC PROFILES (AEP SPAN), CITY OF LOS ANGELES APPROVED FABFWATOR ID #1892 OR OTHER MANUFACTURERS W/ EQUIVALENT QUALIFICATIONS. D i2 Lo ALL STRUCTURAL STEEL FRAMING MATERIALS AND ERECTION SHALL BE IN 0 ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE W cD v "SPECIFICATIONS FOR THE DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS ": (n 3 D ASTM A653 OR ASTM A570 WITH A MINIMUM YIELD STRENGTH Fy =55 KSI AND p c MINIMUM TENSILE STRENGTH Fu =65 KSI W E - o W (D ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF LATEST EDITION OF THE p1 c AWS D1.1 "STRUCTURAL WELDING CODE-STEEL` AND AWS D1.3 "STRUCTURAL WELDING p CODE - SHEET STEEL ". USE E70xx LOW HYDROGEN ELECTRODES. ALL WELDING TO CC U) E BE PERFORMED BY WELDERS HOLDING A VALID CERTIFICATE AND HAVING CURRENT U a) m EXPERIENCE IN LIGHT GAGE STEEL. CERTIFICATES SHALL BE ISSUED BY AN U_ CU 0 76 ACCEPTED TESTING AGENCY. DO NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR N C: U APPROVAL OF THE STRUCTURAL ENGINEER. j a > w STRUCTURAL STEEL MEMBERS SHALL BE FURNISHED TO THE SPECIFIED MINIMUM YIELD POINT OR GREATER. THE ASTM, GRADE, AND OTHER SPECIFICATIONS SHALL BE INDICATED BY SUITABLE MEANS ON EACH LIFT OR BUNDLE OF FABRICATED MATERIAL. M d' 8. FASTENERS SVr EL SCREW FASTENERS SHALL BE HILTI "S -MD" SELF - TAPPING SCREWS (EFR -2196) OR EQUAL, COMPLYING WITH THE REQUIREMENTS OF THE IBC. 9. CC : TRACTORS TH!% CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATIONS TO U M THE PLANS AND SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED to z FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR HIS — 0) REVIEW DO NOT CONSTITUTE "IN WRITING" UNLESS IT IS NOTED THAT SPECIFIC Q O CWNGES ARE BEING REQUESTED. IF CHANGES ARE MADE WITHOUT WRITTEN U APPROVAL, SUCH CHANGES SHALL BE THE LEGAL AND FINANCIAL RESPONSIBILITY OF O N T CONTRACTORS OR SUBCONTRACTORS INVOLVED AND IT SHALL BE THEIR U W N RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE LU ENGINEER. z N CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER v MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN Q X PLACE DURING ERECTION. THESE PROVISIONS SHALL REMAIN IN POSITION UNTIL Q SUFFICIENT PERMANENT MEMBERS ARE ERECTED TO INSURE THE SAFETY OF THE MEN U - LL PARTIALLY ERECTED STRUCTURES. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. OBSERVATION VISITS TO THE C/) O SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE I ITEMS. 0 10. ENGINEER OF RECORD ~ BAJA CONSTRUCTION CO., INC. AND /OR THEIR ENGINEERING CONSULTANTS IS ONLY z Q M RESPONSIBLE FOR THE CONTENTS OF THESE DRAWINGS AND STRUCTURAL LL O CALCULATIONS AS PROVIDED FOR THIS PROJECT, BAJA CONSTRUCTION CO., INC. AND 00 O r� 0 THEIR ENGINEERING CONSULTANTS ARE NOT CONSIDERED THE ENGINEER OF RECORD U N FOR ANYTHING OTHER THAN THE PREFABRICATED STEEL SYSTEM CANOPY /CARPORT /RV & BOAT STORAGE /OR MINI - STORAGE SYSTEMS THAT IS SHOWN ON THESE PLANS. THESE PLANS ARE APPLICABLE ONLY TO THE SPECIFIC PROJECT NOTED ON THE PLANS. IN ADDITION, THESE PLANS ARE ONLY APPLICABLE TO THIS PROJECTS r7 PROVIDED BAJA CONSTRUCTION PROVIDES AND WSTALLS ALL MATERIAL SPECIFIED HEREIN. PROD. NO.: DATE: 9936 07.25.12 DRAWN: CHECKED: BG R.P. SHEET: S .1 1 OF 2 1:: \Weer Reglw,f1 % -CATMd WCO FMTM® W"W WOGS TOWN CEN R\9336- Engineering \9336 -Atl" 9/430134.1657 RW 1:1 I" 17' -0" 1 Wa �ORA Wheat Ridge Building Department o pproved z B51111VMISINFICIAL , DATE Validty of Permit Thi libumm of a pemut or approval of plans, specifications and computations shNhnot for, or an approval of, any violation to any of the provisions 'g code or of any City ordinances. Permits presuming to give authetity to vidate or cancel the provisions of the bulding codes or other ordrnance� of the City shay not valid. SOLAR PANEL, CONNECTION AND INSTALLATION BY OTHERS ROOF PANEL- (SEE SCHEDULE) GUTTER 3' 11'' -0" 17' =0" 7" 128' -1" I Z n ROOF SHEETING DOWNSPOUT -SOLAR PANELS AND DOWNSPOUT DOWNSPOUT CONN. SUPPLIED AND THIS LOCATION THIS LOCATION ( SEE SCHEDULE AND THIS LOCATION INSTALLED BY OTHERS SOLAR PANELS AND MEMBERS PROFILE) OVER ROOF SHEETING ROOF SHEETING CONN SUPPLIED AND W S C H E D U LE MODEL: SOLAR SUPPORTS FULL TEE STRUCTURE BUILDING DEPTH 39' -54" PROJECTED BUILDING TYP. BAY 17'-0" SPACING ROOF SHEETING 24GA AEP 1T DESIGN SPAN FY-50 KSI SOLAR PANELS DESIGNED, SUPPLIED AND INSTALLED BY OTHERS ROOF PURLINS CEE 8" x 3 1/2" x 14GA [0.070 in] Fy =55 KSI ( CEE 16" x 4" x 12GA BOXED CEES [0.105 in] ROOF BEAMS WITH # 5 REINFORCEMENT Fy =55 KSI COLUMNS (2) CEE 16" x 4" x 12GA BOXED CEES [0.105 in] WITH # 6 REINFORCEMENT Fy=55 KSI PIER FOOTING 30 DIA. x 15' -0" DEEP (® interior frame) 30 DIA. x 10' -3" DEEP (® end frame) PROD. NO.: DATE: 9936 07.25.12 DRAWN: CHECKED: BG R.P. SHEET: S .1 1 OF 2 1:: \Weer Reglw,f1 % -CATMd WCO FMTM® W"W WOGS TOWN CEN R\9336- Engineering \9336 -Atl" 9/430134.1657 RW 1:1 I" 17' -0" 1 Wa �ORA Wheat Ridge Building Department o pproved z B51111VMISINFICIAL , DATE Validty of Permit Thi libumm of a pemut or approval of plans, specifications and computations shNhnot for, or an approval of, any violation to any of the provisions 'g code or of any City ordinances. Permits presuming to give authetity to vidate or cancel the provisions of the bulding codes or other ordrnance� of the City shay not valid. SOLAR PANEL, CONNECTION AND INSTALLATION BY OTHERS ROOF PANEL- (SEE SCHEDULE) GUTTER 3' 11'' -0" 17' =0" 7" 128' -1" I Z n ROOF SHEETING DOWNSPOUT -SOLAR PANELS AND DOWNSPOUT DOWNSPOUT CONN. SUPPLIED AND THIS LOCATION THIS LOCATION ( SEE SCHEDULE AND THIS LOCATION INSTALLED BY OTHERS SOLAR PANELS AND MEMBERS PROFILE) OVER ROOF SHEETING ROOF SHEETING CONN SUPPLIED AND W BOXED CEES (SEE SCHE ROOF PANEL PANEL CLIP WITH SOLAR PANELS AND (2) #2 WAFERHEAD CONNECTIONS BY SCREWS EACH PURLIN OTHERS (NOT BY BAJA) PURLIN CLIP, CTRD. 3 "x6 "x14GAx7" 10GA END CLIP ah "A4 PURLIN 2- PLACES 2- PLACES 1/8" AT CLIP AT CLIP 1 /8 1 3 PURLIN TO BEAM CONN. N.T.S. in 1ll�' p - - - --i t Ill- to 0 0 O (SEE SCHEDULE) BOXED ROOF BEAM ■ CC �' (SEE SCHEDULE) ROOF PANEL C14 (� L U 7 ; - ■ ■ ■ PJP 5/1 a SOLAR PANEL, ■ ■ ( #OP 1 TIES AT ' ■ ■ - - - -- 1A. ■ INSTALLATION AND a o - - '`___ - -- .y L 5/16" co CONNECTION BY OTHERS ■ ■ FOOTING i 1 -- w = (NOT BY BAJA) __. - --' _ _ - - •. a Of ..'r. ___ - --" __ - ---' ■ ww PURLIN 1 ■ I o A PURLIN) (8) #6 VERTICAL i 1 v °_ A l s REBAR w/ #4 1 1 1 1 T IES ® 12" O.C. I I �---- - - - - -I 1 ■ ■... ■■ ■� ■��••• PIER DIAMETER DOWNSPOUT SEE SCHEDULE 1 DRILLED PIER FOOTING .-.-■.-.��� _ N.T.S. ROOF PANEL PANEL CLIP WITH SOLAR PANELS AND (2) #2 WAFERHEAD CONNECTIONS BY SCREWS EACH PURLIN OTHERS (NOT BY BAJA) PURLIN CLIP, CTRD. 3 "x6 "x14GAx7" 10GA END CLIP ah "A4 PURLIN 2- PLACES 2- PLACES 1/8" AT CLIP AT CLIP 1 /8 1 3 PURLIN TO BEAM CONN. N.T.S. i ■ 2 WELD REBAR TIP. PER SCHEDULE 22 COLUMN REINF. BAR WELDING PATTERN T ` 2 COLUMN TO BEAM CONN. N.T.S. SOLAR PANELS AND PURLIN CLIP, CONNECTIONS By „ CTRD. EAVE TRIM O 3 "x6 x14GAx7 - OTHERS ROOF (NOT BY BAJA) F 4-#12 SCREWS EACH 4 - #12 SCREWS EACH PANEL - -- _jj - - - PURLIN PURLIN ___ - -- (8- SCREWS IF CONT. (8- SCREWS IF CONT. __ -- PURUN) PURLIN) [ _, -- GUTTER --\\ �4 LP SEAL WELD DOWNSPOUT L- PURLIN 1 /8 SEAL WELD 2— PLACES 3/ AT CLIP / 1 LIP tOGA END CLIP 8kt "xY4 "x24 3.1 PURLIN TO B AM CONN. _ N.T.S. Foundation inspections shall be performed by the engineer of record and verified to the Building Division by wet- stamped letter of approval inspections shall be performed by the engineer of record and verified to the Building Division by wet - stamped letter of approval _ IWMr Re9bM9936 -C TAAWW CO nWTO 0 W„EAT RIDGE TOWN CEMflt"M- W�dn. WA( g�19W L1 SEAL WELD PANEL EACH SIDE 5/16" OF BEAM in ROOF PURLIN to 0 0 O (SEE SCHEDULE) BOXED ROOF BEAM ■ CC �' (SEE SCHEDULE) ROOF PANEL C14 (� L U 7 ; STIFF. PLATES ■ ■ ■ PJP 5/1 x Q SOLAR PANEL, ■ ■ LL __ - - -' ■ 3 -SIDES E INSTALLATION AND TYP. - - '`___ - -- U ■ 5/16" co CONNECTION BY OTHERS ■ ■ _ - --' ■ - - - - - te - - - - -- 0 It (NOT BY BAJA) __. - --' _ _ - - 4 - #12 SCREWS EACH ___ - --" __ - ---' PURLIN (8- SCREWS IF CONT. A PURLIN) ■..■ GUTTER ■■ ■.. ■.����� ■ ■... ■■ ■� ■��••• DOWNSPOUT .-.-■.-.��� ••'�� BENT PLATE ���� ■... ■•'' 83Yi „x24 „x %7 .- �■ ■■ ■• STIFF. PLATES m ■ CORNER REINF. „ ■ i PJP 5/16 TYP 3Xi x STIFF. %” THK. PLATES W/ m BOXED ROOF BEAM i ■ SEE HED. FULL BEARING AT E SCHEDULE ( ) TOP AND BOTTOM ■ ■ ■ RADIUS CUT ■ : AB REQ'D. i 3 -SIDES TYP. EACH 7” x 8" x 3/8" 1 5/16" TYP. 1/8 STIFFENER 3 -SIDES CONNECTOR PLATE ■ REINF. BEAM TYP. 5/16" TYP. i 5/16" 2A SECTION REINFORCED BOXED REINFORCED BOXED i ■ _ wT� CEES COL. L CEES COL. z• -o• (SEE SCHEDULE) (SEE SCHEDULE) i =--- AND DETAIL 2.2/- AND DETAIL 2.2/- ILL i ■ 2 WELD REBAR TIP. PER SCHEDULE 22 COLUMN REINF. BAR WELDING PATTERN T ` 2 COLUMN TO BEAM CONN. N.T.S. SOLAR PANELS AND PURLIN CLIP, CONNECTIONS By „ CTRD. EAVE TRIM O 3 "x6 x14GAx7 - OTHERS ROOF (NOT BY BAJA) F 4-#12 SCREWS EACH 4 - #12 SCREWS EACH PANEL - -- _jj - - - PURLIN PURLIN ___ - -- (8- SCREWS IF CONT. (8- SCREWS IF CONT. __ -- PURUN) PURLIN) [ _, -- GUTTER --\\ �4 LP SEAL WELD DOWNSPOUT L- PURLIN 1 /8 SEAL WELD 2— PLACES 3/ AT CLIP / 1 LIP tOGA END CLIP 8kt "xY4 "x24 3.1 PURLIN TO B AM CONN. _ N.T.S. Foundation inspections shall be performed by the engineer of record and verified to the Building Division by wet- stamped letter of approval inspections shall be performed by the engineer of record and verified to the Building Division by wet - stamped letter of approval _ IWMr Re9bM9936 -C TAAWW CO nWTO 0 W„EAT RIDGE TOWN CEMflt"M- W�dn. WA( g�19W L1 SEAL WELD PANEL EACH SIDE 5/16" OF BEAM 2.1 CO LUMN TO BEA C ONN , N.T. 46GA END CLOSURE 6GA END CLOSURE W/ (1) #12 SCREW W/ (1) #12 SCREW TOP AND BOTTOM, SOLAR PANEL, RAILING ' AND BOTTOM EACH RAKE PURLIN SYSTEM AND CONN. EACH PURLIN B OTHERS OVER RAKE Y \` TRIM ROOF PANEL ` TRIM 1' ROOF --J ROOF - PURLIN PANEL PANEL ROOF PURLIN (SEE SCHEDULE) BOXED ROOF BEAM (SEE SCHEDULE) STIFF. PLATES PJP 5/16" 3 -SIDES TYP. 5/1 ■• ■ ■ m � ■ ■ ■ ■ ■ ■ ■ ■ i ■ ■ ■ ■ ■ ■ ■ ■ ■ 16" ■ ■ ■ ■ ■ TYP. REINFORCED BOXED CEES COL. (SEE SCHEDULE) AND DETAIL 2.2/- 2.2 COL UMN TO B EAM CON _ N.T.S. -SOLAR PANEL, RAILING SYSTEM AND CONN. BY OTHERS OVER ROOF PANEL SOLAR PANELS CONNECTION AND INSTALLATION BY OTHERS (NOT BY BAJA) ----------------- ROOF --' ROOF -j ' PANEL PURLIN PURLIN (2) #12 SCR EACH PURLIN PURLIN STIFFENER 18GA SUB -GIRT 4 PURLIN CLOSURE 4.1 P URLIN CLOSURE N.T.S. N.T.S. T R" n C COLUMN BEAM PURLtN (2) 16 "x4" BOXED p p (2) 16''x4" BOXED 8.,'W MEMBERS PROFILE (SEE SCHEDULE FOR MEMBER THICKNESS) X . 18GA SUB -GIRT 5 PURLIN BRACING N.T.S. _ T V-5' #12 CLIP WITH (2) #12 WAFERHEAD SCREWS COVERAGE EACH SUPPORT DESIGN SPAN STANDING SEAM ROOF PANEL 8" / 24 EAVE TRIM BENT PLATE - 8kz "x24 "x%" PANEL Le e m. ZONAL nunmumnuo��� 09/04/12 0 in z to 0 0 O N BOXED ROOF BEAM ■ CC �' (SEE SCHEDULE) ■ ■ C14 (� L U 7 ; STIFF. PLATES ■ ■ ■ PJP 5/1 x Q W ■ ■ LL • ■ 3 -SIDES E 5/16 TYP. ■ ■ ■ ■ U ■ 5/16" co ■ ■ ■ ■ > ■ - - - - - te - - - - -- 2.1 CO LUMN TO BEA C ONN , N.T. 46GA END CLOSURE 6GA END CLOSURE W/ (1) #12 SCREW W/ (1) #12 SCREW TOP AND BOTTOM, SOLAR PANEL, RAILING ' AND BOTTOM EACH RAKE PURLIN SYSTEM AND CONN. EACH PURLIN B OTHERS OVER RAKE Y \` TRIM ROOF PANEL ` TRIM 1' ROOF --J ROOF - PURLIN PANEL PANEL ROOF PURLIN (SEE SCHEDULE) BOXED ROOF BEAM (SEE SCHEDULE) STIFF. PLATES PJP 5/16" 3 -SIDES TYP. 5/1 ■• ■ ■ m � ■ ■ ■ ■ ■ ■ ■ ■ i ■ ■ ■ ■ ■ ■ ■ ■ ■ 16" ■ ■ ■ ■ ■ TYP. REINFORCED BOXED CEES COL. (SEE SCHEDULE) AND DETAIL 2.2/- 2.2 COL UMN TO B EAM CON _ N.T.S. -SOLAR PANEL, RAILING SYSTEM AND CONN. BY OTHERS OVER ROOF PANEL SOLAR PANELS CONNECTION AND INSTALLATION BY OTHERS (NOT BY BAJA) ----------------- ROOF --' ROOF -j ' PANEL PURLIN PURLIN (2) #12 SCR EACH PURLIN PURLIN STIFFENER 18GA SUB -GIRT 4 PURLIN CLOSURE 4.1 P URLIN CLOSURE N.T.S. N.T.S. T R" n C COLUMN BEAM PURLtN (2) 16 "x4" BOXED p p (2) 16''x4" BOXED 8.,'W MEMBERS PROFILE (SEE SCHEDULE FOR MEMBER THICKNESS) X . 18GA SUB -GIRT 5 PURLIN BRACING N.T.S. _ T V-5' #12 CLIP WITH (2) #12 WAFERHEAD SCREWS COVERAGE EACH SUPPORT DESIGN SPAN STANDING SEAM ROOF PANEL 8" / 24 EAVE TRIM BENT PLATE - 8kz "x24 "x%" PANEL Le e m. ZONAL nunmumnuo��� 09/04/12 0 C.0 in z to 0 0 O N U) a) CC �' y 0 U) /VJ�� C14 (� L U 7 ; VJ LU O H < x Q W a, LL i= CC U) E U LL C U M p U M N co > o 0 It M IRT C.0 in z to 0 0 O N U z Z C14 O < a) F < x Q U _0 LL 0 Zo U) o LL M 0 M p U M N 00 r S PROJ. NO.: DATE: 9936 07.25.12 DRAWN: CHECKED: BG R.P. SHEET: S -2 2 OF 2 asp City of 7500 W. 29 Ridge, CO 80033 It? II Office: 303-235-2855 * Fax: 303-235-2857 Plan Inspection 303-234 Pernmn w Property Address: P - party Owner (please print): ` . C, PF►a s: Address: 4 U c . Sub Contractors: Electrical City License : 0 Plumbing City License ##: Mechanical City License Company: t kit kt F ''t ,. ("6, r `,(,, Company Company: City of WheatR�jdge COMMUNITY DEVELOPMENT Memorandum TO: Case File WSP -11 -01 and Building Permit File FROM: Sarah Showalter, Planner II DATE: August 31, 2012 SUBJECT: Amended Site Plan for WR Town Center Apartments This memo is to confirm the approval of the amended Site Plan for 4340 Vance Street, Wheat Ridge Town Center Apartments. Amendment 1 to the Site Plan includes the following changes: (1) A slight shift of the front monument sign west to accommodate the sidewalk along the front access drive; (2) A slight shift in the dog run north because of the grading swale (the grades are too steep further to the south); (3) The addition of carports in the resident parking area; (4) The addition of a trash enclosure for the dumpster; (5) Some minor adjustments to a few plant material items on the landscape plan due to their lack of availability. These changes are all in conformance with the MU -C zoning and are so minor that a formal site plan review with referrals was not required. City cif` Wheat Ridge Municipal Building 7500 W. 29`'' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303,237.8929 8/30/12 Keith Hurley Re: 4340 Vance Street I am in the process of reviewing plans for 4340 Vance Street and require the following information to continue my review. I Provide "wet-stamped" drawing of foundation details for monument sign. 2 Provide "wet-stain ped" drawing of mounting the wall sign on the building. 3 Provide a drawing showing layout of all related electrical and location of circuit(s) for sign(s). Once I receive this infon I can continue with my plan review. If you have any questions feel free to contact me. www.6wheatridge.coms You must complete this sheet and include it in the submittal package for any new wall signs. You will also need to create a site plan and a detail sheet • the signage. Project Address: A 4o x Contractor: " L � � 10 —\Ly� You are allowed I square foot of signage for every I linear foot of wall to which you are attaching a sign. WIT I I I C I, Stop 1: Measure the length of the wall(s) where you are attaching the sign: Wall 1 - OL4 feet Wall 2 - feet Well 3 - feet Wall I allowable signage- • • H City of Wheat Ridge Building Permit Submittal List • • tOR The following items are required for the minor building permit submittal for the property located at 4 Vn 4 , 1 r t 3± . If any of the required items a not included in the submittal, the submittal will be considered incomplete and returned immediately without review. I patios, concrete work in excess of 600 square feet, sheds, garages and over the counter permits. This sheet must be submitted with the building permit application, Please initi--T beside each required item, signifying that it has been included. "I 1 PLANS: El One (1) site plan Contents of plans detailed in the minor pen handout =M Y MY' I MEHIV�VTHTM RUN. - 1 ��� Building Division - 303.235-2855 Planning Division - 303.235-2846 inspection line - 303.234.5933 wwwcimhea You must complete this sheet and include it in the submittal package for any new freestanding signs. You will also need to create a site plan and a detail sheet of the signage. S: Contractor- f You are allowed I freestanding sign for every street right-of-way adjacent to your property. The allowable sign size is related to building size. (-CO 4 -5,001 +100= 44 Building size Allowed sign size 11 3! 1111!11111 I 'll I 1111�1 Building size Allowed sign size 9�1 �WIMEM20=0 Check here if the sign is existing and you are replacing a cabinet or face with the same size cabinet or face. The sign must meet a setback from the street right-of-way. If the sign is less than 7 feet in height, the sign must be setback 6 feet. If the sign is between 7 feet and 15 feet the sign must be setback 10 feet For most freestanding signs, the maximum height is 15 feet For properties within 1 /4mile of the interstate, freestanding signs may be 60 feet tall. These signs must • setback at least 30 feet from the street right-of-way. The new proposed freestanding sign will be (4> — feet tall. Stop 4: Determine the setback from the street right-of-way: The new proposed sign will be setback ) C feet from the street right-of-wa] All freestanding signs must adhere to the sight distance triangle requirements as listed in Section 26-603 • the Code of Laws. You must include a site plan which details the location of the freestanding sign, building and drive areas. Show all new and existing signage (include the square footage and height • all existing signs). Please include a detail of the proposed sign, including the overall square footage and height, as well as any electrical and structural details which may be pertinent. In .... ... .. ... ��E CA � / \ � � § � VP ��E CA I ss 2 as r > ,Vln OR 3A. c a to WHEAT RIDGE TOWN CENTER APARTMENTS REDLAN SITE PLAN rU,LUING EIEVAWNS Al 61W� � § : / \%\ } /// \ 'n\/ \ » \ \// \ \ . �.. ���� Ln > . ■ =Y wpm Lu LA H i rn > 4 M �y 4V�i i i Y C� �5 �� C7 t y 1 t 1 ; ll i { i i Y 1 3 t k4 y . 4 i 3 z u t �ll ro IIX I .9 a tog :5 40 4 Lq ,_fall 4.1-1.1111 K's ul Ul m di Im ANCHOR DRAWNG DMIMON: I I dm ENGINEERING, INC. MONUMENT #1 DETAIL 2535 1a »< Denver, CO 80211 Wheatridge Town Center (303) 7834797 (303) 830-9133 FAX Wheats idge, CO 1 JOB #10269 FF pp In c € -d6 f w Im RR$"V %W P,4m . k MA t l 4, U. 11 �j " w rm u Y � � 1 k F to } Z H cs 9 w 0 3+ „ x t t� a • 0 a KIM I • LL--1 i M a m • F U� 0 C) cp Cl Ln m CD ,j 0 Ei n rl m rn LN C 11 Lq Ia O T LR 0 Z - 1 IM �3 F i: E � 5 2 ; :� m Lp 7i in P L T > LA f- > MR -Z c m 4 s c: 70 < u C; z �z )V v) ui r- Z m - 0 m r) M z i m z F U� 0 C) cp Cl Ln m CD ,j 0 Ei n rl m rn LN C 11 Lq Ia O T LR 0 CH ISHOLM JOB �� E �x r ,, art CONSULTING SERVICES, LTD. Structural Engineers sHEET OF 1074 S. Alkire St. CALCULATED BY— � ff DATE ° L / Z LAi tl qO{ , 99 80228 i n c f 7 A'v- Town Center Senior Residences at Wheat Wheat Ridge, Colorado r a 0 0 * Aw r s �� } r wr+sa - nut 37 '�7'rK , °Y 1' Fe'B " T A Y .� P ;`Y " "�'dt^1'7 !l FLLSYi 1.3.p T i , (.._...;.... $f21 x S. � .L $ S Y .,YS il .., , 5'S"S�i ti 0' 1 1. • A When corrections have been made, call for rl-inspection at 303-234-59 7 7 nspector DO NOT REMOV�� NOTICE ANcHoR ENGiNEERiNG, INc. 2535 17 DFNVEP, CO 80211 0 303-783-4797 -. Fxx -0* WWW ANC HORENG.COM MMMMUMM Ryan Taylor - 3 Re: Wheat Ridge Town Center p;e AC' 5 Sole Plate to Foundation Clarification Dear Mr. Taylor, As requested, our office is providing this letter to clarify the acceptable connections of the wood wall sole plates to the concrete post-tensioned slab-on-grade foundation. Although this specification for the attachment of the wood sole plates to the concrete slab is provided in the "Shearwall Schedule", the default attachment can be used on all other structural walls that are not also shearwalls. This default attachment is specified as: ricase n 11 19mr U" E .WPP 0 J be as indicated for perimeter walls. All interior shearwalls are specifically indicated in plan. MjjM"�WM7-4" - Iuf�� I'll 77• llf J Sincerely, Anchor Eng , �neering, Inc. Rodney W. Hanchett, P.E., S. E. Senior Project Manager ib-DESIGNiNo DENVER AND BEYOND-& Trussway Manufacturing Inc. 11 Engineering Department 9411 Alcom St., Houston, TX 77093 (713) 6916900 8850 Trussway Blvd Orlando, FL 32824 (407) 857 2777 18110-11392 WHEAT RIDGE TOWN CENTER V The truss drawing(s) referenced below have been prepared by Trussway Manufacturing, Inc. under my direct supervision based on the parameters provided by Trussway-pt:; Worth. Pages or sheets covered by this seat: R6130 thru R61303 My license renewal date for the state of Colorado is October3l,2013. June 13,2012 Budimon, Junaidie Tice sea] on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown, Job 'Truss jTruss Type Pty JPIY 118110-11392 AT RIDGE TOWN CENTER V 18110RE (R44 lCommon Truss I R61302 11 1 i K z 554IL.0 10) Igoe . .. ,u 72W a May 11 2011 MiTek Industries Inc. , -us Jun 121162 2012 Page -603(LC 10) K lo:rpd)MZMVYIhA4stsYxTlXzuAmL-LFtoYfs2Xni6ZPohqE$7o7WORWymOnYO_XH9xbz7?qI Max Grav G 171 Q(LC 3) 6-743 7-1�5 74-14 4-8-6 *k TTACH 3/4 PLYWOOD OR OSS TO 4,25 12 Soole = 32, i EACH FACE OF TRUSS (AS SHOWN) 3X5 WITH 8d NAILS ( I ROW(S) 3" O C. IN ALL MEMBERS ON EACH SIDE. . .... . 3X4 A 34 JACK TRUSS UP VATH TEMPCIRARY SHORING TO A ZERO DEFLECTION PRIOR TO REPAIR. £7 C PROVIDE TEWORARY SUPPORT TO HMO TRUSS MEMBERS N PLACE DURING AND UNTH, REPAIR HAS BEEN APPLIED, ... ......... . . 4X4 Aw W Vu @ a INSERT I l 2s4 DF No 2 MEMBER(S) CUT TO FIT TIGHT IN PLA LAN OF TRUSS (AS &40m) A ----------- I H K G 17 , SPL - ltd JX6 "x4 " 3X4 248 3X5 3X5 34 BOTTOM CHORD 9 4-4 ---------- -- - - -- --- — ------ — ------ 8-10-15 7.7-6 LOADING (psp SPACING 2-0-0 Csl OEFL in (100) Vdayft Ltd PLATES GRIP TCLL 30,0 Plates Increase 1,15 TC 0,79 Vert(LL) -0,15 J-K >999 360 i MT20 2201195 TODL 10 0 Lumber Increase 115 PC 0.82 Vert(TL) -0,40 J-K >769 240 BCLL 0,0 Rep Strew Inor YES WS 0.98 i Hotz(TL) 0.07 G n1a We BC DL 10.0 t Code IBC 2006/TP12002 (Matrix) Vvind(LL) 0.09 H-J >999 240 Weight: 144 lb FT =10 LUMBER TOP CHORD 2 X 4 DF 210OF 1,8E 'Except' TI: 2 X 4 OF No.2 gTCHORD 2 X 4 OF No ,2 ABS 2 X 4 DF Stud/No,3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-" DO puffins, except end very oals, BOT CHORD Rigid ceiling direttly applied or 510-15 or; bracing, WEBS I Row at muIpt F-G, E-G, B-K az�= G 13820-1-130-3-8 K 1382( Mechanical Max Harz K z 554IL.0 10) Max Uplift G -603(LC 10) K -381 (LC 8) Max Grav G 171 Q(LC 3) K 1449(LC 3) Despm vsk! for use only well MiTek connectors , This design Is based only upon pare ratern shown, and is for an meta vidual bruiding codponent Apipticability of desIp parameters And proper Incorporation of component is responsibilin, of or0all designer - not base desoer, Sharing sperm is for lateral Support of Individual web members only Additional temporary braci to limure slabrily during construction is the resporhatAfty of the erector- Additionaf permanent owing of the overall stvanav is the reeponiabdry of the tape fing designer For generaf guldarre regarding fabrication quafty contour storm, deWer ion and branIn&= Crftt* DS B-" and SCS11 StAkfing 0onsionind safety j4� avaliable M Truss Pla te 11noratto, 583 6AV, Madso 5371 Laa�� ow lrsb [Truss Truss Type leafy Epfy f 18110-11392 T RIDGE TOWN CENTER V D 1811 ORE JR70 lCommosl Truss 11 1 8 1 8 - "_. - bRek ".acw w c)_____ ------- w__.._.._ _._.__._._...__. Tra svaay M;PW"rynq Inn,, Houston, TX T250 a May 112011 MiTeft indusfilles, Inc, Tale Jeers 1213.62:24 2012 Page ID: IhA4stsYxTlXzuAmL -p 'na_tgf4EQIy loAe1 .yJ bli n 4-, _,., _ -_ 3" __,. _ ",_... ,_.r.___- 26 ....._ "_.. . .. X1'QtQ ._.z .. .. .... „_- ._....�.. .. �........,. ..7.= t1.. _ ..�.....,, 79-0 7 -9.0 4-114 2 -9.12 -3-8 r THIS REPAIR I$ BASED CNV daFORMAT*N „- °'... s . ._ .. . .... .-. . -- 4."TZ5 X12 - ,'`;- 3fit' =1' F RECBV F CUSTOMER, S T IS T ,.. -,-, Q i THE RESPONSIBILITY OF THE BUILDING G � � 1,3x4 I t ` INSPECTOR &CONTRACTORTOVE.RIFYTHE TU'f`PR #55I RASS SERa ^ ND � � ( ADEQUACY OF THIS REPAIR TO MEET 3x6 TC7 4NNEC'T4R PLATES C}R A8 53�?1NN AND � :, 4x5 THE FIELD CONDITION REPLACE MEMBER WITH 2x4 8YP Nat, 2 � 1 CUT TO FIT TIGHT IN PLANE OF TRUSS, r ATTACH 5P8”` PLYWOOD OR OSS "TC3 s EACH FACE OF "TRUSS (AS SHOWN) � , E3 °' 0" �„ z IN ALL MEMBERS ON EACH SIDE ISE �a G 3x6r E V 1 t r.i A n4� ;m _._" _ . -: �" .. R 448 P 0 � N FA t. K : .gMf:K TRUSS UPb^NTN TEMPORARY StiC?R @NCa ,.. 3x4 = 3x6 °:. 4x5 ::::. 3x 5 4x4 : -- &x4 . 2x4 ! TO A ZERO DEFLECT PRIOR TO REPAIR. � t .. -. —.. .. . ....... _ PROVIDE TEMPORARY SUPPORT TO HOLD E MISSING WEB MEMBER { TRUSS MEMBERS IN PLACE DURfW. AND k . ,.._...._.. , .,.,..... .. -. ..,.� UNTIL REPAIR HAS BEEN APPLIED, 8-7 7 8-7-7 " _ 10 -11 "7 5-5-12 2-7-8 LOADING ( m SPACING 2-0.0 C*I DEFL H _.._ in (toe) Vdeft Lrd PLATES GRIP TCLL 30,0 Plates Increase 1.15 TC 080 Vert(LL) 420 M-0 >M 360 M CZfl 210191 TCOL 10.0 Lumber Increase 1,15 SC 0.66 Vert(TL) -0,49 M -0 >682 240 BCl L 0..0 Rep Stress ince NO WB 0.86 Horx(TL) 0.07 K rsta No BCDL 10.0 i Code ISC2006 TPI2002 (Matrix) Wlnd(I_L} 0.14 O -Q >999 240 Weight: 221 Ib FT a 10 a K - 10270-1 -8 0. - M - 0 -24 0.3-8 R - 1571f nl t Max Horn R - (LC 8) Max Upfift K (LC 9) - 820(LC 6) R - - 447(LC 6) Max Gres K - 1240(LC 4) M - 2091 (LC 3) R - 171(LC 1) Design vase for use only vein Wait coarrec;tors, This chisign is based only upon parameters shred, and is for an Indeidua€ b ild tg component, Applicability of desaln parameters and proper sacorporstion of axnpanent is responII trty of budding designer - not truss easrta er Parrot; shaso *for wdetat Support of indivduai pub overseers only, Additional temporary braoeno to Insure stab4tty during oonstnaction is the rimporsmday of the erector, Additional Permanent bracang If the overall structure is the responsibility of the bardasg designer. 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City of Wheat R ge COMMUNITY DEVELOPMENT Memorandum TO: Case File WSP -11 -01 and Permit File 20111253 FROM: Sarah Showalter, Planner II DATE: June 28, 2012 SUBJECT: Updated Landscape Plans for WR Town Center North (Permit # 20111253) The two attached drawings represent updated and approved landscape plans for the project at 4340 Vance Street (building permit #20111253). The approved changes comply with the zoning, MU -C, and include the following, as described by the owner, Wazee Development: 1) In the community garden area, the planter locations and sizes were reconfigured based on feedback from Denver Urban Gardens; 2) Because of the grade differential between the Vance Street sidewalk and the building, the pedestrian connection between the NW corner of the building and Vance Street was eliminated. The grade is way more significant than we anticipated so rather than put steps in a sidewalk for seniors, we added a new sidewalk along the west side of the front vehicular drop off area to tie into the cross walk; 3) We slightly expanded the front paver patio on the NW comer of the building; 4) We relocated the monument sign to move it a touch further away from the new sidewalk; 5) Because of the grades between the garages and the Upham Street sidewalk, we relocated the dog run further south so that there wouldn't be a huge grade /slope in the middle of the dog ran. Scale: V = 20' -0" North o to zo 40 3 -CS 2 -JS 1 -CI 6 -VC 1 -CI 3 -JS 5 -FEG I I I I I I I ®I I I I I_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _ I I I I I I I I I I I I I I I I I I I I I I I I I I I I ® I I I I I ®r _ I I I I I I I I I I I I I I PLANT LEGEND Deciduous Trees Buddleja davidii'Adonis Blue' 5 gal. 4' o.c. Sym. Botanic Name /Common Name Size Spacing Quanity GT Gleditisia lriacanthos inermis'Imperial' 2 1/2" cal. As Shown 6 9 Imperial Honeylocust Winter Gem Boxwood Dwarf European Cranberrybush TA Title americana'Redmond' 2 1/2" cal. As Shown 7 20 Redmond Linden Cranberry Cotoneaster AGC Aqastache cana Ornamental Trees CC Caryopteris x clandonesis'First Choice' 5 gal. AM Amelanchier grandiflora'Autumn Brilliant' 5' clump As Shown 2 Autumn Brilliant Serviceberry CH Cotoneaster horizontals 5 gal. Cl Crataegus crus- galli'lnermis" 5' clump As Shown 11 Thornless Cockspur Hawthorn CS Comus stolonifera'Isanti' 5 gal. MH Malus hope 2" cal. As Shown 3 New England Aster Hope Crabapple D13 Daphne x Burkwoodii'Carol Mackie 5 gal. PC Pyrus calleryana'Chanticleee 2 1/2" cal. As Shown 6 25 Chanticleer Pear EA Euonymous alatus compactus 5 gal. PT Populus Tremuloides'Bethel Spire' 5' clump As Shown 1 18" Bethel Spire Aspen EF Euonymus fortunei'Emerald n Gold' 5 gal. Deciduous / Everareen Shrubs BD Buddleja davidii'Adonis Blue' 5 gal. 4' o.c. 6 Sym. Compact Blue Butterfly Bush Size Spacing BM Buxus microphylla insularis'Winter Gem' 5 gal. 2' o.c. 9 36 Winter Gem Boxwood Dwarf European Cranberrybush CA Cotoneaster paiculatus 5 gal. 4' o.c. 20 Cranberry Cotoneaster AGC Aqastache cana 1 gal. CC Caryopteris x clandonesis'First Choice' 5 gal. 3' o.c. 14 First Choice Blue Mist Spires ALM CH Cotoneaster horizontals 5 gal. 4' o.c. 16 Rock Cotoneaster CS Comus stolonifera'Isanti' 5 gal. 4' o.c. 18 o.c. Isanti Dogwood New England Aster D13 Daphne x Burkwoodii'Carol Mackie 5 gal. T o.c. 9 1 gal. Carol Mackie Daphne D.C. 25 EA Euonymous alatus compactus 5 gal. 4' o.c. 43 DIN Dwarf Burning Bush 4" pots 18" D.C. EF Euonymus fortunei'Emerald n Gold' 5 gal. 4' o.c. 4 Emerald n Gold Euonymus ECP Echinacea purpurea 1 gal. HM Hydrangea macrophylla'Pink Elf 5 gal. T o.c. 5 Pink Elf Hydrangea GAG JS Juniperus sabina'Buffalo' 5 gal. 6' D.C. 14 Buffalo Juniper MA Mahonia aquifolium'Orange Flame' 5 gal. 4' o.c. 2 o.c. Oregon Grape Holly Dwarf Gold Daylily MR Mahonia repens 5 gal. 3' D.C. 22 1 gal. Creeping Oregon Grape Holly o.c. 11 PG Prunus glandulosa'Rosea Plena' 5 gal. 4' o.c. 20 LAA Pink Flowering Almond 1 gal. 18" D.C. RD Rubus deliciosus 5 gal. 4' o.c. 13 Boulder Raspberry HVA Hosta'Varigata' 1 gal. RN Rosa x'Meidiland Red' 5 gal. T o.c. 26 Single Red Shrub Rose OSE SJ Spirea japonica 'Anthony Waterer' 5 gal. T o.c. 47 Anthony Waterer Spirea SY Syringe patula'Miss Kim' 5 gal. 4' o.c. 35 D.C. Miss Kim Dwarf Lilac Creeping Cinquefoil VC Viburnum carlesii 5 gal. 5' o.c. 6 1 gal. Koreanspice Viburnum o.c. 14 O 6' BENCH - YOURKTOWN W /CHIPPENDALE BACK ESPRESSO COLOR MANUFACTURED BY URBANSCAPE FURNITURE- 2 Total PAVER - HOLLAND STONE - PARKWAY SERIES 60MM BY PAVESTONE PATTERN- PARQUET PATTERN COLOR -OLD TOWN BLEND PLANTING NOTES Deciduous / Evergreen Shrubs Calamagrostis acutiflora'Karl Foerster' 1 gal. 2' o.c. 61 Sym. Botanic Name /Common Name Size Spacing Quanity VO Viburnum opulus'nanum' 5 gal. T o.c. 36 Boulder Blue Fescue Grass Dwarf European Cranberrybush MIS Miscanthus sinensis purpurascens Perennials T o.c. 23 Purple Maiden Grass AGC Aqastache cana 1 gal. 24" o.c. 10 2' o.c. Mosquito Plant Dwarf Fountain Grass ALM Alyssum montanum'Mountain Gold' 1 gal. 18" o.c. 9 Basket of Gold ASN Aster novae - anglae 1 gal. 18" o.c. 10 New England Aster COG Coreopsis grandiflora'Sunray' 1 gal. 18" D.C. 25 Sunray Coreopsis DIN Duchesnea indica 4" pots 18" D.C. 40 Mock Strawberry ECP Echinacea purpurea 1 gal. 18" D.C. 7 Purple Coneflower GAG Gaillardia x Grandiflora'Fanfare' 1 gal. 18" o.c. 26 Fanfare Blanket Flower HEH Hemerocallis'Stella de Oro' 1 gal. 18" o.c. 15 Dwarf Gold Daylily IRE Iris ensata'Royal Robes' 1 gal. 18" o.c. 11 Purple Japanese Iris LAA Lavendula angustifolia'Hindcote' 1 gal. 18" D.C. 39 Hindcote Lavender HVA Hosta'Varigata' 1 gal. 18" o.c. 15 Verigated Hosta OSE Osteospermum ecklonis'Lavender Mist' 1 gal. 18" o.c. 5 Lavender Mist Sun Daisy PSP Potentilla reptans L 4" pots 18" D.C. 15 Creeping Cinquefoil RUH Rudbeckia fulgida'Goldstum' 1 gal. 18" o.c. 14 Black -Eyed Susan VIM Vince minor 4" pots 18" o.c. 32 Periwinkle VPV Verbena canadensis'Homestead Purple' 1 gal. 18" o.c. 17 Purple Verbena Ornamental Grasses CAD Calamagrostis acutiflora'Karl Foerster' 1 gal. 2' o.c. 61 2' Garden Ballard Light - 4 Total Feather Reed Grass FEG Festuca glauca'Boulder' 1 gal. 18" o.c. 17 Boulder Blue Fescue Grass MIS Miscanthus sinensis purpurascens 1 gal. T o.c. 23 Purple Maiden Grass PEA Miscanthus sinensis'Hameln' 1 gal. 2' o.c. 14 Dwarf Fountain Grass Grasses Turf Sod 2' Garden Ballard Light - 4 Total 1. Landscape Contractor shall be responsible for becoming familiar with all underground utilities, pipes and structures. The Contractor shall be held responsible for contacting all utility companies for field location of all underground utility lines prior to any excavation. The Landscape Contractor shall take sole responsibility for any cost incurred due to damage of said utilities. Call 811 Before You Dig. 2. Do not willfully proceed with construction as designed when it is obvious that unknown obstructions and /or grade differences exist that may not have been known during design. Such conditions shall be immediately brought to the attention of the General Contractor and Owner's Representative. The Landscape Contractor shall assume full responsibility for all necessary revisions due to failure to give such notification. 3. If conflicts arise between size of areas and plans, Landscape Contractor to contact Owner's Representative for resolution. Failure to make such conflicts known to the Owner's Representative will result in Contractor's liability to relocate materials. 4. The Landscape Contractor shall notify Owner's Representative 72 hours prior to commencement of work to coordinate project inspection schedules. 5. Landscape Contractor shall provide per unit costs for every size of plant material, and by type as called out on Planting Plans. Unit cost to include the plant material installed including all labor, equipment, amendments, fertilizers, and other materials as detailed and specified for each size. 6. It is the Landscape Contractor's responsibility to furnish plant materials free of pests or plant diseases. Pre - selected or "tagged" material must be inspected by the Landscape Contractor and be certified pest and disease free. It is the Landscape Contractor's obligation to warranty all plant material for two years after final acceptance. 7. Landscape Contractor shall be responsible for any coordination with subcontractors as required to accomplish planting operations. 8. Provide matching sizes and forms for all plants used for hedges. Space equally as called for on plans. 9. All plant material shall be acclimated to nearest conditions for minimum of 8 months before planting. 10. Obtain an agricultural suitability analysis of the site soil from an accredited soils laboratory at the contractors cost. The analysis shall verify the suitability of the existing soils, analyze the existing soil texture and recommend additional soil amendments beyond those specified. Additional amendments recommended by the analysis beyond those specified shall be an additional cost. A minimum of two (2) samples shall be taken from the site. Location to be determined by the Owner's Representative. The soil amendments currently specified will be the minimum incorporated. Test Agency: Colorado State University Soil Testing Lab, A319 -NESS, Fort Collins, CO 80523 -1120 or other reputable lab. 11. Plant names are abbreviated on drawings. See plant list for key and classification. 12. Final location of all plant material shall be subject to the approval of the Owner's Representative. 13. Apply 4 cubic yards of organic compost per 1,000 square feet to all sodded lawn and seeded areas. 14. Incorporate amendments thoroughly with top 6 in. of soil and bring amended soil to finish grade and elevations shown on drawings. Do not work soils under frozen or muddy conditions. 15. Approved soil amendments: A -1 Organics - BioComp or Premium 3 16350 WCR 76 Eaton, CO 80615 (970) 454 -3492 16. Do not commence amending of existing soil prior to acceptance of finish grade. 17. All planting bed areas and tree plantings will receive a minimum of 3" of mulch. The contractor is responsible for weed control on beds and seeded areas until final project acceptance. 18. Tree plantings and planting beds will be treated with Diehard transplant (Trees) and Diehard bed prep (Planting beds). Micorrhiza Innoculants installed at the rate recommended by the manufacturer. 19. See details for planting requirements, materials, and execution. 20. Stake /Guy all trees as per detail for a period of one year. 21. If annuals are specified on plans, the landscape contractor is to submit a list of seasonally available annuals to be used to the Owner's Representative for approval. 22. Ground cover areas are to be triangularly spaced, unless otherwise shown or noted on the plans. 23. All utility easements and emergency accesses shall remain unobstructed and fully accessible along their entire length for maintenance and emergency equipment and vehicles. 24. Contractor is responsible for restoring all disturbed landscape areas and repairing any damaged irrigation components and /or hardscape paving areas due to construction activity. BRITINA design group 7600 GRANDVIEW AVENUE SIT. 210 ARVADA, CO 60002 landscape architecture urban design planning phone: 303.456.2887 fax: 303.431.1039 web: www.biilina.com 111490 KEPHART community ■ planning ■ architecture 2555 WALNUT STREET DENVER. COLORADO 80205 www kepM1aM1<om W W O U � FEE' O 4 a O rT, O W FO'' A A W Number Date Issue 1 02.25.11 CHFA 2 08.18.11 50% CD SET 3 09.16.11 PERMIT SET 4 01.13.12 CONST. SET 5 06.20.12 CONST. SET Project Architect BC Project Designer Date 09.16.11 Job Number WP701 Drawn By BC Checked By Title LANDSCAPE PLAN Sheet Number L =1 F- Q 2 a W Y O F- 0 } a 0 F- Q 2 a W Y O F- 0 } a 0 TOTAL NUMBER OF PLANERS 20 -4' X 5' PLANTERS 2 -4 %15' PLANTERS ADD TOPSOIL TO PLANTERS HOLD DOWN FROM TOP 2" 4" X 4" TREATED LUMBER BURY 2 MIN. LUMBER TO BE SPIKED TOGETHER � �� ■ KEPHART community ■ planning ■ architecture I O FINISH GRADE. x 3" DEPTH MULCH W 3" HIGH WATER RETENTION BERM IN NON - V IRRIGATED TURF AREAS. SEE LANDSCAPE PLAN MULCH TYPE AND EASE BACK SLOPE ON UPHILL SIDE, WHERE DEPTH VARIES FINISHED GRADE #4 RE13AR 2' OC PLAN 1 ,_ n " ELEVATION NOTES: 1. CONTRACTOR TO SUBMIT STAMPED STRUCTURAL DRAWINGS FOR ALL FOOTING DESIGN, STRUCTURAL MEMBERS, CONNECTIONS, ETC. FOOTINGS SHOWN ARE JUST A GUIDELINE AND ARE NOT TO BE USED FOR CONSTRUCTION. 2. CONTRACTOR TO SUBMIT SHOP DRAWINGS, MATERIAL SAMPLES, AND PRODUCT LITERATURE TO OWNER FOR APPROVAL PRIOR TO ORDERING AND CONSTRUCTING ENTRY GATE, TRELLIS, FENCING, ETC. PLANT LAYOUT EITHER GRID OR 3. ALL COMPONENTS TO BE CEDAR. RAILING TO MATCH TRIANGLE WITH PRIOR APPROVAL 4. WOOD MEMBERS TO BE STAINED. CONTRACTOR TO PROVIDE SAMPLES ARCHITECTURE ED. ED. BY OWNER'S REPRESENTATIVE OF CEDAR STAIN FOR APPROVAL PRIOR TO CONSTRUCTION. TOP OF WALL ELEVATION TO REMAIN LEVEL PLANT 1" ABOVE EXISTING GRADES BY MOUNDING SOIL UNDER MULCH 3" DEPTH MULCH DO NOT COVER PLANT BASES, LEAVE PLANT TISSUES EXPOSED iii — ICI =II I� �l I =ICI I � �l I�LI �I� �l II = iu =1I TI -I =III I—_I PREPARE BACKFILL FOR TOP 6" MIN. 75% NATIVE SOIL EXCAVATED FROM PIT 25% ORGANIC COMPOST UNDISTURBED SOIL Z Y VARIES SEE PLAN ELEVATION BRICK VENEER TO MATCH BUILDING ARCHITECTURE PARKING LOT SCREEN WALL TYPICAL PERENNIAL PLANTING DETAIL A NOTES: 1. CONTRACTOR TO SUBMIT STAMPED STRUCTURAL DRAWINGS FOR ALL FOOTING DESIGN, STRUCTURAL MEMBERS, CONNECTIONS, ETC. FOOTINGS SHOWN ARE JUST A GUIDELINE AND ARE NOT TO BE USED FOR CONSTRUCTION. 2. CONTRACTOR TO SUBMIT SHOP DRAWINGS, MATERIAL SAMPLES, AND PRODUCT LITERATURE TO OWNER FOR APPROVAL PRIOR TO ORDERING AND CONSTRUCTING ENTRY GATE, TRELLIS, FENCING, ETC. 3. ALL COMPONENTS TO BE CEDAR. 4. WOOD MEMBERS TO BE STAINED, CONTRACTOR TO PROVIDE SAMPLES OF CEDAR STAIN FOR APPROVAL PRIOR TO CONSTRUCTION. 5. BRICK VENEER TO MATCH BUILDING ARCHITECTURE. NOTES 1. FINISHED GRADE FOR SOD TO BE 1/2" BELOW TOP OF EDGING. 2. TAMPER MULCH AT EDGING SO THAT IT DOES NOT SPILL INTO TURF. (3) 12 "z 1 1/2" NYLON /COTTON WEAVE TIES WITH 3/4" GROMMETS. #12 GAUGE WIRE FASTENED W/ (2) ZINC PLATED CABLE CLAMPS, COVER GUYS W/ 3' OF 3/8" DIA. SLIP PLASTIC TUBING. STEEL E SCALE: 1 " =1' -0" NOTES: 1. CRUSHER FINES TO BE RED BREEZE (COLOR) 2. CONTRACTOR TO SUBMIT SAMPLE FOR APPROVAL BY OWNER'S REPRESENTATIVE PRIOR TO CONSTRUCTION. EDGING TYPICAL BOTH SIDES 6" DEPTH CRUSHER FINES PATH WITH SOIL STABILIZER. 6" DEPTH COMPACTED SUBGRADE SOIL SEPARATING FABRIC MIRAFI 1405 TYPAR STYLE 3401 UNDISTURBED SOIL REMOVE PLANT FROM CONTAINER OR W/ B &B MATERIAL, REMOVE WIRE BASKET FROM ROOT BALL AND PEEL BACK BURLAP AFTER 2/3 BURIED IN PIT. PLANT CROWN AT 2" ABOVE FINISHED GRADE 3" DEPTH MULCH EASE BACK SLOPE ON UPHILL SIDE, WHERE APPLICABLE. 3" HIGH WATER RETENTION BERM EXCEPT IN DRIP IRRIGATED AREAS, REMOVE AT END OF MAINTENANCE PERIOD. SCARIFY SIDES OF HOLE PRIOR TO PLANTING BACK FILL MIX: 75% NATIVE SOIL EXCAVATED FROM PIT 25% ORGANIC COMPOST FOOT - TAMPED COMPACTED BACK FILL UNDER ROOT BALL TO ELIMINATE SETTLING. UNDISTURBED SUBSOIL. BRITINA design group 7600 GRANDVIEW AVENUE SU. 210 ARVADA. CO 80002 landscape architecture urban design planning phone: 303.456.2887 fac 303.431.1039 web: www.bri5oaxom (2)12" X 1 10 NYLON /COTTON WEAVE TIES WITH 3/4" GROMMETS AND 12 GUAGE WIRE FASTENED. WRAP OTHER END OF WIRE AROUND STAKE AND TWIST TO SECURE. COVER TRUNK WITH TREE WRAP - 4" BROWN CREPE PAPER_ (2)2" LODGEPOLE PINE STAKES. ALIGN STAKES PARALLEL W/ ROADIWALKS OR PARALLEL W/ DIRECTION OF PREVAILING WIND. ALL STAKES TO BE CONSISTANT. COORDINATE W/ LANDSCAPE ARCHITECT PLANT SO CROWN IS 2" ABOVE SURROUNDING FINISH GRADE. 3" DEPTH MULCH EASE BACK SLOPE ON UPHILL SIDE WHERE APPLICABLE. 3" HIGH WATER RETENTION BERM IN NON - IRRIGATED TURF AREAS, CUT AND REMOVE AT LEAST THE TOP 50% OF THE WIRE BASKET, AND TURN DOWN THE BURLAP AFTER THE ROOT BALL HAS BEEN STABLIZED IN THE PIT. MAKE SURE ALL ROPE IS REMOVED FROM AROUND THE TRUNK SCARIFY SIDES OF HOLE PRIOR TO BACKFILLING. BACKFILL MIX.: 75% NATIVE SOIL EXCAVATED FROM PIT 25% ORGANIC COMPOST NOTE: IF HOLE IS TOO DEEP. ANY SOIL ADDED TO RAISE THE ROOTBALL SHOULD BE COMPACTED. UNDISTRUBED SOIL. N TREE PLANTING & STAKING SCALE: 114 " =1'-0 111 �� ■ KEPHART community ■ planning ■ architecture PLANT CROWN AT 2" ABOVE SURROUNDING FINISH GRADE. L W 3" DEPTH MULCH W 3" HIGH WATER RETENTION BERM IN NON - V IRRIGATED TURF AREAS. SEE LANDSCAPE PLAN MULCH TYPE AND EASE BACK SLOPE ON UPHILL SIDE, WHERE DEPTH VARIES O rTl w APPLICABLE. SEE PLANS AND SPECS. 1�1 (3) 1'x2'518" STAKES TO ANCHOR GUYS. Qi W W Number Date Issue 1 02.25.11 CHFA 2 08.18.11 50% CD SET 3 09.16.11 PERMIT SET 4 01.13.12 CONST. SET 5 IIEI CONST. SET — I- LI — III III BC I' I Date 09.16.11 — _ CUT AND REMOVE AT LEAST THE TOP 50% OF WP101 Drawn By III III III c'. i� — III THE WIRE BASKET, AND TURN DOWN THE 1/8" X e" STEEL EDGING LANDSCAPE PLAN Sheet Number — _� L =2 BURLAP AFTER THE ROOT BALL HAS BEEN COLOR: BLACK _ _ _ _ STABILIZED IN THE PIT. MAKE SURE ALL ROPE IS REMOVED FROM AROUND THE TRUNK. EDGING STAKES SOIL SEPARATING FABRIC III- — SCARIFY SIDES OF HOLE PRIOR TO INSTALL PER MANUFACTURER'S SEE SPECS. BACK FILLING. RECOMMENDATIONS 2 X ROOT BALL WIDTH, MIN. BACK FILL MIX.: 75% NATIVE SOIL EXCAVATED FROM PIT 25% ORGANIC COMPOST NOTE: IF HOLE IS TOO DEEP, ANY SOIL ADDED TO RAISE THE ROOT BALL SHOULD BE COMPACTED. UNDISTRUBED SOIL. STEEL E SCALE: 1 " =1' -0" NOTES: 1. CRUSHER FINES TO BE RED BREEZE (COLOR) 2. CONTRACTOR TO SUBMIT SAMPLE FOR APPROVAL BY OWNER'S REPRESENTATIVE PRIOR TO CONSTRUCTION. EDGING TYPICAL BOTH SIDES 6" DEPTH CRUSHER FINES PATH WITH SOIL STABILIZER. 6" DEPTH COMPACTED SUBGRADE SOIL SEPARATING FABRIC MIRAFI 1405 TYPAR STYLE 3401 UNDISTURBED SOIL REMOVE PLANT FROM CONTAINER OR W/ B &B MATERIAL, REMOVE WIRE BASKET FROM ROOT BALL AND PEEL BACK BURLAP AFTER 2/3 BURIED IN PIT. PLANT CROWN AT 2" ABOVE FINISHED GRADE 3" DEPTH MULCH EASE BACK SLOPE ON UPHILL SIDE, WHERE APPLICABLE. 3" HIGH WATER RETENTION BERM EXCEPT IN DRIP IRRIGATED AREAS, REMOVE AT END OF MAINTENANCE PERIOD. SCARIFY SIDES OF HOLE PRIOR TO PLANTING BACK FILL MIX: 75% NATIVE SOIL EXCAVATED FROM PIT 25% ORGANIC COMPOST FOOT - TAMPED COMPACTED BACK FILL UNDER ROOT BALL TO ELIMINATE SETTLING. UNDISTURBED SUBSOIL. BRITINA design group 7600 GRANDVIEW AVENUE SU. 210 ARVADA. CO 80002 landscape architecture urban design planning phone: 303.456.2887 fac 303.431.1039 web: www.bri5oaxom (2)12" X 1 10 NYLON /COTTON WEAVE TIES WITH 3/4" GROMMETS AND 12 GUAGE WIRE FASTENED. WRAP OTHER END OF WIRE AROUND STAKE AND TWIST TO SECURE. COVER TRUNK WITH TREE WRAP - 4" BROWN CREPE PAPER_ (2)2" LODGEPOLE PINE STAKES. ALIGN STAKES PARALLEL W/ ROADIWALKS OR PARALLEL W/ DIRECTION OF PREVAILING WIND. ALL STAKES TO BE CONSISTANT. COORDINATE W/ LANDSCAPE ARCHITECT PLANT SO CROWN IS 2" ABOVE SURROUNDING FINISH GRADE. 3" DEPTH MULCH EASE BACK SLOPE ON UPHILL SIDE WHERE APPLICABLE. 3" HIGH WATER RETENTION BERM IN NON - IRRIGATED TURF AREAS, CUT AND REMOVE AT LEAST THE TOP 50% OF THE WIRE BASKET, AND TURN DOWN THE BURLAP AFTER THE ROOT BALL HAS BEEN STABLIZED IN THE PIT. MAKE SURE ALL ROPE IS REMOVED FROM AROUND THE TRUNK SCARIFY SIDES OF HOLE PRIOR TO BACKFILLING. BACKFILL MIX.: 75% NATIVE SOIL EXCAVATED FROM PIT 25% ORGANIC COMPOST NOTE: IF HOLE IS TOO DEEP. ANY SOIL ADDED TO RAISE THE ROOTBALL SHOULD BE COMPACTED. UNDISTRUBED SOIL. N TREE PLANTING & STAKING SCALE: 114 " =1'-0 111 �� ■ KEPHART community ■ planning ■ architecture 2555 WALNUT STREET DENVER COLORADO SM05 www.kephmlwm L W W o V �A O O rTl w O V 1�1 Qi W W Number Date Issue 1 02.25.11 CHFA 2 08.18.11 50% CD SET 3 09.16.11 PERMIT SET 4 01.13.12 CONST. SET 5 06.20.12 CONST. SET Project Architect BC Project Designer Date 09.16.11 Job Number WP101 Drawn By BC Checked By Title LANDSCAPE PLAN Sheet Number L =2 H Q _ d W Y O F } a Q U CITY OF WHEAT RIDGE -A Building Inspection Division (303) 234-5933 Inspection line �. 303) 235-2855 Office - (303) 235-2857 Fax 14f Inspection Type: Job Address: Permit Number: A/'7/1h2f � 'r \ I nave V"n M133, V171 For Date: inspector: DO NOT THIS NOTICE laffzmljmg Wazee Partners, LLC 2300 15' Suite 425 Denver, Colorado 80202 Re: Construction Materials Testing and Observation Garages 4340 Vance Street Pe rrn it No. 111253 k Wheat Ridge, Colorado Terracon Consultants, Inc. Project No. 25111843 As requested, Terracon Consultants, Inc. performed construction materials testing and observation services during construction of the garage pad at the referenced project, These services were performed between November 21, 2011 and April 20, 2012 on an as requested basis, ssm�� Performed compaction and moisture content tests at representative locations during building pad and grade beam over-excavation fill placement; Observed reinforcing steel placement for number of bars, size, grade, lap length, and concrete cover for grade beams, foundation walls, post tensioned stab on grade in general accordance with approved structural engineering plans; Observed that the grounding steel (UFER) placement for size and location in the foundation forms in general accordance with approved structural engineering plans, Sampled and tested freshly mixed concrete in the field and performed compressive strength tests on concrete samples in the laboratory from concrete placed for grade beams and post tensioned stabs-on-grade, and Inspected post-tensioned cables for size, location, and spacing in the slab-on-grade in general accordance with the approved structural engineering plans. Terracon Consultants, Inc, 10625 W, 1-70 Frontage Rd. N, Suite 3 Wheat Ridge, Colorado 80033 F [333} 423 3300 F [303] 423 3353 terracon.com Construction Materials Testing and Observations Terracon Consultants, Inc. Town Center Senior Residences Garages Ty# �2 IV 5 ,: A- Terracon Consultants, Inc. Project No. 25111843 specifications and the approved RFI's by the Engineer of Record at the time of our observations and tests. If you have any questions or if we may be of further assistance, please do not hesitate to contact us, Sincerely, Terracon Consultants, Inc. po REG/ Q�� h.A 0 < 7901 5% "W Daniel E. Redman Maroun Moussallem P.E. 0.%**, -000*0*** ly/ONAt Project Manager Office Manager Copies to: Addressee (2) Wazee Partners, LLC 230015 th Street Suite 425 Denver, Colorado 8020-.+ As requested, Terracon Consultants, Inc, performed construction materials testing and observation services during construction of the building pad at the referenced project. These services were performed between November 21, 2011 and April 20, 2012 on an as requested basis. Performed compaction and moisture content tests at representative locations during building pad and grade beam over-excavation fill placement; Observed reinforcing steel placement for number of bars, size, gradejap length, and concrete cover for grade beams, foundation walls, post tensioned slab • grade, and masonry cores in general accordance with approved structural engineering plans; 0 Observed that the grounding steel (UFER) placement for size and location in the foundation forms in general accordance with approved structural engineering plans Sampled and tested freshly mixed concrete in the field and performed compressive strength tests on concrete samples in the laboratory from concrete placed for gradit beams, foundation walls, and post tensioned slabs-on-grade; Performed compaction and moisture content tests at representative locations during foundation and utility trench backfill, Terracon Consuftants, Inc. 10625 W, 1-70 Frontage Rd, N, Suite 3 Wheat Ridge, Colorado 80033 P [3031 423 330 0 F [3031 423 3353 terracon.corn .- •.- �� ♦ City of Wheatdge COMMUNITY DEVELOPMENT Memorandum TO: Case File WSP -11 -01 and Address File for 4340 Vance Street FROM: Sarah Showalter, Planner II DATE: Febmary 27, 2012 SUBJECT: Screen wall relocation Due to requirements from Xcel related to the clear area around the transformer that will be located at the southwest comer of the new building at 4340 Vance Street, the screen wall located adjacent to the transformer pad has been relocated 4 feet to the west. This does not impact the build -to requirements or other zoning requirements for the site. The revised screen wall location is shown below. In the original approved site plan, it was 16.3 feet from the west property line and it will now be 12.3 feet from the west property line. �g i 11 a � u uounL _ Q . IN !_ ■ KEPHART WHEAT RIDGE TOWN CENTER APARTMENTS X -008 270066 Building & Inspection Services Division 7500 W. 29 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 : - 0 1 0 w . it - HM"Fif"T" oil ... ........ . ... ....... Rgl= TAC l° CD - Contractor: Electrical: Plumbing: Mechanical: City License # City License # City License # Qescri 'on of WSEk: OWNEWCONTRACTOR 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 nllPaAtinn made are nnrtmtte� that I have read and naree in Aide by all randitinnq nrinteA on thk aimlientinn and that I a—mme. fiill I Bldg Valuation: $ V 1 pr 2- Phone: Subject to Field Inspections W heat Ridge B uilding Dept. Date: . G 2900 Outibec St, Ste 14 CO F o aw * ae Clims"pecift Requirements: Component NSOUMD OSotipam Gross Cavity Coft Proposed Budget Area or R-Value e Perimeter ear D Roof: Attic Roof with Wood Joists 20445 0.0 38.0 tDM5 tt. Exterior Wall 2x& Wood-Framed, 16' c.c. 47 %0 0.5 OM7 0,089 Windows: Vinyl FrameMouble Pane with Low-E, Clear, SHGC .35 8419 0.3DO 0.850 Frend'dSlider. Glass (> glazing), NorErrtrance Door, SHGC — OA90 0,5 0.49 Door Exit Not Main- 1932 -- --- 0200 0.700 Door Main Entry: tai (' glazing), n . , SKGC 46 — — 0,490 1. 0,40 Exterim Wall RIM: Framed, 16" o c. 5720 19.0 0.0 0.067 Z). 5 a a On o 4U twit Horizontal ' vartmat d it. 1271 --- 910 (a) Budget for software baseline calculations ' ONLY, and am not code remarernents, Air Leakage, Component Cert , and Vapor Retarder R + rats; Lj 1. AN Joift and penetrations are caulked, gaslorted or covered with a moisture vapor-penneable wrapping material installed in accordance with ft manuf4dumes installation instructions. 2. Windam, doots, and skyllots Lj , No roof insulation is imtalW on a suspended telling with removable calling partels. 5x 'Otitee components have suppoftV gate ' proposed U-Factors. 8, Insulatiort installed acormling to marrufackn kadruefions, In substan contact voith the surface being insulated, and in a manner that wNeves tire rated tv Project Tide: Meat Ridge Town Center Report date: 09115111 Data to me; t iR R H JobsMl 1 1-€125 Wheat Ridge T own Center - llspharftoads and lECCQDl 1-0 t Ridge Town Center ComCheck 2M6 iECC.cck Page 1 of 8 2006 IEC Section 1: Project Information Project Type: New Construction P " ct et Ridge Town Center Construct Site: erg t: 1C on Whea Ftidge, CO Doug Van ghe Kurt H Kepha GLH Engineering 5 Wakitit Street 2900 t, Ste 14 Denver CO 80 2D5 Denver, CO 83231 , 474 V harts rr tterrg. Section 2 General Information "1ding Location (for weather d€rte): Wheat Ridge, Cotorado Climate Z one: Pralect Title: Wheat Ridge Town Center Rapan� ' oq/15111 Data Manama,- �*LHSERVEMDropbo)AO GLH Jobs\ZD1 1\2011-025 Wheat RWp Town Center - KephartiLoaft and IECC\2DI 1 -025 Wheat Pidge Town Center CoatCheck 2006 IECC ock Page 3 of 8 Section 4: Requirements Checklist R equiramertht Specific p ## SEER .. de Generic Requ be me b a s t o w th e requ I s app ♦'t calculations per a. Pl ant equipmervt and system ospacity no great a needed to meet )ad •a...t: +.. ;„ �".. +..s •s s s :. s..^ s s. a.. saes •..• +..m.:. as. a r^ � c. ..: a' a° :.t *ss° p.:. C Rep l #..: DaU lifename R: • ss +s::. # Q JobsMI 1\2011-025 ;«. Ridge T~ Keph arALoads and :. ;. 6 R s.. t.: ComCheck ##+ 1ECC pw. P age 4 o 11111viiii , I q 1�111 1 11111 ; 1!1111 1 R 11 Ig qIIIIIIIIIII 11111" Section 5: Compliance Statement C*v#br" SWwnw D* Woposed medwwW design rWaserded in Vft dmnerA Is consistent vMh Me bukWV Ows spedftations wW Ww cakaftWxm stbr*tted wM fts ponA #f f: Itte Wqxmd nwtmkW sysftms have been des Wed to meet ft M IECC r"Amnents In COK"w* VeWon 3.8.1 w-W to wrn* vAth ft mwostory mq&wwft in ft PoqWmmrft ChecMst Nam - TWO Swab" Dale PMOd TIDe Meat Ridge To" Cerder Repod daW. 09115/11 Data fifewme: kr"$ERVER0vpboxZ G&HfobsMl 1%2011-025 Wheat Ridge Tom Cenier - Ke0arfiLoaft and IECCVOI 1-075 Meat Ridge To" Unter ComChw* 2M IF-CC =k Page 5 of 8 it. Re qu i remen t s S T HVAC R es U i B ed : Th e specM h eating an6 t iii >. i b.... t 4 b ,,....» mt by h.. ASH 90 C ode M ♦ nxA meet y bfkmN vinfrourn w °'...♦_ S pl it 2. Hy dronic heati an d cooling co 4s be equoped wM . way to pressure S Yk: - • an measure and b. * ivater f low and pr essure. R i T Sy s t em i i.. + roo 1. ". t» a h ea ti ng :.tb ooft eopme is c o v e r ed b to A miD i ode arx must meet ft i...bv. A mirumum #:p. i % R equ i remen t s i 'i C ommo n 1. The i, ^i h ea t ing "or A +bi.fi b eqdpmwt I s cove b y » . .a.:: t, I C ode and must meet the folbwkV "rs S Re quirements ♦ i St airwells: i , Requirements Specific To: HVAC System Entry Heaters i, R S i 1. i sped hea t i ng andfor coding t G t i s cove b ., A 9 C ode a ,t must meet t f olbw b V minimum a Heat a 6 HSPF 10 w t i 5 t t . i n Ke S T o: B ed .p* a ^i. i .ai .i.:• i „:c i ii .t -.» b.it a. t ,.: t.i: . «.. ;.. w.. • b...s:. a. b. i i•..:t i "« «. $. .b .': �' i... t. a to t .. i ,' -tAtt: M" Town Center Report daW, 09115111 Data .:... " w� °',. baib:.. ib Wh eat R Tom C enter Ct .... a:b and IECCMI 1-025 Wheat Exceirfion: Poe Insulation Is not required for Wtmy*wtaftd pont; wifitin WAC eq*nwrt exception: Pipe insulation is not required for piping that convep &kls hn*V a design operating temperature range between SST and 106*F, Exception Pipe insulation is not required for poing #W conv"s &sWs that have not been heated or cooled through the use of bsW[ k" or wwft pow I I I I I I! I I I! I! ir I I! 1 11111�111 I I I I. �Ot t" M11 I Propet mile Wheat RIfte To" Center Report da*.' OWI 5111 Data filoname- AMMSERVEROmpixuM GLH JobsMI iMI 1-026 Mural KK* TOM Center - KepharKoads and IMCMI 1-025 Wheat Ri&je Town Center ComCbe(* 20M IECC cc* Pap a of a M= Lighting Wattage: 1. Total proposed wafts must be less than or equal to total allowed watts. Allowed Watts Proposed Watts Compili 12609 12586 YES Controls, Switching, and Wiring: Lj 2. Daylight zones under skylights more than 15 feet from the perimeter have fighting controls separate from daylight zones adjacent to vertical fenestration, Lj 3. Daylight zones have individual lighting controls independent from that of the general area lighting. Project Title: Wheat Ridge Town Center Data filename: D, IkWheat Ridge Town Center]\Electrical\ELECTRICAL.eck a L M= Lighting Wattage: 1. Total proposed wafts must be less than or equal to total allowed watts. Allowed Watts Proposed Watts Compili 12609 12586 YES Controls, Switching, and Wiring: Lj 2. Daylight zones under skylights more than 15 feet from the perimeter have fighting controls separate from daylight zones adjacent to vertical fenestration, Lj 3. Daylight zones have individual lighting controls independent from that of the general area lighting. Project Title: Wheat Ridge Town Center Data filename: D, IkWheat Ridge Town Center]\Electrical\ELECTRICAL.eck L) Areas that use less than 0,6 Watts/sq.ft. Fj 9, Automatic lighting shutoff control in buildings larger than 5,000 sq,ft. ME= LI Sleeping units, patient care areas; and spaces where automatic shutoff would endanger safety or security. U 10, PhotocelVastronomical time switch on exterior rights, NEE= Lj Lighting intended for 24 hour use. Lj i i.Tandem wired one-4amp and three-larnp ballasted luminaires (No single-JaMp ballasts) Exceptions: LJ Electronic high-frequency ballasts; Luminaires on emergency circuits or with no available pair. Comrifiance Statement The proposed lighting design represented in this document is consistent with M& Atar I T sed fightil S#teMj,��9�- �bfteen de -notrula k 0 zmz� IN ffm Project Title: Wheat Ridge Town Center Data filename: DMropbox\Jobs\201 I Mheat Ridge Town CenterDElectrical\ELECTRICAL.cck M� ANcHoR ENGiNEERiNG, IiVc 3611 BL. KIL S7Ruv, DENI"ER, C080205 0. 303 - 783 -4797 #.*- 303-830-9133 FAx T R A N S M 1. T A L TO: DATE: _p r . 16, 2011 2555 Walnut Street Denver, CO 80205 308 NO. 110269 ...... — ---- ATTN: David Beckner PROJECT: Wheatridge Town Center Copies Dated Of 7 9,16.2011 Apartment Structural Drawirqs( §tarrtpe 3 9.16,2011 _,6Tartment Structural Calculations 7 9 16.2011 Ca ra Structural Drawings Stampe4i — 3 9 16 2011 Garag e Structural Calculations 0 Shop Drawimgs 0 Tracings Print's THESE ARE TRANSMITTED: For your use 0 For review and comment 0 As requested C3 Other 0 REMARKS- Please contact our office with any questions or comments. fj gued. --------- --- C''upies-t 4-DI' DI AM) BEYOND-a BIKE RACItS V City of 1 e _�q Put PUBLIC WORKS City of Wheat Rid e Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033 -8001 1': 3032352861 F: 303.235.2857 September 26, 2011 Dear Mr. 'Tafoa, I have completed the fiat review of the above referenced document received on September 17, 2011, for the Wheat Ridge Town tenter Apartments located along; Upham Street, between. W. 44 avenue and W. 43" Avenue. This letter is to inform you that the above - mentioned documents for this development have been reviewed and are hereby approved with comments for construction by the Department of Public Works. www.ri.wheatridge.co.us September 26, 2010 Page 2 1 public right-of-way, the necessary Right-of-Way Construction Permit(s) and respective licensing will need to be submitted for processing by the City. Right-of-Way Construction Pe n. nits are issued only after approval of all required technical documents, including but not limited to, the Final Drainage Report & Plan, Final Plat, Final Development Plan, Traffic Impact Study, Storm Sewer Plans, Street Construction Plans, Grading & Erosion Control Plan, and any easement or ROW dedications, 7. No Parking Signs Due to insufficient roadway width, the west side of Upham Street willhave to be signed "No Parking" at the time the public improvements are constructed by Weston or their contractor. 8. Materials Testing for any Construction within the Public Right-of-Way It will be the responsibility of the developer/owner, to provide the necessary testing, as applicable for the scope of this project, for sub-grade compaction and other related material tests for any improvements to be constructed within the public Right-of-Way. (SEE ATTACHED MATERIAL SAMPLING & TESTING REQUIREMENTS) The above comments are as of the date reviewed and may not reflect all comments from other departments or reviewing agencies. Z= David F. Brossman, P.L.S. CC: Steve Nguyen, Engineering Manager Russ Higgins, Field Services Supervisor Sarah Showalter, Planner 11 Bill LaRow, Storrawater Quality Program Manager File www.ci.wheatridgexo.us wheat Ridge Town Center Apts_,Wazee - approvallty,dacx September 26, 2610 Page 3 1 FOR CONSTRUCTION OF PUBLIC IMPROVEMENTS DESCRIPTION " All materials sampling and testing shall be performed by certified, experienced and qualified materials testing technicians who work under the supervision of a registered professional engineer in the State of Colorado. All materials sampling and testing equipment shall be serviceable and have current calibrated certifications, www.d.wheatridge.co.us Wheat Ridge Town Center Apts. - approvalltr,docx September 26, 2610 Page 4 1 Table 720-1 Type of Test Frequency Remarks Soil Survey (Classification), I per 500 feet of roadway, Surveys for roadway and trench AASHTO M 145 Sidewalk or pipe trench may be combined Moisture-Density Curve, I per on-site soil type AASHTO method determined AASHTO T99 I per import material source By soil or materials type Embankment in-place density, I per 250 feet per lane per - 6-inch Minimum density per soil Colorado Procedures loose lift classification, Section 203.07 Roadway sub grade in-place I per 250 feet per lane Minimum density per soil density, Colorado Procedures Classification, Section 203.07 Sidewalk subgrade in-place I per 250 feet of sidewalk Minimum density per soil density, Colorado Procedures Classification, Section 203.07 - Pipe trench in-place densiiy 'I per 200 feet of trench per 18 Minimum density per soil Colorado Procedures inch vertical interval Classification, Section 203.07 Aggregate base course in-place I per 250 feet per lane Minirrium, 95% of maximum density, Colorado Procedures Density, T 180 Lime treated subgrade in place I per 250 feet per lane No less than 95% of std. dry density, Colorado Procedures density and opt. moisture, T99 - contract Cement treated base in place I per 250 feet per lane Density in accordance with density, Colorado Procedures documents, T134 Hot Bituminous Pavement I per 1.000 tons Within specifications of asphalt content and gradation Approved mix design, binder PG 64-22 Hot Bituminous Pavement in I per 100 tons 92-96% of maximum density, T209 place density, Colo. Procedures Concrete compressive strength I set per 50 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing Concrete air content and slump I per 25 cubic yards PCC pavement, structural AASHTO Procedures Concrete, sidewalks and curbing www.d.wheatridge.coms Wheat Ridge'rown Center Apts_ - approval,hr.doex Mi H93:14 0 EXECUTIVE SUMMARY ...............« ......................« .............« i 1.0 INTRODUCTION, ................ ........ ....... ».........« ...........+ .. +. +:...,. +..,» «. +................. +........1 2.0 PROJECT INFORMATION ....... +.. ,...+ ... +....... + ++ «..+ .......+ ........ +... +.... + «.. +..+++ ...1 4,3..6 Construction Considerations, .. .............................................................. 15 2.1 Protect Description ....................« ... + + + +. «....... +. «+ .......... +... «. +« . ..............................1 4.5 Interior Floors .. ..........................+ .._...............+ .................... ....... +.....................19 2 +2 Site Location and Description .++.+......++++......+....« ....................... ....... 2 3.0 SUBSURFACE CONDITIONS +.... + + « +.. + ++ .. + +....+ ....+.+ ..................... ................ +. « +..........+ 20 3.1 Geology ..... + ........................... .............._................ +......«. .......................,....... 3.2 Typical Profile ..................... .+».........«..«........+.....« ................ ............. +................. 3.3 Groundwater .............................................«........................ ......., « +.. « « + « «. «...... + « + +.« 5 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ....... .......................... +.. +. 4.1 Geotechnical Considerations ..........«..+.........+ ................+.... ............................... 6 4.1.1 Existing Fill .... ...... «....... . +.+.. « « « +...... +. «, » +.« «.«....+............«. . «............. ...............6 4.1.2 Expansive Sails and Bedrock .. .............. +......... .. ...... ................................. 4.1.3 Structural Recommendations «....... « ........................ ................. «............. 7 4.2 Earthwork ......... + ............... .».............................. ..............................+ « <..........«.+ 6 4.2.1 Site Preparation ....... .................. +. +.......................................................... 6 4.2.2 Impart Material Specifications +. ...... + .......................................................... 9 4 «2.3 Compaction Requirements .......... ...... ........ « +....................+ ............. « ++.,.10 424 Excavation and "french Construction ...< +..+......+<.+.» ..... .............................10 4.2.5 Grading and Drainage .............................«...........+.... ................. +..... +.....11 4.2.6 Construction Considerations +....+ ........ ..............................+ .............. +. + +,12 4.2.7 Corrosion Protection. .......+ ..... .,, .... «......... +.- ........ ...... + + + «..................+.+ 12 4.3 Foundations .... ........ ........................ +.....+ ............. +.............., ..............,.........+ ++ 13 4.3.1 Grilled Pier Design Recommendations ........... +...... +... «. «............ »......... «.13 4.3.2 Construction Considerations ...... ................ + + +... +......, ........+ ................,..14 4.3.3 Spread Footing Design Recommendations ........... +...... ,.......... ..,...... +.......15 4.3.4 Construction Considerations ....... , + ........................ ++ ...... + +.+ ...................16 4.3.5 Past -Tensioned Slab Design Recommendations.....+ ... +..... ...................16 4,3..6 Construction Considerations, .. .............................................................. 15 4.4 Seismic Considerations .......... +.......... «+« ....., +. + ......... ,,.............................. +..........19 4.5 Interior Floors .. ..........................+ .._...............+ .................... ....... +.....................19 4.5.1 Design Recommendations ........... ........................... -- ............. ......... ,+.. ...... .19 .6 Lateral Earth Pressures ......-- .............« ..+....................... ....... +....................... 20 4.7 Pavement Design and Construction.«. .......... +«+. ............ +++«,+. ..................... .......... 2 4 .7.1 Design Traffic + .....................+...,,,.......................... ............................... 2 4.7.2 Subgrade Sails ....................................+..... ..............................« ...... +.. 23 4.7.3 Recommended Minimum Pavement Sections and Materials .. + ......... .... «.. 23 4.7.4 Drainage Adjacent to Pavements ......................... ............................... 24 4.7 +5 Compliance . . 24 4.7.6 Pavement Performance... ..... ........ + . 24 4.7.7 Construction Considerations......:. 25 .0 GENERAL COMMENTS .....`.. 26 TABLE OF CONTENTS {Cont'd} APPENDIX A -- FIELD EXPLORATION TION Exhibit A -1 field Exploration description Exhibit A-2 Boring Location Diagram Exhibit A-3 to A-9 erring Logs Exhibit B-1 Laboratory Testing Exhibit B -2 to B-5 Swell Consolidation Test Exhibit B•B to B-9 Grain Size Distribution Exhibit B-10 Laboratory Test Summary APPENDIX C — SUPPORTING DOCUMENTS Exhibit C -1 General Notes Exhibit C -2 Unified Soil Classification Exhibit C-3 General Notes — Description iption of Rock Properties Exhibit C-4 Laboratory Test Significance and Purpos Exhibit C -b and C -6 Report Terminology August 15,2011 Wazee Partners, LLC 2300 1 5�' Street, Suite 425 Denver, Colorado 80202 Attention: Mr. Tyler H. Downs iiiii�llill��11111 I HoU Sincerely, TEeJ?.,4,CO%l COVSULTANTS Scott Myers, P.E. Enclosures cc: 3 — Above and PDF I — File Thomas J. Nevin, P.E. Terracon Consultants, Inc. 10625 W, 1-70 Frontage Rd N, Ste 3 Denver, Colorado 80033 P 13031423-3300 F [303] 423-3363 www,terracon,com G eotechnical Engineering Rep Proposed TO*4�fei Apartments a Wheat Ridge, Colorado Au gust X s • Pavements and flatwork constructed on the existing fill will have a moderate to high risk of movement. The risk of movement can be reduced if the existing fill is modified by overexcavating the materials to a depth of • property • r and compacting suitable on-site soft to grade. The 2009 International Building Code, Table 1613.5.2 IBC seismic site classification for this site is C. Responsive w Resourceful a Reliable Geotechnical Engineering Report P,�oposad town Center Apartments a Wheat Ridge, Colorado August 15, 2011 a Terracon Project No. 25115075 Responsive * Resourceful a Reliable H Site layout "rr- • r r t r ».s We understand ° proposed 88 unit apartment r r Proposed construction consist of r r ,t °r building _ detached garages, apartment building be wood - Responsive n r # a Reliable Geotechnical Engineering Report 'karmcon Proposed Wheat Ridge Town Center Apartments a Wheat Ridge, Colorado August 15, 2011 a Terracon Project No. 25115075 Responsive sour Reliably Geol Pro Wheat Ridge, Colorado 3.0 SUBSURFACE CONDITIONS 3.1 Geology Responsive a Resourceful Reliably Geot echnical Engineeri Rep PMOi4d Wheat iiog� Town Center Apartments ts Wheat Ridge, Colorado ikettwn Au gust 1 11 a Terracon Pro r 1 4 NV*- NP ** 18 1 14 NV NP 27 +1.6 1 19 33 8 74 +q.1 2 24 +3.1 3 9 NV NP 21 +2.6 7 14 +q.3 19 +1.8 4 4 19 4 9 NV NP 27 +1.3 9 +q.1 9 +0. 6 . 14 +2.6 7 14 +C}.1 Responsive a Resourceful Reliable 4 Apa"ents, a Wheat Ridge, Colorado A ,w • Proje No 8 9 NV NP 22 Not e ncountt PI Y NP 2 2 0 P2 NV ` NP 25 Not enccunt P3 4 NV NP 30 No Value. 4 • •. M.•.�. r. • :... *s •. ".. ,!! • ...• ^:•.moo 1 Not encountt Not e ncountt 3 Not enco untf 4 2 0 1 Not enccunt a 16 2 * ad 1 7.2 * ed 15:6* 18.4* 15.8 *" Responsive a Resourceful a Reliable Gootechnical Engineering Report Proposed Wheat Ridge Town Canter Apartments a Wheat Ridge, Colorado August 15, 2011 a Terracon Project No. 25115075 Base6bhtttr dbsd�s of the existing fill, it is our opinioh that the existing fill may be reused as structural fill for this project provided it is free of deleterious material. Although hOt observed during drilling, it should be noted that there exists the potential for construction debris and/or 3 Hillier, Donald E., and Schneider, Paul A., Jr., 1979, Depth to Water Table (1976-1977) In Me SwIder-Forf CrI Greeley Area, Front Range Urban Corrfdaw� Colorado, United States Geological Survey, Map 1-8554. Responsive a Resourceful a Reliable 6 010 ring Report 'Ifieraton Pr Town Center Apartments a Wheat Ridge, Colorado August 15, 2011 a Terracon Project No. 25115075 Exterior stabs, flatwork and pavements may be supported by modified fill as presented in the "Pavement Design and Construction" section of this report. with properly, moisture conditioned and compacted structural fill. The moistiure content and compaction of subgrade soils should be maintained until slab-on-grade, flatwork or pavement construction has been completed. M-ol"'Vi6w #MA-atet phases of the profect are outlined in subsequent sections. Responsive a Resourceful a Reliable 8 " 0' Ridge, I kbrr • 1 • • f .e s Ms . +- •° - • e s • • e • • • Responsive a Resourceful a Reliably 9 o. ,�, , sity (AST * .6+ moi a . s . . to percen • •rk Imu • s Responsive a Resourceful ll ale 10 G"hnical Engineering Report r • 11 ! •..• ' 411 ' Town Center Apartments Ridge, • M . •! lfiwocw August 15, 2011 a Terracon Project No. 25115075 4 1 4 1 1 a Wheat R�, Colorado Pro A. 4.3 Foundations Based upon the results of the field exploration and laboratory testing program, the followting alternative foundat systems were evaluated for use: Drilled Pier Foundation System Spread Footing "Foundation system Post-Tensioned Slag foundation System • � r s • •. r r� • ,r. .r • r r r« r• r° r • r r r r r r .r. *• r s r. r r r .� � Responsive a Resourceful a Reliable 1 Geotechnical Engineering R Color Proposed Wheat �idge Town Center Apartments a Wheat Ridge, August 15, 2 011 a Terracon Project No To satisfy forces in the horizontal direction using L-pile, shafts may be designed for the following lateral <• criteria Fill Materials an 115 0 30 60 n1a Natural Sand Soils Sandy Lean Clay 120 5111 0 500-static 0.01 200- cyclic 2,000-static Sandstone 130 2,500 4 0.004 8003- cyclic ; Responsive x Resourceful a Reliable 14 Pro s a Wheat Ridge, Colorado p.:.r. !. .: * SF. IIj�JII!JIJIIIIIpJ� 11 Jill jl� I I i llpi��'� IIIII I I III I I I I I I I I I �! III I am i 1 !g Pressure 2,500 psf Mt 0 os f; or at is mactica Responsive a Resourceful a Reliable 15 G o . . i m "' i R n Center Apartments a Wheat Ridge, Colorado I Lurracm Pro August 15 2011 a Terracon P roject • 1. +M i •• a; p- * a � �. «i • •. :• • • Responsive Resourceful Reliably 16 ring Report Town Center �ikpanrnents a Wheat Ridge, Colorado August 15, 2011 a Terracon Project No. 25115075 C enter Lift Condition 9 Edge Moisture Variation Distance, e, (feet) Edge Lift Condition 5 C Center Lift Condition 1/2 Differential Soil Movement, y, (inches) Edge Lift Condition 1/2 Additional post-tensioned slab design criteria is presented in the following table: On po"hytene II «« .« Friction Coeificlent, p on cohesionless Soil$ 4 _, (2004, Third Edition), Design (and Construction) of Post-Tensioned Stabs-on-Ground, Post-Tensioning Institute. Responsive a Resourceful a Reliable 17 Geo ,« Apartments a Wheat Ridge, Colorado Propo August ! Project t Responsive in Resourceful a Reliable 18 M0 4 Seismic Considerations Based on our subsurface exploration and laboratory testing, it is our opinion that the soils ha I a low risk • liquefaction. The following table presents the seismic site based • the 2009 International Building Code inch (pci) may be used for floors supported • natural soils, modified fill • new engineered fill. 111111111pi Positive separations and/or isolation joints should • provided between slabs and all foundations, columns • utility lines to allow independent movement. A minimum 2-inch void space should be constructed above or below non-bearing partition walls if any) placed on the floor slab. Special framing details should be Responsive a Resourceful a Reliable 19 Geotechnical Engineering Report •.. -e •.- Town Center Apartments a Wheat Ridge Colorado IliwtCw August • No. 25115075 Floor slabs should not be constructed can frozen sub grade. Other design and construction considerations, as outlined in Section 302.1 R of the ACl Design Manual, are reco mmended. Responsive urc is Reliably 20 v 6 E ng i neer i ng f tlt °� W i • Wh • ., T own .. t i « Wheat Ridge ; August 15, 201 a Terracon Project No. 25115075 1 S = Surcharge -. T . H .* Grade g Pi Re dell k Responsive a Resourceful Reliably Gootechnical Engineering Report "Ofieratw Oiop6sed Wheat RO& Town Center Apartments a Wheat Ridge, Colorado August 15, 2011 a Terracon Project No. 25115075 I J Payoirhont 04ign and • ! Institute (AJ) and the American Concrete Institute (A01). If improvements to public roadways are anticipated, a pavement design report meeting the City of Wheat Ridge specifications will need to be prepared for submittal, subsequent to final grading. (EDLA) of about 3 and the main traffic corridors correspond to an EDLA of about 10. We should Responsive a Resourceful a Reliably 22 e' a a R epo rt a Pop "" M . ** « . "" M M... To Cen ter Apar Wh R C olorado August 16, 2011 a Terracon Project No. 25116075 M M M r M M Responsive a Resourceful Reliable 23 A 5-t �^ Automobile Parking (Al Class l and Al 4 6 10 Category A) C Main Traffic A —_ 6 Corrid (Al Class 111 and 8 ` 4# 6 - ACl Category B) C -__ - 6 6 Responsive a Resourceful Reliable 23 G eo t ec h n i ca l E n gi neer i ng R epo rt Pbb�posed Wheat Ridge Town Center Apartments n Wheat Ridge, Colorado August 15, 2011 a Terracon Project No. 25115075 Responsive a Resourceful Reliably 24 Geotechnical Engineering Rep ort �Jdge Town Center Apartments a Wheat Ridge, Colorado I&Otebh Au gust ! 11 a Terracon Project a 1 '^ate • • s•» • Responsive Resourceful a Reliably 25 Geotechnicel Engineering Report Oi6p6sati Wheat Ridge Town Center Apartments w Wheat Ridge, Colorado August 15, 2011 a Terracon Project No. 25115075 Responsive a Resourceful a Reliable Geotechnical Engineering Report Proposed Wheat Ridge Town Center Apartments a Wheat Ridge, Colorado lk?rmcon August 15, 2011 x Terracon • - r 25115079 • e ,�'' u•.o-... a ^'°� t ° .,, ,. �" . '4 A d,.r° S � d m LO 2, ;, ! pp a .3 ` a g\ rx sa tw.v " 5 k t € t t # 1 U s fi w x �+ . q. Pod s! .. 141 0 »�aas eve Q ar u uxcrvv y ' s s aft M t k wtrexn�x +P, dsaaua axa _ . WFsa zu d eL..e.� .d ir b4 Approximateboring location for current study (Tertacon Project No. 2 116076) GRAPHIC SC ALE " 3C3' ' Approximate baring taaet for preliminary study (T Na. 5116068) ... IN r vvb� AND UPHAM STREET WHEAT RIDGE, COLORADO BO RING Na «_ I o SITE « QP nts DESCR IPTION .. « • - to medium qtAitted, brown, loose to medium dense ry.: «« «' i4« i « +r ! « i i The sthattk4fi Met represent «« « « «. i i ou im i i � iu i� m -31w a r « w.. '00" t6MkItTED 8-2-11 BORING LOG NO. 7 P 1 CLIENT Wazee Fart SITE West 44th Street Upham Street PROJECT Wheat Ridge, Colora Whe at Rld90 Center Apartments SAMPLES TESTS DESCRIPTION �= UZI cm W 8 0. W b 0 SLIT D , fine to medium grained, brown, loose to med dense SM 1 RS 12 14 S M 2 RS 12 15 6 108 SM 3 R S 12 28 o liv e b rown , very Stiff 1 CL 4 RS 12 30 20 1 06 .1°� BOTTOM OF BORING 1 The stratification lines sent the approximate boundary lines 1401b. SPT manual hammer be en soil and rock types: in-situ, time transition may be gradual. 4* diameter solid stem auger WATER LEVEL OBSERVATIONS, It BORING START ; 8 - 3 - 11 WL None WD T, Ba kfiilled BRING C - -11 WL. , T ' RIG CME 55 _ LOGGED LKC Exhi A -5 APPRt3VE1) SBM PROJ. NO. 25115CI 5 CS! CLIENT Wazes Partne SITE 44th Street and Upham Street PROJECT Colorado Tovm Certter Apartrrmts J1. ES TESTS +' e ' W DESCRIPTION cra ux CL W 2 CL 0 uj fine to medium grained, brawn, medium dens J� l�M { $ { 2 SM 2 a 12 F22 6 107 M 3 RS 12 21 6 114 q F MNQyjjAN_QLAY brown, ve stilt a C R 12 27 BOTTOM OF BORING 1 BORING LOG Nth. P'1 CLIENT W Partners SITE t t and Upham S PROJECT- !M a Cokwado Wheat Ridge nts Center Apartments S AMPLES T lod DESCRIPTION ' re tu ° t _ a. 0 y W CC fine to medium grained, brown, medium dense SM 1 RS 12 19 SM 2 RS 12 2£I 6 110 7 LKAN olive brown, hard, acareous 10 CL RS 1 44 BOTTOM OF BORING 10 The stratification lines represent the approximate boundary lines * 1401b. SHPT manual hammer between soil and rock types: in-situ, the transition may be gradual. 4° diameter solid stem auger WATER LEVEL OBSERVATIONS, It BORING STARTED" 8-3-1 WL V None WD T Backfilled BORING COMPLETED 8-3 -11 WL I V I 1 APPROVED RIG CME 55 LOGGED LKC Exhibit A -7 SBM PROJ. NO. 2511507 5 BORING !1 IM CLIENT Wazee partners West 44th Street and Upham Street PROJECT oat Ridge Town Center Apartments • DESCRIPTION ,. w .• VM C i!1 E AIM D, fine to medium grained, brown, loose 10 NO M_ -- ------- - . 100 1,000 10,000 PRESSURE, psf Specimen Identification Cl ssificab or Specimen Identification Classification pcf W �l SAN DY LEAN CLAY 1t39 19 Notes: Water was added at 500 pounds per square foot {p f} E ,. HYDR OWTEk i 11 dentification DI00 D60 D30 D10 % ravel %Saari Identification w..4 �ClaacatiCtrt . L. Pt. F'! Cc M Cu dentification DI00 D60 D30 D10 % ravel %Saari 9.011 2.36 0.203 0.093 0.0 78.2 21.8 .. SILT a - A ■ ,! »■ , ,,! S ,: © S » 4 S » S <. \ . GRAIN SIZE DISTRIBUTION ^ \\\ t,r ° heat Ridge Town Center Apartme nts and ,h» Ridge, ,,, / » a ??» »: «»»« ..,21 . ■t e :8-0 :1 Exhibit « 2 : • Ik: 8- 0 9 -11 e� e w • d r ��u r d rn a SIZE DISTRI • Ik: 8- 0 9 -11 GRA IN SIZE IN MILLIMETERS [ €-SBt SAN® SILT Q CLAY w,._.� m �_... w. _. one a. Specimen .3 Identifi tio Classification tit:: PL PI 0 .r __. t _._._ _�.�. _ m w w SILTY D(SM) ......m NP ,� �- UNIFIE SOIL CLA SSIFICATION Symb Criteria for Assigning Group Gr Group : • j « r •.. -. • of i Highly organic soils Primarily organic maW dari� in o� and odor PT Fear x v .9 0 10 is 2D 30 40 50 w 70 w 90 100 110 yin pup ama Coarse Grained Soils Gravels Clean Gravels Cu z 4 and 1 �5 Cc s 3" GW Well graded gravel' More n 5Q% rata' M Mara 50% of less n 5 °lo fines' u < 4 andtor 1 > Cc > 3' GP P graded gravel' y g on loo, 200 sieve fraction retained on No, 4 sieve Gravels with Fines More Panes classily as Ml or M GM Silty grav i� " " than 12% frnesc Fines classify as CL, or CH GC Clayey graverAN Sands Clean Sands Cu , 6 and 1 < Cc s 3 SW Well graded sand' 50% or more of coarse Less than 5% fines" Cu < 6 andtor 1 > Cc > 3 SP Poorly graded sand' fraction (sasses No. 4 sieve Sands with Fines Fines classify as Ml or lU H SM Silty sand"' More tha 12% fines° Fines classify as Cl or Chi 5C Clayey nd"°"' Fine- Grained Sails Sips and Clays Inorganic anic PI > 7 and plots on or above W line' Cl Lean clay'`• 50% or more passes the liquid limit less than 50 PI < 4 or plots taelow °K line' Ml S I-m No. 200 sieve Organic Organic clay," ,N < 17,75 Liquid limit �^ oven OL dried Organic silt"'" Liquid limit - n ot dried : • j « r •.. -. • of i Highly organic soils Primarily organic maW dari� in o� and odor PT Fear x v .9 0 10 is 2D 30 40 50 w 70 w 90 100 110 tlmeit6ne kfine-grain6d carbonate rock consisting of the mineral calcite ( a 3 • I �I III �. Allowable Soil The recommended maximum contact stress developed at the interface of the foundation Bearing Capacity element and the supporting material. Alluvium Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base A layer of specified material placed on a subgrade or subbase usually beneath stabs or Course pavements. Backfill A specified material placed and compacted in a confined area. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. usually requires drilling, wedging, blastMg or other methods o : .ri* lbirdOlor excavation. Concrete Slab-on- A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used Grade as a floor System. Differential Unequal settlement or heave between, or within foundation elements of structure. Movement Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single A)de Load, a criteria used to convert traffic to a uniform standard, (18,000 pound a)de loads). Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. IT 13011111111111M =gr� Existing Grade The ground surface at the time of field exploration. Exhibit C-5 Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture. Finished Grade The final grade created as a part of the project. Footing A portion of the foundation of a structure that transmits loads directly to the soil. Native soil Naturally occurring on-site soil, sometimes referred to as natural soil. Optimum Moisture The water content at which a soil can be compacted to a maximum dry unit weight by a given Content compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuous stratum. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. Skin Friction (Side The frictional resistance developed between soil and an element of the structure such as 2 Shear) dn'lled pier. Soil (Earth) Sediments or other unconsolidated accumulations of solid particles produced by th6physil and chemical distht6giatio4i Of rocks, and which may or may not contain organic malter. Strain The change in length per unit of length in a given direction. Stress The force per unit area acting within a soil mass. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and base course. Exhibit C-6 LOG OF BORING NO. I ... CLIENT SILTSTONE with clay, brawn and gray, x x very hard x x x x x x x x x x Wazee Partners, LLC x x x x x X X ryry.yy Gd SITE PROJECT Town Center Senior Residences at Wheat Ridge, Colorado BOTTOM OF BORING Wheat Ridge SAM PLES STS DESCRIPTION 0 W 0 } WZX re r tL lit Q a FILL SILTY , fine to medium grained, brawn, loose S RS 9 1 R # • . E 11 x x SILTSTONE with clay, brawn and gray, x x very hard x x x x x x x x x x x x x x x X X ryry.yy Gd NQ§I NE, fine grained, brawn, very hard, weak to moderately cemented ryry BOTTOM OF BORING M", LOG OF BORING Nth.. 2 P a e 1 cif 1 CLIENT Wazee Partners, LLC SITE PROJECT Town Center Senior Residences at Wh eat Ridg Colorado Wh eat Ridge SA MPLES TES'T'S DESCRIPTION C7 I° 0 W 8 cra 0 U) 0. C Co ° 8 a- 0 't3 0 � W W v 0 a c mta FILL YEY ND, fine to medium grained, brown, loose SC 1 RS 12 14 10 115 C 0, fine to medium grained, SC 2 JAS 12 18 brown, loo se to medium dense � SC 3 RS 12 31 SC 4 RS 12 33 15 17 LAYST„ ,QNE_, with silt, brawn and gray hard to very hard, heavy iron staining RS 4 5014" sry,{�}y . 1 5 RS 5 50l6" 21 106 J�f 500pst 7 RS 5 50/5" B OTTOM OF BORING 0 The strafification [am the approximate boundary lines * 1401b. aP T manual hammer be sail and ; In- . , the transition may be gradual. WATER LEVEL OBSERVATIONS, 6 BORING STARTED 6 - 11 WL V None WD T 17.2 61612011 ldwlak� BORING COMPLETED - 3 - 11 WL ' RIG Dietrich 50 LOGGER LK Exhibit A APPROVED TJN JOB # 25115056 <■< w » ; mL # » A fine b medium grained, §: 2 t?« brown medium d s \y d \ \ \q 23 O WN "s — a -.«.a Wazee Pa■ners,LLC \& «, \/ « \ / \ \ /d \ \/\ . Wheat R d Colorado : o \\ : a \ \ »\ §ESC+ N\ . � � . . \- . . / k�\ (TY §\\ fine medium \ : \� . grained, §m«% see . ° \a� :y2 \« }« \2 } \«` \2/ mL # » A fine b medium grained, §: 2 t?« brown medium d s \y d \ \ \q 23 O WN "s — a -.«.a LOG OF BORING O. 4 Pa 1 of 1 CLIEN Wazee Partners, LLC SITE PROJECT Town Center Senior Residences at Wheat Ridge, Colorado Wh eat Ridge SAM PL E S TESTS DESCRIPTION � � w z z 2 z `' >. 0 D u ° 1 =EL,, § 1t,"I Y §AND tine to medium grained, brawn, loose SM 1 RS 12 11 SILTY §M fine to medium grained, SM- 2 RS 12 16 9 109 brown, loose to medium dense; with occasional layers of clayey sand SM 3 RS 12 25 6 11 SM 4 RS 12 22 scattered gravel and coarse sand at 15 feet � ;- SM 5 RS 12 30 *. 2b SM 6 R 12 25 BOTTOM CP BORING The sUatification tires represent the approxirnate boundary lines * 140h SPT manual hamffw between suit and rock 4Ws in -situ, sit )n may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 6_ 3-11 Wt. V 2t3, W[ 18.4 6J6I2011 BORING COMPLETED ETE© 6-3 -11 WL 7 r earrac an RIG Dietrich 50 LOG GED [ KC Exhibit A-6 A PPROVED T,1N J OB # 2519 51 5tS Is wr � «. AI SpecimenI p II Identificabon 1 MII II C 1 SANDY 1 2 ..\.0?^ \ \ \ 8 \� » \ \6 \\ } \\ \.. \� \/ \ \w\ \2 2 \. R � fion ... .... § .... � �� R §�� lo ». ' 1�&u�:E * O wner A dr s : 3 City License # City License p EI Gall Squares BTUs .. I FACTORY-BUILT STANDARD MODULAR BUILDINGS Sheet DESIGN CRITERIA: PT Plywood pads: 3/4" thick, for 16" x 16"; min. 1 11W thick for 2 4!' x 241,1., 2.003'Inter nation al Building Code Roof Live. Load 40 psf (snow) Roof Dead Load 10 Psf Floor live Load 50 pst Floor Dead Load 10 PSf all Dead Load 7 psi Wind Load t6iic Wind Speed, s 100 mph, 1w 1,0 Height & Exposure Coeff. (0 — 15% Exp. C) = 121 MWFRS Load = 159 psf (roof slope 0 — 5 deg.) p = (15.9 192 psf (horiz,) Seismic Load: e ease b, Design Category D S ms Fa Ss = (1. 6)(0.25) 0.40 Sds 2./35 ms = (213)(0.40) 0.267 V (simplified) = 12 S ds W / R Oa 092 W Allowable it Bearing Pressure 1,000 psi MKrERIAL. SPECIFICATIONS: 1. Foundation Pads -- 3" thick precast concrete or min. 3/4!' thick pressure —treated plywood * (marked PS 1). See Foundation Man ibr pad sizes, 2. Support, Piers — Adjustable steel jack stands, min. 4,000 tbs. capacity. 3. Tie—Down Anchors — Minute Man Model 4430--DH 3/4 MMA-6 (or equal) auger—type anchors, min. holding power = 4,725 tbs. Install per manLdacturer's recommendations, PT Plywood pads: 3/4" thick, for 16" x 16"; min. 1 11W thick for 2 4!' x 241,1., ZJe I smomil I 6W sm 22'55 CS LN I smomil I 6W sm 22'55 7/1 I smomil I `} e ` I City of 90'Wheat�idge PUBLIC WORKS APPLICANTS NAME: APPLICANT'S ADDRESS: 1 Z-S o ADDRESS OF FILL: z DATE OF APPLICATION: t 1 All permits shall be applied for through the Public Works Department. An, approved permit is effective for a period of one (1) year from date of issue and may be renewed. All fees shall be in accordance with those fees established by the Uniform Building Code or other applicable City adopted Resolutions or Ordinances. Note. A11 public improvements, when constructed, shall be maintained (by the respective individual(s) and/or company responsible for the construction of that public and/or private improvement in the respective development) on a daily basis, or as needed, such that they are free of mud and other construction debris tracking from the site. Failure to comply with this requirement will result in the enforcement of Article III, Specified Nuisances, Section 15 -16 (4) of the City of Wheat Ridge Code of Laws. MINOR GRADING. EXCAVATION. AND FILL PERMITS 1, 1 -50 Cubic Yards: No permit is required for dumping or excavation of earth materials, which do not exceed 50 cubic yards, provided, however, that any fill deposited is on natural terrain of less than three (3) horizontal to one (1) vertical slope, or such fill is less than three (3) feet in depth and is not intended to support permanent . structures, and in addition, such fill or excavation does not obstruct or otherwise adversely affect any drainageway. Should any of the above standards be exceeded, or a drainage way be affected, a permit shall be required under the guidelines for No. 2. 2. 51 -500 Cubic Yards: Dumping or excavation of earth materials not exceeding 500 cubic yards may be allowed with a permit approved by the City Engineer: All applications are to be submitted on the appropriate completed application form and shall be accompanied by the appropriate fee and sketch plan indicating the following information before the permit will be issued. A. Location and dimensions of all property boundaries and structures on the site. B. Location and extent of areas to be filled and/or excavated. C. Location of existing and proposed drainageways, irrigation ditches, etc., and indication of how and where historic run -off will be maintained on and through the site. D. Cross - section area to be filled and/or excavated indicating original slope, new slope and depth of fill. E. Statement that indicates the proposed use or purpose for said fill or excavation. F. Relative elevation of adjacent properties. G. Erosion control plan showing placement of control devices such as hay bales, etc. APPLICATION FOR MINOR GRADINGIFILL PERMIT V6tvUlp' -i t St �� 3 - Zo v 3. 501 - 10,000 Cubic Yards: Operations in which earth material fill or excavation exceeds 500 cubic yards, but does not exceed 10,000 cubic yards, may be allowed by a permit issued by the City Engineer after review of an application and supporting information. The following information shall be submitted with the required application form: A. A site plan, prepared and signed by a Colorado registered professional engineer, at a scale of no less than 1 inch to twenty feet (1:20) which illustrates the following: B. Location and dimensions of all property boundaries and structures on the site. C. Location and extent of areas to be filled and/or excavated. D. Location of existing waterways and drainage courses indicating any changes. (for a site containing an established irrigation ditch, a letter of approval from the appropriate ditch company shall be required). E. Location of existing and proposed points of ingress. F. .Location and extent of existing vegetation, proposed changes in such vegetation and methods of rehabilitation on site vegetation after earthwork operations are complete. G. Erosion control plan. H. Grading plan with existing (dashed lines) and proposed (solid lines) ground contours with contour intervals of 2 feet and spot elevations. I. At least two cross sections (east to west and north to south) through the site showing depth of fill and/or excavation. I A drainage report may be required if site runoff characteristics are changed. K Relative elevations of adjacent properties and structures. L. Statement of purpose of intended fill and/or excavation. 4. Performance Standards: The following provisions shall apply to all Minor Grading, Excavation and Fill Permits: A. Rehabilitation: Within thirty (30) days after cessation of filling and/or excavation, rehabilitation for the site shall have been completed in accordance with the approved plans. Rehabilitation shall consist of leveling, grading, landscaping or any combination thereof to minimis potential erosion and be acceptable to the City Engineer. B. Debris: Debris and/or contaminants shall not be used except with the approval of the City Engineer. "For the purpose of this Section, the term debris shall have the same meaning as the terms "garbage, trash or junk" as defined in the Wheat Ridge Code of Laws, Section 15-4." In no case shall debris or contaminates identified or classified as hazardous waste by local, state or federal agencies be used as. fill in any fill areas within the City of Wheat Ridge. C. Excavation and/or fill areas shall be graded to facilitate weed control until final grades are set and site rehabilitation and use occur (must be leveled with side slopes not to exceed 3 to 1). r.%FO n a=mMnrrs&PMW W=MGM m g arai d« y Rev 03/03 5. Permit Fees* 50 cubic yards or less $23.50 51 to 100 cubic yards $37.00 101to 1000 cubic yards for the first 100 cy $37.00 plus for each additional 100 cy or fraction thereof cy X $17.50/100cy 1001 to 10,000 cubic yards for the first 1000 cubic yards $194.50 plus, for each additional 1000 cy cn or fraction thereof l0(o00 cy X $14.50 /1K cy ii S 5C Total Cubic Yards= TOTAL Amount S *Wheat Ridge Code of Laws Section 5 -76. CITY OF WHEAT RIDGE 11/17/11 11:16 AN cdba CC Residential RECEIPT NO:CDA006603 ANOUI EM SD ENGINEERING FEES 1,157.`, PAYMENT RECEIVED AMOUP CK 8025 1,157.; TOTAL 1,157.; All permits shall be applied for prior to fill deposition or excavation operations begin. Any permit applied for after cutting or fits operations on site are in progress shall be subject to a double fee and other penalties as prescribed by Wheat Ridge Code of Laws, Section 26 -1004. Any fill requested under this permit within the 100 year flood zone MUST COMPLY WITH WHEAT RIDGE CODE OF LAWS, SECTION 26 -801, FLOOD PLAIN ZONING ORDINANCE. I HEREBY ACKNOWLEDGE THAT THIS APPLICATION IS CORRECT AND UNDERSTAND THAT I CANNOT START THLS PROJECT UNTIL THIS APPLICATION IS APPROVED. I SHALL COMPLY WITH THE .LAWS OF THE STATE OF COLORADO AND WITH THE ZONING REGULATIONS AND BUILDING CODE OF THE CITY OF WHEAT RIDGE. ANY VIOLATION OF THE ABOVE TERMS WILL CAUSE IMMEDIATE REVOCATION OF T73IS PERMIT AND COMMENCEMENT OF ENFORCEMENT PROCEEDINGS BY THE CITY OF WHEAT RIDGE. THIS APPROVED PERMIT WILL BE KEPT IN MY POSSESSION OR PERMANENTLY ON THE JOB SITE.. APPLICANT CITY OF WHEAT RIDGE Applicant's Signature City Engineer Ownf r's Signature (if different than above) Approval Date J:�FO &LECfENS \ApP$ &pEMQ1'$Nf or Qndmg &AII PUmicaoc 3 PevM /08 City of W heatl<Oge 7500 West 29th Avenue Wheat Ridge, Colorado 80033 303.235.2846 Fax: 303.235.2857 Approval of Site Plan The Wheat Ridge Town Center Apartments Site Plan for the proposed development on Lot 2 of the Town Center North Subdivision, case number WSP- 11- 01 /Wazee, is hereby approved for the following reasons: 1. The site plan complies with zoning regulations in Chapter 26 of the Wheat Ridge Code of Laws. 2. The site plan is in conformance with the approved Town Center North Concept Plan, on record at 2011073094 with the Jefferson County Clerk and Recorder. This approval is conditioned by the following comments: 1. A photometric plan with exterior lighting shall be provided with the building permit application. 2. Final streetscape design drawings shall be provided with the building permit application. (q -z � - I I Date Community De *lopment Director WHEAT RIDGE TOWN CENTER APARTMENTS SITE PLAN LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO STATEMENT OF PROPOSED USE AND COMPLIANCE WITH ZONING WHEAT RIDGE TOWN CENTER APARTMENTS IS A PROPOSED 88 UNIT AFFORDABLE SENIOR HOUSING APARTMENT PROJECT. THE PROPOSED PROJECT IS IN COMPLIANCE WITH THE MU -C ZONING IN THAT IT IS AN ALLOWED USE AND MEETS ALL OF THE REQUIREMENTS OF THE ZONE DISTRICT AND /OR ADMINISTRATIVE ADJUSTMENT (S) SPECIFIC TO THIS PROJECT. LEGAL DESCRIPTION LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN,CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO. CONCEPT PLAN COMPLIANCE ALL DEVELOPMENT THAT IS PART OF THIS SITE PLAN SHALL COMPLY WITH THE TOWN CENTER NORTH CONCEPT PLAN. ON RECORD AT REC. NO. 2011073094. EXTERIOR LIGHTING ALL EXTERIOR LIGHTING SHALL COMPLY WITH SECTION 26-503 OF THE WHEAT RIDGE MUNICIPAL CODE. SITE AND BUILDING SIGNAGE ALL SIGNAGE SHALL COMPLY WITH SECTION 26 -1113 AND ARTICLE VII OF CHAPTER 26 OF WHEAT RIDGE MUNICIPAL CODE. VICINITY MAP 1" = 2000' OWNER'S CERTIFICATE THE BELOW SIGNED OWNER(S), OR LEGALLY DESIGNATED AGENT(S) THEREOF, DO HEREBY AGREE THAT THE PROPERTY LEGALLY DESCRIBED HEREON WILL BE DEVELOPED IN ACCORDANCE WITH THE RESTRICTIONS AND CONDITIONS CONTAINED IN THIS PLAN, AND AS MAY OTHERWISE BE REQUIRED BY LAW. I (WE) FURTHER RECOGNIZE THAT THE APPROVAL OF THIS CONCEPT PLAN DOES NOT CREATE A VESTED PROPERTY RIGHT, VESTED PROPERTY RIGHTS MAY ONLY ARISE AND ACCRUE PURSUANT TO THE PROVISIONS OF SECTION 26-121 OF THE WHEAT RIDGE CODE OF LAWS. WHEAT RIDGE TOWN CENTER APARTMENTS, LLLP, A COLORADO LIMITED LIABILITY LIMITED PARTNERSHIP BY: WAZEE PARTNERS, WRTCA, LLC A COLORADO LIMITED LIABILITY COMPANY, ITS GENERAL PARTNER BY: TYLER A. —� ITS: MANAGER STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS Z8 DAY OF 5z0 A.D. 2011 BY Talmo t WITNESS MY HAND AND QFFICM -" L;, WiQQM$STpN EXPIRES: PUBLIC V NOTARY PUBLIC STATE OF COLORADO My Commission Expues b laa l J L CITY CERTIFICATION q �� APPROVED THISZ l DAY OF * , 16L BY THE CITY OF WHEAT RIDGE. ATTEST IRECTOR OF COM CASE HISTORY WSP -11 -01 WCP -11 -01 MS -11 -02 WZ -10 -07 WZ -77 -22 ARCHITECT KEPHART 2555 WALNUT STREET DENVER, CO. 80205 (303) 832 -4474 CONTACT: MR. DOUG VAN LERBERGHE ENGINEER It"' *++ KEPHART community � pinrtniny � nshitacturc REDLAND , ^ 8000 SOUTH LINCOLN STREET, SUITE 206 pE 1 n J Lam\ N r) LITTLETON, CO. 80122 (720) 283 -6783 w on« vam am ere�.�.,.redn.o�om CONTACT: MR. FRED TAFOYA ` W V 0 Q Lli 2 ►i cn H C W G a a Q W Z U Z O H Z F- Q w J w W w � O LANDSCAPE ARCHITECT SHEET BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, #210 ARVADA, CO. 80002 (303) 456 -2887 j • O CONTACT: MR. BOB COURI B R I T I N A SHEET INDEX a . o DESCRIPTION J m + COVER SHEET x SITE PLAN o cn GRADING AND UTILITY PLAN z LANDSCAPE PLAN 5.0 SITE a IRRIGATION DETAILS 8.0 -10.0 STREETSCAPE PLAN 3 x BUILDING ELEVATIONS W. 44TH AVE. GARAGE ELEVATIONS 14.0 ACCESSIBLE GARAGE ELEVATIONS 24.5% N 4 TOTAL OPEN SPACE 1 33 33.9% 1 14,693 1 15% IOF TOTAL SITE AREA 88 a x W. 38TH AVE. VICINITY MAP 1" = 2000' OWNER'S CERTIFICATE THE BELOW SIGNED OWNER(S), OR LEGALLY DESIGNATED AGENT(S) THEREOF, DO HEREBY AGREE THAT THE PROPERTY LEGALLY DESCRIBED HEREON WILL BE DEVELOPED IN ACCORDANCE WITH THE RESTRICTIONS AND CONDITIONS CONTAINED IN THIS PLAN, AND AS MAY OTHERWISE BE REQUIRED BY LAW. I (WE) FURTHER RECOGNIZE THAT THE APPROVAL OF THIS CONCEPT PLAN DOES NOT CREATE A VESTED PROPERTY RIGHT, VESTED PROPERTY RIGHTS MAY ONLY ARISE AND ACCRUE PURSUANT TO THE PROVISIONS OF SECTION 26-121 OF THE WHEAT RIDGE CODE OF LAWS. WHEAT RIDGE TOWN CENTER APARTMENTS, LLLP, A COLORADO LIMITED LIABILITY LIMITED PARTNERSHIP BY: WAZEE PARTNERS, WRTCA, LLC A COLORADO LIMITED LIABILITY COMPANY, ITS GENERAL PARTNER BY: TYLER A. —� ITS: MANAGER STATE OF COLORADO ) ) SS COUNTY OF JEFFERSON ) THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS Z8 DAY OF 5z0 A.D. 2011 BY Talmo t WITNESS MY HAND AND QFFICM -" L;, WiQQM$STpN EXPIRES: PUBLIC V NOTARY PUBLIC STATE OF COLORADO My Commission Expues b laa l J L CITY CERTIFICATION q �� APPROVED THISZ l DAY OF * , 16L BY THE CITY OF WHEAT RIDGE. ATTEST IRECTOR OF COM CASE HISTORY WSP -11 -01 WCP -11 -01 MS -11 -02 WZ -10 -07 WZ -77 -22 ARCHITECT KEPHART 2555 WALNUT STREET DENVER, CO. 80205 (303) 832 -4474 CONTACT: MR. DOUG VAN LERBERGHE ENGINEER It"' *++ KEPHART community � pinrtniny � nshitacturc REDLAND , ^ 8000 SOUTH LINCOLN STREET, SUITE 206 pE 1 n J Lam\ N r) LITTLETON, CO. 80122 (720) 283 -6783 w on« vam am ere�.�.,.redn.o�om CONTACT: MR. FRED TAFOYA ` W V 0 Q Lli 2 ►i cn H C W G a a Q W Z U Z O H Z F- Q w J w W w � O LANDSCAPE ARCHITECT SHEET BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, #210 ARVADA, CO. 80002 (303) 456 -2887 j • O CONTACT: MR. BOB COURI B R I T I N A SHEET INDEX SHEET NO. DESCRIPTION 1.0 COVER SHEET 2.0 SITE PLAN 3.0 GRADING AND UTILITY PLAN 4.0 LANDSCAPE PLAN 5.0 IRRIGATION PLAN 6.0 -7.0 IRRIGATION DETAILS 8.0 -10.0 STREETSCAPE PLAN 11.0 -12.0 BUILDING ELEVATIONS 13.0 GARAGE ELEVATIONS 14.0 ACCESSIBLE GARAGE ELEVATIONS N U m � o CL V L7 J c O N — �L � M N '6) m C E N LLI O O C N J 7 u y U V) 0 O O 0 0 ro SITE DATA TABLE 2 0 v O W 29.8% LL u- Ci a z a z SITE DATA TABLE 2 0 W O W 29.8% ZONING MIXED USE COMMERCIAL MU -C l �= U > ' Ci a W W 11 75% OF TOTAL REQUIRED LANDSCAPED 25,084 75.5% 5,143 0 OF TOTAL REQUIRED SF AC TOTAL AREA OF PROPERTY1 9T9511 2.249 COVERAGE MAIN BUILDING 23 802 REQUIRED GARAGE BUILDINGS 5,410 SURFACE TOTAL BUILDING COVERAGE 1 29 29.8% OPEN SPACE PROVIDED REQUIRED SURFACE (SF) ( %) (SF) ( %) USABLE 31,755 95.5% 11 75% OF TOTAL REQUIRED LANDSCAPED 25,084 75.5% 5,143 35% OF TOTAL REQUIRED HARDSCAPEDI 8 24.5% SUBTOTAL HANDICAP 4 TOTAL OPEN SPACE 1 33 33.9% 1 14,693 1 15% IOF TOTAL SITE AREA PARKING STANDARD SURFACE 83 GA RAGE 23 _ __ SUBTOTALSTANDARD _ 106 HANDICAP STANDARD HC 2 VAN HC 1 GARAGE HC 1 SUBTOTAL HANDICAP 4 P ROVIDED REQUIRED _ TOTAL PARKING 110 88 m H N Z W o w o U U cr CC a a N N ff if O N n GROSS FLOOR AREA 1 87,941 ISF Z F N N N GROSS SF GROUND FLOORI 23,802 ISF � N N m cd of 0 0 0 NUMBER OF UNITS 88 DU's DENSITY 39.1 1 DU /AC WHEAT RIDGE TOWN CENTER APARTMENTS SITE PLAN LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO I► � � 4a� ■ 0:4 va000 C► 5 SPACE BIKE i�rE I P RACK §.III F 1 -MH 3 -RN 5 -ALM 4 -SJ 5 -VO I I m I I � I I I A I W I II I I I Wilk I " II W I I I I I � W I I I I � W i1 I I W W I I f C- 1 -GT 5 -HEH 5 -IRE 7 -MIS — 8 -RN 1 -TA AI T= 6 -COG 2 -SJ 5 -FEG 6 -CC GARDEN PLANTERS -TYP. I I I f I PLANT LEGEND 20 -EA G EN BOLLARD LIGHTTT—TYP. 21 -RUH I Deciduous Trees Deciduous /EvergreenShnlbs m 4 -RD _ 25 -VPV I I I I Svm. Botanic Name Comon Name Sin Soadng OuanlN Svm. Botanic Name Common Name Size 3oaclng Dual - � I - i I GT Gleditisie tdownthos inermis'lmpedel' 2 7/2" cal. As Shown 5 VO Viburnum opulus'nonum' 5 gal. T l 38 6 C I I I Imperial Honeylocust Dwarf European Cranber"ush + 4 -CH , : I I I TA Title americena'Retlmond' 2 1/2" mi. As Shown 7 — Redmond Linden 1 -HEH es •' ( {' Ornamental Train Perennials ^ ` - I I AM Amelanchler grentllflore'AUtumn England! 5' clump As Shown 3 AGC Aqastache cans 1 gal. 24" o.c. 18 Mosquito Plant Autumn Brilliant Servlceheny ALM Alyssum montanum'Mountain Gold' 1 gal. 19"l 9 •:. I I Cl Cretaegus crus-galli'Inermis" V clump As Shown 11 Basket of Gold El FLELL] El I Thornless Cackspur Hawlhom MH Melus hope 2 cal. As Shown 3 ASN Aster novaearplee 1 gal. 18 " o.a 10 12 -LAA O O p I I I Hope Crabapple New England Aster 4 -TA 17 -GAG w " I I I I PC Pyrus calleryana'Chanddece 21/Y cal. As Shown 6 COG Coreopsis grandiflora'Sunray 1 gal. 18" o.a 35 11 -HV `' - + .'G• ;' ;";,�;; /, 3 I Changdeer Pear Sunray Compete PT Populus TremulaMes'Bethel Spire' S' clump As Shown 1 DIN Duchasnee indite 4" pots 118"l 40 2-MA D G Bethel Spire Aspen Mock Strawberry " •. `kk �J'� I I ECP Echinecea purpurgo 1 gal. 118"l 7 Deciduous I Evergreen Shrubs Purple Coneflower GAG Gaillardia x GrendiflwaTardare' 1gal. 18 "0.0. 26 BD ButltlleJa tlavltlll'Atlonls Blue' Sgal. 4'o.c. 5 13 I Compact Blue Butterfly Bush Fanfare Blanket Flower HEH Hemerocallis'Stella do Oro' 1gal. 18 "l 15 BM Bums microphylla insulans Winter Gem' 5 gal. T o.c. 9 Dwarff Gold Dal 6 -CH 20 -VIM I I Winter Gem Boxwood IRE Iris ensata'Royal Robes' 1 gal. 18" o.a 11 4 -EF 14 -VO 15 -CS 5 -HM :: ; >;�f'a ; ;a � I CC Caryoptere x clendoneds Choice' 6 gal. T o.c. 14 Purple Japanese Ids 9-1313 First Choice Blue Mist Spires 5 -ASN I I LAA Lavenculaangustifolia'Hintlocts' 1gal. 18 "o.c. 43 TRELLIS -TYP. CH Cotoneaster horizontals 5 gel. 4'o.c. 16 Hintloots Lavender 5 -COG I I Rock HVA Hceta Vari COLUMN UP LIGHT -TYP. I I gata' 1 gal. 18" o.o. 15 CRUSHER FINE PATH -TYP. 9CA0 ,r I i — CS I Conusstolondere'Iiol 6gal. 4'o.c. 21 Verigated Hosts Dogwood OSE Osteoapeimum acklonis 'Lavender Not 1 gal. 19"l 12 5 -COG I DB Daphne x Burkwoodii'Ceml Mackie 5 gel. T o.c. 9 Lavender M st Sun Daisy Carol Mackie Daphne PSP Potentilla reptans L 4" pod 18" o.o. 15 EA Euony n ous status compactus 5 gal. 4'o.c. 57 Creeping Cinquefoil 5 -ASN I I I I Dwarf Burning Bush RUH Rudbeckie fulgida'Gddstum 1 gal. 18"l 31 {{ EF Euonymus fartunei'Emereld n Gold' 5 gal. 4'o.c. 4 Black -Eyed Susan DIN 4 -HVA I I Emerald n Gold Euonymus VIM Vince minor 4" pow ie "o.a Sz 9 -BM 1 -PT 20 - 6 -RN I 2 -PC 7 -CAO 6 -CS I HM Hydrangea mecrophylla'PinkEIP Sgel. 3'o.c. 5 Periwinkle 5 -OSE 8 C 9 -CAO Pink Elf Hydrangea VPV Verbena cenadensls'Homestead Purple' 1 gal. 18" o.a 42 "' � I JS Juniperus sabina'BWfale' Sgal. 6'o.c. 15 Purple Verbena 6 -CH 8-Sy ""' I Buffalo Juniper 1; �,_;.•, I I MA mahonie aquifolium'Orenge Flame' 5gal. 4'o.c. 2 Ornamental Grasses . . a. Oregon Grape Holly I ::.;•.x.;, I I CAD Calamagros8s awtlflore'Kari FeersteY 1 gal. 2' o.c. 43 I I PG Prunus weringlo Almond Feether Read Gran ea Plena' S gal. 4' o.c. 19 ss Pink Flowering Almond I 3 I RD Rubus dellclosus 5 gal. 4'o.c. 7 FED Festuce glauca'BouldeY 1 gal. 18" o.o. 25 O ~ N I I Boultler Raspberry Boulder Blue Fescue Grass I I RN Rosa x'Meidiland Red' S al. V o.c. 33 MIS Purple Maiden en n Gre purpurascens 1 gal. 3' o.a 25 Jy I 9 Purple ale Grass 5 SP CE IKE E I Single Red Shrub Rose I I I SJ S Irea a PEA C F u n sin Grew 1 gal. 2' o.c. 12 CK + d I "1" I Anthony i W terer Spl WatereY 5 gal. 3' o.c 44 Dwarf Fountain Gress 1 -PC 12 -VIM I Z I I _ BY Syringe Patula'MIssKim' 5gal. 4'o.c. 52 Grasses Min Klm Dwarf Lilac IN Yr"' I I I VC Viburnum cadeeii 5gal. 5'o.c. 6 Turf Sod Koreanspice Viburnum 4 -VO 1 -CI I 6 -VC � /jam ^., CI 13 f 2'Garden Bollard Light -4 Total 2 9 -COG \T/ V BENCH YOURKTOWN W /CHIPPENDALE 4 GT I BACK ESPRESSO COL RAILING TO MATCH I , Sign Up Light 1 Total 2 -SY I I MANUFACTUREDBY ARCHITECTURE ..� I URBANSCAPE FU ITURE -ATV WALL ELEVATION Column Up Light- 8 Total 3 -PG h 3 TO REMAIN LEVEL ;:j 5 -BD 1 -PC 4 15-SY - 4 -EA 6 -RUH W w W w w w w w w w w w W. 4 3rd Avenue � I II L 9 -CAO '-- SCREEN WALL 9 -CAO W W W W W W - -r— QI ttl I � 111 �i 11A IF ►r u. �r ul 1�� I 11 ►� �`�;1 �J N z ET " Hsu 2 -MH LU DENVER, CO. 8 rn 3 -SY (303) 832-4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE 3 -PEA o c ommu nity "planning "a arc <," 3 -PEA 0 3 -CI o Z a m 3 -RD 8 -MIS p'� 1 RE Q L A N' n ) N LITTLETON, CO. 80122 W 5 -VPV 3 -PG (720) 283-6783 Ur J 4 -VO 3 -VO 6 -RN rn � 1 -PC + 'v VARIES SEE PLAN t3 I 7 -O -PEA C C N 9 -PG LL ° 0 3 -SY SCREE WA L nj J a L 4 -PG 1-TA 0 8 }LAA 0 29 -SJ 00 8 - � 1 -TA 4 15-SY - 4 -EA 6 -RUH W w W w w w w w w w w w W. 4 3rd Avenue � I II L 9 -CAO '-- SCREEN WALL 9 -CAO W W W W W W - -r— QI ttl I � 111 �i 11A IF ►r u. �r ul 1�� I 11 ►� �`�;1 �J o ° O w w z a a i i d z CD z C W L G BRICK VENEER TO MATCH W ELEVATION BUILDING ARCHITECTURE ' n Q Q PARKING LOT SCREEN WALL Q SCALE: 1n" =r -0" LANDSCAPE TOTAL AREA ARCHITECT I Q W TOTAL LANDSCAPE AREA 26l of TOTAL TURF AREA 10,280 of TOTAL PLANTING BED AREA 11,205 of (NOTE: This area Includes shrobs, perennials, ground cover and mulch) COMMUNITY GARDEN AREA 1,680 of LANDSCAPE NOTES 1. ALL LANDSCAPE BEDS TO RECEIVE 3" DEPTH OF DECORATIVE ROCK OR WOOD MULCH. 2. ALL TURF AREAS TO BE IRRIGATED WITH AN AUTOMATIC POP UP AND/OR ROTOR SPRINKLER SYSTEM. 3. ALL PLANTING BEDS TO BE IRRIGATED WITH AN AUTOMATIC DRIP IRRIGATION SYSTEM. 4. ALL IRRIGATION TO BE CONTROLLED WITH AN AUTOMATIC IRRIGATION CONTROLLER WITH RAIN SENSORS. Scale: 1" = 20'1 North 0 10 20 40 KEPHART N z ET " Hsu r LU DENVER, CO. 8 rn V (303) 832-4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE O o c ommu nity "planning "a arc <," ENGINEER 0 o Z a m REDILAND 8000 SOUTH LINCOLN STREET, SUITE 206 p'� 1 RE Q L A N' n ) N LITTLETON, CO. 80122 W (720) 283-6783 Ur J CONTACT: MR. FRED TAFOYA" rn � 'v VARIES SEE PLAN o ° O w w z a a i i d z CD z C W L G BRICK VENEER TO MATCH W ELEVATION BUILDING ARCHITECTURE ' n Q Q PARKING LOT SCREEN WALL Q SCALE: 1n" =r -0" LANDSCAPE TOTAL AREA ARCHITECT I Q W TOTAL LANDSCAPE AREA 26l of TOTAL TURF AREA 10,280 of TOTAL PLANTING BED AREA 11,205 of (NOTE: This area Includes shrobs, perennials, ground cover and mulch) COMMUNITY GARDEN AREA 1,680 of LANDSCAPE NOTES 1. ALL LANDSCAPE BEDS TO RECEIVE 3" DEPTH OF DECORATIVE ROCK OR WOOD MULCH. 2. ALL TURF AREAS TO BE IRRIGATED WITH AN AUTOMATIC POP UP AND/OR ROTOR SPRINKLER SYSTEM. 3. ALL PLANTING BEDS TO BE IRRIGATED WITH AN AUTOMATIC DRIP IRRIGATION SYSTEM. 4. ALL IRRIGATION TO BE CONTROLLED WITH AN AUTOMATIC IRRIGATION CONTROLLER WITH RAIN SENSORS. Scale: 1" = 20'1 North 0 10 20 40 KEPHART N z ET " Hsu r LU DENVER, CO. 8 rn V (303) 832-4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE O o c ommu nity "planning "a arc <," ENGINEER 0 o Z a m REDILAND 8000 SOUTH LINCOLN STREET, SUITE 206 p'� 1 RE Q L A N' n ) a LITTLETON, CO. 80122 W (720) 283-6783 Ur J CONTACT: MR. FRED TAFOYA" rn � t3 Cc C C N LL ° 0 c N J Qj 0 0 0 00 o ° O w w z a a i i d z CD z C W L G BRICK VENEER TO MATCH W ELEVATION BUILDING ARCHITECTURE ' n Q Q PARKING LOT SCREEN WALL Q SCALE: 1n" =r -0" LANDSCAPE TOTAL AREA ARCHITECT I Q W TOTAL LANDSCAPE AREA 26l of TOTAL TURF AREA 10,280 of TOTAL PLANTING BED AREA 11,205 of (NOTE: This area Includes shrobs, perennials, ground cover and mulch) COMMUNITY GARDEN AREA 1,680 of LANDSCAPE NOTES 1. ALL LANDSCAPE BEDS TO RECEIVE 3" DEPTH OF DECORATIVE ROCK OR WOOD MULCH. 2. ALL TURF AREAS TO BE IRRIGATED WITH AN AUTOMATIC POP UP AND/OR ROTOR SPRINKLER SYSTEM. 3. ALL PLANTING BEDS TO BE IRRIGATED WITH AN AUTOMATIC DRIP IRRIGATION SYSTEM. 4. ALL IRRIGATION TO BE CONTROLLED WITH AN AUTOMATIC IRRIGATION CONTROLLER WITH RAIN SENSORS. Scale: 1" = 20'1 North 0 10 20 40 KEPHART z ET " Hsu >= �! LU DENVER, CO. 8 V (303) 832-4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE z c ommu nity "planning "a arc <," ENGINEER 0 REDILAND 8000 SOUTH LINCOLN STREET, SUITE 206 p'� 1 RE Q L A N' n ) LITTLETON, CO. 80122 (720) 283-6783 °:.:.��...1 1 CONTACT: MR. FRED TAFOYA" zg Q W IL JJ w aQ W o z vh g LANDSCAPE ARCHITECT SHEET DESIGN GROUP 7600 GR 7600 GRANDVIEW AVENUE, #210 w ARVADA, CO. 80002 /� . O (303) 456 -2887 T CONTACT: MR. BOB COURI B R I T I N A WHEAT RIDGE TOWN CENTER APARTMENTS SITE PLAN LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO 1O THE IRRIGATION SYSTEM POINT -OF- CONNECTION (POC) SHALL BE DOWNSTREAM OF THE EXISTING IRRIGATION BACKFLOW, INSTALLED BY OTHERS, IN THE MECHANICAL ROOM. INSTALL MASTER VALVE AND FLOW SENSOR ASSEMBLY AS INDICATED, SAME SIZE AS POC. VERIFY EXACT LOCATION OF POC WITH OWNER'S REPRESENTATIVE. 2O WALL MOUNT THE IRRIGATION CONTROLLER AT THE APPROXIMATE LOCATION SHOWN, ON THE WALL OF THE GARAGE. COORDINATE ELECTRICAL POWER TO THE CONTROLLER WITH THE OWNERS REPRESENTATIVE. CARE SHOULD BE TAKEN TO INSTALL THE IRRIGATION CONTROLLER IN A LOCATION THAT IS ACCESSIBLE FOR MAINTENANCE,. FINAL LOCATION TO BE APPROVED BY OWNERS REPRESENTATIVE. O3 IRRIGATION EQUIPMENT SHOWN IN HARDSACPE FOR CLARITY ONLY. IRRIGATION EQUIPMENT SHALL BE INSTALLED IN LANDSCAPED AREAS. ARCHITECT 2555 WALNUT STREET DENVER, CO. 80205 (303) 832 -4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE <e,nmunh a planning. erchitecum N o c O E U O � U Z �o N 7 rn ON C ON c d c� N� C c co 11.1 C N W n dco o m J IL H ro e ei u 5.0 INSTALLATION GENERAL NOTES 1. THE SYSTEM DESIGN ASSUMES A MINIMUM DYNAMIC PRESSURE FOR THE IRRIGATION SYSTEM OF 70 PSI REQUIRED (PER HYDRUALIC CALCULATIONS), AT A MAXIMUM DISCHARGE OF 10 GPM AT THE 3/4 —INCH IRRIGATION POINT —OF— CONNECTION (POC). TAP, METER, BACKFLOW AND MASTER VALVE SHALL ALL BE THE SAME SIZE. VERIFY PRESSURE AND FLOW ON SITE PRIOR TO CONSTRUCTION. 2. READ THOROUGHLY AND BECOME FAMILIAR WITH THE SPECIFICATIONS AND INSTALLATION DETAILS FOR THIS AND RELATED WORK PRIOR TO CONSTRUCTION. 3. COORDINATE UTILITY LOCATES ( "CALL BEFORE YOU DIG - ) OF UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. 4. DO NOT PROCEED WITH THE INSTALLATION OF THE IRRIGATION SYSTEM WHEN IT IS OBVIOUS IN THE FIELD THAT OBSTRUCTIONS OR GRADE DIFFERENCES EXIST THAT MIGHT NOT HAVE BEEN CONSIDERED IN THE ENGINEERING. IF DISCREPANCIES IN CONSTRUCTION DETAILS, LEGEND, NOTES, OR SPECIFICATIONS ARE DISCOVERED, BRING ALL SUCH OBSTRUCTIONS OR DISCREPANCIES TO THE ATTENTION OF THE OWNER'S REPRESENTATIVE. 5. THE DRAWINGS ARE DIAGRAMMATIC. THEREFORE, THE FOLLOWING SHOULD BE NOTED: A. ALTHOUGH IRRIGATION COMPONENTS MAY BE SHOWN OUTSIDE PLANTING AREAS FOR CLARITY, INSTALL IRRIGATION PIPE AND WIRING IN LANDSCAPED AREAS WHENEVER POSSIBLE. B. TREE AND SHRUB LOCATIONS AS SHOWN ON LANDSCAPE PLANS TAKE PRECEDENCE OVER IRRIGATION EQUIPMENT LOCATIONS AVOID CONFLICTS BETWEEN THE IRRIGATION SYSTEM, PLANTING MATERIALS, AND ARCHITECTURAL FEATURES. C. USE ONLY STANDARD TEES AND ELBOW FITTINGS. USE OF CROSS TYPE FITTINGS IS NOT ALLOWED. 6. PROVIDE THE FOLLOWING COMPONENTS TO THE OWNER PRIOR TO THE COMPLETION OF THE PROJECT: A. TWO (2) OPERATING KEYS FOR EACH TYPE OF MANUALLY OPERATED VALVES. B. TWO (2) OF EACH SERVICING WRENCH OR TOOL NEEDED FOR COMPLETE ACCESS, ADJUSTMENT, AND REPAIR OF ALL ROTARY SPRINKLERS. 7. SELECT NOZZLES FOR SPRAY AND ROTARY SPRINKLERS WITH ARCS WHICH PROVIDE COMPLETE AND ADEQUATE COVERAGE WITH MINIMUM OVERSPRAY FOR THE SITE CONDITIONS. CAREFULLY ADJUST THE RADIUS OF THROW AND ARC OF COVERAGE OF EACH ROTARY SPRINKLER TO PROVIDE THE BEST PERFORMANCE. B. THE IRRIGATION CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION OF IRRIGATION SLEEVING. SLEEVES ARE REQUIRED FOR BOTH PIPING AND ELECTRICAL WIRING AT EACH HARDSCAPE CROSSING. COORDINATE INSTALLATION OF SLEEVING WITH OTHER TRADES. ANY PIPE OR WIRE WHICH PASSES BENEATH EXISTING HARDSCAPE WHERE SLEEVING WAS NOT INSTALLED WILL REQUIRE HORIZONTAL BORING BY THE IRRIGATION CONTRACTOR. 9. INSTALL ALL ELECTRICAL POWER TO THE IRRIGATION CONTROL SYSTEM IN ACCORDANCE WITH THE NATIONAL ELECTRIC CODE AND ALL APPLICABLE LOCAL ELECTRIC UTILITY CODES. 10. THE FOLLOWING SHOULD BE NOTED REGARDING PIPE SIZING: IF A SECTION OF UNSIZED PIPE IS LOCATED BETWEEN THE IDENTICALLY SIZED SECTIONS, THE UNSIZED PIPE IS THE SAME NOMINAL SIZE AS THE TWO SIZED SECTIONS. THE UNSIZED PIPE SHOULD NOT BE CONFUSED WITH THE DEFAULT PIPE SIZE NOTED IN THE LEGEND. 11. INSTALL TWO (2) #14 AWG CONTROL WIRES FROM CONTROLLER LOCATION TO EACH DEAD —END OF MAINLINE FOR USE AS SPARES INCASE OF CONTROL WIRE FAILURE. COIL 3 FEET OF WIRE IN VALVE BOX. CONSTRUCTION NOTES IRRIGATION LEGEND E� SLEEVES: CLASS 200 PVC MAINLINE PIPE: CLASS 200 PVC 1.25 —INCH SIZE UNLESS OTHERWISE INDICATED Lm LATERAL PIPE TO EMITTERS: UV RADIATION RESISTANT POLYETHYLENE (3/4 —INCH SIZE, ROUTING IS DIAGRAMMATIC) UNCONNECTED PIPE CROSSING POINT —OF— CONNECTION ASSEMBLY BACKFLOW PREVENTION ASSEMBLY: FEBCO 825 —YA T MASTER VALVE ASSEMBLY: HUNTER ICV —FS ❑F FLOW SENSOR ASSEMBLY: DATA INDUSTRIAL 220P N ISOLATION GATE VALVE ASSEMBLY: MATCO 514 c QUICK COUPLING VALVE ASSEMBLY: RAINBIRD SLRC ® REMOTE CONTROL VALVE ASSEMBLY FOR DRIP: RAINBIRD XCZ- 100 —B —COM O Lr FLUSH CAP ASSEMBLY INDICATES CONTROLLER AND STATION NUMBER Al INDICATES LATERAL DISCHARGE (GPM) 14 1" INDICATES VALVE SIZE (INCHES) INDICATES SPRINKLER RISER POP —UP HEIGHT (4 —INCH UNLESS OTHERWISE NOTED) OA IRRIGATION CONTROLLER UNIT WITH SOLAR SYNC: CONTROLLER A: HUNTER I —CORE, IC- 180OM: 3 STA. USED ENGINEER REDLAND 8000 SOUTH LINCOLN STREET, SUITE 206 ^' ^ n RE D IAN D LITTLETON, CO. 80122 w w (720) 283 -6783 �•��,..., <om�, CONTACT: MR. FRED TAFOYA �,,^^m .. HIKES INC LANDSCAPE ARCHITECT 811T .�� I�v9m BRITINA DESIGN GROUP D. S UE7 04 313 W. OE AD, SUITE 104 RVf 7600 GRANDVIEW AVENUE, #210 F09r COLUM, CO DRM 81)519 ARVADA, CO. 80002 Telephom.. 970.11121801) (303) 456 -2887 E Fa: 996215.9974 Web: 866.21&e974 CONTACT MR BOB COURT : . B R T N A N o c O E U O � U Z �o N 7 rn ON C ON c d c� N� C c co 11.1 C N W n dco o m J IL H ro e ei u 5.0 INSTALLATION GENERAL NOTES 1. THE SYSTEM DESIGN ASSUMES A MINIMUM DYNAMIC PRESSURE FOR THE IRRIGATION SYSTEM OF 70 PSI REQUIRED (PER HYDRUALIC CALCULATIONS), AT A MAXIMUM DISCHARGE OF 10 GPM AT THE 3/4 —INCH IRRIGATION POINT —OF— CONNECTION (POC). TAP, METER, BACKFLOW AND MASTER VALVE SHALL ALL BE THE SAME SIZE. VERIFY PRESSURE AND FLOW ON SITE PRIOR TO CONSTRUCTION. 2. READ THOROUGHLY AND BECOME FAMILIAR WITH THE SPECIFICATIONS AND INSTALLATION DETAILS FOR THIS AND RELATED WORK PRIOR TO CONSTRUCTION. 3. COORDINATE UTILITY LOCATES ( "CALL BEFORE YOU DIG - ) OF UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. 4. DO NOT PROCEED WITH THE INSTALLATION OF THE IRRIGATION SYSTEM WHEN IT IS OBVIOUS IN THE FIELD THAT OBSTRUCTIONS OR GRADE DIFFERENCES EXIST THAT MIGHT NOT HAVE BEEN CONSIDERED IN THE ENGINEERING. IF DISCREPANCIES IN CONSTRUCTION DETAILS, LEGEND, NOTES, OR SPECIFICATIONS ARE DISCOVERED, BRING ALL SUCH OBSTRUCTIONS OR DISCREPANCIES TO THE ATTENTION OF THE OWNER'S REPRESENTATIVE. 5. THE DRAWINGS ARE DIAGRAMMATIC. THEREFORE, THE FOLLOWING SHOULD BE NOTED: A. ALTHOUGH IRRIGATION COMPONENTS MAY BE SHOWN OUTSIDE PLANTING AREAS FOR CLARITY, INSTALL IRRIGATION PIPE AND WIRING IN LANDSCAPED AREAS WHENEVER POSSIBLE. B. TREE AND SHRUB LOCATIONS AS SHOWN ON LANDSCAPE PLANS TAKE PRECEDENCE OVER IRRIGATION EQUIPMENT LOCATIONS AVOID CONFLICTS BETWEEN THE IRRIGATION SYSTEM, PLANTING MATERIALS, AND ARCHITECTURAL FEATURES. C. USE ONLY STANDARD TEES AND ELBOW FITTINGS. USE OF CROSS TYPE FITTINGS IS NOT ALLOWED. 6. PROVIDE THE FOLLOWING COMPONENTS TO THE OWNER PRIOR TO THE COMPLETION OF THE PROJECT: A. TWO (2) OPERATING KEYS FOR EACH TYPE OF MANUALLY OPERATED VALVES. B. TWO (2) OF EACH SERVICING WRENCH OR TOOL NEEDED FOR COMPLETE ACCESS, ADJUSTMENT, AND REPAIR OF ALL ROTARY SPRINKLERS. 7. SELECT NOZZLES FOR SPRAY AND ROTARY SPRINKLERS WITH ARCS WHICH PROVIDE COMPLETE AND ADEQUATE COVERAGE WITH MINIMUM OVERSPRAY FOR THE SITE CONDITIONS. CAREFULLY ADJUST THE RADIUS OF THROW AND ARC OF COVERAGE OF EACH ROTARY SPRINKLER TO PROVIDE THE BEST PERFORMANCE. B. THE IRRIGATION CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION OF IRRIGATION SLEEVING. SLEEVES ARE REQUIRED FOR BOTH PIPING AND ELECTRICAL WIRING AT EACH HARDSCAPE CROSSING. COORDINATE INSTALLATION OF SLEEVING WITH OTHER TRADES. ANY PIPE OR WIRE WHICH PASSES BENEATH EXISTING HARDSCAPE WHERE SLEEVING WAS NOT INSTALLED WILL REQUIRE HORIZONTAL BORING BY THE IRRIGATION CONTRACTOR. 9. INSTALL ALL ELECTRICAL POWER TO THE IRRIGATION CONTROL SYSTEM IN ACCORDANCE WITH THE NATIONAL ELECTRIC CODE AND ALL APPLICABLE LOCAL ELECTRIC UTILITY CODES. 10. THE FOLLOWING SHOULD BE NOTED REGARDING PIPE SIZING: IF A SECTION OF UNSIZED PIPE IS LOCATED BETWEEN THE IDENTICALLY SIZED SECTIONS, THE UNSIZED PIPE IS THE SAME NOMINAL SIZE AS THE TWO SIZED SECTIONS. THE UNSIZED PIPE SHOULD NOT BE CONFUSED WITH THE DEFAULT PIPE SIZE NOTED IN THE LEGEND. 11. INSTALL TWO (2) #14 AWG CONTROL WIRES FROM CONTROLLER LOCATION TO EACH DEAD —END OF MAINLINE FOR USE AS SPARES INCASE OF CONTROL WIRE FAILURE. COIL 3 FEET OF WIRE IN VALVE BOX. CONSTRUCTION NOTES IRRIGATION LEGEND E� SLEEVES: CLASS 200 PVC MAINLINE PIPE: CLASS 200 PVC 1.25 —INCH SIZE UNLESS OTHERWISE INDICATED Lm LATERAL PIPE TO EMITTERS: UV RADIATION RESISTANT POLYETHYLENE (3/4 —INCH SIZE, ROUTING IS DIAGRAMMATIC) UNCONNECTED PIPE CROSSING POINT —OF— CONNECTION ASSEMBLY BACKFLOW PREVENTION ASSEMBLY: FEBCO 825 —YA T MASTER VALVE ASSEMBLY: HUNTER ICV —FS ❑F FLOW SENSOR ASSEMBLY: DATA INDUSTRIAL 220P N ISOLATION GATE VALVE ASSEMBLY: MATCO 514 c QUICK COUPLING VALVE ASSEMBLY: RAINBIRD SLRC ® REMOTE CONTROL VALVE ASSEMBLY FOR DRIP: RAINBIRD XCZ- 100 —B —COM O Lr FLUSH CAP ASSEMBLY INDICATES CONTROLLER AND STATION NUMBER Al INDICATES LATERAL DISCHARGE (GPM) 14 1" INDICATES VALVE SIZE (INCHES) INDICATES SPRINKLER RISER POP —UP HEIGHT (4 —INCH UNLESS OTHERWISE NOTED) OA IRRIGATION CONTROLLER UNIT WITH SOLAR SYNC: CONTROLLER A: HUNTER I —CORE, IC- 180OM: 3 STA. USED w 0 a O rc v w °s 0 W 0 � �a a W Z 3W U Z 3 O H SHEET � w w U as O ¢ w 0 a O rc v w °s 0 W 0 � �a a W Z 3W U Z 3 O H SHEET WHEAT RIDGE TOWN CENTER APARTMENTS SITE PLAN LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO VALVE BOX WITH LOCKING COVER: ALUMINUM ENCLOSURE: CARSON 1419 -4. BRAND "FM" STRONGBOX SBOC -30AL OR GUARDSHACK GS -2 ON LID W/ 3 —INCH HIGH LTRS. REDUCED PRESSURE BACKFLOW PREVENTER PER LEGEND FINISH GRADE/TOP OF MULCH BRASS UNION (1 OF 2) 3/4 —INCH MALE ADAPTER WITH PVC CAP TYPE L COPPER SIZED 0 MATCH BACKFLOW) 3 —INCH SLEEVE OF 2� FINISH GRADE p 6 —INCH CONCRETE PAD, 6— INCHES LARGER THAN 1 ` 1rm7 ENCLOSURE (EACH SIDE) CLASS 200 PVC MAINLINE TO MASTER VALVE SCH 40 PVC MALE ADAPTER (SIZED TO MATCH BACKFLOW) COPPER FEMALE ADAPTER TYPE K COPPER FROM METER (SIZED TO MATCH BACKFLOW) NOTES: 1. INSTALL BACKFLOW DEVICE IN ACCORDANCE WITH ALL STATE AND LOCAL CODE REQUIREMENTS. 2. SLOPE TOP SURFACE OF PAD AT 0.5 % WITH BROOM FINISH. MAKE PIPE SLEEVES WITH 1 -1/2 INCH LARGER DIAMETER PIPE THAN PENETRATING PIPE SIZE. 3. ALL HINGED CONNECTION LOCATIONS AND HARDWARE TO BE TAMPER PROOF. 4. ALL WELD JOINTS SHALL BE CONTINUOUS AND GROUND SMOOTH. BACKFLOW PREVENTION UNIT N. 10 PIPE DI STRNGFR PIPE 11 MIN. 5 PIPE D 58NdGHTIPfE TWO (2) CONDUCTOR TWISTED PAIR SHIELDED DIRECT BURIAL CABLE FOR CONNECTION TO TRANSMITTER WATER PROOF CONNECTION (1 OF 2) 3M SERIES 7000 EPDXY KIT METER PER LEGEND VALVE BOX WITH COVER: CARSON 1419 -4. BRAND LID WITH "MV" GRADE/TOP OF MULCH 30 —INCH LINEAR LENGTH OF COILED WIRE WATER PROOF CONNECTION (1 OF 2) CHRISTY ID TAG MASTER VALVE, SIZE TO MATCH POC MODEL PER LEGEND 3.0 —INCH MINIMUM DEPTH OF 3/4 —INCH WASHED GRAVEL MAINLINE TO SYSTEM MAINLINE (1 OF 4) 3.0 —INCH MINIMUM DEPTH OF 3/4 —INCH WASHED GRAVEL NON —WOVEN LANDSCAPE FABRIC FLOW SENSOR ASSEMBLY (1 OF 4) PVC SCH 40 MALE ADAPTER (SPEARS SR -2 -0801) NON —WOVEN LANDSCAPE FABRIC MASTER VALVE ASSEMBLY GRADE BOX WITH COVER: CARSON 910 -4. LID WITH VALVE "IGV" PVC CL 200 PIPE i AS REQUIRED) MINIMUM DEPTH OF CH WASHED GRAVEL (1 OF 2) 4LVE WITH CROSS HANDLE, SIZED TO MATCH E. MODEL PER LEGEND kINUNE :H. 40 MALE ADAPTER (SPEARS SR -2 -0801) NOTES: 1. NOMINAL SIZE OF GATE VALVE TO MATCH NOMINAL MAINUNE SIZE. ISOLATION GATE VALVE T ASSEMBLY KEPHART 2555 WALNUT STREET ,� ■■ DENVER, CO. 80205 (303)832 -4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE community" planning architecture 30 —INCH UNEAR LENGTH OF WIRE, COILED WATER PROOF CONNECTION (1 OF 2) 8000 SOUTH LINCOLN STREET, SUITE 206 E� ^ n R.E D IA N CHRISTY ID TAG , l t� � em no— (720)283 -6783 •=Po�Pomn= VALVE BOX WITH COVER: CARSON 1419 -4. DIFFUSER BUG CAP: BRAND LID WITH VALVE NUMBER C w FINISH GRADE/TOP OF MULCH w w RAIN BIRD MODEL 5 o 1/4 —INCH STAKE: TUBING STAKE: RAIN BIRD #TS -025 REMOTE CONTROL VALVE, SIZED AS SHOWN ON 1/4 —INCH DISTRIBUTION TUBING DRAWINGS SPEARS PVC TRUE UNION BALL VALVE PVC SCH 40 EL (1 OF 2) APPROVED GEOTECH FILTER FABRIC (EXTEND 10" UP BOX WALL) BRICK (1 OF 4) PVC SCH 80 PIPE (LENGTH AS REQUIRED) 8 PVC MAINUNE PVC SCH 40 TEE OR EL LOOP 1' OF 2 SPARE WIRES IN VALVE BOX 3.0 —INCH MINIMUM DEPTH OF 3/4 —INCH WASHED GRAVEL COMBINED PRESSURE REGULATOR AND Y— STRAINER NOTE 1. USE BARBED INSERT FRTINGS ON DRIP LATERAL PIPE WITH HOSE CLAMPS. PLACE CLAMPS ON DRIP TUBING DIRECTLY OVER BARBED AREA OF FITTING. PINCH CLAMPS ARE NOT ACCEPTABLE. 2. UTILIZE RAIN BIRF XCZ —LF- 100 —PRF FOR FLOWS LESS THAN 5 GPM. REMOTE CONTROL DRIP VALVE ASSEMBLY MULCH BED FINSH GRADE hT717FT"T7:11111; ' DRIP EMITTER (REFER TO SPECIFICATIONS) SINGLE OUTLET EMITTER ASSEMBLY ARCHITECT HINES INC RM WAM ruuamrr SMM= M W. DPM eq SLIDE 204 FM COUNS. COLORIDO 80526 T&phmx 920.282.1800 E Fm: 866115.8974 WAk rw.Nnpinc.can ENGINEER REDLAND 8000 SOUTH LINCOLN STREET, SUITE 206 E� ^ n R.E D IA N LITTLETON, CO. 80122 , l t� � em no— (720)283 -6783 •=Po�Pomn= CONTACT: MR. FRED TAFOYA w N 0 � m E U O U Z W o Ur J C; C N (U aF � C � � U N � C N Ll.l c N `O d� 0 rt w 0 0 0 w 0 e ca G W w �E Q � Q = Z 3V Z 3 Z W CL W N IE LANDSCAPE ARCHITECT SHEET BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, #210 ARVADA, CO. 80002 C (303) 456 -2887 V CONTACT: MR. BOB COURI B R I T I N A ot"A,a,, � w w C w b w w o A rt w 0 0 0 w 0 e ca G W w �E Q � Q = Z 3V Z 3 Z W CL W N IE LANDSCAPE ARCHITECT SHEET BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, #210 ARVADA, CO. 80002 C (303) 456 -2887 V CONTACT: MR. BOB COURI B R I T I N A ot"A,a,, WHEAT RIDGE TOWN CENTER APARTMENTS SITE PLAN LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO RAIN BIRD MODEL # DBC -025 DIFFUSER BUG CAP 0 0-1: 0 o`b 0 DD �i GRADE/TOP OF MULCH FINISH GRADE RAIN BIRD MODEL # TS -025 1/4" TUBING STAKE (TYPICAL) 1/4 -INCH DISTRIBUTION TUBING RAIN BIRD MODEL # XB -10 -6 MULTI - OUTLET XERI -BUG EMITTER DRIP LATERAL TUBING a' DRIP EMITTER BOX 3/4" CRUSHED STONE VALVE BOX WITH COVER: CARSON 708 -4. BRAND LID WITH "FC" FLUSH CAP: AGRIFIM MODEL CETC -34 3/4 -INCH COMPRESSION FIT CROSS - THREADED CAP TUBING LOOP 3 -INCH DEPTH OF 3/4 -INCH WASHED GRAVEL BRICK (1 OF 2) 3/4 -INCH DRIP LATERAL PIPE COMPRESSION EL NOTE: 1. LOOP IRRIGATION DRIP TUBING INSIDE VALVE BOX FOR EXTENSION OUTSIDE OF BOX DURING BLOWOUT. MULTIPLE OUTLET EMITTER ASSEMBLY FOR TREES IN BEDS u DRIP FLUSH CAP ASSEMBLY ARCHITECT RAIN SENSOR: RAIN -CUK SET ADJUSTMENT TO 1 /8TH -INCH. MOUNT SECURELY TO ROOF WITH ALUMINUM SCREWS UNDER OVERLAPPING SHINGLE. Z WALL WALL MOUNTED CONTROLLER (REFER TO LEGEND FOR MODEL) PVC CONDUIT FOR CONTROL WIRES TO LANDSCAPED AREA MINIMUM 10 FT. 120 VOLT POWER SUPPLY WIRES IN PVC SWEEP ELL METAL CONDUIT 1.5" SIZE #6 BARE COPPER GROUNDING WIRE IN METAL CONDUIT MULCH BED FINISH GRADE DIRECT BURIAL CONTROL WIRES TO CONTROL VALVES PVC SWEEP ELL COPPER GROUNDING WIRE TO BRONZE CLAMP. COPPER CLAD GROUND ROD (5/8 X 8') PAIGE ELECTRIC PART NUMBER 182007. NOTES: 1. INSTALL ALL WIRING PER LOCAL ELECTRICAL CODES. 2. INSTALL GROUND ROD WITHIN IRRIGATED TURF AREA. IF IRRIGATED TURF AREA IS NOT IN CLOSE PROXIMITY TO CONTROLLER, INSTALL ONE (1) DRIP EMITTER FROM NEAREST DRIP VALVE IN VALVE BOX HOUSING GROUNDING ROD. o WALL MOUNT CONTROLLER ASSEMBLY MAINLINE, LATERAL, LATERAL PIPE & 24 -V WIRE ® EXCAVATED MATERIAL r...:;'. BEDDING & COVER MATERIAL PIPE AND WIRE SLEEVING �I 24" min. NOTES: 1. SLEEVE ALL PIPE AND WIRE SEPARATELY. 2. ALL PIPE TO BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. "SNAKE" UNSLEEVED PLASTIC PIPE IN TRENCH. PROVIDE A MINIMUM OF 2" CLEARANCE TO SIDE OF TRENCH AND BETWEEN PIPES. 3. ALL 120 -V WIRING SHALL BE INSTALLED IN ACCORDANCE WITH LOCAL CODE REQUIREMENTS. TAPE AND BUNDLE 24 -V WIRE EVERY 10' AND PROVIDE LOOSE 20" LOOP AT ALL CHANGES OF DIRECTION OVER 30 DEGREES. �n TYPICAL TRENCHING DETAIL T 36" i MIN. SEAL ENDS OF SLEEVES WITH CLOTH DUCT TAPE (TYPICAL) PVC SLEEVING (TYPICAL) NOTE: 1) ALL SLEEVING TO B E CLASS 200 BE PVC, SIZED AS NOTED. 2) INSATLL SLEEVES IN SIDE -BY -SIDE CONFIGURATION WHERE MULTIPPLE SLEEVES ARE TO BE INSTALLED. SPACE SLEEVES 4" TO 6" APART. DO NOT STACK SLEEVES VERTICALLY. TYPICAL SLEEVING DETAIL HINES INC art r�rM rWrl ---Fr 6�rCLY 327 W. MIKE W. SUR 204 FM COUNS. COIAMDO 80526 T&phmx W20.282.1800 E Fm: 866115.8974 WAk WWW.hIMBIM.t0111 KEPHART , 2555 WALNUT STREET ■■ DENVER, CO. 80205 „' (303) 832 -4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE community" planning architecture ENGINEER REDLAND 8000 SOUTH LINCOLN STREET, SUITE 206 RE 1 n J ' ^ L/ \N n LITTLETON, CO. 80122 t� � em no— (720)283 -6783 . -- •=Po1.Pomn= �o.m CONTACT: MR. FRED TAFOYA N 0 � m E U O U Z W O W N Ur J C; C N (U aF � C � � ' N � C N Ll.l c N `O d� 0 0 rt w 0 z F rc rc 0 w e ca W Q c Q = Z 3V 3 O Z R CL W c LANDSCAPE ARCHITECT SHEET BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, #210 ARVADA, CO. 80002 �.® (303) 456 -2887 CONTACT: MR. BOB COURI B R I T I N A ot"A,a,, PAVED SURFACE CURB AND GUTTER IF APPUCABLE 12" min ROUGH GRADE 2" PVC PIPE SLEEVE MARKER - G. _ INSTALL AT BOTH ENDS OF EACH 4 SLEEVE LOCATION AND EXTEND AT I I LEAST 3' ABOVE GRADE. SPRAY EXPOSED PORTION OF MARKER WITH GREEN FLUORESCENT PAINT. 4 " -6 MIN. SLEEVE SLEEVE � w w C w w b w w a a o A rt w 0 z F rc rc 0 w e ca W Q c Q = Z 3V 3 O Z R CL W c LANDSCAPE ARCHITECT SHEET BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, #210 ARVADA, CO. 80002 �.® (303) 456 -2887 CONTACT: MR. BOB COURI B R I T I N A ot"A,a,, PAVED SURFACE CURB AND GUTTER IF APPUCABLE 12" min ROUGH GRADE 2" PVC PIPE SLEEVE MARKER - G. _ INSTALL AT BOTH ENDS OF EACH 4 SLEEVE LOCATION AND EXTEND AT I I LEAST 3' ABOVE GRADE. SPRAY EXPOSED PORTION OF MARKER WITH GREEN FLUORESCENT PAINT. 4 " -6 MIN. SLEEVE SLEEVE WHEAT RIDGE TOWN CENTER APARTMENTS SITE PLAN LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF y c u N o THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, o E CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO d o o d R J C O ON 69.9 u m VANCE ST. A c N c NO N w LU So - - - -- 70.1' 69.9' 50.5' LIMIT OF WORK J o u ., o ® ®�- _ - -� -- - - -- -- d 00 J- ___ _ - - -- - _ 6 o N w - ° p �� o oo cf) ZO ° p ° 0 J 30 �, , 3 3 - 2 ° p ° ° 1 -- -- z 41.3' o I ' _ 37.4 38.4 BOULDER C a LOT 2 m �1 PLANTING PLAN 0 20' 40' LOCATION KEY / Lu PANDA KIN > LLOT 1 — _-- - - - - -- L _-- - - - - -- — ---- - - - - -- _--- -. - - -- — - - -- I I C II >1 II � J S LOT 3 LOT 2 I 1 > 0 t- Z VANCE ST. °° I J PEDESTRAIN LIGHT, w TYP. SEE CIVIL B a STREET IMPROVEMENT PLANS _W SEW RD AVE W (� LIMIT OF LIGHT, TYP. > - - - - - -- Z WORK - - -, ' 45 .6 I __ w W it Q H ` ` - - - -- D - -- - -- THE FINAL DESIGN WILL BE SUBMITTED FOR REVIEW WITH THE BUILDING PERMIT APPLICATION. FINAL ARCHITECT ~ jr W Z J LL] Z DESIGN WILL COMPLY WITH THE CITY OF WHEAT RIDGE KEPHART 2555 WALNUT STREET — I II �' = Z W ^ Y• tl ® O 1 �' ° p ° p • = STREETSCAPE DESIGN MANUAL. DENVER, CO.80205 (303) 832 -4474 �� U CONTACT: MR. DOUG VAN LERBERGHE K EPHAR T :om mun itv , 0a nninq . hne Z ^' RD. AVE. a p O ENGINEER ai REDLAND 8000 SOUTH LINCOLN STREET, SUITE 206 REIN f MATCHLINE E (SEE SHEET L -2) LITT LITTLETON, CO. 80122 (720) 283 -6763 e„ cren,vce CONTACT: MR. FRED TAFOYA ° 2 0 ' `° PRELIMINARY LANDSCAPE ARCHITECT SHEET NOT FOR CONSTRUCTION ON SOLUTIONS, 3840 E. 3840 COMMONS AVE. ALBUQUERQUE, NM 8703703 1 8 .0 (505)837 -6562 CONTACT: MS, LOUISE JANNEY 5 a 3 0 rc c> z r z 3 a I N O N T J ' H W r w w W w 2E 2 U H Q W. 43TH AVE. LOCATION KEY - -- L-- �,IT-F- 44TH AVE i I , LOT 1 Lu F; N N 0. U 2 a: _ 3 D LOT 2 WHEAT RIDGE TOWN CENTER APARTMENTS W. 43RD AVE. 6' SIF)FWAI K. LOT 2 ENTRANCEI THE FINAL DESIGN WILL BE SUBMITTED FOR REVIEW WITH THE BUILDING PERMIT APPLICATION. FINAL DESIGN WILL COMPLY WITH THE CITY OF WHEAT RIDGE STREETSCAPE DESIGN MANUAL. 31 ARCHITECT co J H W LLI 2 w w �c() w Z J 2 U H a KEPHART 2555 WALNUT STREET DENVER, CO. 80205 (303) 8324474 CONTACT: MR. DOUG VAN LERBERGHE E P H 11 R ENGINEER PRELIMINARY NOT FOR CONSTRUCTION REDLAND 8000 SOUTH LINCOLN STREET, SUITE 206 N C ' ^ WE D LA'N N LITTLETON, CO. 80122 Exri.r.� (720) 283-6783 y CONTACT: MR. FRED TAFOYA U � 0 H Z w 2 w� 1) CL �a W Z = w �U Z O H Z J a Z Z a N O I.f. LANDSCAPE ARCHITECT SHEET WESTON SOLUTIONS, INC. 3480 COMMONS AVE.. NE [� . O ALBUQUERQUE, NM- 87109 7 (505)837 -6562 CONTACT: MS. LOUISE JANNEY N y U � � � U � O r` � d � m ZT N � C N L ` 1J C O W N O F) 0 0 0 H Z w 2 w� 1) CL �a W Z = w �U Z O H Z J a Z Z a N O I.f. LANDSCAPE ARCHITECT SHEET WESTON SOLUTIONS, INC. 3480 COMMONS AVE.. NE [� . O ALBUQUERQUE, NM- 87109 7 (505)837 -6562 CONTACT: MS. LOUISE JANNEY WHEAT RIDGE TOWN CENTER APARTMENTS MATCHLINE (SEE VIEW BELOW) N r N O C U00 li • O ° ° g PLANT LEGENDS Z ^ J d CA a I COMMON NAME SCIENTIFIC NAME SIZE QUANT. m ., O O �, N CO e ° Jack Pear Pyrus calleryana 'Jaczam' 2" cal. 7 C C N C L " I O Scarlet Oak Quercus coccinea 'Scarlet' 2" cal. 8 1D ^_ IS 4i N o I o Honey Locust Gleditsia triocanthos 'Shademaster' 2" cal. 10 d� m I Austrian Pine Pinus leucodermis 6 8 ° (.AI I a I O © Purple leaf plum Prunus cerosifera 'Krater Vesuvius' 1.5" cal. 4 d Snowberry Symphoricarpus alba 4' -5' B &B 7 ° eQ� Serviceberry Amelanchier 'Autumn Brilliance' 4' -5' B &B 21 CA O Chokecherry Prunus virginiona 4' -5' B &B 6 °g 117 I O Fernbush Chamaebatiera millifolium 5 gal. 14 I Compact European Cranberry Virburnum trilobum compactum 5 gal. 9 ° Q Golden Ninebark Physocarpus capitatus 5 gal. 10 a O Three leaf sumac Rhus aromatics trilobato 5 gal. 22 CA O ° O CIO o Blue Mist Spirea Caryopteris 5 gal, 18 Barberry Crimson pygmy Berberis candidular 'Crimson Pygmy' 5 gal. 10 � Creeping Grape Holly Mahonia repens 5 gal. 33 ' ° (,1 Hanoki cypress Cupressens Hanoki' 5 gal. 14 a r�el O Creeping juniper 'Huntington Blue' Juniperus horizontalis 'Huntington Blue' 5 gal. 24 O ® Mugo Pine Pinus mugo 'mugo' 5 gal. 21 V ° I LOT 2 �S j e Feather reed grass Calamagrostis x Karl Forester 1 gal. 69 a ® I I Indian rice grass Oryzopsis hymenoides 1 gal. 107 ° e Blue fescue Festuca glauca 1 gal. 39 LOT 2 ° Palmers penstemon Penstemon palmerii 1 gal. 13 Rocky Mountain penstemon Penstemon strictus 1 gal. 9 791 e Upright Coneflower Echinaceo 1 gal. 35 O O N ai (�1 o Western yarrow Achilles 1 gal. 42 I O Flowering flax Linum grandiflorum 1 gal. 50 0 o Purple sage Dalea purpurea 1 gal. 43 m Coreopsis Coreopsis 1 gal. 30 GROUND COVER SPACING S.F. Dwarf Plumbago Ceratostignea plumbaginoides 2' O.C. 1 gal. 6.5 3 Ground cover rose Rosa foetida 'bicolor' 2' O.C. 1 gal. 36 10 ° ° �� ° ° Honeysuckle vine Lonicera 'Clavey's Dwarf' 3' O.C. 1 gal. 481 61 Ali / I N �' _ - - -- 00 co Z Z a LOCATION KEY _ _ 2 J a W j - THE FINAL DESIGN WILL BE SUBMITTED FOR REVIEW O - WITH THE BUILDING PERMIT APPLICATION. FINAL W � ( ) W DESIGN WILL COMPLY WITH THE CITY OF WHEAT RIDGE 0 Q Z W W. 43RD. AVE. r ofcec CI O STREETSCAPE DESIGN MANUAL. ( a CO � ? N a ~ °C Z LL UJ 42.9 I Z: LOT 1 j ARCHITECT W� J 2E J _ 4 . I ° ' K 2555 WALNUT STREET „I ; o # = Z W ^ li ® \ w LOT S DENVER, CO. 80205 I (303) 832 -4474 E P H A R U Z U \ a \\ O ,1+ CONTACT: MR. DOUG VAN LERBERGHE a ° • ENGINEER REDLAND r ^ Q o ° \ I VIEW 8000 SOUTH LINCOLN STREET, SUITE 206 R . C � ' l s d I LOT 2 LITTLETON, CO. 80122 (720) 283 -6783 CONTACT: MR. FRED TAFOYA MATCHLINE (SEE ABOVE VIEW) PLANTING PLAN l rD PLANTING PLAN - VIEW PRELIMINARY LANDSCAPE ARCHITECT WESTON SOLUTIONS, INC. 3840 COMMONS AVE. NE. SHEET 0 0' zo' 0 70' 20' NOT FOR CONSTRUCTION ALBUQUERQUE, NM 87031 (505)837 -6562 LA/I eAIIJ \l�A� Q,Q CONTACT: MS. LOUISE JANNEY ATIEAT RIDGE TOWN CENTER APARTMENTS SITE PLAN LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO BUILDING SIGNAGE ILLUMINATED CABIN PUSH -THRU LETTER ARCHITECT N N_ N O U 0 U o c Z � � O N — .� O � C N W U O J U ` Z; U O 0 O O O EM 00 O z 0 0 O w w w jr U U ¢ a O= W BUILDING NORTH ELEVATION 3/32" = T-0" o z z w O } U } F J (� H � � W m o � w 245'- 2" BUILDING SOUTH ELEVATION 3/32" = T-0" ALTERNATIVE SOLAR SOUTH ELEVATION 3/64" = 11 -011 c� w (7 z 0 J_ M M F O N LU W O O _ N N (7 p ry z tp p O O I KEPHART 2555 WALNUT STREET DENVER, CO. 80205 (303) 832 -4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE community ■planning ■architecture ENGINEER REDLAND 8000 SOUTH LINCOLN STREET, SUITE 206 LITTLETON, CO. 80122 (720) 283 -6783 CONTACT: MR. FRED TAFOYA LANDSCAPE ARCHITECT PE LAN f) ,,e Engineering Great Places awo swm L, o , w 206 LAW w. co 80r22 -rm1 283157a3 I ww—,%M,I— BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, # 210 ARVADA, CO. 80002 (303) 456 -2887 CONTACT: MR. BOB COURI BRITINA 11.0 V / 0 LL Q W v 1 z 5 W LU `L ' z LU U z O v ) Z Z O a w J ILL] w(D Z_ p J m SHEET SMOOTH FINISH IVORY u 246- 2" ATIEAT RIDGE TOWN CENTER APARTMENTS SITE PLAN LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO ACCENT METAL ROOFING: CMG METAL: AGED COPPEI BUILDIN 3/32 = T-0 ACCENT METAL ROOFING: CMG METAL AGED COPPE BASE MASONRY: ROBINSON BLOCK SMOOTH FINISH IVORY 194'- 11" BUILDING WEST ELEVATION 3/32" = T-0" H x c� w x z 0 J_ m ARCHITECT KEPHART 2555 WALNUT STREET DENVER, CO. 80205 (303) 832 -4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE community ■planning ■architecture ENGINEER REDLAND 8000 SOUTH LINCOLN STREET, SUITE 206 LITTLETON, CO. 80122 (720) 283 -6783 CONTACT: MR. FRED TAFOYA LANDSCAPE ARCHITECT PE LAN f) ,,e Engineering Great Places awo swm L, o , w 206 LAW w. co aorzs -rm1 283157a3 I ww—,%M,I— BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, # 210 ARVADA, CO. 80002 (303) 456 -2887 CONTACT: MR. BOB COURI BRITINA N N_ N O U 00 CID U U 2 c Z CD � � O N — I .� O � C N W U O J U ` Z; U O 0 O O O 00 z 0 0 O w w w jr U U Q 0 a � o z z w O } U } F J (� H of � o m w z � > w O N w o 0 N N Q V W � N � O O VJ z L LU U G Lu 0� Z 0 0 Q a J w W � W z 2 z ~ o LU Fn J U Z:) m z 3: O SHEET 12.0 EAST ELEVATION iT F- x � C7 o w O 2 (7 Z_ J_ m r r O ATIEAT RIDGE TOWN CENTER APARTMENTS SITE PLAN LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO ARCHITECTURAL COMPOSITION ROOFING: GAF TIMBERLINE - SLATE BRICK: ROBINSON'COLONIAL' SMOOTH STUCCO: MEDIUM SAND GARAGE DOORS: SAND /TAUPE COLOR: BENJAMIN MOORE #HC 98 W ❑■❑■❑■ ❑■■❑❑■ ❑■❑■❑■ MR 00o I IIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII IIIIIIIIIII I IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIII IIII VIII IIIIIIIIIIIIIIIIIIIIII I I II I I I I I II I III I I I II I I I I I I I II I I I II I I I I � IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII 1111111 VIII VIII 111111 I IIIIIIIIIIIIIII VIII IIII IIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIII IIII I II � ����������� ��� ����� ��1 IIIIIIIIIIIIIIIIIIIIII III III I IIIIIIIIIIIIIIII I VIII IIIIIIIIIIIIIIIIIII I III VIII VIII IIIIIIIIII ,,,,,�,�,,,, , �,,,,,m,,,,,,,,,,,,,�T,,,,�,,,� iiiiiiiiiiiii i iii iiiii iiiiiiiiiiiiiii IIII i ii Illllllllll�lllll IIIIIIIIIIIIIII�IIIIIIIIII IIIIIIIIIIIII IIIIIIIIIIII�IIIIII�IIIIIII -I 70'- 9" EAST GARAGE FRONT ELEVATION 1/8" = 1' - 0 " EAST GARAGE RIGHT ELEVATION ' ^ ^LONIAL' SMOOTH STUCCO: MEDIUM SAND COLOR: BENJAMIN MOORE #HC 98 BRICK: ROBINSON'COLONIAL' SMOOTH c V DI N SOUTH GARAGE FRONT ELEVATION ARCHITECTURAL COMPOSITION ROOFING: GAF TIMBERLINE - SLATE BRICK: ROBINSON'COLONIAL' SMOOTH � I 70'-9" 19' -9" ARCHITECTURAL COMPOSITION ROOFING: GAF TIMBERLINE ARCHITECTURAL COMPOSITION ROOFING: GAF TIMBERLINE -S' ARCHITECTURAL COMPOSITION ROOFING: GAF TIMBERLINE - SLA -- STUCCO: MEDIUM SAI COLOR: BENJAMIN MOORE #HC N N_ N O U 00 CID 0 U 2 c Z � � � O N — .� co � C N W U O Cq - ` � U O O O O 00 z 0 0 O w w U ¢ a O= � o z z w O } U } F J (� H d' � w m Uj � w > D N STUCCO: MEDIU COLOR: BENJAMIN MOORE BRICK: ROBINSON'COLONIAL' ARCHITECTURAL COMPOSITION ROOFING: GAF TIMBERLINE - T� STUCCO: MEDIUM COLOR: BENJAMIN MOORE # BRICK: ROBINSON'COLONIAL' SM 21' -9" STUCCO: MEDIUM COLOR: BENJAMIN MOORE #F BRICK: ROBINSON'COLONIAL' SMC 1/8" = 1' - 0 " SOUTH GARAGE REAR ELEVATION K elm* 1' - 0 " SOUTH GARAGE LEFT ELEVATION BRICK: ROBINSON'COLONIAL' SMOO' 1/8" = 1' - 0 " SOUTH GARAGE RIGHT ELEVATION 1/8" = 1' - 0 " ARCHITECT KEPHART 2555 WALNUT STREET �� ■'s DENVER, CO. 80205 (303) 832 -4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE community .planning . architecture ENGINEER EAST GARAGE LEFT ELEVATION 1/8" = 1' - 0 " 1/8" = 1' - 0 " REDLAND 8000 SOUTH LINCOLN STREET, SUITE 206 LITTLETON, CO. 80122 (720) 283 -6783 CONTACT: MR. FRED TAFOYA LANDSCAPE ARCHITECT R,E LAN D / Engineering Great Places 80005 -0 L'l '5 -820%1 Ll( e- CO 80122 �Me: �T2Dr 2a36r831 �+.'IltlMM.iwH BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, # 210 ARVADA, CO. 80002 (303) 456 -2887 CONTACT: MR. BOB COURT BRITINA ZO � ii- Q a , W J LU W LL] o Q U) 0Y 13.0 w o 0 N N Q V W � N � (0 n O O U) z LL] G W (D Q / 0 LL 0L < LL , W 2 z LLJ U z O SHEET ATIEAT RIDGE TOWN CENTER APARTMENTS SITE PLAN LOT 2 OF TOWN CENTER NORTH SUBDIVISION LOCATED IN THE WEST HALF OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, SECTION 23, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO 10'- 0" O.A.W. x d 0 0 M INNER ILLUMINATED CABINET W/ PUSH -THRU LETTERS /LOGO -ALUM. SIGN FACE 3/4" CLEAR ACRYLIC PUSH -THRU LETTERS /LOGO W/ OPAQUE FACES CABINET RETURNS PAINTED DARK BRONZE ILLUMINATE W/ T08 FLUORESCENT FLUSH MOUNT TO WALL _QTY. 1 BUILDING SIGNAGE NTS BRICK: ROBINSON'COLOI` "- V M (V 91'- 5 1/2" ACCESSIBLE GARAGE FRONT ELEVATION 1/8" = 1' - 0 " N N_ N O U 00 CO 0 U o c Z � � O N — .� 00 � C N W U O J U `Z; U O O O 00 Z 0 0 0 w w U ¢ a 0 Uj WHEAT RIDGE TOWN CENT L N TOWN IITM l NT'S WHEAT RIDGE IOWN CLNT[it APARTMI,\ i LEASING CENTER' ILURN RIGHT ON VANCEI SIDE 1 WHEAT RIDGE TOWN CENT EA APARTMENTS SIDE 2 SIDE 1 BRICK: ROBINSON'COLONIAL SMOOTH' BRICK: ROBINSON 'COLONIAL' SP '---' ' ACCESSIBLE GARAGE REAR ELEVATION DOUBLE SIDED DIRECTIONAL ALUM. SIGN FACE W/ APPLIED VINYL GRAPHICS QTY. 2 LEASING SIGNAGE 1/8" = 1' -0" 1" = 40' - 0 " ARCHITECTURAL COMPOSITION ROOFING: GAF TIMBERLINE - SLATE STUCCO: MEDIUM SAND COLOR: BENJAMIN MOORE #HC 98 BRICK: ROBINSON'COLONIAL' SMOOTH 10'- 0" O.A.W. x O 0 Sl- 21' -9" ARCHITECTURAL COMPOSITION ROOFING: GAF TIMBERLINE - SLATE STUCCO: MEDIUM SAND COLOR: BENJAMIN MOORE #HC 98 BRICK: ROBINSON'COLONIAL' SMOOTH ACCESSIBLE GARAGE LEFT ELEVATION 1' - 0 " 21' -9" ACCESSIBLE GARAGE RIGHT ELEVATION 1/8" = 1' -0" ARCHITECT MONUMENT SIGNAGE 1" = 40' - 0 " KEPHART 2555 WALNUT STREET DENVER, CO. 80205 (303) 832 -4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE community a planning s architecture ENGINEER REDLAND 8000 SOUTH LINCOLN STREET, SUITE 206 LITTLETON, CO. 80122 (720) 283 -6783 CONTACT: MR. FRED TAFOYA LANDSCAPE ARCHITECT R,E LAN / Engineering Great Places 800051 0L,1 ,Sb 020%I Ll(bt CO 80121 'no' 233 6183 1 BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, # 210 ARVADA, CO. 80002 (303) 456 -2887 CONTACT: MR. BOB COURI BRITINA 14.0 O z z w O } U } F J (� H � � W m o � w > D N W 0 0 N N Q to � N V . (0 1 0 O W / 0 LL 1 C / ' W 2 VJ z W LL Q Q Lij 1 z Lij U z O Z a w LlJ z O > w J LU LU 0 ILL] J m CO co W U Q SHEET 4' -0" x 8' -0" SIGN FACE W/ 1/2" F.C.O. LETTERS AND LOGO PIN MOUNTED TO WHEAT R IDGE BACK PANEL - SINGLE SIDED - LETTERS PAINTED DARK BRONZE LOGO PAINTED GOLD METALLIC TOWN CENTER APARTMENTS BRICK: ROBINSON'COLONIAL SMOOTH' Affordable Senior Mousing Community 21' -9" ARCHITECTURAL COMPOSITION ROOFING: GAF TIMBERLINE - SLATE STUCCO: MEDIUM SAND COLOR: BENJAMIN MOORE #HC 98 BRICK: ROBINSON'COLONIAL' SMOOTH ACCESSIBLE GARAGE LEFT ELEVATION 1' - 0 " 21' -9" ACCESSIBLE GARAGE RIGHT ELEVATION 1/8" = 1' -0" ARCHITECT MONUMENT SIGNAGE 1" = 40' - 0 " KEPHART 2555 WALNUT STREET DENVER, CO. 80205 (303) 832 -4474 K E P H A R T CONTACT: MR. DOUG VAN LERBERGHE community a planning s architecture ENGINEER REDLAND 8000 SOUTH LINCOLN STREET, SUITE 206 LITTLETON, CO. 80122 (720) 283 -6783 CONTACT: MR. FRED TAFOYA LANDSCAPE ARCHITECT R,E LAN / Engineering Great Places 800051 0L,1 ,Sb 020%I Ll(bt CO 80121 'no' 233 6183 1 BRITINA DESIGN GROUP 7600 GRANDVIEW AVENUE, # 210 ARVADA, CO. 80002 (303) 456 -2887 CONTACT: MR. BOB COURI BRITINA 14.0 O z z w O } U } F J (� H � � W m o � w > D N W 0 0 N N Q to � N V . (0 1 0 O W / 0 LL 1 C / ' W 2 VJ z W LL Q Q Lij 1 z Lij U z O Z a w LlJ z O > w J LU LU 0 ILL] J m CO co W U Q SHEET