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3580 Miller Street
a h -- i - - CITY OF WHEAT -RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:r� Job Address: � ItI Permit Number: q o 1 ❑ No one available for inspection: Time W: O 1 AM/PM Jc Re -Inspection required: Yeo No When corrections have been made, a.�o�r re -inspection at 303-234-5933 Date: �`� Inspect' w DO NOT REM E THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: U Job Address: .r,�: 1 { � Permit Number: c I LJ No one available for inspection: Time 1 I = o PM Re -Inspection required: Yes lr' When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: ► �� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE ter' Building Inspection Division' x (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L) G C, - �n c• Job Address: 3 9-S D Permit Number: '3 © /'R r I a a rr +* n C, ( r'l Z�. Wr0 v e cY ❑ No one available for inspection: Time cl = G f OPM Re -Inspection required: Yes to When corrections have been made, call for re -inspection at 303-234-5933 Date: to / ql //a Inspector: -17Li DO NOT REMOVE THIS NOTICE G� i CITY OF WHEAT RIDGE Building Inspection Division r (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax !!INSPECTION NOTICE Inspection Type: "idq ` fi%tel R(1f)f Job Address: 35,60 AN Pr -Si. Permit Number: 201100 1 2 2 0 R F n12) Rnf)'r 1114-L I M)I.-/,) I "Dj ❑ No one available for inspection: Time q125- 19PM Re -Inspection required: (9 No When corrections have been made, call for re -inspection at 303-234-5933 Date: O/�/i� Inspector: ane Lave tt DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time Re -Inspection required: Yes(r-N-0-1 When corrections have been made, call for re -inspection at 303-234-5933 Date: L Inspector: DO NOT REMOVE THIS NOTICE *** CONDITIONS *** Midroof & Final Roof inspections for ROOFS 6/12 PITCH & OVER: 3rd party inspection will be required for both the midroof and final inspections. The 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. REGARDING ROOF VENTILATION: Roof ventilation shall comply with IBC Sec. 1203.2 or IRC Sec. R806. The installation of ridge venting requires the installation or existence of soffit venting. For calculation purposes, one hat or turtle vent equal to one-half of one square foot of opening. Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and mid -roofs may be called in at the same time, one hundred percent of the sheathing must be complete and 25-75 percent of the mid -roof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspection and approval from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. City of Wheat Ridge Residential Roofing PERMIT - 201801228 PERMIT NO: 201801228 ISSUED: 04/30/2018 JOB ADDRESS: 3580 Miller ST EXPIRES: 04/30/2019 JOB DESCRIPTION: Reroof remove and install Owens Corning TruDefinition Duration Designer -Sand Dune Asphalt Shingles with 26.67 squares. Pitch 5/12. *** CONTACTS *** OWNER (720)352-9555 SAKKER ROY E/ASHLEY SUB (720)295-7506 Cody Brown 120171 Spire Roofing LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 11,200.00 FEES Total Valuation 0.00 Use Tax 235.20 Permit Fee 236.00 ** TOTAL ** 471.20 *** COMMENTS *** *** CONDITIONS *** Midroof & Final Roof inspections for ROOFS 6/12 PITCH & OVER: 3rd party inspection will be required for both the midroof and final inspections. The 3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner. REGARDING ROOF VENTILATION: Roof ventilation shall comply with IBC Sec. 1203.2 or IRC Sec. R806. The installation of ridge venting requires the installation or existence of soffit venting. For calculation purposes, one hat or turtle vent equal to one-half of one square foot of opening. Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) is required on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Sheathing and mid -roofs may be called in at the same time, one hundred percent of the sheathing must be complete and 25-75 percent of the mid -roof may be complete. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspection and approval from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. - ° City of Wheat Ridge Residential Roofing PERMIT - 201801228 PERMIT NO: 201801228 ISSUED: 04/30/2018 JOB ADDRESS: 3580 Miller ST EXPIRES: 04/30/2019 JOB DESCRIPTION: Reroof remove and install Owens Corning TruDefinition Duration Designer—Sand Dune Asphalt Shingles with 26.67 squares. Pitch 5/12. 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 permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed an/d�at all wor`k.to be performed is disclosed in this document and/or its` accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. Thispermit 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. 1 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 Budding Offcial and is not guaranteed. 4. No work of an manner shall be performed that shall results in a changeof 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 applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief I fuilding Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Lagenia Reimer �V/ From: no-reply@ci.wheatri dge.co.us Sent: Monday, April 30, 2018 11:51 AM To: CommDev Permits Subject: Online Form Submittal: Residential Roofing Permit Application Categories: Gina Residential Roofing Permit Application This application is exclusively for new permits for residential roofs and for licensed contractors only. This type of permit is ONLY being processed online --do not come to City Hall to submit an application in person. Permits are processed and issued in the order they are received and due to the volume of requests, time to process varies and is subject to change. YOU WILL BE CONTACTED WHEN YOUR PERMIT IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your contractor's license or insurance has expired, and you may update those documents at the time you are issued your permit. For all other requests: Homeowners wishing to obtain a roofing permit must apply for the permit in person at City Hall. Revisions to existing permits (for example, to add redecking) must be completed in person at City Hall. All other non -roofing permits must be completed in person at City Hall. The Building Division will be open from 7:30-10:30 a.m., Monday through Friday to process these types of requests. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this application for a residential roof? How many dwelling units are on the property? Yes Single Family Home z PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number (enter WITH dashes, eg 303-123-4567) 3580 Miller Street Ashley Sakker 720-352-9555 Property Owner Email Address Do you have a signed contract to reroof this property? Applications cannot be submitted without an executed contract attached below. Attach Copy of Executed Contract rsakker@yahoo.com Yes Sakker Contract.pdf j CONTRACTOR INFORMATION Contractor Business Name Contractor's License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone Number (enter WITH dashes, eg 303-123-4567) Contractor Address (Primary address of your business) Spire Roofing LLC 120171 720-295-7506 7000 S Broadway Contractor Email Address megan@spireroofing.com Retype Contractor Email Address DESCRIPTION OF WORK TOTAL SQUARES of the entire scope of work: Project Value (contract value or cost of ALL materials and labor) megan@spireroofing.com 26.67 ) 11200 Are you re -decking the No roof? Is the permit for a flat Pitched roof (2:12 pitch or greater) roof, pitched roof, or 2 w 6i both? (check all that apply) What is the specific pitch of the PITCHED roof? How many squares are part of the PITCHED roof? Describe the roofing materials for the PITCHED roof: Type of material for the PITCHED roof: Provide any additional detail here on the description of work. (Is this for a house or garage? Etc) 5/12 26.67 Owens Corning TruDefinition Duration Designer - Sand Dune Asphalt Replace existing shingles with Owens Corning TruDefinition Duration Designer - Sand Dune SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that this Yes application is NOT a permit. I understand I will be contacted by the City to pay for and pick up the permit for this property. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal 3 owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Name of Applicant Megan Clairmmore Email not displaying correctly? View it in your browser. 6j City of Wheat Ridge Residential Solar PERMIT - 201801009 PERMIT NO: 201801009 ISSUED: 04/10/2018 JOB ADDRESS: 3580 Miller ST EXPIRES: 04/10/2019 JOB DESCRIPTION: Remove and re -install an existing 6.12 KW grid tied, roof mounted solar PV system. *** CONTACTS *** OWNER (720)352-9555 SAKKER ROY E SUB Jared A Miller 110035 Tesla Energy *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 8,323.00 FEES Total Valuation 0.00 Res. Solar Resinstal 150.00 ** TOTAL ** 150.00 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. I, 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 obt ' this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to incl a all entities named within this document as parties to the work to be p fo ed -an that a work to be performed is disclosed in thi do lament a d/or its' accompanying approved plans and specifications. L,/1 i nature of OWNER or,,-SCO.NTR�ACTORJCircle one) DateThis permit was issued basedZin-tt�e dTT ation providedIn the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 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 maybe subject to a fee equal to one-half of the original permit 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 and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Oficial 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 n t proceed or conceal work without written approval of such work from the Building and Inspection Services Divi ' 6. The s nce r grant of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any ap a ora or regulation of this jurisdiction. Approval of work is subject to field inspection. 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 dge CommuNiTy DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 FOR OFFICE USE ONLY Date: , // / / 0 /& Plan/Permit # [/ %o Plan eview Fee: � Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. I Property Address: 3580 Miller St, Wheat Ridge, CO 80033 Property Owner (please print): Roy Sakker Phone: (720) 352-9555 Property Owner Email: RSAKKER@YAHOO.COM Mailing Address: (if different than property address) Address: Same as above City, State, Zip: Arch itect/Engineer• Arch itect/Eng 1 neer E-mail: Contractor: Solar City Contractors City License #: 110035 Contractor E-mail Address: tward@solarCity.Com Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Phone: Phone: 253-720-4461 Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT BELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT X OTHER (Describe) PV removeAWWAmw f Nr,, Vc - �rv,T RI L (For ALL projects, please 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.) � (M ovL nN0 AIJ C'WTiNir (o, 12 Iry 6q),b ifCIJ , Q��f ;Aevtvrc0 Sq. FULF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) i R 2., 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. �—� CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR)W] I PRINT NAME: Jeremy Burks ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Digitallysigned by Jeremy Burks Jeremy Burks Date 2079 04 10 10 00 31 SIGNATURE: _0600 DATE: 4/10/2 018 Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ UNUMSA- Inc STRUtTURALENGINEERS July 15, 2014 SolarCity 3055 Clearview Way Pip L IC, San Mateo, CA 94402 NE Ty 2 S TEL: (650) 638-1028 O goy F4 FAX: (650) 638-1029 45677 p a Attn.: Jesus Santiago, Re: Job 2014901: SAKKER- 3580 Miller Street, Wheat Ridge, CO 80033US�ONAL Subject: Certification Letter A jobsite observation of the condition of the existing framing system was performed by an audit team from SolarCity. All attached structural calculations are based on these observations and the design criteria listed below: On the above referenced project, the roof structural framing has been reviewed for additional loading due to the installation of the solar PV addition to the roof. The structural review, including the plans and calculations only apply to the section of roof that is directly supporting the solar PV system and its supporting elements. After review it was determined that the existing structure is adequate to carry the loads of PV with a structural upgrade. Design Criteria: • Applicable Codes = 2006 IBC, ASCE 7-05 and 2005 NDS • Roof Snow Load = 30 psf • Roof Dead Load= 5.5 psf (All MPs) • Basic Wind Speed = 100 mph Exposure Category C • Solar modules = as indicated in attached drawings. I certify that the capacity of the structural roof framing that directly supports the additional gravity loading due to the solar panel supports and modules had been reviewed and determined to meet or exceed the requirements in accordance with the 2006 IBC. If you have any questions on the above, do not hesitate to call. Sincerely, Paul Zacher, SE - President 8150 Sierra College Boulevard, Suite 150 — Roseville, CA 95661— 916.961.3960 — 916.961.3965 — www.pzse.com July 15, 2014 SolarCity 3055 Clearview Way San Mateo, CA 94402 TEL: (650) 963-5100, ext 5452 FAX: (650) 638-1029 Attn.: Jesus Santiago re: Job 20140901: SAKKER The following calculations are for the Structural Engineering Design of the Photovoltaic Panels located at 3580 Miller Street, Wheat Ridge, CO 80033 If you have any questions on the above, do not hesitate to call. Sincerely, Paul Zacher, SE - President ,BENNE Ty 2 y� 45677 1 _ 8150 Sierra College Boulevard, Suite 150 • Roseville, CA 95661 • 916.961.3960 P • 916.961.3965 • www.pzse.com 1 of 18 A jobsite observation of the condition of the existing framing system was performed by an audit team from Solar City. All attached structural calculations are based on these observations and the design criteria listed below. TABLE OF CONTENTS DESIGN LOADING SNOW LOADING MP1A RAFTER LOADING & LOAD COMBINATIONS MP16 RAFTER ANALYSIS MP113 RAFTER LOADING & LOAD COMBINATIONS MP16 RAFTER ANALYSIS MP2 RAFTER LOADING & LOAD COMBINATIONS MP2 RAFTER ANALYSIS MP3 RAFTER LOADING & LOAD COMBINATIONS MP3 RAFTER ANALYSIS MP4 RAFTER LOADING & LOAD COMBINATIONS MP4 RAFTER ANALYSIS WIND DATA & SEISMIC LOADING WIND ANALYSIS PV ANCHORAGE CALCULATIONS DESIGN CRITERIA BUILDING CODE: OCCUPANCY CATEGORY = IMPORTANCE FACTOR = WIND SPEED = EXPOSURE CATAGORY = 2006 INTERNATIONAL BUILDING CODE 11 1.0 100 C 2of18 3 4 5 6 7 8 9 10 11 12 13 14 15 16 18 PV DEAD AND LIVE LOADS: LIVE LOAD: Roof Pitch Pitch Adjustment Factor Rafter Tributory Area = Live Load = (Note: Live loads cannot be placed on the photovoltaic panels.) SNOW LOAD: Ground Snow Load = Roof Snow Load = DEAD LOADS: PV Array Configuration: Total number of PV panels = PV Panel Width = PV Panel length = PV Panels PV Panel Weight Mounting System Weight = PV Array Dead Load = 5 in 12 1.08 26.34 sq ft 19.0 psf 30.0 psf 20.0 psf 24 panels 38.7 inches 64.5 inches 2.61 psf 0.42 psf (estimated 16% of panel weight) 3.02 psf Max tributory width to anchorage = 6.00 ft Max anchorage spacing along rafter = 6.17 ft Max tributory area to anchorage = 37.02 sq ft Dead Load, D = 112 lbs at each PV support connection to roof Existing Roof Asphalt Composition Tile 2.50 psf Roofing felt 0.30 psf 7/16" OSB/ plywood 1.30 psf 2x6 rafters @ 24 oc 1.00 psf Load 5.1 psf Roof Pitch Adjustment 0.43 psf Total Dead Load = 5.5 psf 3of18 PZSE, INC. - STRUCTURAL ENGINEERS SNOW LOADING Ground Snow Load, Pg 30 psf Snow Exposure Factor, Ce 0.9 (ASCE 7.3.1., Table 7-2) Snow Thermal Factor, Ct 1.0 (ASCE 7.3.2, Table 7-3) Snow Importance Factor, 1 1.0 (ASCE 7.3.3, Table 7-4) Flat Roof Snow Load, Pf Pf = 0.7 x Ce x Ct x I x pg = 19 psf (ASCE 7-1) where pg <_ 20 psf, Pf min = I x pg = N/A psf min snow load where pg > 20 psf, Pf min = 20 x I = 20 psf min snow load Therefore, Pf = 20 psf Sloped Roof Snow Load, Ps Roofs shall not be curved, multiple folded plate, sawtooth or barrel vault roofs Warm or cold roof: Use warm roof slope factors (ASCE 7.4.1) Unobstructed roof surface (no dormers, etc.) & with sufficient space below eaves to accept all the sliding snow? Yes (ASCE 7.4) Slippery roof surface (metal, slate, glass, Concrete tile, wood shake and asphalt bituminous, rubber and plastic)? No shingles are not considered slippery (ASCE 7.4) Roof Slope Factor, Cs 1 Cs determined using solid line of fig 7-2a (pg 86) Therefore, Ps = Cs x Pf = 20.0 psf (ASCE 7-2) 4of18 MP1A RAFTER LOADING TABLE Rafter Length (ft) Rafter spacing (in) Uniform - No PV Panels (plf) Uniform w/ PV Panels (plf) Uniform - No PV Panels (plf) PV Point Load DL LL SL length (ft) DL LL SL I length(ft) DL LL I SL I length (ft) dist from Lt Anchorage DL (lbs) from I to I from I to from I to 15.50 24 11.1 38.0 40.0 0.00 1.50 11.1 0.0 40.0 1.50 10.67 11.1 38.0 40.0 10.67 15.50 1.50 7.67 56 112 CHECK LOAD COMBINATION (ASCE 2.4.1) Load Combinations (ASCE 2.4.11 1: D 3a: D +S 3b: D+Lr 7: 0.61D + W (uplift) Load Duration Factors. Cd (NDS 2.3.2) D only = 0.9 D+S=1.15 D+Lr=1.25 0.61D + W = 1.6 5of18 Project Title: SAKKER Engineer: Project Descr: Inc STRUCTURAL ENGINEERS Project ID: 2014-0901 Wood Beam File=P:1PZSBPROJEC-1\PVPANE-1\2014PV-1\SAKKEK-1\tNUKt\ AKKLK-1.tto I ENERCALC, INC. 19632014, Build:6.14.1.26, Ver.6.14.1.26 Maximum Shear Stress Ratio = 0.463 : 1 Section used for this span Description : MP1A RAFTER 2-2x6 Section used for this span CODE REFERENCES 2x6 fo : Actual = Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 fv : Actual = Load Combination Set: IBC 2006 FIB: Allowable = 1,504.34 psi Material Properties Fv: Allowable = 155.25 psi Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination IBC 2006 Fb - Compr 875.0 psi Ebend- xx 1,400.0 ksi Fc - Prll 1,150.0 psi Eminbend - xx 510.0 ksi Wood Species : Spruce - Pine - Fir Fc - Perp 425.0 psi Wood Grade : No. 1/No. 2 Fv 135.0 psi = Span # 1 Ft 450.0 psi Density 27.060 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase 2x6 L� 2-2x6 Span = 2.167 ft Span = 13.330 ft Applied Loads Loads on all spans... Uniform Load on ALL spans: D=0.01110, S = 0.040 k/ft Partial Length Uniform Load : Lr = 0.0380 k/ft, Extent = 0.0 ->> 1.50 ft Partial Length Uniform Load : Lr = 0.0380 k/ft, Extent = 10.670 --» 15.50 ft Point Load : D = 0.0560 k, Starting at : 1.50 ft and placed every 0.0 ft thereafter Load for Span Number 2 Point Load : D = 0.1120 k @ 5.497 ft DESIGN SUMMARY Lr 0.0380 Service loads entered Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.726 1 Maximum Shear Stress Ratio = 0.463 : 1 Section used for this span 2-2x6 Section used for this span 2x6 fo : Actual = 1,091.48 psi fv : Actual = 71.88 psi FIB: Allowable = 1,504.34 psi Fv: Allowable = 155.25 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.958ft Location of maximum on span = 2.167 ft Span # where maximum occurs = Span #2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.461 in Ratio = 346 Max Upward L+Lr+S Deflection -0.220 in Ratio = 234 Max Downward Total Deflection 0.735 in Ratio = 217 Max Upward Total Deflection -0.352 in Ratio = 146 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.167 ft 1 0.085 0.209 0.90 1.30 1.00 1.15 1.00 1.00 1.00 0.06 100.59 1177.31 0.14 25.38 121.50 Length = 13.330 ft 2 0.379 0.104 0.90 1.30 1.00 1.15 1.00 1.00 1.00 0.56 446.76 1177.31 0.14 12.69 121.50 +D+L+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.167 ft 1 0.077 0.188 1.00 1.30 1.00 1.15 1.00 1.00 1.00 0.06 100.59 1308.13 0.14 25.38 135.00 6of18 MP1B RAFTER LOADING TABLE Rafter Length (ft) Rafter spacing (in) Uniform - No PV Panels (plf) Uniform w/ PV Panels (plf) Uniform - No PV Panels (plf) PV Point Load DL I LL SL length (ft) DL LL SL I ength (ft) DL LL SL ength (ft) dist from Lt Anchorage DL (Ibs) from I to from to from to 15.58 24 11.1 38.0 40.0 0.00 1.50 11.1 0.0 40.0 1.50 10.75 11.1 38.0 40.0 10.75 15.58 1.50 7.67 56 112 CHECK LOAD COMBINATION (ASCE 2.4.1) Load Combinations (ASCE 2.4.1) 1: D 3a: D + S 3b: D + Lr 7: 0.61D + W (uplift) Load Duration Factors, Cd (NDS 2.3.2) D only = 0.9 D+S=1.15 D+Lr=1.25 0.6D + W = 1.6 7of18 Project Title: SAKKER Engineer: Project ID: 2014-0901 Project Descr: Inc STRUCTURAL ENGINEERS File = P:IPZSEIPROJEC-11PVPANE-112014PV-11SAKKER-11ENGRISAKKER-1.EC6 Wood Beam ENERCALC, INC. 19832014, Build:6.14.1.26, Ver.6.14.1.26 Description : MP1B RAFTER CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination IBC 2006 Fb - Compr Section used for this span 135.0 psi Fc - PHI Wood Species Spruce - Pine - Fir Fc - Perp Wood Grade No. 1/No.2 Fv fv : Actual = Ft 72.48 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling 1,504.34 psi 2x6 - 2-2x6 Span = 2.0 ft Span = 13.583 ft Applied Loads Loads on all spans... Uniform Load on ALL spans: D=0.01110, S = 0.040 k/ft Partial Length Uniform Load : Lr = 0.0380 k/ft, Extent = 0.0 -» 1.50 ft Partial Length Uniform Load : Lr = 0.0380 k/ft, Extent =10.750 > 15.580 ft Point Load : D = 0.0560 k, Starting at : 1.50 ft and placed every 0.0 ft thereafter Load for Span Number 2 Point Load . D = 0.1120 k @ 5.670 ft DESIGN SUMMARY 875.0 psi E : Modulus of Elasticity 875.0 psi Ebend-xx 1,400.0ksi 1,150.0 psi Eminbend - xx 510.0 ksi 425.0 psi Section used for this span 135.0 psi 2-2x6 450.0 psi Density 27.060pcf Repetitive Member Stress Increase Lr 0.0380 Service loads entered. Load Factors will be applied for calculations. ]Pcinn C Maximum Bending Stress Ratio = 0.762 1 Maximum Shear Stress Ratio = 0.467 : 1 Section used for this span 2-2x6 Section used for this span 2x6 fb : Actual = 1,145.98 psi fv : Actual = 72.48 psi FB: Allowable = 1,504.34 psi Fv: Allowable = 155.25 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.071 ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.503 in Ratio = 324 Max Upward L+Lr+S Deflection -0.222 in Ratio = 216 Max Downward Total Deflection 0.801 in Ratio = 203 Max Upward Total Deflection -0.353 in Ratio = 134 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.0 It 1 0.068 0.208 0.90 1.30 1.00 1.15 1.00 1.00 1.00 0.05 79.66 1177.31 0.14 25.32 121.50 Length =13.583 ft 2 0.397 0.104 0.90 1.30 1.00 1.15 1.00 1.00 1.00 0.59 467.36 1177.31 0.14 12.66 121.50 +D+L+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 It 1 0.061 0.188 1.00 1.30 1.00 1.15 1.00 1.00 1.00 0.05 79.66 1308.13 0.14 25.32 135.00 8of18 MP2 RAFTER LOADING TABLE Rafter Rafter Uniform -No PV Panels (plf) Uniform w/ PV Panels (plf) Uniform - No PV Panels (plf) PV Point Load Length (ft) spacing (in) 1 DL LL SL length (ft) DL LL SL length (ft) DL LL SL length (ft) dist from Lt Anchorage DL (lbs) from to from to from I to 15.50 24 11.1 38.0 40.0 0.00 0.83 11.1 0.0 40.0 0.83 13.33 11.1 38.0 40.0 13.33 15.50 4.00 10.17 112 112 CHECK LOAD COMBINATION (ASCE 2.4.1) Load Combinations (ASCE 2.4.11 . 1: D 3a: D + S 3b: D+Lr 7: 0.61D + W (uplift) Load Duration Factors. Cd (NDS 2.3.2) Donly =0.9 D + S = 1.15 D+Lr=1.25 0.61) + W = 1.6 9of18 Project Title: SAKKER Engineer: Project ID: 2014-0901 Project Descr: STRUCTURAL ENGINEERS File= P:\PZSE\PROJEC-1\PVPANE-112014PV-11SAKKER-1\ENGRISAKKER-1.EC6 Wood Beam ENERCALC, INC. 19832014, Build:6.14.1.26, Ver.6.14.1.26 Description : MP2 RAFTER CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 87 5. 0 psi E: Modulus of Elasticity Load Combination i BC 2006 Fb - Compr 875.0 psi Ebend- xx 1,400.0 ksi Uniform Load on ALL spans: D = 0.01110, S = 0.040 k/ft Fc - PHI 1,150.0 psi Eminbend - xx 510.0 ksi Wood Species Spruce - Pine - Fir Fc - Perp 425.0 psi Wood Grade No. 1/No. 2 Fv 135.0 psi Ft 450.0 psi Density 27.060 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase Lr(O.0380) Span = 2.167 ft Span = 9.667 ft Span = 3.667 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D = 0.01110, S = 0.040 k/ft Partial Length Uniform Load : Lr = 0.0380 k/ft, Extent = 0.0 -» 0.830 ft Partial Length Uniform Load : Lr = 0.0380 k/ft, Extent =13.330 > 15.50 ft Point Load : D = 0.1120 k, Starting at : 4.0 ft and placed every 6.170 ft thereafter DESIGN SUMMARY Maximum Bending Stress Ratio = 0.619 1 Maximum Shear Stress Ratio = 0.455 : 1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 931.23 psi fv : Actual = 70.64 psi FB: Allowable = 1,504.34 psi Fv: Allowable = 155.25 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 9.667 ft Location of maximum on span = 9.261 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.128 in Ratio = 906 Max Upward L+Lr+S Deflection -0.081 in Ratio = 640 Max Downward Total Deflection 0.235 in Ratio = 492 Max Upward Total Deflection -0.168 in Ratio = 310 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 2.167 ft 1 0.035 0.201 0.90 1.30 1.00 1.15 1.00 1.00 1.00 0.03 41.34 1177.31 0.13 24.47 121.50 Length = 9.667 ft 2 0.355 0.281 0.90 1.30 1.00 1.15 1.00 1.00 1.00 0.26 418.37 1177.31 0.19 34.12 121.50 Length = 3.667 ft 3 0.355 0.281 0.90 1.30 1.00 1.15 1.00 1.00 1.00 0.26 418.37 1177.31 0.09 34.12 121.50 +D+L+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.167 ft 1 0.032 0.181 1.00 1.30 1.00 1.15 1.00 1.00 1.00 0.03 41.34 1308.13 0.13 24.47 135.00 Length = 9.667 ft 2 0.320 0.253 1.00 1.30 1.00 1.15 1.00 1.00 1.00 0.26 418.37 1308.13 0.19 34.12 135.00 Length = 3.667 ft 3 0.320 0.253 1.00 1.30 1.00 1.15 1.00 1.00 1.00 0.26 418.37 1308.13 0.09 34.12 135.00 10 of 18 RAFTER LOADING TABLE Rafter Length (ft) Rafter spacing (in) Uniform - No PV Panels (plf) Uniform w/ PV Panels (plf) Uniform - No PV Panels (plf) PV Point Load DL LL SL length (ft) DL LL SL length (ft) DL LL SL length (ft) dist from Lt Anchorage DL (Ibs) from to from to from I to 17.58 24 11.1 38.0 40.0 0.00 9.00 11.1 0.0 40.0 9.00 15.17 11.1 38.0 40.0 15.17 17.58 9.00 15.16 112 112 CHECK LOAD COMBINATION (ASCE 2.4.1) Load Combinations (ASCE 2.4.1) 1: D 3a: D +S 3b: D + Lr 7: 0.6D+W (uplift) Load Duration Factors, Cd (NDS 2.3.2) Donly =0.9 D+S=1.15 D+Lr=1.25 0.61) + W = 1.6 11 of 18 Project Title: SAKKER Engineer: Project Descr: _ inc STRUCTURAL ENGINEERS Wood Beam File =P:1PZSEIPROJEC-11ENERCALC,INC.1 Description : MP3 RAFTER CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb- Tension Load Combination IBC 2006 Fb - Compr Fc - PrII Wood Species Spruce - Pine - Fir Fc - Perp Wood Grade No. 1/No. 2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsion buckling Project ID: 2014-0901 Build:6.14.1.26, Ver.6.14.1.26 875.0 psi E : Modulus of Elasticity 875.0 psi Ebend-xx 1,400.0ksi 1,150.0 psi Eminbend - xx 510.0 ksi 425.0 psi 1,099.36 psi 135.0 psi FIB: Allowable = 450.0 psi Density 27.060 pcf Load Combination Repetitive Member Stress Increase /Xo Span = 2.167 ft Span = 10.667 ft Applied Loads Loads on all spans... Uniform Load on ALL spans: D=0.01110, S = 0.040 k/ft Partial Length Uniform Load : Lr = 0.0380 k/ft, Extent = 0.0 -» 9.0 ft Partial Length Uniform Load : Lr = 0.0380 k/ft, Extent = 15.170 -->> 17.580 ft Point Load : D = 0.1120 k, Starting at: 9.0 ft and placed every 6.160 ft thereafter DESIGN SUMMARY Span = 4.750 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.731: 1 Maximum Shear Stress Ratio Section used for this span 2x6 Section used for this span fb : Actual = 1,099.36 psi fv : Actual FIB: Allowable = 1,504.34 psi Fv : Allowable Load Combination +D+S+H Load Combination Location of maximum on span = 10.667 ft Location of maximum on span Span # where maximum occurs = Span # 2 Span # where maximum occurs Maximum Deflection 1.30 Length = 4.750 ft Max Downward L+Lr+S Deflection 0.198 in Ratio = 647 Max Upward L+Lr+S Deflection -0.120 in Ratio = 432 Max Downward Total Deflection 0.324 in Ratio = 395 Max Upward Total Deflection -0.196 in Ratio = 264 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN D Only 0.00 0.00 0.00 0.00 Length = 2.167 ft 1 0.035 0.103 0.90 1.30 Length =10.667 ft 2 0.400 0.227 0.90 1.30 Length = 4.750 ft 3 0.400 0.227 0.90 1.30 +D+L+H 0.15 27.52 121.50 1.00 1.30 Length = 2.167 it 1 0.032 0.093 1.00 1.30 Length = 10.667 ft 2 0.360 0.204 1.00 1.30 Length = 4.750 ft 3 0.360 0.204 1.00 1.30 Moment Values 'pcinn C = 0.439 : 1 2x6 = 68.20 psi 155.25 psi +D+S+H 10.219 ft = Span # 2 Shear Values C i C r C m C t C L M fb F'b V fv F'v 12 of 18 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.03 41.34 1177.31 0.07 12.56 121.50 1.00 1.15 1.00 1.00 1.00 0.30 471.13 1177.31 0.15 27.52 121.50 1.00 1.15 1.00 1.00 1.00 0.30 471.13 1177.31 0.14 27.52 121.50 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.15 1.00 1.00 1.00 0.03 41.34 1308.13 0.07 12.56 135.00 1.00 1.15 1.00 1.00 1.00 0.30 471.13 1308.13 0.15 27.52 135.00 1.00 1.15 1.00 1.00 1.00 0.30 471.13 1308.13 0.14 27.52 135.00 12 of 18 RAFTER LOADING TABLE Rafter Length (ft) Rafter spacing (in) Uniform - No PV Panels (plf) Uniform w/ PV Panels (plf) Uniform - No PV Panels (plf) PV Point Load DL LL I SL length (ft) DL FLL I SL length (ft) DL LL I SL I length (ft) dist from Lt Anchorage DL (lbs) from I to from I to from I to 13.17 24 11.1 38.0 40.0 0.00 1.92 11.1 0.0 40.0 1.92 8.09 11.1 38.0 40.0 8.09 13.17 8.09 56 CHECK LOAD COMBINATION (ASCE 2.4.1) Load Combinations (ASCE 2.4.1) 1: D 3a: D + S 3b: D + Lr 7: 0.61D + W (uplift) Load Duration Factors, Cd (NDS 2.3.2) D only = 0.9 D + S = 1.15 D+Lr=1.25 0.61) + W = 1.6 13 of 18 Project Title: SAKKER Engineer: Project ID: 2014-0901 Project Descr: inc STRUCTURAL ENGINEERS File = P:\PZSEIPRDJEC-11PVPANE-112014PV-11SAKKER-11ENGRISAKKER-1.EC6 Wood Beam ENERCALC, INC. 19832014, Build:6.14.1.26, Ver.6.14.1.26 Lic. #: KW-06002844 Licensee: PAUL ZACHER STRUCTURAL ENGINEER, INC. Description : MP4 RAFTER CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E : Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 875.0 psi Ebend- xx 1,400.0 ksi Fc - PHI 1,150.0 psi Eminbend - xx 510.0 ksi Wood Species Spruce - Pine - Fir Fc - Perp 425.0 psi Wood Grade No. 1/No. 2 Fv 135.0 psi Ft 450.0 psi Density 27.060 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase Lr 0.0380 Lr 0.0380 D(0. 560) C(0.01 I 10S 0.040 2x6 2-2x6 Span = 2.0 ft Span = 11.167 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.01110, S = 0.040 k/ft Partial Length Uniform Load : Lr = 0.0380 k/ft, Extent = 0.0 -» 1.920 ft Partial Length Uniform Load : Lr = 0.0380 k/ft, Extent = 8.090 -» 13.170 ft Point Load : D = 0.0560 k, Starting at: 8.090 ft and placed every 0.0 ft thereafter DESIGN SUMMARY ' Maximum Bending Stress Ratio = 0.474: 1 Maximum Shear Stress Ratio = 0.349 : 1 Section used for this span 2-2x6 Section used for this span 2x6 fb : Actual = 712.57 psi fv : Actual = 54.11 psi FB: Allowable = 1,504.34 psi Fv : Allowable = 155.25 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.051 ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.224 in Ratio = 598 Max Upward L+Lr+S Deflection -0.115 in Ratio = 416 Max Downward Total Deflection 0.334 in Ratio = 401 Max Upward Total Deflection -0.172 in Ratio = 278 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i C, C m C t C L M fb Fb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.030 0.127 0.90 1.30 1.00 1.15 1.00 1.00 1.00 0.02 35.23 1177.31 0.08 15.38 121.50 Length = 11.167 ft 2 0.213 0.064 0.90 1.30 1.00 1.15 1.00 1.00 1.00 0.32 250.50 1177.31 0.09 7.79 121.50 +D+L+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.027 0.114 1.00 1.30 1.00 1.15 1.00 1.00 1.00 0.02 35.23 1308.13 0.08 15.38 135.00 Length =11.167 ft 2 0.191 0.058 1.00 1.30 1.00 1.15 1.00 1.00 1.00 0.32 250.50 1308.13 0.09 7.79 135.00 +D+Lr+H 1.30 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.095 0.146 1.25 1.30 1.00 1.15 1.00 1.00 1.00 0.10 155.63 1635.16 0.14 24.59 168.75 14 of 18 WIND DESIGN PROCEDURE (pg 25) Basic Wind Speed, V = 100 mph 6.5.4 Directionality Factor, Kd = 0.85 6.5.4.4 Importance Factor= 1.00 6.5.5 Surface Roughness Category C 6.5.6.2 Exposure Category = C 6.5.6.3 Pressure Coefficient, Kz 0.87 6.5.6 (Table 6-3, pg 79) Topographic Factor, Kzt = 1.00 6.5.7 Velocity Pressure, qz or qh 18.93 psf 6.5.10 Gust Effect Factor G or Gf = 0.85 6.5.8 SEISMIC DESIGN PROCEDURE (PR 109) Height of Structure, hn = 12.00 ft Reduncy Factor, p = 1.00 Occupancy Category = II I, II, III or IV Table 1-1 Importance Factor = 1.0 Table 11.5-1 Mapped Acceleration Parameter, Ss = 0.228 g 11.4.1 and USGS maps Mapped Acceleration Parameter, S1 = 0.058 g 11.4.1 and USGS maps Site Classification = D 11.4.2 (Table 20.3-1) Site Coefficient, Fa = 1.600 11.4.3 (Table 11.4-1) Site Coefficient, Fv = 2.400 11.4.3 (Table 11.4-2) Adjusted Max Spectral Response, Sms = 0.365 g 11.4.3 Adjusted Max Spectral Response, Sml = 0.139 g 11.4.3 Design Spectral Acceleration Parameter, Sds = 0.243 g 11.4.4 MCE response = Sds x 1.5 (11.4.6) Design Spectral Acceleration Parameter, Sd1= 0.093 g 11.4.4 MICE response = Sd1 x 1.5 (11.4.6) Fundamental Period of Structure, Ta = 0.129 12.8.2 (light framed buildings only) Constant Velocity Transition Period, Ts = 0.382 sec Short Period Seismic Design Category, 0.2 sec = B Table 11.6-2 (pg Short Period Seismic Design Category, 1.0 sec = B SEISMIC LOADING: PV LOADING Design Spectral Acceleration Parameter, Sds 0.243 g Section 11.4.4 Component amplification factor, ap 1.0 Table 13.6-1 Component importance factor, Ip 1.0 Section 13.1.3 Component response factor, Rp 1.5 Table 13.6-1 Attach Elev, z 12.00 ft Roof Elev, h 12.00 ft Total weight of PV array, Wp 1258 lbs Fp = 0.4 ap(Sds)Wp[1 +2(z/h)]/ (Rp/Ip) 0.195 *Wp Equation (13.3-1) Fp max = 1.6 Sds(lp)Wp 0.389 *Wp Equation (13.3-2) Fp min = 0.3 Sds(lp)Wp 0.073 *Wp Equation (13.3-3) Fv = 0.2 Sds Wp 0.049 *Wp Plus or minus FP LFRD = 0.195 *Wp Fv LFRD = 0.049 *Wp Fp ASD = 0.136 *Wp Fv ASD = 0.034 *Wp Section 13.1.7 (ASD = 0.7*LRFD) Fp ASD = 171 lbs Fv ASD uplift = -43 lbs Fv ASD down = 43 lbs 15 of 18 C PROJECT: SAKKER PAGE: �+ Ir Ic CLIENT: SOLARCITY DESIGN BY: PZSE, INC. MUCTMAL LN61NEER5 JOB NO.: 2014-0901 DATE 06/25/14 REVIEW BY: Wind AnaIvsis for Low-rise Building. Based on ASCE 7-2010 INPUT DATA Exposure Category (B, C or D, ASCE 7-10 26.7.3) C Importance factor (ASCE 7-10 Table 1.5-2) Iw = 1.00 for all Category Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) V = 100 mph Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Kn = 1 Flat r Building height to eave he = 12 ft Building height to ridge hr = 17 ft Building length L = 605 ft Building width B = 268 ft Effective area of components (or Solar Panel area) A = 17.5 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 16.46 kips, SD level (LRFD level), Typ. Max horizontal force normal to building length, B, face = 6.22 kips Max total horizontal torsional load = 89.43 ft -kips Max total upward force = 25.94 kips ANALYSIS Velocity pressure ql, = 0.00256 Kh Kg Kd V2 = 18.50 psf where: qh = velocity pressure at mean roof height, It. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.85 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 h = mean roof height = 14.50 ft < 60 ft, [Satisfactory] (ASCE 7-10 26.2. 1) < Min (L, B), [Satisfactory] (ASCE 7-10 26.2.2) Design pressures for MWFRS p = qh [(G Cpf )-(G Co )] where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). Pmin = 16 psf (ASCE 7-10 28.4.4) G Cpf = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cp I = product of gust effect factor and internal pressure coefficient. (Tab. 26.11-1, Enclosed Building, page 258) 0.18 or -0.18 a= width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.1 B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] = 3.00 ft KI -6 D.ecc,,.nc I -A R.r 1 ..A r - Net Pressures (Dsfl. Torsional Load Cases Surface Roof angle 0 = 20.46 Roof an le 8 = 0.00 GCpf Net Pressure with GCpf Net Pressure with Surface (+GCpi) (-GCpi) (+GCpi) (-GCipi) 1 0.53 6.50 13.16 -0.45 -11.65 -4.99 2 -0.65 -15.32 -8.66 -0.69 -16.09 -9.43 3 -0.48 -12.16 -5.51 -0.37 -10.17 -3.51 4 -0.43 -11.23 -4.57 -0.45 -11.65 -4.99 5 0.40 4.07 10.73 6 -0.29 -8.69 -2.03 1 E 0.79 11.37 18.03 -0.48 -12.21 -5.55 2E -1.01 -21.97 -15.32 -1.07 -23.12 -16.46 3E -0.68 -15.95 -9.30 -0.53 -13.13 -6.47 4E -0.63 -15.03 -8.37 -0.48 -12.21 -5.55 5E 0.61 7.95 14.61 6E I 1 -0.43 -11.28 -4.62 Net Pressures (Dsfl. Torsional Load Cases Surface Roof an Ile 6 = 20.46 GCpf Net Pressure with (+GCpi) (-GCpi) 1T 2T 3T 4T 0.53 -0.65 -0.48 1 -0.43 1.62 -3.83 -3.04 -2.81 3.29 -2.17 -1.38 -1.14 Surface Roof angle 0 = 0.00 G Cpf Net Pressure with (+GCp I) (-GCp ) 5T 6T 0.40 -0.29 1.02 -2.17 2.68 -0.51 3E 3 2 2 2E 3 2 2E 3 2E 3E 3E 3 3T 2T41:.RNM� 3E 4 6 -� 4 4 _4T 2E 2 6 i� e 4E�= 6 6E �`_ 6 �i4E 4E�_ 6E�6 �i4E IT5T 5 5 5 1 E REFERENCE CORNER 1E REFERENCE CORNER 5E REFERENCE CORNER 1E RE5E ° WIND DIRECTION 2, ° WIND DIRECTION ° WIND DIRECTION 20 ° WIND DIRECTION Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Cases Torsional Load Cases 16 of 18 Basic Load Case A (Transverse Direction) Torsional Load Case A (Transverse Direction) Basic Load Case B (Lon itudinal Direction) Area Pressure k with Surface W) (+GCp;) (-GCP;) 1 654 4.25 8.61 2 779 -11.94 -6.75 3 779 -9.48 -4.29 4 654 -7.35 -2.99 1 E 72 0.82 1.30 2E 86 -1.89 -1.31 3E 86 -1.37 -0.80 4E 72 -1.08 -0.60 35 Horiz. 12.46 12.46 -1.31 Vert. -19.42 -8.75 Min. wind Vert. -23.12 -12.33 Min wind Horiz. 16.46 16.46 28.4.4 Vert. -25.94 -25.94 Torsional Load Case A (Transverse Direction) Basic Load Case B (Lon itudinal Direction) Torsional Load Case B (Longitudinal Direction) Area Pressure k with Surface (n) (+GCp ,) (-GC,,) 2 779 -12.54 -7.35 3 779 -7.93 -2.74 5 313 1.27 3.36 6 313 -2.72 -0.64 2E 86 -1.98 -1.41 3E 86 -1.13 -0.56 5E 75 0.60 1.10 6E 75 -0.85 -0.35 35 Horiz. 5.45 5.45 -1.31 Vert. -19.42 -8.75 Min. wind Horiz. 6.22 6.22 28.4.4 Vert. -25.94 -25.94 Torsional Load Case B (Longitudinal Direction) Effective Zone 1 Zone 2 Zone 3 Zone 4 Zone s Pressure k with Torsion n -k SurfaceArea (ft) (+GCPJ (-GCP,) (+GCp,) (-GCP,) 1 291 1.89 3.83 26 52 2 347 -5.31 -3.00 -25 -14 3 347 -4.22 -1.91 20 9 4 291 -3.27 -1.33 45 18 1 E 72 0.82 1.30 22 35 2E 86 -1.89 -1.31 -18 -13 3E 86 -1.37 -0.80 13 8 4E 72 -1.08 -0.60 29 16 1T 363 0.59 1.19 -9 -18 2T 433 -1.66 -0.94 9 5 3T 433 -1.32 -0.60 -7 -3 4T 363 -1.02 -0.41 -15 -6 Total Horiz. Torsional Load, Mr 89 1 89 Torsional Load Case B (Longitudinal Direction) Design pressures for components and cladding P = 4r,1 (G CP) - (G Cpi)] e where: p = pressure on component. (Eq. 30.4-1, pg 318) z°°° < 5 5 za^0 4 s Prnm = 16.00 psf (ASCE 7-10 30.2.2) G Cp = external pressure coefficient. Walls see table below. (ASCE 7-10 30.4.2) Roof e.,- 2 3 3 2 3 2 1 - - 2 3. 2.3 3.2 3 Roof -- Effective Zone 1 Zone 2 Zone 3 Zone 4 Zone s Pressure k with Torsion ft -k SurfaceArea 2 (ft) (+GCP) (-GCP) (+GCP,) (-GCP,) 2 779 -12.54 -7.35 -7 -4 3 779 -7.93 -2.74 4 1 5 119 0.48 1.28 2 6 6 119 -1.03 -0.24 5 1 2E 86 -1.98 -1.41 20 14 3E 86 -1.13 -0.56 -11 -6 5E 75 0.60 1.10 7 13 6E 75 -0.85 -0.35 10 4 5T 194 0.20 0.52 -1 -3 6T 1 194 1 -0.42 1 -0.10 1 -3 11 Total Horiz. Torsional Load, MIT 127.1 127 1 Design pressures for components and cladding P = 4r,1 (G CP) - (G Cpi)] e where: p = pressure on component. (Eq. 30.4-1, pg 318) z°°° < 5 5 za^0 4 s Prnm = 16.00 psf (ASCE 7-10 30.2.2) G Cp = external pressure coefficient. Walls see table below. (ASCE 7-10 30.4.2) Roof e.,- 2 3 3 2 3 2 1 - - 2 3. 2.3 3.2 3 Roof -- Comp. & Cladding Effective Zone 1 Zone 2 Zone 3 Zone 4 Zone s Pressure Area (ff21 GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP Comp. 17.5 0.45 -0.88 0.45 -1.58 0.45 -2.45 0.96 -1.06 0.96 -1.31 Comp. & Cladding Zone 1 I Zone 2 1 Zone 3 1Zone 4 Zone 5 Pressure Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative ( psf ) 16.00 -19.53 16.00 -32.52 16.00 -48.72 21.03 -22.88 21.03 1 -27.64 Note: If the effective area is roof Solar Panel area, the only zone 1, 2 , or 3 apply. 17 of 18 PV PANEL UPLIFT CALCULATION Code: 2009 IBC, ASCE 07-05 WIND FORCE DISTRIBUTION: COMPONENTS AND CLADDING Uplift, p = qh [GCp - GCpi] Data from ASCE 7-05 Calculations: Components & Cladding Pressure (psf) Zone 1 Zone 2 Zone 3 Positive Negative Positive Negative Positive Negative 16.00 1 -19.53 16.00 -32.52 16.0 -48.72 Zone 3 uplift = 19.53 psf CONNECTION LOADING (DEMAND): Max tributory area to anchorage = 37.02 sq ft PV Array Dead Load = 112 lbs 0.6 x PV Array Dead Load = 67 lbs PV Array Uplift = -723 lbs (zone 3) Demand = 0.6D - 1.0W = 656 lbs at each PV support connection to roof CONNECTION CAPACITY: Connection Desien Values Diameter of Lag Screw = 5/16 inch Length of Lag Screw = 3 inch Minimum embedment = 2.5 inch Withdrawal capacity = 266 lbs per inch of embedment Screws per conn. point = 1 Load duration factor, Cd = 1.60 Lag Screw Capacity = 1064 lbs Connection Capacity = No. screws per conn. x screw capacity Connection Capacity = 1064 lbs Demand / Capacity Ratio = 606 lbs164 = 18 of 18 NDSTABLE 11.2A DIA (in) W (Ibs) 1/4 225 lbs 5/16 266 lbs 3/8 3051bs 7/16 342 lbs 1/2 378 lbs 0.616 < 1.0, Therefore, OK ABBREVIATIONS I ELECTRICAL NOTES [ JURISDICTION NOTES A AMPERE AC ALTERNATING CURRENT BLDG BUILDING CONIC CONCRETE DC DIRECT CURRENT EGC EQUIPMENT GROUNDING CONDUCTOR (E) EXISTING EMT ELECTRICAL METALLIC TUBING GALV GALVANIZED GEC GROUNDING ELECTRODE CONDUCTOR GND GROUND HDG HOT DIPPED GALVANIZED I CURRENT Imp CURRENT AT MAX POWER Isc SHORT CIRCUIT CURRENT kVA KILOVOLT AMPERE kW KILOWATT LBW LOAD BEARING WALL MIN MINIMUM (N) NEW NEUT NEUTRAL NTS NOT TO SCALE OC ON CENTER PL PROPERTY LINE POI POINT OF INTERCONNECTION PV PHOTOVOLTAIC SCH SCHEDULE SS STAINLESS STEEL STC STANDARD TESTING CONDITIONS TYP TYPICAL UPS UNINTERRUPTIBLE POWER SUPPLY V VOLT Vmp VOLTAGE AT MAX POWER Voc VOLTAGE AT OPEN CIRCUIT W WATT 3R NEMA 3R, RAINTIGHT LICENSE TYPE EC # 8041 MODULE GROUNDING METHOD: ZEP SOLAR I AHJ: Wheat Ridge UTILITY: XCEL Energy CONFIDENTIAL — THE INFORMATION HEREIN CONTAINED SHALL NOT BE USED FOR THE BENEFIT OF ANYONE EXCEPT SOLARCITY INC., NOR SHALL IT BE DISCLOSED IN WHOLE OR IN PART TO OTHERS OUTSIDE THE RECIPIENTS ORGANIZATION, EXCEPT IN CONNECTION WITH THE SALE AND USE OF THE RESPECTIVE SOLARCITY EQUIPMENT, WITHOUT THE WRITTEN PERMISSION OF SOLARCITY INC. 1. WHERE ALL TERMINALS OF THE DISCONNECTING MEANS MAY BE ENERGIZED IN THE OPEN POSITION, A SIGN WILL BE PROVIDED WARNING OF THE HAZARDS PER ART. 690.17. 2. EACH UNGROUNDED CONDUCTOR OF THE MULTIWIRE BRANCH CIRCUIT WILL BE IDENTIFIED BY PHASE AND SYSTEM PER ART. 210.5. 3. A NATIONALLY—RECOGNIZED TESTING LABORATORY SHALL LIST ALL EQUIPMENT IN COMPLIANCE WITH ART. 110.3. 4. CIRCUITS OVER 250V TO GROUND SHALL COMPLY WITH ART. 250.97, 250.92(B) 5. DC CONDUCTORS EITHER DO NOT ENTER BUILDING OR ARE RUN IN METALLIC RACEWAYS OR ENCLOSURES TO THE FIRST ACCESSIBLE DC DISCONNECTING MEANS PER ART. 690.31(E). 6. ALL WIRES SHALL BE PROVIDED WITH STRAIN RELIEF AT ALL ENTRY INTO BOXES AS REQUIRED BY UL LISTING. 7. MODULE FRAMES SHALL BE GROUNDED AT THE UL—LISTED LOCATION PROVIDED BY THE MANUFACTURER USING UL LISTED GROUNDING HARDWARE. 8. MODULE FRAMES, RAIL, AND POSTS SHALL BE BONDED WITH EQUIPMENT GROUND CONDUCTORS AND GROUNDED AT THE MAIN ELECTRIC PANEL. 9. THE DC GROUNDING ELECTRODE CONDUCTOR SHALL BE SIZED ACCORDING TO ART. 250.166(B) & 690.47. GENERAL NOTES 1. THIS SYSTEM IS GRID—INTERTIED VIA A UL—LISTED POWER—CONDITIONING INVERTER. 2. THIS SYSTEM HAS NO BATTERIES, NO UPS. 3. SOLAR MOUNTING FRAMES ARE TO BE GROUNDED. 4. ALL WORK TO BE DONE TO THE 2009 INTERNATIONAL BUILDING CODE. 5. ALL ELECTRICAL WORK SHALL COMPLY WITH THE 2011 NATIONAL ELECTRIC CODE. JOB NUMBER: JB -8005068 00 MOUNTING SYSTEM: ComD Mount Twe C MODULES (24) CANADIAN SOLAR # CS6P-255PX INVERTER: POWER—ONE # AURORA PVI-5000—OUTD—US—Z—A SAKKER, ROY 3580 MILLER ST WHEAT RIDGE, CO 80033 7203529555 VICINITY MAP SAKKER RESIDENCE 6.12 KW PV ARRAY PAGE NAME.- COVER AME:COVER SHEET INDEX PV1 COVER SHEET PV2 SITE PLAN 1$� PV3 STRUCTURAL VIEWS - PV4 STRUCTURAL VIEWS PV5 STRUCTURAL VIEWS PV6 THREE LINE DIAGRAM Cutsheets Attached REV BY DATE COMMENTS REV A I NAME DATE COMMENTS Miles Atughonu SHEET: REV: DATE- PV ATEPV 1 6/30/2014 ,SolarCity. 3055 Clearview Way Son Mateo, CA 94402 T:(650) 638-1028 F:(650) 638-1029 (888)—SOL—CITY (765-2489) www.solarcity.com PITCH: 19 ARRAY PITCH: 19 MP1 AZIMUTH: 180 ARRAY AZIMUTH: 180 MATERIAL: Comp Shingle STORY: 1 Si PITCH: 19 ARRAY PITCH: 19 MP2 AZiMUTH:90 ARRAY AZIMUTH: 90 MATERIAL: Comp Shingle STORY: 1 Si PITCH: 19 ARRAY PITCH: 19 MP3 AZIMUTH: 270 ARRAY AZIMUTH: 270 MATERIAL: Comp Shingle STORY: 1 S1 PITCH: 19 ARRAY PITCH: 19 MP4 AZIMUTH: 270 ARRAY AZIMUTH: 270 MATERIAL: Comp Shinqle STORY: 1 S 0 3 LEGEND D N w a root Of House D d Inv (E) UTILITY METER & WARNING LABEL AC Ing INVERTER W/ INTEGRATED DC DISCO © & WARNING LABELS O © DC DISCONNECT & WARNING LABELS 0 0_ © AC DISCONNECT & WARNING LABELS 3 DC JUNCTION/COMBINER BOX & LABELS (E) DRIVEWAY C) E °°LLJplq I P1B P�Ct E �C OD DISTRIBUTION PANEL & LABELS F,1, O NNETly Z9cy �O LOAD CENTER & WARNING LABELS - 45677 c O DEDICATED PV SYSTEM METER . 441xp. ao/so/is a STANDOFF LOCATIONS CONDUIT RUN ON EXTERIOR —4 B FSS�4NAL -- CONDUIT RUN ON INTERIOR E PV4 GATE/FENCE R 0 HEAT PRODUCING VENTS ARE RED INTERIOR EQUIPMENT IS DASHED L =�J SITE PLAN N Scale: 3/32" = 1' w E 01' 10' 21' S J B-8005068 00 PREMISE ONS: DESCRIPTION: DESIGN: CONFIDENTIAL -THE INFORMATION HEREIN JOB NUMBER: CONTAINED SHALL NOT BE USED FOR THE SAKKER, ROY SAKKER RESIDENCE Miles Atughonu51EM;SD�a�C■�}" BENEFIT OF ANYONE EXCEPT SOLARCITY INC., MOUNTING SY: NOR SHALL IT BE DISCLOSED IN WHOLE OR IN Comp Mount Type C 3580 MILLER ST 6.12 KW PV ARRAY PART TO OTHERS OUTSIDE THE RECIPIENTS MODULES WHEAT RIDGE, CO 80033 ORGANIZATION, EXCEPT IN CONNECTION WITH 3055 Clearew Way THE SALE AND USE OF THE RESPECTIVE (24) CANADIAN SOLAR # CS6P-255PX PAGE NAME SHEET: REV; DATE San Mateo, CA 94402 SOLARCITY EQUIPMENT, WITHOUT THE WRITTEN INVERTER: T:(650) 638-1028 F:(650) 638-1029 PERMISSION OF SOLARCITY INC. POWER—ONE AURORA PVI-5000—OUTD—US—Z—A 7203529555 SITE PLAN PV 2 6/30/2014 (888)—SOL-CITY (765-2+89) www.sdarcity.o«n CC SIDE VIEW OF MP2 NTS (E) 20 MP2 X -SPACING X -CANTILEVER Y -SPACING Y -CANTILEVER NOTES LANDSCAPE 72" 24" Y -CANTILEVER STAGGERED PORTRAIT 48" 19" 72" TOP CHORD 2X6 @ 24" OC BOT CHORD 2x6 @16" OC ROOF AZI 90 PITCH 19 ARRAY AZI 90 PITCH 19 STORIES: 1 Comp Shingle CONFIDENTIAL - THE INFORMATION HEREIN CONTAINED SHALL NOT BE USED FOR THE BENEFIT OF ANYONE EXCEPT SOLARCITY INC., NOR SHALL IT BE DISCLOSED IN WHOLE OR IN PART TO OTHERS OUTSIDE THE RECIPIENTS ORGANIZATION, EXCEPT IN CONNECTION WITH THE SALE AND USE OF THE RESPECTIVE SOLARCITY EQUIPMENT, WITHOUT THE WRITTEN PERMISSION OF SOLARCITY INC. SIDE VIEW OF MP1B NTS M P 1 B X -SPACING X -CANTILEVER Y -SPACING Y -CANTILEVER NOTES LANDSCAPE 72" 24" RAFTER C.J. STAGGERED PORTRAIT 48" 19" RAFTER C.J. 2x6 @ 24" OC 2x8 @48" OC ROOF AZI 180 PITCH 19 ARRAY AZI 180 PITCH 19 STORIES: 1 Comp Shingle JOB NUMBER: JB -8005068 00 MOUNTING SYSTEM: Comp Mount Type C (24) CANADIAN SOLAR # CS6P-255PX INVERTER: POWER—ONE # AURORA PVI-5000—OUTD—US—Z—A REMISE OWNER: SAKKER, ROY 3580 MILLER ST WHEAT RIDGE, CO 80033 7203529555 CD SIDE VIEW 01M P1 NTS MP3 X -SPACING X -CANTILEVER Y -SPACING Y -CANTILEVER NOTES LANDSCAPE 72" 24" STAGGERED PORTRAIT 48" 19" RAFTER C.J. 2x6 @ 24" OC 2x6 @16" OC ROOF AZI 270 PITCH 19 STORIES: 1 ARRAY AZI 270 PITCH 19 Comp Shingle (E) 2x4 p 0 L P � 45677 P /ONAL E SISTER UPGRADE INFORMATION: RAFTER UPGRADE INDICATED BY HATCHING UPGRADE NOTES: 1. CUT AND ADD (N) SISTER AS SHOWN IN THIS SIDE VIEW AND REFERENCED TOP VIEW. 2. FASTEN (N) SISTER TO (E) MEMBER W/ SIMPSON SDW 22300 (IF 2—PLY) OR 22458 (IF 3—PLY) SDW SCREWS STAGGERED AT 16" O.C. ALONG SPAN AS SPECIFIED, IF WOOD SPLITTING IS SEEN OR HEARD, PRE—DRILL WITH A �" DRILL BIT. ALT. OPTION FOR FULL LENGTH MEMBERS ONLY— FASTEN (N) SIDE MEMBER TO (E) RAFTER W/ 10d (IF 2—PLY) OR 16d FROM EACH SIDE (IF 3—PLY) COMMON NAILS AT 6" O.C. ALONG SPAN. • SISTER ALL RAFTERS ON THIS MP SECTION INTO WHICH THE ARRAY IS LAGGED SAKKER RESIDENCE 6.12 KW PV ARRAY PAGE NAAff: STRUCTURAL VIEWS Miles Atughonu SHEET: REV: DATE: PV 3 6/30/2014 ' SolarCity 3055 Clearview Way San Mateo, CA 94402 T:(650) 638-1026 F:(650) 638-1029 (888)—SOL—CITY (765-2489) www.solarcity.com PpO L /C ��NNETN tis 45677 _ Q, ONAL CONnDENTIAL - THE INFORMATION HEREIN CONTAINED SHALL NOT BE USED FOR THE BENEFIT OF ANYONE EXCEPT SOLARCITY INC., NOR SHALL IT BE DISCLOSED IN WHOLE OR IN PART TO OTHERS OUTSIDE THE RECIPIENTS ORGANIZATION, EXCEPT IN CONNECTION WITH THE SALE AND USE OF THE RESPECTIVE SOLARCITY EQUIPMENT, WITHOUT THE WRITTEN PERMISSION OF SOLARCITY INC. /.I\ n1k A1' n\1 /.7I nl In (-B-)_SIDE VIEW OF MP1A NTS MP1A X -SPACING X -CANTILEVER Y -SPACING Y -CANTILEVER NOTES LANDSCAPE 72" 24" STAGGERED PORTRAIT 48" 19" RAFTER C.J. 2x6 @ 24" OC 2x8 @48" OC ROOF AZI 180 PrTCH 19 ARRAY AZI 180 PITCH 19 STORIES: 1 Comp Shingle (N) SIMPSON A34 CLIP W/ (8) 8D NAILS /0./// / • 1'-2 (E) LBW E SIDE VIEW OF MP4 NTS MP4 X -SPACING X -CANTILEVER Y -SPACING Y -CANTILEVER NOTES LANDSCAPE 72" 24" STAGGERED PORTRAIT 4811 1911 RAFTER C.J. 2x6 @ 24" OC None @24" OC ROOFAZI 270 PITCH 19 ARRAY AZI 270 PITCH 19 STORIES: 1 Comp Shingle JOB NUMBER: JB -8005068 00 MOUNTING SYSTEM: Comp Mount Twe C (24) CANADIAN SOLAR # CS6P-255PX WVERTER: POWER—ONE # AURORA PVI-5000—OUTD—US—Z—A SAKKER, ROY 3580 MILLER ST WHEAT RIDGE, CO 80033 7203529555 SISTER UPGRADE INFORMATION: RAFTERUPS ADE INDICATED BY HATCHING UPGRADE NOTES: 1. CUT AND ADD (N) SISTER AS SHOWN IN THIS SIDE VIEW AND REFERENCED TOP VIEW. 2. FASTEN (N) SISTER TO (E) MEMBER W/ SIMPSON SDW 22300 (IF 2—PLY) OR 22458 (IF 3—PLY) SDW SCREWS STAGGERED AT 16" O.C. ALONG SPAN AS SPECIFIED, IF WOOD SPLITTING IS SEEN OR HEARD, PRE—DRILL WITH A 32" DRILL BIT. ALT. OPTION FOR FULL LENGTH MEMBERS ONLY— FASTEN (N) SIDE MEMBER TO (E) RAFTER W/ 10d (IF 2—PLY) OR 16d FROM EACH SIDE (IF 3—PLY) COMMON NAILS AT 6" O.C. ALONG SPAN. • SISTER ALL RAFTERS ON THIS MP SECTION INTO WHICH THE ARRAY IS LAGGED SISTER UPGRADE INFORMATION: RAFTER UPGRADE INDICATED BY HATCHING UPGRADE NOTES: 1. CUT AND ADD (N) SISTER AS SHOWN IN THIS SIDE VIEW AND REFERENCED TOP VIEW. 2. FASTEN (N) SISTER TO (E) MEMBER W/ SIMPSON SDW 22300 (IF 2—PLY) OR 22458 (IF 3—PLY) SDW SCREWS STAGGERED AT 16" O.C. ALONG SPAN AS SPECIFIED, IF WOOD SPLITTING IS SEEN OR HEARD, PRE—DRILL WITH A 32" DRILL BIT. ALT. OPTION FOR FULL LENGTH MEMBERS ONLY— FASTEN (N) SIDE MEMBER TO (E) RAFTER W/ 10d (IF 2—PLY) OR 16d FROM EACH SIDE (IF 3—PLY) COMMON NAILS AT 6" O.C. ALONG SPAN. • SISTER ALL RAFTERS ON THIS MP SECTION INTO WHICH THE ARRAY IS LAGGED SAKKER RESIDENCE 6.12 KW PV ARRAY PACE NAME STRUCTURAL VIEWS Miles Atughonu SHEET: REV.. DATE:- PV ATEPV 4 6/30/2014 =;;SolarCity 3055 CleaNew Way San Mateo, CA 94402 T:(650) 638-1028 F:(650) 638-1029 (888)—SOL—CITY (765-2489) www.solarcity.com PV MODULE 5/16" BOLT WITH LOCK & FENDER WASHERS ZEP LEVELING FOOT ZEP ARRAY SKIRT ZEP COMP MOUNT C ZEP FLASHING C (E) COMP. SHINGLE (E) ROOF DECKING 5/16° DIA LAG BOLT WITH SEALING WASHER (2-1/2" EMBED, MIN) (E) RAFTER Pp0 L q>NETNZ �tS' 45677 1 /0NA1- CONFIDENTIAL — THE INFORMATION HEREIN CONTAINED SHALL NOT BE USED FOR THE BENEFIT OF ANYONE EXCEPT SOLARCITY INC., NOR SHALL IT BE DISCLOSED IN WHOLE OR IN PART TO OTHERS OUTSIDE THE RECIPIENT'S ORGANIZATION, EXCEPT IN CONNECTION WITH THE SALE AND USE OF THE RESPECTIVE SOLARCITY EQUIPMENT, WITHOUT THE WRITTEN PERMISSION OF SOLARCITY INC. S1 STANDOFF JOB NUMBER: JB -8005068 00 MOUNTING SYSTEM: Comp Mount Tvwe C (24) CANADIAN SOLAR # CS6P-255PX INVERTER: POWER—ONE # AURORA PVI-5000—OUTD—US—Z—A INSTALLATION ORDER (1) LOCATE RAFTER, MARK HOLE LOCATION, AND DRILL PILOT HOLE. (2) SEAL PILOT HOLE WITH POLYURETHANE SEALANT. (3) INSERT FLASHING. (4) PLACE MOUNT. L557)NSTALL LAG BOLT WITH SEALING WASHER. (6) INSTALL LEVELING FOOT WITH BOLT & WASHERS. SAKKER, ROY 3580 MILLER ST WHEAT RIDGE, CO 80033 7203529555 (N) SISTER MEMBER TO BEAR ON PARALLEL CEILING JOIST OR SUPPORT BELOW SIMPSON SDW 22458 (E) RAFTER WOOD SCREWS (N) SISTER MEMBERS '-0" MIN. SIMPSON SDW 22300 WOOD SCREWS (E) WALL OR(N) SIMPSON A34 CLIP SUPPORT BELOW D4 W/ (8) 8d NAILS (E) RIDGE BOARD OR SUPPORT BELOW NOTE: LAP SPLICE DOES NOT NEED TO BE CENTERED ON THE MEMBER TOP VIEW OF FULL LENGTH LAPPED SISTER 6" END DISTANCE .{�----le -6 16" O.C. TYP.--,' 2y4" o o A SIMPSON SDW WOOD SCREWS 0 Scale: 3/4"=l' -O" (E) 2x6 RAFTER (N) 2x6 SIDE MEMBER 2x6 END FASTENER GROUPING SAKKER RESIDENCE 6.12 KW PV ARRAY PAGE NAME:- STRUCTURAL AMESTRUCTURAL VIEWS Scale: 1"=1'-0" Miles Atughonu SHEET: REV: DATE- PV ATEPV 5 6/30/2014 � ,SolarCity. 3055 ClemMew Way San Mateo, CA 94402 T:(650) 638-1028 F:(650) 638-1029 (888)—SOL—CITY (765-2489) www.solarcity.com GROUND SPECS MAIN PANEL SPECS GENERAL NOTES INVERTER SPECS MODULE SPECS LICENSE BOND (N) #8 GEC TO (E) GROUND ROD Panel Number: General Electric Inv 1: DC Ungrounded INV 1 - (1) POWER -ONE # AURORA PVI-5000-OUTD-US-Z-A LABEL: A - (24) CANADIAN SOLAR # CS6P-255PX TYPE EC # 8041 AT PANEL WITH IRREVERSIBLE CRIMP Meter Number: 45428013 FCI Inverter; Zigbee 5000W, 240V, 96.5% PV Module; 255W,' 234.3W PTC, Black Frame, MC4, ZEP Enabled INV 2 Underground Service Entrance Voc: 37.4 Vpmax: 30.2 INV 3 Isc AND Imp ARE SHOWN IN THE DC STRINGS IDENTIFIER E 150A MAIN SERVICE PANEL ADJUST MIN. ACTIVATION VOLTAGES! SolarCitY E 150A/2P MAIN CIRCUIT BREAKER (E) WIRING MILBANK CUTLER -HAMMER Inverter 1 IND 4 A > SET MIN. ACTIVATION VOLTAGE TO 178V 150A/2P Meter Socket Disconnect 5 POWER -ONE AURORA PVI-5000-OUTD-US-Z-A DC+ 1 String(s) Of 6 On MP 3 (E) LOADS B C zaov ------------ IGC - - - - -tQ --�---- -L2 30A/2P JA 74 DC+ I N DG I DC+ C+ DO NOT ADJUST MIN. ACTIVATION V LTAGE 3 C" C+ 1Strin9(s)Of9OnMP2 m GND -- -- GND---_--_---_-_-__---- _EGC/ GEC N pG C I B GND EGC--- --------- ---- -- ------ --+---- --- GS -----------------3 I I (1 )Conduit Kit; 3/4' EMT N I I EGCIGEC --- - -- 0 - Z z - - _ GEC _ _ Knife-edge handled AC disconnect TO 120/240V SINGLE PHASE I UTILITY SERVICE I I I I Voc* = MAX VOC AT MIN TEMP O1 (1) GE # THOP230PV BACKFEED BREAKER B (I) MILBANK / U4801 -XL -5T94 Meter Socket; 200A, 16-350, Ringless A A (1) SalarCit 4 STRING JUNCTION BOX D 2x2 SAGS, UNFUSED, GROUNDED Breaker, 3OA/2P, 1 Space - (3)MILBANK # K4977 -INT - (I)ZEP 1850-1196-002 Universal Box Bracket; [PKG 81 Load -Side Tap Connector, 100A, #12 - 1/0 AWG (1)CUTLER-HAMMER / DG221UR8 Disconnect; 30A, 240Vac, Non -Fusible, NEMA 3R I -J - (1)CUTLER-HAMMER ! DG03ONB Ground/Neutral Kit; 30A, General Duty (DG) (1 )AWG #10, THWN-2, Black(1)AWG O(1 )AWG #10, THWN-2, Red #10, iHWN-2, Black Voc* = 399.54VDC O(1)AWG #10, THWN-2, Red Vmp = 271.8 VDC Isc = 18 ADC (2 )AWG #10, PV WIRE, Black Imp= 16.86 ADC O (1 )AWG /10, Solid Bare Copper EGC Voc* = 266.36VDC Isc = 9 ADC Vmp = 181.2 VDC Imp= 8.43 ADC r' (1 )AWG #10, THWN-2, White NEUTRAL Vmp =240 VAC Imp 23 AAC (1 )AWG #10, THWN-2, Green EGC (11) AWG 08, THWN-2, Green EGC/GEC -(1 )Conduit, Kit; 3/4' EMT.. (1 )AWG 110, THWN-2, Black Voc* = 266.36VDC ® RF (1 )AWG #10, THWN-2, Red Vmp = 181.2 VDC Isc = 9 ADC (4)AWG 110, PV WIRE, Black Imp= 8.43 ADC O W_ (1 )AWG /1O, Solid Bare Capper EGC Voc* 399.54VDC Isc - 9 ADC Vmp = 271.8 VDC Imp= 8.43 ADC (11 AWG #10, THWN-2, Green, . EGC CONFIDENTIAL THE INFORMATION HEREIN CONTAINED SHALL NOT BE USED FOR THE JOB NUMBER:'*Z JB -8005068 0 0 PRESSE °""� SAKKER, ROY DESCRIPTION: SAKKER RESIDENCE oEg� Miles Atughonu c ■ '•'" MOUNTING SYSTEM: BENEFIT OF ANYONE EXCEPT SOLARGTY INC., 3580 MILLER ST 6.12 KW PV ARRAY I,`eOl�r�'�" J 1 r® NOR SHALL IT BE DISCLOSED IN WHOLE OR IN Comp Mount Type C PART TO OTHERS OUTSIDE THE RECIPIENT'S WHEAT RIDGE, CO 80033 MODULES: ORGANIZATION, EXCEPT IN CONNECTION MATH THE SALE AND USE OF THE RESPECTIVE (24) CANADIAN SOLAR # CS6P-255PX 3055 Gearview Way San Mateo, CA 94402 SHEET: REV: DATE SOLARCITY EQUIPMENT, WITHOUT THE WRITTEN PERMISSION of soLARGTY INC.POWER-ONE 7203529555 PAGE NAME: THREE LINE DIAGRAM PV 6 6/30/2014 T:(650) 638-1028 F:(650) 638-1029 (BB6)-SOL-aTY (765-2469) www.salaraity.=n INVEIt1ER: AURORA PVI-5000-OUTD-US-Z-A PHOTOVOLTAIC SYSTEM Label Location: (C) Per Code: NEC 690.31.E.3 Label Location: (DC) (INV) Per Code: NEC 690.14.C.2 Label Location: (DC) (INV) Per Code: NEC 690.53 Label Location: (AC) Label Location: (AC) (POI) Per Code: NEC 690.14.C.2 Label Location: (AC) (POI) Per Code: NEC 690.54 Label Location: (AC) (POI) Per Code: NEC 690.17(4) PHOTOVOLTAIC SYSTEM CONNECTED Label Location: (POI) Per Code: NEC 690.64.B.4 Label Location: (DC) (INV) Per Code: NEC 690.35(F) TO BE USED WHEN INVERTER IS UNGROUNDED (AC): AC Disconnect (C): Conduit (CB): Combiner Box (D): Distribution Panel (DC): DC Disconnect (IC): Interior Run Conduit (INV): Inverter With Integrated DC Disconnect (LC): Load Center (M): Utility Meter (POI): Point of Interconnection CONFIDENTIAL — THE INFORMATION HEREIN CONTAINED SHALL NOT BE USED FOR`�i��j 3055 Cleaview way THE BENEFIT OF ANYONE EXCEPT SOLARCITY INC., NOR SHALL IT BE DISCLOSED �� San Mateo, CA 94402 IN WHOLE OR IN PART TO OTHERS OUTSIDE THE RECIPIENTS ORGANIZATION, SC - CO XCEL Label Set T:(650)638-1028 F:(650)638-1029 EXCEPT IN CONNECTION WITH THE SALE AND USE OF THE RESPECTIVE �I� SolarCi (888) SOL -CITY (765-2489) www.5olarcity.com SOLARCITY EQUIPMENT, WITHOUT THE WRITTEN PERMISSION OF SOLARCITY INC. ty-1 SolarCity SleekMountTM - Comp The SolarCity SleekMount hardware solution is optimized to achieve superior strength and aesthetics while minimizing roof disruption and labor. The elimination of visible rail ends and mounting clamps, combined with the addition of array trim and a lower profile all contribute to a more visually appealing system. SleekMount utilizes Zep Compatible TM modules with strengthened frames that attach directly to Zep Solar standoffs, effectively eliminating the need for rail and reducing the number of standoffs required. In addition, composition shingles are not required to be cut for this system, allowing for minimal roof disturbance. • LlHizes Zep Solar hardware and UL 1703 listed Zep CompatibleT"' modules • Interlock and grounding devices in system UL listed to UL 2703 • Interlock and Ground Zep ETL listed to UL 1703 as "Grounding and Bonding System" • Ground Zep UL and ETL listed to UL 467 as grounding device • Painted galvanized waterproof flashing • Anodized components for corrosion resistance • Applicable for vent spanning functions Components A 5l16" Machine Screw B Leveling Foot C Lag Screw D Comp Mount E Comp Mount Flashing SolarCity SleekMountTM - Comp `I OOMvq TjB SolarCityJanuary 2013 FAQ/tom LISTED SolarCityo January 2013 Installation Instructions 1 Drill Pilot Hole of Proper Diameter for Fastener Size Per NDS Section 1.1.3.2 Seal pilot hole with roofing sealant 10 Insert Comp Mount flashing under upper layer of shingle 0 Place Comp Mount centered upon flashing Install lag pursuant to NDS Section 11.1.3 with sealing washer. , Secure Leveling Foot to the Comp Mount using machine Screw 7 Place module Seo eofdge°e5'gn Key Features Quick and easy to install - dramatically reduces installation time Lower system costs - can cut rooftop installation costs in half Aesthetic seamless appearance - low profile with auto leveling and alignment Built-in hyper -bonded grounding system - if it's mounted, it's grounded Theft resistant hardware Ultra-low parts count - 3 parts for the mounting and grounding system Industry first comprehensive warranty insurance by AM Best rated leading insurance companies in the world Industry leading plus only power tolerance: 0 -+5W • Backward compatibility with all standard rooftop and ground mounting systems • Backed By Our New 10/25 Linear Power Warranty Plus our added 25 year insurance coverage 100% 97% Added Value Fro 80% m Warranty 80% o% 5 10 1s 20 25 10 year product warranty on materials and workmanship 25 year linear power output warranty .� CanadianSolar Next Generation Solar Module NewEdge, the next generation module designed for multiple types of mounting systems, offers customers the added value of minimal system costs, aesthetic seamless appearance, auto groundingand theft resistance. The black -framed CS6P-PX is a robust 60 cell solar module incorporating the groundbreaking Zep compatible frame. The specially designed frame allows for rail -free fast installation with the industry's most reliable grounding system. The module uses high efficiency poly -crystalline silicon cells laminated with a white back sheet and framed with black anodized aluminum. The black -framed CS6P-PX is the perfect choice for customers who are looking for a high quality aesthetic module with lowest system cost. Best Quality • 235 quality control points in module production • EL screening to eliminate product defects • Current binning to improve system performance • Accredited Salt mist resistant Best Warranty Insurance • 25 years worldwide coverage • 100% warranty term coverage • Providing third party bankruptcy rights • Non -cancellable • Immediate coverage • Insured by 3 world top insurance companies Comprehensive Certificates • IEC 61215, IEC 61730, IEC61701 ED2, UL1703, CEC Listed, CE and MCS • IS09001: 2008: Quality Management System • ISO/TS16949:2009: The automotive quality management system • IS014001:2004: Standards for Environmental management system • QC080000 HSPM: The Certification for Hazardous Substances Regulations • OHSAS 18001:2007 International standards for occupational health and safety • REACH Compliance O�E ,1 E G Slay P� ���E ; F 4.; www.canadiansoIar.com CS6P-235/240/245/250/255PX Electrical Data STC CS6P-235P CS6P-240P CS6P-245P CS6P-250PX CS6P-255PX Nominal Maximum Power (Pmax) 235W 240W 245W 250W 255W Optimum Operating Voltage (Vmp) 29.8V 29.9V 30.OV 30.1V 30.2V Optimum Operating Current (Imp) 7.90A 8.03A 8.17A 8.30A 8.43A Open Circuit Voltage (Voc) 36.9V 37.OV 37.1V 37.2V 37.4V Short Circuit Current (Isc) 8.46A 8.59A 8.74A 8.87A 9.00A Module Efficiency 14.61% 14.92% 15.23% 1 15.54% 15.85% Operating Temperature -40"C -+85°C Maximum System Voltage 1000V IEC /600V UL Maximum Series Fuse Rating 15A Application Classification ClassA Power Tolerance 0- sw Under Standard Test Conditions (STC) of irradiance of 1000W/m', spectrum AM 1.5 and cell temperature of 25'C NOCT CS6P-235PX CS6P-240P CS6P-245P CS6P-250PX CS6P-255PX Nominal Maximum Power (Pmax) 170W 174W 178W 181W 185W Optimum Operating Voltage (Vmp) 27.2V 27.3V 27.4V 27.5V 27.5V Optimum Operating Current (Imp) 6.27A 6.38A 6.49A 6.60A 6.71A Open Circuit Voltage(Voc) 33.9V 34.OV 34.1V 34.2V 34AV Short Circuit Current (Isc) 6.86A 6.96A 7.08A 7.19A 7.29A Under Normal Operating Cell Temperature, Irradiance of 800 W/m', spectrum AM 1.5, ambient temperature 201;, wind speed 1 m/s Mechanical Data Cell Type Poly -crystalline 156 x 156mm, 2 or 3 Busbars Cell Arrangement 60 (6 x 10) Dimensions 1638 x 982 x 40mm (64.5 x 38.7 x 1.57in) Weight 20.5kg (45.2 lbs) Front Cover 3.2mm Tempered glass Frame Material Anodized aluminium alloy J -BOX IP65, 3 diodes Cable 4mm`(IEC)/12AWG(UL), 1000mm Connectors MC4 or MC4 Comparable Standard Packaging (Modules per Pallet) 24pcs Module Pieces per container (40 ft. Container) 672pcs(40'HQ) I-V Curves (CS6P-255PX) 4 Section A -A }iZ 35.0 o 0 i 'Specifications included in this datasheet are subject to change without prior notice. About Canadian Solar Canadian Solar Inc. is one of the world's largest solar companies. As a leading vertically -integrated manufacturer of ingots, wafers, cells, solar modules and solar systems, Canadian Solar delivers solar power products of uncompromising quality to worldwide customers. Canadian Solar's world class team of professionals works closely with our customers to provide them with solutions for all their solar needs. EN -Rev 10.17 Capynght c 2012 Canadian Saler Inc. Black -framed Temperature Characteristics Temperature Coefficient Pmax-0.431161C Voc -0.34 %/•C Isc 0.065 %/•C Normal Operating Cell Temperature 45±2-C Performance at Low Irradiance Industry leading performance at low irradiation environment, +95.5% module efficiency from an irradiance of 1000w/m'to 200w/m2 (AM 1.5, 25 `C) Engineering Drawings Canadian Solar was founded in Canada in 2001 and was successfully listed on NASDAQ Exchange (symbol: CSIQ) in November 2006. Canadian Solar has module manufacturing capacity of 2.05GW and cell manufacturing capacity of 1.3GW. 1.IHt • • a, Nominal Output Power W 5000 6000 Maximum Output Power W 5000 6000 Rated Grid AC Voltage V 208 240 277 208 240 277 Input Side (DC) I• , ' , Number of Independent MPPT Channels 2 2 Maximum Usable Power for Each Channel W 4000 4000 �.��.. Absolute Maximum Voltage Wmax) V 600 600 ..arasso.s ` Start- Up Voltage(Vstart) V 200 (acij. 120-350) 200 (adj. 120-350) Full Power MPPT Voltage Range V 200-530 200-530 Operating MPPT Voltage Range V 0.7xVstart-580 03WAart-580 Maximum Current (ldcmax) for both MPPT in Parallel A 36 36 Maximum Usable Current per Channel A 18 18 Maximum Short Circuit Current Limit per Channel A 22 22 Number of Wire landing Terminals Per Channel 2Pairs 2Pairs . . , • Array Wiring Termination Terminal block, Pressure Clamp, AWG8.AWG4 Output Side (AC) . Grid Connection Type 102W Split -0/3W 102W 1012W SpliP0/3W 10/2W Adjustable Voltage Range(Vmin-Vmax) V 183-228 211-264 244304 183-228 211-264 244304 Grid Frequency Hz 60 60 Adjustable Grid Frequency Range Hz 57-60.5 57-605 Maximum Current (lacmax) Aws 27 23 20 30 28 24 i Power Factor > 0.995 > 0.995 Total Harmonic Distortion At Rated Power % < 2 < 2 Contributory Fault Current" Aa/Acros 362Sn5.63 36525.81 31.75/22.45 362525.63 3652591 31.7522.45 Designed for residential and small commercial PV installations, this Grid Wiring Termination Type Protection Devices Terminal block Pressure Clamp, AWGB-AWG4 inverter fills a specific niche in the Aurora product line to cater for Input those installations producing between 5kW and 20kW. Reverse Polarity Protection Yes Yes Owr,Voltage Protection Type Varistor, 2 for each channel Vanstor, 2 for each channel Pre start-up Riso and dynamic GFDI Pre start uip Riso and dynamic GFDI This inverter has all the usual Aurora benefits, including dual input PV Amy Ground Fault Detection (Requires Floating Arrays) (RequiresFbat ng Arrays) output section to process two strings with independent MPPT, high speed _-- Anti -handing Protection Meets UL 1741AEE1 S47 requirements Meets UL 1741AEEtS47 requirements and precise MPPT algorithm for real-time power tracking and ° Over -Voltage Protection Type Varistor, 2(L,-6/Li-0 Vanstor, 2 (L, - L, ILi - G) energy harvesting, as well as transformerless operation for high Maximum AC OCPD Rating Efficiency A 35 30 25 40 35 30 performance efficiencies of up to 97.1 %. Maximum Efficiency % 97.1 97.1 J CEC Efficiency 96 965 96S 96 96S 965 Operating Perfomtai The wide input voltage range makes the inverter suitable to IOW Stand-by Consumption W_ <8 <8 installations with reduced string size. This outdoor inverter Night time consumption W_ <04 <0.6 power communication has been designed as a completely sealed unit to withstand the User -Interface 16 characters x 2 lines LCD display harshest environmental conditions. Remote Monitoring (1 xR548S ind.) AURORA -UNIVERSAL (opt) Wired Local Monitoring (1 xRS485 hi PVI-USB-RS485_232 (opt), PVFDESKTOP (opt) Wireless Local Monitoring PVI -DESKTOP (opt) with PVFRADK)MODULE (opt) Emrironmental Ambient Air Operating Temperature Range °F(Q -13 to+140(-25 to+60) -13 to+140(-25 to +60) with derating above 122 (50) Ambient Air Storage Temperature Range •f ('Q -40 to 176(-40 to +80) 40 to 176(-40 to+80) w Relative Humidity %RH 0-100 condensing 0-100 condensing Acoustic Noise Emission Level db (A) @1m c 50 <50 Maximum Operating Altitude without Denting ft(m) 6560 (2000) 6560 (2000) Mechanical Specifications Enclosure rating NEMA 4X NEMA 4X Cooling Natural Convection Natural Convection • Each inverter is set on specific grid codes which can be selected in the field Dimensions (H x W x D) in (mm) 41 A x 129 x 8.6(1052 x 325 x 218) Weight Ib (kg) c 59.5 (27.0) <595 (27.0) • Single phase output Shipping Weight lb (kg) <78(35A) <78(35-4) • independent MPPT, harvesting from two sub -arrays oriented Mounting System Wall bracket Wall bracket Dual input sections with allows optimal energy Trade Size Kos: (2eaxing Trade Size Koos:(2eax1/21 in different directions Conduit Connections and (tea x 1-1 /4, 3 afront, rear) side, frorear) and (tea x 1-1/4, 3 places side, front rear) • Wide input range DC Switch Rating{Per Contact) AN 25/600 25/600 • High speed and precise MPPT algorithm for real time power tracking and improved energy harvesting Safety Isolation Level Transformerless (Floating May) Transformeriess(Floating Array) levels UL 1741, CSA C22.2 UL1699B, UL 1741,CSA C22.2 UL76998, • Flat efficiency curves ensure high efficiency at all output ensuring consistent and stable performance Safety and EMC Standard FCC Part 15 Class BL7998 FCC Part 15 Class BL1998 across the entire input voltage and output power range Safety Approval ,CSA. ,CSA, • Outdoor NEMA 4X rated enclosure for unrestricted use under any environmental conditions Warranty Standard Warranty years 10 10 • RS -485 communication interface (for connection to laptop or datalogger) Extended Warranty years 15&20 15&20 • Compatible with PVI-RADIOMODULE for wireless communication with Aurora PVI -DESKTOP Available Models Standard -With DC Switch - Floating Array PVI-5000-OUTD-US PVI-6000-OUTD-US • Integrated Arc Fault Detection and Interruption (-A Version) With DC Switch, Wiring box and Arc Fault Detector WI-5000-OUTD-USA PVF6000-0UTD-US-A and Interrupter -All data is subject to change without notice "Inverter can apply that much current- Breaker will open C_`® CSA INTERNATIONAL Certificate of Compliance Certificate: 1841082 Project: 2439384 Issued to: Power -One, Inc 740 Calle Plano Camarillo, CA 93012 USA Attention: Robert White Master Contract: 173688 Date Issued: July 19, 2011 The products listed below are eligible to bear the CSA Mark shown with adjacent indicators 'C' and 'US' for Canada and US or with adjacent indicator 'US' for US only or without either indicator for Canada only. ® Rohr Hampbtock Issued by: Rob Hempstock, AScT. CP us PRODUCTS CLASS 531109 - POWER SUPPLIES - Distributed Generation Power Systems Equipment CLASS 531189 - POWER SUPPLIES - Distributed Generation - Power Systems Equipment - Certified to U.S. Standards Utility Interactive Inverter, Models PVI-6000-OUTD-US, PVI-6000-OUTD-US-W and PVI-5000-OUTD-US, permanently connected. For details related to rating, size, configuration, etc. reference should be made to the CSA Certification Record, Annex A of the Certificate of Compliance, or the Descriptive Report, APPLICABLE REQUIREMENTS CSA -C22.2 No.107.1-01 - General Use Power Supplies UL Std No. 1741 -Second Edition - Inverters, Converters, Controllers and hiterconnection System Equipment For Use With Distributed Energy Sources (January 28, 2010) L)QD 507 Rev. 2009-09-01 Page: I in City of Date: COMMUNrrN,DEVELOPMENT PlanApermit# Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Plan Review Fee: Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Building Permit Application Please oomplete all highlighted areas on both sides of this form. incomplete applications may not be processed. M Address: Electrical: W.R. City License # Plumbing: W.R. Citv Liceigtj Complete all information on BOTH sides of this form NEW COMMERCIAL STRUCTURE ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE COMMERCIAL ROOFING COMMERCIAL ADDITION RESIDENTIAL ROOFING RESDENTIAL ADDITION WINDOW REPLACEMENT COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT OTHER (Describe) a kr V%kCUA Sq. FULF Btu's Amps Squares Other C1,4 -c - 11:5' P-K Address: Same as above City, State, Zip: Solar Complete all information are BOTH sides of this form ( Check all that apply) NEW COMMERCIAL STRUCTURE El ELECTRICAL SERVICE U PGRADE wwwvwf�l lea q I nstallation of a grid-tied PV sy stem, flush mounted to roof. 612 KW Sq, FULF Btu's Gallons Amps Squares Other fi July 1 5, 2014 l�.siTtT?Li j4z DESIGN LOADING 3 SNOW LOADING 4 MP1A RAFTER LOADING & LOAD COMBINATIONS 5 MP1B RAFTER ANALYSIS S MP B RAFTER LOADING & LOAD COMBINATIONS 2 MP1B RAFTER ANALYSIS 8 MP2 RAFTER LOADING LOAD COMBINATIONS EXPOSURE CATAGORY = P2 RAFTER ANALYSIS 18 MP3 RAFTER LOADING & LOAD COMBINATIONS 11 MPB RAFTER ANALYSIS 12 MP4 RAFTER LOADING & LOAD COMBINATIONS 13 MP4 RAFTER ANALYSIS 14 WIND DATA & SEISMIC LOADING is WIND ANALYSIS 1 PV ANCHORAGE CALCULATIONS 18 BUILDING CODE: 2006 INTERNATIONAL BUILDING CODE OCCUPANCY CATEGORY = II IMPORTANCE FACTOR = 1.0 WIND SPEED = 10 `" EXPOSURE CATAGORY = C 5 in 12 1.08 26.34 so ft 19, O psf 30,0 psf 20,0 psf '4 �. Total number of PV panels = 24 panels PV Panel Width = 383 inches PV Panel length = 64,5 inches PV Panels 1,00 psf PV Panel Weight 2.61 psf Mounting System Weight = 0._4_2 psf (estimated 16% of panel weight) PV Array Dead Load = 3.02 psf Max tributary width to anchorage = 6,00 ft Max anchorage spacing along rafter = 6.17 ft Max tributary area to anchorage = 37.02 so ft Dead Load, D ==lbs at each PV support connection to roof RMEMM Asphalt Composition Tile 2.50 psf Roofing felt 0,30 psf 7/16" OSS/ plywood 1.30 psf 2x6 rafters @ 24 oc 1,00 psf Load 5'1 psf Roof Pitch Adjustment 0.43 psf Total Dead Load = 5.5 psf i1 It PZSE, INC. - STRVCTVRAL ENGINEERS SNOW LOADING Ground Snow Load, Pg 30 psf Snow Exposure Factor, Ce 0.9 (ASCE 7.3.1., Table 7 -2) Snow Thermal Factor, Ct 1.0 (ASE 7.3,2, Table 7 -3) Snow Importance Factor,1 1'0 (ASCE 7.3.3, Table 7-4) Flat Roof Snow load P Pf = 0.7 x Ce x Ct x I x pg = 19 psf (ASCE 7-1) where pg 5 20 psf, Pf ruin a I x pg r N/A psf min snow load where pg > 20 psf, Pf min = 20 x I = 20 psf rain snow load 'therefore, Pf : 20 psf Slooed R oof Snow Wa MP1A RAFTER LOADING TABLE Rafter Rafter Uniform - No PV Panels If Uniform w/ PV Panels (pPf) Uniform -iNo PV Panels (pIf) PV Pom LIoad Length spac pl It SC ' lenn h (ft Dl RC St 11 1 len th (ft DL U, SL len h (h dlst from Anchorage (ft) (in) from to froraa to f rom to Lt Dl. (Ibsj 15.50 24 11.1 38.0 40.0 000 1.50 11,1 0.0 404 L50 10.67 11A 36.0 40,0 10.67 15.50 1.50 56 7V 112 GIiECK pAD R40tf3 1`1�}ht C 4.1 m In isns ix 2.4. a Dur ci n Fa tear C d lVD5 ..2 1: D D only -t3.9 3a: D +S D +S -115 3b, D + Lr tD + tr - 125 7: 0.6D + W (uplift) 0.61) + "W - 1.6 ,Description: MPIA RAFTER Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7 -05 0,7261 Maximum Shear Stress Ratio = Load Combination set . IBC 2006 Section used for this span 2 .2x6 er „� ,.. -m,... ,..,_W.__ . - .._.4.„ .1111 ..,.m._. __ M at lerrel! Prirerriaa 2x6 Actual - Analysis Method: Allowable Stress Design Fb Tension 875.0 psi E Modulus of Elasticity Load Combination 1 BC 2006 F - Compr 875, 0 psi Ebend- xx 1,400.0 ksi Fv : Allowable Fc µ Fill 1,150.0 psi Eminbend - xx 510,0 ksi Wood Species : Spruce - Fine _ Fir Fc , Pero 425.0 psi Wood Grade No. 11No. 2 Fv 135,0 psi 5.958ft Span # 2 . Location of maximum on span Span # where maximum occurs Ft 450.0 psi Density 27.060 pcf Beam Bracing Beam is Fully Braced against lateral - torsion buckling Repetitive Member Stress Increase Lr 04a8 F Span =. 2167 It Span = 11330 ft Maximum Bending Stress Ratio - 0,7261 Maximum Shear Stress Ratio = 04463: 1 Section used for this span 2 .2x6 Section used for this span 2x6 Actual - 1,051.48psi fv : Actual _ 71.88 psi FB : Allowable - 1,504, 4p i Fv : Allowable - 185.25 psi Load Combination +D + +H Load Combination +D +S +H Location of maximum on span _ Span # where maximum occurs - 5.958ft Span # 2 . Location of maximum on span Span # where maximum occurs - - 2,1678 Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.461 in Ratio = 346 Max Upward L +Lr +S Deflection 4220 in Ratio = 234 Max Downward Total Deflection 0,735 in Ratio = 217 Max Upward Total Deflection - 0.352 in Ratio = 146 Ma ximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Valises _.,. .._..,. Shear Values 1111 _. 1111 1111 �._._._..._�_ Segment Length Span # M V C d C Fri+ C i C r C m C t CL M fb F'b V fv Fv D rJnly 0.00 0.60 0.06 0.00 Length = 2,167 It 1 0.085 6169 6.96 1.30 1,00 115 1,66 1.00 1.60 0,06 100.59 1177.31 0.14 25.38 121.50 Length = 13.330 0 2 Q.379 0.104 6,90 130 1.00 1.15 1,00 1.00 1.00 0.56 446.76 1177,31 0.14 12.69 121.50 +D+L+H 1.30 1.00 1,15 1.00 1.00 1.00 0,00 0,00 0.00 6.00 Length = 2167 It 1 0.077 0,188 1.00 130 1.00 115 1.00 1,00 1,00 0.06 100.59 130&.13 0.14 25.38 135.00 s MP1B RAFTED LOADING TABLE tlnifarrrr I PV Panels (plf) Uniform - No PV Panels ( tf) PV Paint triad a 1; P 3a:D +5 WA +Cr 7.0.6D + W (uplift) a t7'rat'anF ct rs Cd N 22,3.2 D only W 0.9 D +5.1,15 D +1r -115 • 7,67 112 t7'rat'anF ct rs Cd N 22,3.2 D only W 0.9 D +5.1,15 D +1r -115 • Project Title: SAK&ER Engineer: Project Descr STRt zzmas�� moll Km�w ERS Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Maximum Shear Stress Ratio 2-2x6 Load Combination Set: IBC 2006 1,145.98psi fv: Actual Material Properties ... ........ - . ...... ------- . ........ ... .... Analysis Method: Allowable Stress Design Fb - Tension 875,0 psi E, Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 875.0 psi Ebend- xx 1,400,0ksi Fo - Pdl 1,150.0 psi Eminbend - xx 510,0 ksi Wood Species Spruce - Pine - Fir Fc - Perp 425.0 psi Wood Grade No, T/No. 2 Fv 135,0 psi Shear Values ---- - ----- - Ft 450.0 psi Density 27.060pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase C F/V C i Lr(0,03801 ULO 0 �3 560) C t CL D(OPPIR10,040) Fb V fv F'v D 111411"'ME�7g 11 0111mr �pgffi, I 2x 2-24 Span = 2,0 ft Span = 13,583 It 0,00 0.7621 Maximum Shear Stress Ratio 2-2x6 Section used for this span 1,145.98psi fv: Actual 1,50434psi Fv: Allowable +D+S•H Load Combination 6,071ft Location of maximum on span Span # 2 Span # where maximum occurs 510HE 2x6 72.48 psi 15525 psi +D+S+H 2. ft Span # I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values ---- - ----- - Segment Length Span if V C d C F/V C i Cr Cm C t CL M fb Fb V fv F'v D OZ 0,00 0,00 0,00 Length = 2.0 It 1 0,068 0.200 010 1,30 1,00 1,15 1,00 UO 1,00 0,05 79,66 1177,31 0.14 25,32 121 .50 Length = 13,583 It 2 0,397 0,104 0,90 130 1,00 1.35 1,00 1.00 1,00 0,59 46736 117731 0,14 1166 121,50 +D+L+H 130 1,00 1.15 1,00 1.00 1,00 0:00 Obo 0.00 UO Length = 2,0 it 1 0.061 0,188 1,00 UO lk() 1,15 1,00 1,00 1.00 0.05 79,66 1308 .13 0,14 25,32 135,00 RZONW-1 in thins 4, �} r � n F or pct IVDS . . L b D only = 0 3a: D +5 D +5 =1.15 3b. €3 + tr 11 + Lr =x1,25 7: 0,60 + W (uplift) OD 6D + W = 1.6 p Calculations per NDS 2005, IBC 2006„ CBC 2007, ASCB 7 -05 - 0.619t 1 Maximum Shear Stress Ratio Load Combination Set: IBC 2006 0.455 : 1 Section used for this spare M aterial Propertie ...:: _.� ._. .................. 2x6 .. n....n_. Analysis Method: Allowable Stress Design Fb - Tension 675.0 psi Modulus of Flasticq Load Combination IBC 2006 Fla . Compr 875.0 psi Fkend xx 1,4O0Zsi - F M Prll 1,1 %o psi Fmint nd m xx 510.Oksi Wood Species Spruce a Trine - Fir Fc - Perp 425,0 psi Fv : Allowable Wood Grade : No. 1/No, 2 Fv 135.0 psi Load Combin Ft 450D psi Density 27.060pcf Beam Bracing : Beam is Fully Braced against lateral - torsion buckling Repetitive Member Stress increase Span = 2.167 If Span = 9,667 ft Span = 3.667 it Applied toads Service loads entered Load Factors will be applied for calculations. _ -.e ___M,.., _,.��.._. ._ �__.._�... ,____ _..._..wri _ _ -___ m,._. _ ...__._..._ Loads on all spans.,. Uniform Load on ALL spans D=0,01110, S = 0.040 kfft Partial length Uniform Load: Lr = 0.0380 kilt, Extent = 0.0 > 0.830 ft Partial Length Uniform Load: Lr = 0.0380 kfft, Extent =13,330 -» 15.50 It Point Load : D = 0,1120 k, Starting at: 4.0 ft and placed every 6.170 ft thereafter Maximum Bending Stress Ratio - 0.619t 1 Maximum Shear Stress Ratio = 0.455 : 1 Section used for this spare 2x6 Section used for this Span 2x6 lb : Actual 931,23psi fv : Actual - 70.64 psi F : Allowable - 1,50 .34p i Fv : Allowable - 155.25 psi Load Combin +D+S+H Load Combination +D +S+ Location of maximum on Span - .667ft Location of maximum on span - 8,261 It Span # where maximum occurs _ Span # 2 Span # where maximum occurs _ Span # 2 Maximum Deflection Max Downward L +Lr +S Deflection 0.128 in patio = 006 Max Upward L+Lr+S Deflection -0.081 in Ratio = 64O Max Downward Total Deflection 0.235 in Ratio = 402 Max Upward Total Deflection -0.168 in Ratio = 310 Maximum Forces & Stresses for Load Comb inations Load Combination Max Stress Rafios _ foment Values Shear Valises Segment Length Span It M V Cd rnr C i Cr Cm C t CL M to .. F`b V fv Fv ......W_..._ _. .r... . D my 0,04 11.00 0.00 0,00 Length = 2.167 It 1 0,035 0.201 0,90 1.30 1.00 1.15 1.00 1.00 1,40 0,03 41.34 1177.31 0.13 24.47 121.50 Length= 9,667 it 2 0,355 0.261 0.90 1.30 1.04 1.15 1.00 1.00 1.00 016 41837 1177.31 4,19 34.12 121.54 Length = 3.667 it 3 0.355 4.281 0.90 130 1,00 1.15 1.00 1.04 1,00 0.26 418,37 117731 0.49 34.12 121.50 +t1+L+H 130 1,00 1.15 1.00 1.00 1.00 0,04 0,00 0.00 0,00 Length = 2.167 it 1 0:032 0.181 1.00 1.30 1.04 1,35 1.00 1,00 1.00 0.03 4934 1305.13 013 24.47 135.00 Length = 9.667 It 2 0.320 0.253 1,00 1,30 1.00 1.15 1.00 1.00 1.00 0.26 418.37 1308,13 019 34.12 135,00 Length = 3.667 it 3 0.320 0,253 1.00 1.30 1,00 1.15 1,00 1.00 1,00 0.26 418.37 1308,13 0.09 34.12 135,00 s' 4xn 4AQ u C�#E K C7A �?f83t»tAT6 94 C .4a Lo d Lom' i arson j LAJCLZA,1j 1. 3a: t7 + S 3b t1+Lr 7: 0.6D + iW (uplift( RAFTER LOADING TABLE Of) :; Uniform - No PV Panels dolff PV Point Load n h ML Dt L! SL ten th (€t) dist from Anchorage na to from to Lt 37L (lbs) 0 15.17 11,1 3&0 40,0 15.17 17,58 9,t3D 1112 15.15 112 L rati n Fa ors NC9 1 2 D only = 0,9 D + S = 1.15 D+Lr =1.25 0361) +tad =1.6 y Description , MP3 RAFTER Project Title: SAKKER Engineer: Project Descr: Project ID: 2014-0901 CODE REFERENCES Maximum Shear Stress Ratio 2x6 Section used for this span Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 N Actual 1,50434psi Fv Allowable Load Combination Set: IBC 2006 Load Combination %667ft Location of maximum on span Material Properties Span # where maximum occurs ------ -------- Analysis Method: Allowable Stress Design Fb - Tension 875,0 psi E:MM /us ofE1astkity Load Combination JBC 2006 Fb - Compr 875.0 psi Ebend-xx 1,400.0 ksi Fe - Pdl 1,150.0 psi Eminbend - xx 510,0 ksi Wood Species Spruce - Pine - Fir Fc - Pero 425.0 psi C FN Wood Grade No. I/No. 2 Fv 135.0 psi C t CL Ft 450.0 psi Density 27. 060pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling f V Repetitive Member Stress Increase Span = 2.167 it Span = 10.667 ft Span = 4.750 ft Applied toads Service load entered, Load Factors will be applied for calculations, Loads on all spans... Uniform Load on ALL spans: D=0.01110, S=0,040klft Partial Length Uniform Load: Lr = 0,0380 kift, Extent = 0,0 ->> H ft Partial Length Uniform Load: Lr = 0,0380 kift, Extent =10,170 -->> 17,580 it Point Load : D = 0.1120 It, Starting at : 9,0 it and placed every 0.160 ft thereafter 0.731 Maximum Shear Stress Ratio 2x6 Section used for this span 1,099.36psi N Actual 1,50434psi Fv Allowable +D+S+H Load Combination %667ft Location of maximum on span Span # 2 Span # where maximum occurs ri 2x6 68.20 psi 155.25 psi +Cr+S+H 10.219 ft Span # 2 Maximum forces & Stresses for Load Combinations Load combination Max Stress Patios Moment Values Shear Values Segment Length Span # V Cd C FN C i Cr Cal C t CL M fb Fb V f V F V D 6nly . ..... .. 0,00 0,00 Oko UO Length = 2.167 ft 1 0,035 0,103 0,90 1,30 1,00 1,15 1,00 1,00 1.00 6.03 4134 1177,31 0,07 12,56 121,50 Length =10,667 it 2 0,400 0,227 0,90 1,30 1.00 115 1,00 1,00 1,00 6,30 471,13 1177,31 0,15 27.52 121,50 Length = 4,750 it 3 0,400 0,227 0.90 1,30 1,00 1,15 1,00 1,00 1,00 0,30 471,13 1177.31 0,14 27,52 929.50 +D+L+H 1,30 1,00 1,15 1.00 1,00 1,00 HO 0,00 0,00 0.00 Length = 2,167 ft 1 0,032 0.093 1,00 1,30 1.00 115 1,00 9.00 1,00 0 03 41.34 13*13 0,07 12.56 135,00 Length =10,667 it 2 0,360 0,204 1,00 1,30 1,00 1,15 1,00 1,00 1,00 030 471.13 130&13 0,15 27,52 135:00 Length = 4.750 It 3 0,360 0,204 1,00 1;30 1,00 1.15 1,00 1,00 1,00 030 471,13 1306.13 0,14 27,52 135D0 RAFTER LOADING TABLE Rafter Rafter Uniform - No PV Panels if Uniform wJ PV Panels (plf) Uniform _ N PV Panels (Elf) ` PV Paint load k en8th spa6ng Cat 9 E 3C bent {ft) C3C P L St len h fc Ul tL Sl tar th )ft 11 11 disc frcerrs Anc horaRe ) ft) (m) frz> ; tc from to fraan is Lt OL (t6s) 12.17 24 111 38.0 40,0 0.00 1,97 111 ob 40,0 1,92 8,09 114 38,0 ' 40.0 8.09 13,17 8,09 56 r Protect Title: SAKKER En Project it w I ii Calculations per NDS 2005„ IBC 2006 CSC 2007, ASCE 7 -05 - 0.4741 Maximum Shear Stress Ratio = Load Combination Set: IBC 2012 0,345 :1 Section used for this span aitrisl P�c�prti� Section used for this span Analysis Method Allowable Stress Design Fir Tension 675.0 psi Modulus of Elasticity Load Combination 3130 2012 Fix - Compr 675.0 psi Fbend- xx 1,400Asi FB : Allowable Fe - PdI 1,150.0 psi 6minbend - xx 510,Oksi Wood Species Spruce - Fine - Fir Fc - Perp 425,0 psi Load Combination Wood Grade : No, 1 /No. 2 Fv 135,0 psi Ft %O psi Density 27.060pcf Beam Bracing : Seam is Fully Braced against lateral - torsion buckling Location of maximum on span Repetitive Member Stress Increase Applied Lod Service loads entered, Load Factors will be acphed for calculations. . . Loads on all spans... Uniform Load on ALL spans : D - H1 110, S = 0.040 ktft Partial Length Uri form Load: Lr = 0,0380 k#0, Extent = 0,0 -» 1.928 ft Partial Length Uniform Load: Lr - 0,0 klft, Extent = 8,090 ->> 13.978 It Point Load : D = 0,0560 k, Starting at: 5,090 it and placed every 0.0 It thereafter Maximum Bending Stress Ratio - 0.4741 Maximum Shear Stress Ratio = 0,345 :1 Section used for this span 2 -2x6 Section used for this span 2x6 fb : Actual - 712.57psi fv : Actual 54.11 psi FB : Allowable _ 1,504.34psi Fv : allowable - 155.25 psi Load Combination +D +S+H Load Combination +D+ + Location of maximum on span - 6,051 It Location of maximum on span - Z000ff Span # where maximum occurs - Span # 2 Span # where maximum occurs - Span # 1 Maximum Reflection Max Downward L +Lr +S Deflection 0.224 in Ratio = 598 Max Upward L+Lr+S Deflection - 0115 in Ratio = 416 Max Downward Total Deflection 0.334 in Ratio = 401 Max Upward Total Deflection - 0.172 in Ratio = 278 Maximum Forces & Stresses for Load Combination .., .... Load Combination Max Stress Ratios ---- ___ ----------- ----- Moment Values Shear Values Segment Length Span # ., .. G d C FN C i Cr Cm .. ,....�.._.,. _,,,.,.,._.�_._ __ ._.... _ �... G t CL M fb ,. „. .,_,...�,..,... F'b V fv F v ...... ...._.,. _ ....... _..,. . .. .- ...,...,_... �,..,n.� Length = 2.0 it 1 0,030 0.127 0.90 1.30 1,00 1,15 1.00 1.00 1.00 0.02 35.23 9177.31 0,08 15.35 129.50 Length =19.967 ft 2 0113 0.064 0.90 130 1,00 1.15 1.00 1.00 1.00 0,32 250.50 1177.39 0,09 7.79 121.50 +O+L+H 1.30 1.00 1,15 1,00 10 1.00 0.00 0,00 0.00 0,00 Length =2,0It 1 0,027 0,114 1.00 130 1.00 1,15 1.00 1,00 1.00 0,02 35,23 1306.13 0.08 15,38 135.00 Length =1 1,167 It 2 0.191 0,058 1.00 1,30 1.00 1.15 1,00 9,00 9,00 0.32 250.50 1306.13 0,09 7,79 135,00 +D+Lr+H 1.30 1.00 1,95 12 1,00 1.00 0.00 0.00 0.00 0,00 Length =2.0ft 1 0.095 0.146 115 130 1,00 1.15 9,00 1,00 1,00 0.90 155.63 1635.16 0.14 24.59 16835 NNR RESt Pf PRC?CE E S 0.049 *Wp Fp *sip = 0136 *Wp Fv ASO = Basic Wind Speed, V = 100 mph 6.5,4 Directionality Factor, Kd - 0 85 6.5.4.4 Importance Factor - 1.00 6.5,5 Surface Roughness Category C 6.5.6.2 Exposure Category = C 6.5.63 Pressure Coefficient, Kz Q.87 ; 6.5.6 (Table -3„ pg 79) Topographic Factor, Kzt = 1.00 6.53 Velocity Pressure, qz or qh 18.93 psf 6.5.10 Gust Effect Factor G or Gf 0,85 6.5.8 SE1SMtC CtESll`f 1 >ft El�ltRl: 1 0389 *Wp Equation (13.3 -2) Height of Structure, hn = 12.00 It Equation (23.3 -3) Reduncy Factor, p = 1.00 Plus or minus Occupancy Category = 11 1, 11, 111 or 1V Table 1 - Importance Factor = 1.0 "fable 11,5-1 Mapped Acceleration Parameter, Ss = 0,228 g 11.4.1 and USt3S maps Mapped Acceleration Parameter, S1= O.058 g 21,41 and USGS reaps Site Classification = D 11.4.2 (Table 20.3 -1) Site Coefficient, Fa = 1.600 11.43 (Table 21.4 -1) Site Coefficient,. Fv = 2.400 11.4.3 (Table 11.4 -2) Adjusted Max Spectral Response, Sms = 0365 g 11.43 Adjusted Max Spectral Response, S1= 0139 g 11.4.3 Design spectral Acceleration Parameter, Sds = 0143 g 11.4.4 MCE response = Sds x 1.5 (114.6) Design spectral Acceleration Parameter, Shc = 0.093 g 11.4.4 MCE response = Shc x 1,5 (11.4.6) Fundamental Period of Structure, Ta = 0429 12.8,2 (light framed buildings only) Constant Velocity Transition Period, Ts 0.382 sec Short Period Seismic Design Category, 0.2 sec = B Table 11.6 -2 (pg Short Period Seismic Design Category 10 sec - B Fp URD = 0.195 *Wp Fv r s = 0.049 *Wp Fp *sip = 0136 *Wp Fv ASO = SEISMIC LOADING' PV LOADIN Fp *sD = 171 lbs Fv ASR uplift = -43 IN Design Spectral Acceleration Parameter, Sds 41143 g Section 11.4.4 Component amplification factor, aft 1.0 Table 13,6 -1 Component importance factor, 1p 1.0 Section 13,2,3 Component response factor, Rp 1.5 "table 116 -1 Attach Elev, z 12.00 it ; Roof Elv, h 12.00 ft Total weight of PV array, Wp 1258 lbs Fp = 0.4 ap(Sds)Wp[1 +2(z /h))/ (Rp/l p) 0,195 *Wp Equation (13.3 -1) Fp max 1.6 Sds(lp)Wp 0389 *Wp Equation (13.3 -2) Fp rein 03 Sds(lp)Wp 0.073 *Wp Equation (23.3 -3) Fv = 0,2 Sds Wp 0.049 *Wp Plus or minus Fp URD = 0.195 *Wp Fv r s = 0.049 *Wp Fp *sip = 0136 *Wp Fv ASO = 0.034 *Wp section 13:1.7 (ASD = 0.7 *I.RFD) Fp *sD = 171 lbs Fv ASR uplift = -43 IN Fv ASO down = 43 lbs i' PROJECT: CLIENT Wind Analysis for Low-flse Bup#Ln j �Based �onASC E 7-2010 INPUT DATA Exposure Category (8, C or D, ASCE 7-10 261,3) C , importance faCtOr(ASCE 7-10 TSWO IZ-2) I = 1,00 for all Category Basic Wad speed (A CE 7-10 M& 1 of 2012 VBC) V = 10D mph Topographic factor (ASCE 7-10 26,8 & Table 26,8-1) K = 1 Fiat -1532 Building height to eave h = 12 It 3 Building height to ridge h, = 17 If Building length L = 60.5 ft 4 Building)vidth B = 26,8 ft Effective area of components (or Solar Panel area) A = 17,5 ft' 11013 DESIGN SUMMARY -0.29 Max horizontal force normal to building length, L, face -Z03 1 E 0179 16.46 kips, SO level (LRFD level), Typ, Max horizontal force normal to building length, B, face 448 -5.55 6,22 kips Max total horizontal torsional load -21.97 1� -1532 89.43 ft -kips M.%y festal iinward fnrr.A 3E i -(L68 -15 95 25.94 kips Net Pressures JED, Torsional Load Cgs as I surface I GCf I surfaoe rG 7C,,' 2C-1 I 129 -217 -1,38 -114 on I P, 9 R V 4, 4 Z'Z 4E w. iE KFERFINCIF to WW'D rNRECT01 DIRUMOIN W"". DREV011 WND ORECITION Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case 8 (Longitudinal) 1 0,53 2 -0,65 -1532 -8, 6• 3 -0.48 -1216 -551 437 4 0,43 A 1,23 -4 -0.45 -4-99 5 0A0 11013 6 -0.29 -Z03 1 E 0179 1137 18,03 448 -5.55 2E -1 01 -21.97 1� -1532 -11L46 3E i -(L68 -15 95 430 -0,53 .6.47 4E -0,63 -IjK03 1 -&37 -0,48 -555 5E •1 1�v � I LjF— -0,43 4M Net Pressures JED, Torsional Load Cgs as I surface I GCf I surfaoe rG 7C,,' 2C-1 I 129 -217 -1,38 -114 on I P, 9 R V 4, 4 Z'Z 4E w. iE KFERFINCIF to WW'D rNRECT01 DIRUMOIN W"". DREV011 WND ORECITION Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case 8 (Longitudinal) I Total Horxz, Torsional Load, MT no 1 Yr PmWn D / r es for !. 3 779 448 -4,29 where„ p = pressure on componen (Eq. 30.4 -9, pp 31) a b " }� 1E 72 U2 1,30 €. § C , = external pressure coefficient, Walls ♦ see table below. (AS CE 7 -10 30,4.2) *. Y.. Roof # ., 5E 75 «. I Total Horxz, Torsional Load, MT no PmWn D / r es for !. 26 1 where„ p = pressure on componen (Eq. 30.4 -9, pp 31) a b " }� *(t ; Pmt - 1,00 pst (ASE7- ifl3f?.2.2) €. § C , = external pressure coefficient, Walls see table below. (AS CE 7 -10 30,4.2) Y.. Roof # 1130 5E 75 «. 6E 75 a a 4 6E 75 4E I Total Horxz, Torsional Load, MT no PmWn D / r es for !. 26 1 where„ p = pressure on componen (Eq. 30.4 -9, pp 31) a b " }� *(t ; Pmt - 1,00 pst (ASE7- ifl3f?.2.2) €. § C , = external pressure coefficient, Walls see table below. (AS CE 7 -10 30,4.2) I E Roof 0.82 1130 22 35 5E 75 a y 6E 75 4E 72 -1 ke 460 29 16 IT 363 0,59 1 Y e «. 2T 433 -1,66 - ♦ . s s .... a ,. a ... 433 -IM Y I Total Horxz, Torsional Load, MT no PmWn D / r es for !. p y� y where„ p = pressure on componen (Eq. 30.4 -9, pp 31) a b " }� *(t ; Pmt - 1,00 pst (ASE7- ifl3f?.2.2) €. § C , = external pressure coefficient, Walls see table below. (AS CE 7 -10 30,4.2) Roof Roof 5E 75 a 6E 75 -U5 10 + :,.. e «. . 4 2 ♦ . s s .... a ,. a ... I Total Horxz, Torsional Load, MT no PmWn D / r es for !. p y� y where„ p = pressure on componen (Eq. 30.4 -9, pp 31) a b " }� *(t ; Pmt - 1,00 pst (ASE7- ifl3f?.2.2) €. § C , = external pressure coefficient, Walls see table below. (AS CE 7 -10 30,4.2) Roof Roof PV PA NEL UPLIFT CALCULATIO Code: 00* 1 BC, ASCE 07-05 fw w • N: COMPONENTS AND QAD DIL4G Data from i III 5/16 inch Length of Lag Screw = 3 inch Minimum embedment = IS inch Withdrawal capacity = 266 Ibs per inch of embedment Screws per corm, point = 1 LonnecTion @ I ra valu s. Diameter of Lag Screw = 5/16 inch Length of Lag Screw = 3 inch Minimum embedment = IS inch Withdrawal capacity = 266 Ibs per inch of embedment Screws per corm, point = 1 Load duration factor, Cd = 1.60 Lag Screw Capacity = 1064 Ibs Connection Capacity = Igo. screws per Bonn, x screw capacity Connection Capacity lt?64 Ibs � ... , , ', r a Mr+ r , • „ ! T x �►. � � Ott t. +� Ct N N VId 3S i .. 03HSVO S1 1N3NIdlnO3 80183INI {' Moe 00 '300[d iV3HM 038 388 S1N3A ON onO08d 1 3H 0 kVd8V Ad MA Z1*9 IS d3111IN 02W trltd �X3 } , It NO NISI 1inoN00 x uu, Ajol5 T al6ut4S duico •0Vpj3lVr4 oi_z:HYnrvzv Av88v OL +UnV4IZV irdW 00 2909002 8313N1 IN31SAS Ad 031VOI 3Q �w ' AJ04S T 4,8015 GIO UNS ft on IV1831V 0L •H1fl1 IZb kv88v oa :HlnrvZv E dW 6T •H011d AV88V ' 6T «H011d AJ 4S T ),801S 916UNS dwco «1V1811 1 S130V I 9NIN8VM R 831N30 OV03 re a. �e 138VI ONIN80 V 83134 A111#1n (3) nul T IT4 Ct N N VId 3S i .. 03HSVO S1 1N3NIdlnO3 80183INI {' G 393 038 388 S1N3A ON onO08d 1 3H 0 :. 30N33; 31,VO - trltd �X3 } , It NO NISI 1inoN00 x uu, Ajol5 T al6ut4S duico •0Vpj3lVr4 oi_z:HYnrvzv Av88v OL +UnV4IZV irdW 6T •H011d 088V 6T «H01Id 8313N1 IN31SAS Ad 031VOI 3Q �w ' AJ04S T 4,8015 GIO UNS ft on IV1831V 0L •H1fl1 IZb kv88v oa :HlnrvZv E dW 6T •H011d AV88V ' 6T «H011d AJ 4S T ),801S 916UNS dwco «1V1811 1 S130V I 9NIN8VM R 831N30 OV03 b� o6:HinAizv kv88v WHInvitiv Ld 6T •H011d AV88V 6T •H011d A-404S T> -,MIS al6ul4S ClwoD «lV1d31VVY osT - H1IIWIZv omv osT 'H1f11i1Z q' OG 6T -H011d 088V 6T =H011d S�138VI "13NVd Noune1111.51 Td � Td S130VI V X08 283NIMOD N0110W 00 S138VI ONINd M V 133NNOOSIO 0V G) S139VI V 103NNOOSI 0fl 0 O S13OVI ONIN 0 00510 00 03IV80 1 N1 /M 83183ANI 3v � 138VI ONIN80 V 83134 A111#1n (3) nul T Ct G 393 Ajol5 T al6ut4S duico •0Vpj3lVr4 oi_z:HYnrvzv Av88v OL +UnV4IZV irdW 6T •H011d 088V 6T «H01Id AJ04S T 4,8015 GIO UNS ft on IV1831V 0L •H1fl1 IZb kv88v oa :HlnrvZv E dW 6T •H011d AV88V ' 6T «H011d AJ 4S T ),801S 916UNS dwco «1V1811 1 o6:HinAizv kv88v WHInvitiv Ld 6T •H011d AV88V 6T •H011d A-404S T> -,MIS al6ul4S ClwoD «lV1d31VVY osT - H1IIWIZv omv osT 'H1f11i1Z TdW 6T -H011d 088V 6T =H011d x 3" �\ , ..z tv r ieto mspeaons 45677 Wheat Ridge f3u0d>ng Date. Al r,- ViEW OF MP1B is .a. 8008 S AKKER , R ESIDENCE Mil Atu r ,. i . 6 ,12 KW PV ARRAY WHEAT RIDGE, CO 80033 (24) CANADIAN SOLAR CS6P-255PX fV DATE POWER—ONE # AURORA PVI-5000—OUTD—US—Z—A PAGE NW STRUCTURAL VIEWS r,- ViEW OF MP1B A) ) A - --( t- { }.,� 8z01 ( }.g t z/ / tad SM31A 1t�d611061dIS ^n� Z OZ �- - — sh - kno as -~IAd 0 Nt7.83 MOO , 9 'I 6 W '0010" Aom °31YO A3 � Xd Z °d9S3 8VI S NVI(IVNV tZ) 3W 1ADRi 3 MU33 31i M 34 d MO2 S Y o unn d t tits t�dd Ind IS d311M 02W oww" rat l O m tm 3 j WN am "ON iU ® joS ` nu046njV saj!V4 30N3CIIS3d 83)i)iVS ,,Od `d3 AVS O 2909002' . n a . -U aj3u!4S d o J?Z@ auO 7 5�3!-q1'pydpp^�� gg S 6T H :) d OZZZ i A �� } ' Jwdl Gtta+.S,.J LL F y :) L T 0{ p IZV V S R,J.3wJ� Ldd�� 3,fL. V - 4 00 ' d ma^"yy//"'y;� Z@ V .11! BI Z 4J A '" V f y * S V (# {9 77�� .6T [ IR p [+� J I 039OVI SI kV8dV 3HI HOIHM 01N1 N01103S dh S1H1 NO Sd313'fd 11V d3ISIS 03 ,4 Z «ZZ S N `NVdS ONOIV `0'0 IV S11VN S 10N 3 - x NI VdS - , 3A3 N - X N Vd - x LL 99t .9 NO IN00 Wd ' 31) 3015 HOV3 YiOdJ P01 dO 0,Id 3I 0t /M d31JVd 3 ° 01 d3dV�3V 3C1IS N) N31SV -,,INO Sd3 VV31N HION31 1161. dOJ NOLLdO "l�l� SIN i7 3I � 13 '118 ]]Ida . V HIM 1114 � - add ` V H d( N SI N1111�1dS CIO , I `031JI03dS SV N dS ONOIV `0'0 .91, IV 03d3 O 'IS SM380S MOS kld I Mel ( ) W dO 0,1d - 31 002ZZ MaS NOSMIS M d3 IN3VV ( 01 831SIS N) N31SVJ d M311 dO.l CI30N3d3. 3d CINV M31A 3t]IS SIHI N1 NMOHS SV 631SIS (N ) oav aNV 1610 1 •S31ON 30V89dn <,� ,� I y "*"" yam *" "✓°" w ONIHOI`~�H �{ 031V)IaNI 3a dOdn 3. .... ..... ., 'NOII d03NI 3aVdOd61 d31SIS i M ., TS ,. (( qg j l SINN 2 ( 9} ) /M $ N I uNS MOD DO At 8XZ VT TSr.JJd 08& IZV 'd 030OVI SI 086V 3HI H01HM OINI NOI103S dY4 SIHI NO S831. Vd I IV d31SIS iii ii ft La0d MdS ONOIV '0`0 ,9 1V SI1VN J Z "Z/ d s (3N NOYMO0 0,Id J) MIS HOV3 INOdJ 1 dC (Id 3I) 01 M d31JVd (3 ) � � N ��n � N -� Ne d -� n �� - NZ ids -x 'did 01 83RUN 3015 (N ) N31S J -,kINO S830VUN HION31 `11113 dOJ NO1IdO *II 110 111d0 ' i V HIM 111dG - 3dd `CId 3H 80 N33S S1 ONII1I3dS LOOM S IN VTdW AO MIIA 3 I 41 `031JI03dS SV N dS ONOI 0 0 IV 03830O I WKS MCIS 0,1d— . I) .91 SS 80 0,Id- dl} 00 M S NOSd I /M d30VU (3 01 d31SIS (N N31SVJ M (�� M3IJ1 dOi C130N383. 3d CINV M31A 3015 SIHI NI NMOHS SV 831SIS (N ) GaV CINV 1610 :S31ON 30V80d61 4[ 9NIH3IVH kG 031VOlONI 3CIV69d61 d31j d :NOIIVV4aOJNI 30VdOdn 63ISIS W w 4 STVN 0 9) / 613 t�V N0SdNq (N) t.r.s vvnnr avavtrr l — ZEP FLASHING C _) (3r) INSERT FLASHING. O MIN. (E) COMP. SHINGLE — _ r (N) SIMPSON A4 CLIP ( ( PLACE MOUNT. (E) MALL OR Cj4 W/ (8) 8d NAILS SUPPORT BELOW (E) ROOF DECKING v (2) INSTALL LAG BOLT WITH RIDGE BOARD OR SUPPORT BELOW 5/16" DIA LAG BOLT (S) (S) SE ALI NG WASH E R. WITH SEALING WASHER LOWEST MODULE SU SEOUENT MODULES INSTALS: LEVELING FOOT WITH (2-1/2" EMBED, IN) (G) BOLT" & WA HERS. NOTE. LAP SPLICE DOES NOT NEED TO BE CENTERS[? ON THE MEMBER () RAFTER STANDOFF P VIE FULL ,PPE Scale: 1 1/2" = 1' ,glee 3J4' "= 1 °_OtP APPROVED Subject O Field Inspections Asst Ridgy Building Dept, 'O- L 1 IF#]= t ## #P ## #s ty: ♦a�w�r�: se w � +i4" �t '. # # #'v • # ' �.'SAKKER ROY SAKKER RESIDENCE ! Miles Atughonu w , # MILLE 6 ,12 KW P A WHEAT RIDGE, CO 80033 ml 00w*w wa STRUCTURAL VIEWS ! # I� : iei. # #` :f st ff f Kelm ♦ i AURORA * lI *.... III 1( II r WM 4m P MO2 00 '30018 IV3HM ),Vd6V Ad MA Z1*9 IS 8311IN 02W N 00 2909002 Win P N WOO N 33 003 dZ/VK N f ll A NC?UVAL n:DV MW JSfl(GV f w Crt4 003 F v - / 1 savol £ d4a 9 3C1 is }6s ziS i 5 11- Q1f10° -ILsd Vd08nv / #� / M ARZT OL 3OVilOA NQLLIf(it.t'�'d "N .. .td5 * Lt 3NO -43M3d J 10ODUO3st � IOVOS ANY811 ONIHM (3) i NI T �t113jUloS °^}}�yy�.,gA g {�^°'����{{ �^y}^p� r IS:3J V lOA A O�..t. V AID V * F }L 6f 8 )iV388 IMOS VIVA d /V091 (3 '13NVd }3 331A83S NIVR VOSL 1 83ULLN3C11 S3NI&S 30 3Hl NI WOHS 388 dwg ONV as1 C ANI Z'p4 :XowdA VL£ :30A NI 0:)UOJIU3 OOtA:*5 punoi6japu P d3Z ' *M 'OWOJJ 1 'Old MQKZ ' 99Z ' ! Ad %9 96 `A{tZ 'N 0009 400 ' 1�UI 133 138VI - £'tQBZ *St r gwnN : } pi dMHO 318683A3881 HIVA 13NVd IV 010 / 33 XdSSZ-d9S3 HIV S NVQVNV3 # — V V -Z-Sn -iron -lAd V21OSnV 3NO -83MOd t) T ANI p pUno 6Ut} 3Q ;t AU 3,1113013 Sr Ua3 qU n 1 Uas 2� QNfK 3) ,171 333 8 (N) C2NCr8 3SN I S 3dS 31ngoW s dS 283 DOW S .L,}N 3N 2 S 3dS "1 Ned NILW f1 ww. • Pe !IR * *i 3055 0eaview Way r r r r r r ► r r SC CO XCEL r T:(650) 638 F:(650) 638 r r r r Mw lag mm x w+r. a ` • AC PHOTOVOLTAIC DISCONNECT * a� MAX IMUM AC A OPERATING CURRENT * � ► r MAXIMUM AC � OPERATING VOLTAGE ELECTRIC SHOCK HAZARD i"lE'"l. AFt1`P T'ChI [f °6.d `I'd.,3'JHALhPtit ;� 3055 0eaview Way r r r r r r ► r r SC CO XCEL r T:(650) 638 F:(650) 638 r r r r Mw lag mm x WIP RCIFld % auiqc.'?uw 6wsn, 4unovq dwo of 10 bUltGA j WnoaS sem bugias C, L mjoaS c,(jN'`O�fjOens,md bpi flvjsu� &,VNSV�j uodn Pbj""4�ua,) IuAoV� dwoo am�,,j dLuoC) - w.L lunoW)IaalS Apojejos aj6pqsz 40 .IaAej jaddn,a pun 6uiqsu,.4 junq% dwo juuieas &j� oo,k tjpm ajoq 4opd pe<; 4 ZT 1,'L uc)PaS SON 1,4 GzS Jau io�,�ajauma j- �O aPH Pi�d , s njisul uoi4ellelsul 0 buqseij junoIN dwo°,�), junol,% du,�o�) , ,arob be JOOJ auqOuLN 9�1"Gl sluauodujoo suo� s ) bumuuds ; WM jo; _ . 9OUU;S'iSW UOWIJOOLIO, S4UZWodwoo pazpouV 0 6w,pej4 padjolem PGZW PaluTd * 90A,lp EjU� 016 IV L9V Ir, 0 1 PG�sQ'11,3 Pue - in daZ punov,) . , bwPU08 pue bupLmwt,�)�, Se im,L - in 01 PcllS#' U3 C. puno. ; pup, coa - in oi 'in wns w, s&O�,ACap EIU PUMO)fi J)UE' N,00'sJG41L,i so�npow ,ap!juduio daZ pa4s t - jc� puc aje, xjc�S d9Z sazwp') dwoo - wi lunoW)19,91S El T Aesthetic seamless appearance - low profile with auto levelang and a3ipnment Built -in hyper- tionded grounding System - if it mounted it's grounded Theft resistant hardware Ultra-low parts count . 3 parts for the mounting and grounding system industry first comprehensive warranty insurance by s a cy rights ;, s num m W. maxmidirn t°rr Q O}aeratang JoS3aa (Vrrspj } 35 2 2f Bar 2 9b 36.6k 9 qyy T Katrbax Gt A't°h,+"t. q { 90A 6 6� 5 i 7 300 43A Ternparaiuro coefficient V,ntfrnaltra t' peratsng f,"r UPF8t3i tt7lYrtl.. ,_,., CJpett C4�CStil Utl9fage gSrQV� 3e 9V ( 3TQ 37 , , pl " %rC . Short Circuit Curret! (4sdt � & 4ftA ! 59R P'4A 6 6FR R 9 R l o a9 Operating Gedv Teassper€tturetta532*C ,�.. .. _._ ..... „ _ a �_......., Module Err &ciency ,. Operating Temperature j 14, er'r45w..,�.... d 9'x96 � 25 ,�3'aa } 55 54 � 99 55 0''C t8S'C .._..,__,.._ _.. Performance at l..t}w Irradiance Max must System Voltage S3f QV gI C) 6?flV t ?l }.e.... M industry leadiax t ertcsr ence at lo irradiation Maxi in Series Fue raat,ng ma 15A environment, +95,5% module efficiency from an Appfscabon Clasrof r ation Class A rtedaenCe of t 000aztrtl' ttl 200wl ' Power ToNlrance g w +5W (AM 1.5, 25 r) Cinder Standard Tort Conde,or rSTC) of inaar niece of I000AU x %Pectruara AM 1,5 and COO 9emplolahlre of 25K' E ngineering Drawings NO CT � SfP 235P $6P- 240PX 245P CSSP 250PX S6P 255PX ivraalaana3 A3axttrEUn°Pcrwar Amax? I 70 1"r4W i75dt 811 ` 185w C}pta nu r Qpbratang YdRt€t e "cee a m7 �V 4V 2T 5V 2Z 6S 1 . t"}tbtYR!'iCtdYY d>ptarat9ng Cu4K @ft$ t 1t8{t? 6 c7fa 36A 6 A9A 6 6Q4 6 1 i i t?pen "cull VL Itatpe (Ya 9V 3d 3k 2 \P $ 2 a 34 Q k 5t?stP2 ("trCtftt AikiCY'e{Yt (15ta} 6 98A k 1xi6A t tt6A .w.,. l #m.!$ S 29f1 Undar Normal Operati.q Cwav Temperature, 4e1eefaan as 000 pin n', , spectrumAM t d. inoWent nuientr aturt 2V , arvfnd aPeed9 tae14 . Mechanical .... Data Cell Type a Posy crystalfente t S6 x S56mm 2 of 3 6u bars Coll Arrangement Geratgemeo3 o i 60 (6 x 10) u...... Dimensions 163$ x 962 x 49rtrn (6e4 5 x 36 7 x i alma lienght 20 5Rg (45,2 ibs) Prom Comer 3 2rrarn Tempered glass Franne Mater al Anodized wumsnium alloy v tP55.3diodes Cable 411?ii''(lEC)a1 WG(UL), 1 t0'0mor . .,. Connectors MC4 or MC4 Comparable Standard FanYtagt�tg { €rdu es Per a e } 24pcs t w_ k., _ - ._ .__.. Ae_.....�. Module Faeces per container (45 it . 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Y tauuvo ad iumin amusn w 9E 9f V la 1RIV4 of IddW 4 -) (x ft auaaw40 wnog Oa2� Veal %xCo A .. *V 06#40A JA<M 401 . OB -007. ... _ GES S3e...:. . _ AWN 06saloAidd # HAI :4sf, - OZ PO OQ£ tOSt3.ili fpnl 09Z t dtWIM)a60MA dA -twjS 009 ;kn ..... 1 .. €xwuA ?a 1CoAwnw "alnposW _. owl, 000tr .... ... Pot pauu"a 9 ao#. xi4axil wnwpx `...... L s}auutw{ajddY.E daNamlloaagwnm a a a d 4 10 ) uo!ieja ssapawippuen a a4s } rmuls i M W - Lxmwu ao au= f' -EMI ` (uo sxaA V -) uoild ijalul pue uopaaao jjnej ajy palekaau6 d0i)(S3C IAd e3ojnV Pm uoije:>quaau wo) ssataAm J nook ilAd Pm apiec wow 4 ♦ i CITY OF WHEAT RIDGE Bung Inspection Division r (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: i F Job Address: 0 bail (pr! ~ Permit Number: ~la 14(f I 6! on ~'Pd I~ ❑ No one available for inspection: Time N(j A /PM Re-Inspection required: Yes to When corrections have been made, cajlr -insaction at 303;234 5933 fj Date: .104-Cq' Inspector: DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE Building Inspection Division f303) 234-5933 Inspection line ✓(303) 235-2855 Office • (303) 235-2857 Fax INSPECTION NOTICE Inspection Type: mjf:fn / Job Address: Permit Number: fiG a? ❑ No one available for inspection: Time Std AMtPM~ Re-Inspection required: Yes 'No "When corrections have been made, call forUre-inspeotion at 303-234-5933 Date: Inspector: ,.r I DO NOT REMOVE THIS NOTICE " : City of Wheat Ridge Residential Roofing PERMIT - 092362 PERMIT NO: 092362 ISSUED: 09/14/2009 JOB ADDRESS:, 3580 MILLER ST EXPIRES: 03/13/2010 z' DESCRIPTION:'. T/o: Install 24 sqs. with 30 yr shingles. ***`CONTACTS owner 303/424-9449 Joy-Macaluso gc 303/458-3805 Michael F . 'Boyd 01-8879 Michael F. :Boyd **PARCEL: INFO ZONE CODE: UA USE: UA SUBDIVISION: 0635 4 BLOCK/LOT#: 0/ FEE SUMMARY ESTIMATED PROJECT VALUATION: 4,300.00 FEES Permit Fee 144.70 Total Valuation , 00 Use Tax 77 40 :TOTAL . .::222.10 Conditions: 6 nail installation mid-roof inspection required. Board sheathing spaced more thana 1/2 of an inch apart 'requires plywood overlay on entire roof. Ice and water shield' required from save edge to 2' inside exterior walls. 1 Subject to field inspection.: " 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 y application and that I assume full responsibility for compliance withthe Wheat `Ridge Building Code '(I.B.C) and all other applicable Wheat Ridge 0 i nces, for work under this permit. P ans subject to field inspection. ~1~ Signature of contractor/own date 1. This permit was issued in accordance with the provisions 'set forth in your application and is subject to the caws of the t~ State of Colorado and to the zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. r 2. This permit shall expire 180 days from the issue date. Requests for an extension must be received prior to expiration date. An extension may be granted at the discretion of the Building Official. 3. If this permit: expires, a new permit may be acquired fora fee of one-half the amount normally required, provided no rty changes have been or will be made in the original plans and specifications and any suspension, or abandonment) has not e. exceeded one (1) year. If changeshave been or if suspension or abandonment exceeds one (1) year, full fees shall r be:. paid for a: new permit. u 4. No work of any.: manner shall be done that will change the. natural flow of water causing adrainage problem. V' 5. Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive 7~. written approval on inspection card before proceeding with successive phases of the job. 6. The issuance of a permr or the approval of drawings and specifications shall not be construed to be a permit: for, nor an approval of, an vi ion of the provisions of the building codes or any other ordinance, law, "Is or regulation. 9 All plan revie ect to field. inspections. Signature of Chictif `Building official date 1'.,INSPECTION REQUEST LINE: (303)234-5933 BUILDING. OFFICE: (303)235-2855 REQUESTS MUST BE MADE BY 3PM`ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. s; f- FWHEgT~i City of Wheat Ridge Building Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 ~acoanoo Inspection Line: 303-234-5933 Building Permit Application Property Address; 3 S SU 14We, J--r Date: Plan Permit Property Owner (please print): J-6 i Ae- Mailing Address: (if different than property address) Phone: 30 3 - 9a Y- 91151 ~ Address: SA .,Pl E City, State, Zip: Contractor: Contractor License 6 d 5* 7 F Phone: CS.s ?&i 2 es, 1`/ Sub Coritracton /JA Electrical City License Company: Plumbing City License Mechanical City License Company Company: Exp. Date: Exp. Date: Exp. Date: Approval: Approval: Approval: Use of space (description): 5" `r"' ~4 • ✓y Construction Value: $ j.S'c O, Description of-VI/Ork' (as calculated per the Buildinq Valuation Data sheet) 41d a = gG1:b " Z" ~ Plan Review (due at time of submittal): $ X)of k) JOB e A'4 Sq. Ft./L.Ft added: Squares BTU's Gallons Amps 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 allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plans sub!5, £iel s action. C)RLCE ONE:: (OWNER)C(CONTRACTOR or PERSONAL REPRESENTATIVE Eoo°f(OWNER) (CONTRATOR) PRINT NAME: "C SIGNATURE: Date: g Bldg Valuation: $ 1 11~"~ ~ ti;}_. ,,e ~ . . ~ .yir,.., . _x , ^ . . Building Permit CTTY OF WHEAT RIDGE 7500 Weat 29T'H Avenue Wheatridge, CO 80033 303-235-2855 , , CdyetVmer~aAr Residential Roofing Permit Number 19300 10/4/2005 lnspection Line 303-234-5933 PROPERTY 3580 Miller St Unit: owivER: Joy Lambert (303) 807-6193 Descr[ptlon Tear off 2 of 2 layers to deck, install new 50-year Tamko shingles. NMZ4 Units: WbYt WJ{e Oceupancy: Walls: Roof: Stories: SqFeet: propmed by the permit aPV~ati^^ me, s«meme+md do vol vblah applkable ardieanees, rula or redatlov oftle w0lcliow of rernN; fN[ O9 mwuremmb ahowo, ied MDeeatloos made ue tttnnh; Wot I Mve rtW Avd Wea b i sus W[ I wume full napootlbWty for eomP~aott Mth the Wheet Illd¢e Bolidtv[ Code (U.B.C.) u~~IYV)p~ Nk permic / /71JO pensit wu beued ie marorduace wiN Ne Provbbns aet torth Io Yow appllcatlou aod b aublat W We bwa of the StLLe ofCobndo avd lo the TmW{ Retalatlau aod BuOtlNL C^de of W hem Ridee, Colontlo or my otha aDDHc.ble ortllomcn of the Ciry. i 'ILb pemN WWO eryhe g(A) the worlc auNOrixed 4 no[ rommeocM wINN Wty (60) daYs from bme tlale ar (B) the E~Z auNOrbd 4 m'peaAW or .n.oaoaa rr . a.wa or iao a.y.. 3 If tl4 perolt saptra, a aen permlt my be aquired for a ke ofoeasaV We amouot aermaQv rtqalrtQ pmNdd no rLaa['+have bau or Mtl be mWe d t6e ~ ori{loaIplate uWepselBntloe, mA~oyempeotlovorabmdooouos 6uvoi nnsdNone(t)yar.l(<We`avemdeorlfsmpeoeloemWmadaomexl esroeds; ou (1) year, tu6 teee W" be paiA for st nex permlt G Noamkofmymwnndi06edooeNotwNchms`eNeonunl MwofwateremYVCOdNoa{eprobMn. S Camisdor AN votlly Ne Belldin{ IMpenor Meoty-fom (M) houn In mdwntt tor a11 Lupectlon; anE Wa11 recelve wr1mn approvil ov leqttsion mN 4afort wlHmettvivephuxofthelob. 6 '1'YeWOauxMayeroJtortheapprwalofdnxinesaodapx111utboe~WllmtbeconelNMtobevperml[far,awioapprovelof,aeyvblatbeeftEe proWbesoflbe odworu rvleorre`uhtbo. Cqk( . IuP SIQIEII DATE Tuesday, Ocrober 04, 2005 Page t of i COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number: cF W"E^T q BUILDING INSPECTION LINE - 303-234-5933 Date: ~ a CITY OF WHEAT RIDGE " `c" 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 • (303-235-2855) °acoRPO° "PL.~CATION ~rt-~ ~ - w$gr: T--- Property Address: J~~d ~/GL Nf S/x` Phone: j03'~7 -~/93 Conhactor License No.: Company: s~M~ ~~e 0~ Phone: ~Id -274 -ZlGg- - OWNER/CON7RACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I Buildina Deat Valuation Figure: S c.3`>e, I hereby certiTy that the setback distances proposed by this pertnit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of W heat Ridge or covenants, easements or restridions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibiliry for compliance with the Wheat Rldge Building Code (I.B.C) and all otherapplicable Wheat Ridge Ordinances, for work under thig permit. Plans subject to field inspection. (O W N ER)(CONTRAGTOR): Value:$ Permit Fee:$ Plan Review Fee:$ Use Tax:$ Total:$ Use of Space (description): kt Aar Description of work: / s",,y slyZ ?,+Tw 7~Zp,r Or.t Sq.Ft.added COMMENTS: Approval: Zoning: BUILDING DEPARTMENT USE ONLY COMMENTS: Approval: W ORKS COMMENTS: Approval: DEPARTMENTCOMMENTS: ApprovaC Walls: Roof: .2 of= .Z yyars Tr SIC: Sq.Ft.: Stories: Residential Units: ~'4t Electrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Expiration Date: Expiration Date: Expiration Date: Approval: Approval: Approval: (1) This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the SNate of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Coloredo or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is nof commenced within sixly (90) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. (3) If this pertnit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifcations and anysuspension or abandonment has not exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new pertnit. (4) No work of any manner shall be done Nat will change the natu2l flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ortlinance, law, rule or regulation. All plan review is subJect to field Inspections. Chief Building Official