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29-471 (9) 306 RYAN RD BP-2016-1182 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block:29-471 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: SOLAR PANELS BUILDING PERMIT Permit# BP-2016-1182 Project# JS-2016-002032 Est. Cost: $55594.00 Fee: $100.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: PIONEER VALLEY PHOTOVOLTAICS 103150 Lot size(scp ft.): 50965.20 Owner: DARABI DANA&ELLEN F Zoning. Applicant: PIONEER VALLEY PHOTOVOLTAICS AT. 306 RYAN RD Applicant Address: Phone: Insurance: 311 WELLS ST - SUITE B (413) 772-8788 Workers Compensation GREEN FIELDMA01301 ISSUED ON.4/21/2016 0:00:00 TO PERFORM THE FOLLOWING WORK.-INSTALL GROUND MOUNTED 12.16 kw SOLAR ARRAY POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: '. Building 4/21/2016 0:00:00 $100.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner File#BP-2016-1182 APPLICANT/CONTACT PERSON PIONEER VALLEY PHbTOVOLTAICS ADDRESS/PHONE 311 WELLS ST-SUITE B GREENFIELD01301 (413)772-8788 PROPERTY LOCATION 306 RYAN RD MAP 29 PARCEL 471 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: QQAP� !l" PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Tyoeof Construction: INSTALL GROUND MOUNTED SOLAR ARRAY New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 103150 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INMATION PRESENTED: INFO Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: §' Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street CommissionPermitDPW Storm Water Management of ion el y Signaure of Building Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning&Development for more information. Department use only City of Northampton Status of Permit: Building Department Curb CUTAMrivewamity Per APR $ �`� 212 Main Street Sewer/SepticAvailability Room 100 Water/Well Availability, o c r _ rthampton, MA 01060 Two Sets of Structural Plans phone 413-587-1240 Fax 413-587-1272 Plot/Site Plans Other Specify APPLICATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION This section to be completed by office 1.1 Property Address: Map 29-471-001 Lot Unit 306 Ryan Road, Florence MA 01062 Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Darabi,Dara& Ellen 306 Ryan Road,Florence MA 01062 Name(Print) Current Mailing Address: 413-320-3511 See attachment (A) Telephone Signature 2.2 Authorized Agent: Pioneer Valley PhotoVoltaics Cooperative, LLC 311 Wells Street,Suite B,Greenfield,MA,01301 Name(Print) Current Mailing Address: ,413-772-8788 Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building $55,5914 (a)Building Permit Fee 2. Electrical (b)Estimated Total Cost of Construction from 6 3. Plumbing Building Permit Fee 4. Mechanical(HVAC) 5. Fire Protection 6. Total=(1 +2+3+4+5) $55,5914 Check Number 0 �� This Section For Official Use Only Building Permit Number: pate Issued: Signature: Building Commissioner/Inspector of Buildings Date Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size Frontage Setbacks Front Side L: R: L: R: Rear Building Height Bldg.Square Footage % Open Space Footage % (Lot area minus bldg&paved parking) #of Parking Spaces Fill: volume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO Q DONT KNOW YES 0 IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW YES 0 IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW 0 YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 Obtained 0 , Date Issued: C. Do any signs exist on the property? YES Q NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES 0 NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,excavation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES 0 NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) New House ❑ Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors ❑ Accessory Bldg. ❑ Demolition ❑ New Signs [p] Decks [q Siding[O] Other[[a Brief Description of Proposed Work: installation of aground-mounted PV system in backyard of property Alteration of existing bedroom Yes X No Adding new bedroom Yes X No Attached Narrative Renovating unfinished basement Yes x No Plans Attached Roll -Sheet 6a. If New house and or addition to existing housing, complete the followina: a. Use of building :One Family Two Family_Other b. Number of rooms in each family unit: Number of Bathrooms c. Is there a garage attached? d. Proposed Square footage of new construction. Dimensions e. Number of stories? f. Method of heating? Fireplaces or Woodstoves Number of each g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? h. Type of construction i. Is construction within 100 ft.of wetlands? Yes No. Is construction within 100 yr. floodplain Yes No j. Depth of basement or cellar floor below finished grade k. Will building conform to the Building and Zoning regulations? Yes No. I. Septic Tank City Sewer Private well City water Supply SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT Dara Darabi as Owner of the subject property hereby authorize Philippe Rigollaud to act on my behalf, in all matters relative to work authorized by this building permit application. See attachment (A) Signature of Owner Date Philippe Rigollaud as Owner/Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate,to the best of my knowledge and belief. Signed under the pains and penalties of perjury. PHILIPPE RIGOLLAUD Print Name 03/15/2016 Signature of e t Date SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder:Christopher T. Krezmien CS-103150 License Number 85 Vannuvs Rd, Colrain, MA 01340 06/20/2017 Address Expiration Date 413-772-8788 Signature Telephone 9.Realstered Home Improvement Contractor: Not Applicable ❑ Pioneer Vallev Photovoltaics Cooperative, LLC 140077 Company Name Registration Number 311 Wells Street Suite 13Greenfield MA 01301 09/16/2017 Address Expiration Date Telephone 413-772-8788 SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c. 152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes....... El No...... ❑ 11. Home Owner Exemption The current exemption for"homeowners"was extended to include Owner-occupied Dwellings of one(1) or two(2)families and to allow such homeowner to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor.CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner:Person(s)who own a parcel of land on which he/she resides or intends to reside,on which there is,or is intended to be,a one or two family dwelling,attached or detached structures accessory to such use and/or farm structures.A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such"homeowner"shall submit to the Building Official,on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time,during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152(Workers' Compensation) and Chapter 153(Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts General Laws Annotated,you may be liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibility for compliance with the State Building Code,City of Northampton Ordinances,State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature ACC) CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) ll`-� 1 1 12/30/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONL AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER I COME:NTACT Linda Powers NA Webber & Grinnell PHONE (413)586-0111 FNo.(ai3)ses-6461 8 North King Street E-MAIL 1 @webberandgrinnell.com ADDRESS: Po g INSURERS AFFORDING COVERAGE NAIC# Northampton MA 01060 INSURER A:Peerless/Libert INSURED 'INSURER B-Excelslor/Liberty 11045 Pioneer Valley PhotoVoltaics Cooperative, Inc. INSURERC:Peerless Indemnit /Libert 18333 Attn: Kim Pinkham INSURER D:L:Lbert-y Mutual Insurance 24198 311 Wells Street, Suite B INSURER E A.I.M. Mutual Greenfield MA 01301 INSURER F: COVERAGES CERTIFICATE NUMBERMaster Exp 1-1-2017 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR1LM TYPE OF INSURANCE A L UBRrCBP837,8623 POLICY NUMBER MPMMIDO EFF POLIEXP LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 A CLAIMS-MADE X❑OCCUR DAMAGE TO RENTED 100,000 PREMISES Ea occurrence $ 1/1/2016 1/1/2017 MED EXP(Any one person) $ 5,000 PERSONAL&ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 X POLICY❑ PRO- ❑ LOC JEC7 PRODUCTS-COMP/OP AGG $ 2,000,000 OTHER: $ AUTOMOBILE LIABILITY ,,. F,accident) c idea SINGLE-LIMIT $ 1,000,000 B ANY AUTO ', BODILY INJURY(Per person) $ ALL OWNEDX SCHEDULED BA8372626 1/1/2016 1/1/2017 BODILY INJURY(Per accident $ AUTOS AUTOS ) X HIRED AUTOS X NON-OWNED PROPERTY DAMAGE $ AUTOS Per accident Underinsured motorist 81 split $ 100,000 X UMBRELLA UAB X OCCUR EACH OCCURRENCE $ 3,000,000 C EXCESS LIAB CLAIMS-MADE AGGREGATE $ 2,000,000 DED X FRETEITION$ 10 000 008377126 1/1/2016 1/1/2017 $ WORKERS COMPENSATION PER OTH- AND EMPLOYERS'LIABILITY YIN N STATUTE ER ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ 1 000,000 OFFICER/MEMBER EXCLUDED? NIA D (Mandatory in NH) XWS57072282 1/1/2016 1/1/2017 E.L.DISEASE-EA EMPLOYE $ 1 000 000 If yes,describe under DESCRIPTION OF OPERATIONS below XWS57072282-CT E.L.DISEASE-POLICY LIMIT $ 1 000 000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (ACORD 101,Additional Remarks Schedr}le,may be attached If more space Is required) CERTIFICATE HOLDER (CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE For Information Purposes Only THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE Linda Powers/LMP ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD INS025 omann The Commonwealth of Massachusetts Department of Industrial Accidents I Congress Street,Suite 100 t Boston,MA 02114-2017 www mass.gov/dia Workers'Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Applicant Information Please Print Legibly Name(Business/Organization/Individual):PIONEER VALLEY PHOTOVOLTAICS Address:311 WELLS STREET, SUITE B City/State/Zip:GREENFIELD, MA 01301 Phone 9:413.772.8788 Are you an employer?Check the appropriate box: Type of project(required): ].[a I am a employer with 34 employees(full and/or part-time).* 7. ❑New construction 2.F1 I am a sole proprietor or partnership and have no employees working for me in 8. E]Remodeling any capacity.[No workers'comp.insurance required.] 9. El Demolition 3.[]l am a homeowner doing all work myself.[No workers'comp.insurance required.]t 10 0 Building addition 4.❑1 am a homeowner and will be hiring contractors to conduct all work on my property. I will ensure that all contractors either have workers'compensation insurance or are sole 11.❑Electrical repairs or additions proprietors with no employees. 12.❑Plumbing repairs or additions 5.❑I am a general contractor and I have hired the sub-contractors listed on the attached sheet. 13.❑Roof repairs These sub-contractors have employees and have workers'comp.insurance.' 6.r-1We are a corporation and its officers have exercised their right of exemption per MGL c. 14.[D Other SOLAR PV 152,§1(4),and we have no employees.[No workers'comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. ' Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. tContractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: A.I.M. Mutual Policy#or Self-ins.Lie.#: XWS 57072282 Expiration Date:01/01/2017 Job Site Address: 306 Ryan Road City/State/Zip:Florence, MA 01062 Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under MGL c. 152,§25A is a criminal violation punishable by a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pai7anadenalties of perjury that the information provided above is true and correct. Signature: Date: 03/31/2016 Phone#:413.772.8788 Official use only. Do not write in this area,to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: 3131/2016 PvSquared Mail'Re:306 Ryan Road'Ground Mounted Solar Array C; M � � �1N@ Kan Tapscoft<i mared'coop> Re: 306 Ryan Road ~ Ground Mounted r Array 1 message � Louis Hasbrouck<|haobrouok@nmthamptonma.gov> Thu. Feb 18. 2016 at 10:04 AM � �� To: Ian Tapono «ian� ovaquomad.coop> � Ian, . have reviewed the proposal for uground mount solar array at 306 Ryan Road. Based on the utility bills presented and the array specifications, the 12.16kW array is allowed as of right by our zoning ordinance. The next steps are building and electrical permit applic ' ions. Please include a plot plan showing the location of the array and indicate setbacks to property lines (see a tached sheet). Louis Hasbrouck Building Commissioner City of Northampton Town of Williamsburg (413) 587-1240 office (413) 587-1272 fax � On Tuo Feb 16` 2016ot4:11 PK8. Ian Tapscott <iant@ pivsquared.coop> xvnotm Hello Mr. Hasbrouck, l � Thank you for speaking with nnmonthe phone earlier. the case I've put together for rnyclient, Dana Oemab. at 306 Ryan Rood, to not require o apooio] permitwith the planning board. |\/e provided supporting pictures of his poo|, electric car charger, unfortunately | don't have a picture of his hot- tub. but | know it's thane... I've also included electric bills for the past year onhis, account. Last year his total electrical usage was nearly .2.000 nxxn. His system is projected to produce around 13.000 hVVh annually (only about 11096 of their demand` adding room for afuture electric car. Le{ rneknow what you think! All the best, Ian Tapsooft I iant@pvoquared.000p PVSquared Solar Iwww.pvoquanad.coop 311 VVeUo Street, Suite | Greenfie|d. MA 01301 � Cell: 413-325'38291 Fax: 413-772'8668 �� N02226-350x Use and ��mo� Solar WSP 2� 'p� �� 8GK mtpumnai|.uovoecomxnaimxmvLm~2mx=omx3amzd2uxxmw=pt&cot--PmousCTo%uFDmn*o|mm0-meuF|moncnu*eonch~oemuh--'1 im|~1. 1n (PV)2 Darabi - Florence Pioneer Valet'Photovoltaics okor0 nCd COOOC']Y'+i' "h U/G DC Conduit Run from Array to PV Ground Mounted Basement Array Owner: Dara Darabi T p Address: 306 Ryan Road Florence MA,01062 Phone: (413)320-3511 asp e-mail: daradds@hotmail.com } System Size : 12.16 kW DC PV Array: (38)SPR E19-320 Post-Driven Racks: s (2)2 high x 6 wide 14 (1)2 high x 3 wide 30 In Mounting: KIM Schletter FS Driven Posts.See Manufacturer engineered structural design. Array Area:Minimum / 4ft.setbacks compliance py � 5 kj w, 4 -'� ;y �4°. S �'C :_ .� `,a. t b'7 ,�f.." ` `uT3 F -✓d ^' r^�i t S„k'; s "• We,i . . . , M A, FAAMAIII tMlr a SunPoweek'Solar Panels are the most efficient photovoltaic panels on the market today. Mare Power Our panels produce more power in the some amount of space—up to 50% more than conventional designs and 100%more than thin film solar panels. Reduced lnstaioni Cost More power per panel means fewer ,,.. h ,_.. N . panels per install. This saves both time and money. Rdiedgeand Robust Design The planet's most powerful solar panel. Proven materials,tempered front glass, The SunPowerlm 320 Solar Panel provides today's highest efficiency and a sturdy anodized frame allow and performance. Utilizing 96 back-contact solar cells,the SunPower panel to operate'reliably in multiple mounting configurations. 320 delivers a total panel conversion efficiency of 19.6%. The 320 panel's reduced voltage-temperature coefficient, anti-reflective glass and exceptional low-light performance attributes provide outstanding energy delivery per peak power watt. SunPower's HighEfficiency Advantage 20% .._ ; . . 18% 19% 14% 10% 10% 5% 0% _... . ....__ Thin Film Conventional SunPower SunPower E 18 Series E 19 Series SPR-320E-W-HT D c us i S.'s . •r t1..�,. r ;.t. -2SJ' .aS� n v. �s �: "�+ � � ,s ..�� r�-"m �s'I •�t, '`t, .°s�. �.„sq�PT t .ins t3., SUNPOWER E 19 320 SOLAR MAXIMUM EFFICIENCY D PERFORMANCE Electrical Data I-V Curve Measured at Standard Test Conditions(STC):inadianoe of TOWW/m',W 1.5,and cell temperature 25"C 7 _ Peak Power(+5/-3%) Pmax 320 W 6 ------------ -- Efficiency ry 19.6% 1000 Wim° Rated Voltage Vmpp 54.7 V Q 4 800 W/m, c m Rated Current Impp 5.86 A 3 v Open Circuit Voltage Voc 64.8 V 2 Short Circuit Current Isc 6.24 A 1 200 W/rtP Maximum System Voltage UL 600 V 0 10 20 30 40 50 60 70 Temperature Coefficients Power(P) -0.38%/K Vokge M Voltage(V«) -176.6mV/K Current/voltage characteristics with dependence on irradiance and module temperature. Current(Isc) 3.5mA/K NOCT 45'C+/-2'C Tested Operating Conditions Series Fuse Rating 15 A Temperature -40'F to+185'F(-40'C to+85'C) Max load 1 13psf 550 kg/m2(5400 Pa),front(e.g.snow) Mechanical Data w/specified mounting configurations 50 psf 245 kg/m2(2400 Pa)front and back—e.g. Solar Cells 96 SunPower all-back contact monocrystalline wind Front Glass High transmission tempered glass with anti-reflective(AR)coating Impact Resistance Hail 1 in(25 mm)at 51 mph (23 m/s) Junction Box IP-65 rated with 3 bypass diodes Dimensions:32 x 155 x 128(mm) Warranties and Certifications Output Cables 1000mm length cables/MultiContact(MCA)connectors Warranties 25 year limited power warranty Frame Anodized aluminum alloy type 6063 10 year limited product warranty (silver);stacking pins Weight 41.0 lbs(18.6 kg) Certifications Tested to UL 1703.Class C Fire Rating Dimensions Grounding Holes Stacking Pins ' MM (IN) v i � t 1 T T T -- t 0 fi SUNPOWER and the SUNPOWER logo are hademorks or registered hademarks of SunPower Corporation. sunpowercorp.com 0 September 2010 SunPower Corporation,All rights reserved-Specifications included in this datasheet are subject to change without notice. Document#00164281 Rev"/LTR EN 5, 7-SCHLETTER FS System — Summary Part List Description Fvalue7sUni �1 124303-06200 S 1.5 Rail 12 140003-005 Standard FS Ram Post 35 6 degrees 129303-000 S 1.5 Splice Kit I8 131001-046 Rapid2+ End damp 16 135002-003 Grounding Rapid2+ Mid 40 Clamp Assembly Calculation Description 11value Units Design Type 60 � Type of Rack jRammed Module Width 1046 jimm Size of Rack 27V x 6 Tilt LL 35 Idegrees Code Version ASCE7-10 Wind 115 mph Ground Snow 40 psf System Length 255 inches Rack Quantity 2 Rails Location and Cuts Location [—Rails Row Cut Rail Length Total (mm) Center 1 @ II 2440 2440 Intermediate 1 @ 4036 4036 End 0 @ 0 0 FS Summary I Schletter Inc. 1 (888) 608- 0234 (I'SCHLETTER Cut (4)2440mm rails(s) from (2) 6200mm stock rails. Cut (4)4040mm rail(s) from (4) 6200 stock rails Installation Details Max Span Tension Lateral Shaft Depth 10.5 ft 5.18 kips 3.68 kips :]�.25 ft Client and Project Information Client Name (Company) PV Squared Project Name Darabi Project Street Address: 306 Ryan Rd Project City: Florence Project State: MA Project Zip Code: 101062 Sales Associate: Fz Ruzic Client Email: =Fo Psteam@pvsquared.coop Design Criteria: ASCE7-10 Maximum Wind Speed: 115 MPH Maximum Ground Snow Load: 40 Package Includes: 1. State specific Stamped Letter of Blessing 2. Representative Design Calculations 3. Structural Drawings System Type: FS System ,System Size: 2V x 6,System Location: Edge Zone 7("�,��j`CMETTER 2.5 Combination of Loads �---- ASCE 7 requires that all structures be checked by specified combinations of loads. Applicable load combinations are provided below. Strength Design,LRFD Component stresses are checked using the following LRFD load combinations: 1.21D+ 1.6S+0.5W 1.2D+ 1.OW+0.5S 0.91D+1.OW M 1.54D+1.3E+0.2S R (ASCE 7,Eq 2.3.2-1 through 2.3.2-7)&(ASCE 7,Section 12.4.3.2) 0.56D+1.3E R 1.54D+1.25E+0.2S o 0.56D+1.25E ° Allowable Stress Design,ASD Member deflection checks and foundation designs are done according to the following ASD load combinations: 1.01D+1.0S 1.0D+0.6W 1.OD+0.75L+0.45W+0.75S 0.61D+0.6W m (ASCE 7,Eq 2.4.1-1 through 2.4.1-8)&(ASCE 7,Section 12.4.3.2) 1.238D+0.875E ° 1.1785D+0.65625E+0.75S 0 0.362D+0.875E ° M Uses the minimum allowable module dead load. R Include redundancy factor of 1.3. ° Includes overstrength factor of 1.25. Used to check seismic drift. 3.STRUCTURAL ANALYSIS 3.1 RISA Results Appendix 8.1 contains outputs from the structural analysis software package,RISA. These outputs are used to accurately determine resultant member and reaction forces from the loads seen throughout Section 2. 3.2 RISA Components A member and node list has been provided below to correlate the RISA components with the design calculations in Section 4. Items of significance have been listed. Purlins Location Posts Location M10 Top M2 Outer M11 Mid-Top M5 Inner M12 Mid-Bottom M8 Outer M13 Bottom Girders Location Reacti ns Location M1 Outer N9 Outer M4 Inner N19 Inner M7 Outer N29 Outer Struts Location M3 Outer M6 Inner M9 Outer Rev.09.25.15 FS 60 Cell 2V 35°115mph 30psf 11ft 7-10 NS.xlsx I Page 2 (-SCHLETTER 4.MEMBER DESIGN CALCULATIONS 4.1 Purlin Design Aluminum purlins are used to transfer loads to the support structure. Purlins are designed as continous beams with cantilevers. These are considered beams with internal hinges that can be joined with splices at 25%of the support respective span. See Appendix A.1 for detailed member calculations. Section units are in(mm). Purlin Type = S1.5 - Aluminum Type = 6105-T5 g� Fh= 35 ksi 6�� Lb= 132 in CO (DFtysTRONc-Ams = 25.07 ksi i OFty WEAK-Ams = 23.08 ksi i Sy= 1.33 in' SX= 0.6 in E = 10100 ksi ly= 2.16 in cvl Ix= 1.07 in A= 1.25 int 9 = 1.50 lbs/ft My= 1.578 k-ft Mz= 0.341 k-ft j My allowable = 2.779 k-ft Mz allowable = 1.154 k-ft - ----4S.50— ---- - - 45,50 - ---- Utilization = 86% DETAIL VIEW 4.2 Girder Design Loads from purlins are transferred to the posts using an inclined girder,which is connected to the steel post. Loads on the girder result from the support reactions of the purlins. See Appendix A.2 for detailed member calculations. Section units are in(mm). Girder Type = T5 Aluminum Type = 6105-T5 Fly= 35 ksi Lb= 63.82 in ��� OFtynwAL = 30.80 ksi 8� OFrysraoNo-Ams = 30.46 ksi % OFhyE,K-AXIS = 31.56 ksi Sy= 1.98 in3 SX= 1.32 in3 E = 10100 ksi - ly= 4.74 in cc Ix= 1.83 ina A= 1.93 int 9 = 2.32 lbs/ft -� o My= 3.775 k-ft Mz= 0.000 k-ft P„ = 0.010k _ My allowable = 5.026 k-ft - ;___ Mz allowable= 3.472 k-ft I Pn allowable = 59.439 k DETAIL VIEW Utilization = 75% Rev.09.25.15 FS 60 Cell 2V 35"115mph 30psf 11ft 7-10 NS.xlsx Page 3 FSCHLETTER 4.3 Strut Design The aluminum strut connects a portion of the girder to the galvanized steel post. Girder forces are then transferred down through the strut info the post. The strut is attached with single M10 bolts at each end. See Appendix A.3 for detailed member calculations. Section units are in(mm). Strut Type = 55x55 55.00 Aluminum Type = 6105-T5 --r— Fl,= 35 ksi Lb = 61.00 in I OFt,AXIAL = 13.67 ksi OFty BENDING = 28.22 ksi O Sy = 0.60 in3 Sx= 0.60 Ina E = 10100 ksi ly= 0.67 in 4 ttj lx = 0.67 in LO A = 0.98 int O g = 1.18 Ibstft O My= 0.000 k-ft % = 0.393 k-ft -- -- —� Po = 3.758 k My allowable = 1.408 k-ft 2.00 Mz allowable = 1.408 k-ft Pn allowable = 13.425 k DETAIL VIEW Utilization = 56% 4.4 Post Design Galvanized steel posts are a roll formed steel section,that are either rave driven into the ground or placed in a concrete foundation at a defined depth. Embedment depths will be provided on the structural dMwings or through a geotechnical testing report. See Appendix A.4 for detailed member calculations. Section units are in(mm). (67 6) Post Type = FG8 Steel Type = J2340 Ft,= 60 ksi Lb = 85.68 in �d 183.3-00 (D = 0.90 i CI)F,y= 54.00 ksi Sy= 3.46 in3 I SX = 1.55 in E = 29000 ksi i ly= 10.94 in° N� lX= 4.31 in I A = 2.23 int g = 7.59 lbs/ft I My= 16.426 k-ft Mz= 0.000 k-ft �q P,= -4.201 k I 1113- M My allowable = 19.207 k-ft l I R3 3 i Mz allowable = 14.389 k-ft --TP°_ 28.060 k 334; (6.6) (s 6) (33A) Utilization = 97% 400±20 610'6;' 40.0±2.0 (141) DETAIL VIEW Rev.09.25.15 FS 60 Cell 2V 35°115mph 30psf 11ft 7-10 NS.xlsx Page 4 � + 5.FOUNDATION DESIGN CALCULATIONS �ICHLETTER 5.1 Rammed Post Foundations The following LRFD loads include a safety factor of 1.3,and are to be used in conjunction with a Schletter,Inc. Geotechnical Investigation Report. The forces below should fall within the guidelines provided in the Geotechnical Investigation Report. If a Geotechnical Investigation Report is not present,please proceed to Section 5.2 for a concrete footing design. Maximum Tensile Load = 5.42 k Maximum Lateral Load = 3.87 k 5.2 Design of Drilled Shaft Foundations The galvanized steel post is to be embedded into a cylindrical drilled shaft foundation. For the purpose of design,the post is considered to be fixed to the ground. The applicable lateral force,uplift,and compression resistance checks are seen below. 5.3 Lateral Force Resistance The equivalent lateral force is applied at the top of the post to determine the required embedment depth. A lateral soil bearing capacity for clay is assumed. Footing is unrestrained at ground level. (18C,Eq. 18-1) v � � Lateral Force @ Top of Pole,P = 1.04 k S; = Min (D,12 ') Height of Pole Above Grade,H = 7.14 ft D } ! Diameter of Pole Footing,B = 2.00 ft S 1 = Min 3 ,12 Lateral Soil Bearing Capacity,S = 0.10 ksf/ft Isolated Pole Factor,F = 2 A = 2-34 / I fJiB l First Trial Depth,D = 3.25 ft p i Lateral Bearing @ Bottom = S3 D = 0.514 1 1 4.36 H Lateral Bearing @ D/3 = S, Required Depth = D Non-Constrained Lateral Force @ Top of Pole,P = 1.04 k Height of Pole Above Grade,H = 7.14 ft Diameter of Pole Footing,B = 2.00 ft Lateral Soil Bearing Capacity,S = 0.20 ksf/ft 1 st Trial @ D, = 3.25 ft 4th Trial @ D4 = 6.38 ft Lateral Soil Bearing @ D/3,S, = 0.22 ksf Lateral Soil Bearing @ D/3,S, = 0.43 ksf Lateral Soil Bearing @ D,S3 = 0.65 ksf Lateral Soil Bearing @ D,S3 = 1.28 ksf Constant 2.34P/(S,B),A = 5.63 Constant 2.34P/(S,B),A= 2.87 Required Footing Depth,D = 10.00 ft Required Footing Depth,D = 6.37 ft 2nd Trial @ D2 = 6.63 ft 5th Trial @ Ds = 6.37 ft Lateral Soil Bearing @ D/3,S, = 0.44 ksf Lateral Soil Bearing @ D/3,S, = 0.42 ksf Lateral Soil Bearing @ D,S3 = 1.33 ksf Lateral Soil Bearing @ D,S3 = 1.27 ksf Constant 2.34P/(S,B),A = 2.76 Constant 2.34P/(S,B),A = 2.87 Required Footing Depth,D = 6.21 ft Required Footing Depth,D = 6.50 ft 3rd Trial @ D3 = 6.42 ft Lateral Soil Bearing @ D/3,S, = 0.43 ksf A 2ft diameter x 6.5ft deep footing unrestrained at around level Lateral Soil Bearing @ D,S3 = 1.28 ksf is required for the racking structure. Constant 2.34P/(S,B),A= 2.85 Required Footing Depth,D = 6.34 ft Rev.09.25.15 FS 60 Cell 2V 35°115mph 30psf 11ft 7-10 NS.xlsx I Page 5 F-SCHLETTER 5.4 Uplifting Force Resistance Uplifting forces of the racking system are checked against the uplift resistance of the soil. Clay soils are assumed. I Weight of Concrete,9�n = 145 pcf It"ion z dz Qs Side Uplifting Force,N = 2.48 k 1 0.2 0.2 118.10 5.34 Footing Diameter,B = 2.00 ft 2 0.4 0.2 118.10 5.24 Factor of Safety = 2.50 3 0.6 0.2 118.10 5.13 Cohesion = 208.85 psf 4 0.8 0.2 118.10 5.03 Vs = 120.43 pcf 5 1 0.2 118.10 4.93 a= 0.45 6 1.2 0.2 118.10 4.82 7 1.4 0.2 118.10 4.72 Required Concrete Weight,g = 1.63 k 6 1.6 0.2 118.10 4.62 Required Concrete Volume,V = 11.24 ft3 9 1.8 0.2 118.10 4.51 Required Footing Depth,D = 3.75 ft 10 2 0.2 118.10 4.41 11 2.2 0.2 118.10 4.30 12 2.4 0.2 118.10 4.20 13 2.6 0.2 118.10 4.10 A 2ft diameter x 3.75ft deep footing unrestrained at ground level is, 14 2.8 0.2 118.10 3.99 required for the racking structure. 15 3 0.2 118.10 3.8916 3.2 0.2 118.10 3.79 N 17 3.4 0.2 118.10 3.68 16 3.6 0.2 118.10 3.58 19 0 0.0 0.00 3.58 20 0 0.0 0.00 3.58 21 0 0.0 0.00 3.58 22 0 0.0 0.00 3.58 23 0 0.0 0.00 3.58 24 0 0.0 0.00 3.58 25 0 0.0 0.00 3.58 26 0 0.0 0.00 3.58 H 27 0 0.0 0.00 3.58 28 0 0.0 0.00 3.58 29 0 0.0 0.00 3.58 30 0 0.0 0.00 3.58 31 0 0.0 0.00 3.58 320 1 0.0 0.00 3.58 331 p 1 0.0 0.00 3.58 ° 341 0 1 0.0 1 0.00 3.58 e a Max 3.6 Sum 0.85 5.5 Compressive Force Resistance Skin friction of the soil is checked against the compression force from the racking and the weight of the drilled shaft foundation. Skin friction starts at 3ft below grade. Clay soils are again assumed. P Depth Below Grade,D = 6.50 ft Skin Friction Resistance Footing Diameter,B = 2.00 ft Skin Friction = 0.15 ksf Compressive Force,P = 3.60 k Resistance = 3.30 k Footing Area = 3.14 f12 1/3 Increase for Wind = 1.33 Circumference = 6.28 ft Total Resistance = 10.68 k Skin Friction Area = 21.99 ft Applied Force = 6.56 k Concrete Weight= 0.145 kcf Utilization = 61% H Bearing Pressure Bearing Area = 3.14 ft2 Bearing Capacity = 1.5 ksf Resistance = 4.71 k A 2ft diameter footing passes at a Weight of Concrete depth of 6.5ft. Footing Volume 20.42 ft3 ° Weight 2.96 k a e Rev.09.25.15 FS 60 Cell 2V 35'115mph 30psf 11ft 7-10 NS.xlsx Page 6 7 SCHLETTER 6.DESIGN OF JOINTS AND CONNECTIONS 6.1 Anchorage of Modules to Purlins and Connection of Purlins to Girders Modules are secured to the purlins with Schletter,Inc.Rapid2+mounting clamps. Purlins are secured to the girders with the use of 40mm mounting clamps. The reliability of calculations is uncertain due to limited standards,therefore the strength of the clamp fasteners has been evaluated by load testing. Fastening of Modules to Purlins Fastening of Purlins to Girders Maximum Uplifting Force = 0.464 k Maximum Uplifting Force = 1.812 k Allowable Uplift = 1.214 k Allowable Uplift= 2.180 k Utilization = 38% Utilization = 83% 6.2 Strut Connections The aluminum struts connect the front end of girder to a center section of the steel post. Single M10 bolts are used to attach each end of the strut to the girder and post. ASTM A 193/A 193M-86 equivalent stainless steel bolts are used. Maximum Axial Load = 3.758 k M10 Bolt Shear Capacity = 8.894 k Bolt capacity is accounting for double shear. (ASCE 8-02,Eq.5.3.4-1) Utilization = 42% A strut under compression is shown to demonstrate the load transfer from the girder. Single M10 bolts are located at each ��—- end of the strut and are subjected to double shear. 6.3 Girder to Post Connection In order to connect the girder to the post,custom extruded sections are assembled to create a post head piece. The reliability of calculations is uncertain due to limited standards,therefore the strength of the head piece has been evaluated by load testing. Maximum Tensile Load = 3.849 k Allowable Load = 5.649 k 15001198 Utilization = 68% -- -- ' �-90.OA FRONT VIEW SIDE VIEW 7.SEISMIC DESIGN 7.1 Seismic Drift-NIA The racking structure has been analyzed under seismic loading. The allowable story drift of the structure must fall within the limits provided by(ASCE 7, Table 12.12-1). The racking structure's Mean Height,h„= 77.78 in reaction to seismic loads " Allowable Story Drift for All Other 0.020hsx is shown to the right. The N Structures,n-{ deflections have been 1.556 in magnified to provide a Max Drift,Am = 0 in clear portrayal of potential N/A story drift. Rev.09.25.15 FS 60 Cell 2V 35°115mph 30psf 11ft 7-10 NS.xlsx I Page 7 I OCHLETTER APPENDIX A A.1 Design of Aluminum Purlins-Aluminum Design Manual,2005',Edition Purlin= S1.5 Strong Axis: Weak Axis: 3.4.14 3.4.14 Lb= 132 in Lb= 132 J= 0.432 J= 0.432 365.174 232.229 B J( 2 6 l2 Bc eb Fryl (Bc Fcy S1 57,= /` b = 1.6Dc 1.6-Dc S1 = I/0.51461 S1 = 0.51461 S2= \ C. S2- (1.6)Z S2= 1701.56 S2= 1701.56 cpFL= (pb[Bc-1.6Dc*4((LbSc)/(Cb*d(IyJ)/2))] (pFL= qb[Bc-1.6Dc*4((LbSc)/(Cb*4(IyJ)/2))] (pFL= 27.1 ksi (pFL= 28.4 3.4.16 3.4.16 b/t= 32.195 b/t= 37.0588 Bp-8 Fcy Bp-8 Fcy b Sl= 1.6Dp Sl= 1.6Dp S1 = 12.2 S1 = 12.2 S2= k1Bp S2= k,Bp 1.6Dp 1.6Dp S2= 46.7 S2= 46.7 (pFL= (pb[Bp-1.6Dp*b/t] (pFL= (pb[Bl-1.6Dp*b/t] (pFL= 25.1 ksi (pFL= 23.1 ksi 3.4.16.1 Not Used 3.4.16.1 Rb/t= N/A for Weak Direction z S2 F CBt-1.17 B cyl = ) 1.6Dt S1 = 1.1 S2=Ct S2= 141.0 (pFL= 1.179yFcy (pFL= 38.9 ksi 3.4.18 3.4.18 h/t= 37.0588 h/t= 32.195 Bbr-8 1.3Fcy Bbr-8 1,3Fcy _ b Sl = mDbr S1 mDbr S1 = 36.9 S1 = 36.9 M = 0.65 m = 0.65 Co= 40.985 Co= 45.5 Cc= 41.015 Cc= 45.5 S2= k1Bbr S2- k1Bbr mDbr mDbr S2= 77.2 S2= 77.3 (pFL= (pb[Bbr-mDbr*h/t] (pFL= 1.3q)yFcy (pFL= 43.2 ksi (pFL= 43.2 ksi TFLSt= 25.1 ksi (pFLWk= 23.1 ksi Ix= 897074 mm' Iy= 446475 mm' 2.155 in 1.073 in" y= 41.015 mm x= 45.5 mm Sx= 1.335 in' Sy= 0.599 in' 1Y .T St= 2.788 k-ft W.xWk= 1.152 k-ft Rev.09.25.15 FS 60 Cell 2V 35°115mph 30psf lift 7-10 NS.xlsx Page 8 ,SCHLETTER Compression 3.4.9 b/t= 32.195 S1 = 12.21 (See 3.4.16 above for formula) S2= 32.70 (See 3.4.16 above for formula) cpFL= cpc[Bp-1.6Dp*b/t] cpFL= 25.1 ksi b/t= 37.0588 S1 = 12.21 S2= 32.70 TFL= ((pck2*4(BpE))/(1.6b/t) cpFL= 21.9 ksi 3.4.10 Rb/t= 0.0 C lz Bt-8 Fcy / S1= Dt S1 = 6.87 S2= 131.3 (pFL= WyFcy cpFL= 33.25 ksi TFL= 21.94 ksi A= 1215.13 mm2 1.88 int Pm.x= 41.32 kips A.2 Design of Aluminum Girders-Aluminum Design Manual,2005 Edition Girder= T5 Strong Axis: Weak Axis: 3.4.14 3.4.14 Lb= 63.8189 in Lb= 63.8189 J= 1.98 J= 1.98 82.1278 89.1294 0 lz 0 lZ (Bc Fcy/ \Bc-,Fcy/ S1 1.6Dc S1 1.6Dc S1 = 00.511461 S1 = ( Z 0.51461 S2= (ii) S2= \ 1.6) S2= 1701.56 S2= 1701.56 cpFL= Tb[Bc-1.6Dc*4((LbSc)/(Cb*4(IyJ)/2))] 9FL= cpb[Bc-1.6Dc*�((LbSc)/(Cb*d(IyJ)/2))] cpFL= 30.5 ksi cpFL= 30.3 3.4.16 3.4.16 b/t= 4.5 b/t= 16.3333 Bp-8 Fcy Bp-8 Fcy Sl= 1.6Dp S1= 1.6Dp S1 = 12.2 S1 = 12.2 _ k1Bp _ k1Bp S2 1.6Dp S2 1.6Dp S2= 46.7 S2= 46.7 cpFL= cpyFcy cpFL= cpb[Bp-1.6Dp*b/t] cpFL= 33.3 ksi cpFL= 31.6 ksi Rev.09.25.15 FS 60 Cell 2V 35"115mph 30psf 11ft 7-10 NS.xlsx Page 9 CSCHLETTER 3.4.16.1 Used 3.4.16.1 - Rb/t= 20.0 N/A for Weak Direction 2 (Bt b-1.17 Fcy $1 = 1.6Dt S1 = 1.1 S2=Ct S2= 141.0 cpFL= (pb[Bt-Dt*d(Rb/t)) cpFL= 30.8 ksi 3.4.18 3.4.18 h/t= 16.3333 h/t= 45 Bbr-8 1.3Fcy Bbr-8 1.3Fcy _ b Sl= mDbr S1 mDbr S1 = 37.9 S1 = 36.9 M = 0.63 m= 0.65 Co= 61.046 Co= 35 Cc= 58.954 Cc= 35 S2= k1Bbr S2- k1Bbr mDbr mDbr S2= 79.4 S2= 77:3 cpFL= 1.3cpyFcy cpFL= 1.3cpyFoy cpFL= 43.2 ksi cpFL= 43..2 ksi cpFLSt= 30.5 ksi 9FLWk= 31.6 ksi Ix= 1970917 mm b= 763048 mm4 4.735 in 1.833 in y= 61.046 mm x= 35 mm Sx= 1.970 in' Sy= 1.330 in' Mma%St= 5.001 k-ft MmaxWk= 3.4919 k-ft Compression 3.4.9 b/t= 4.5 S1 = 12.21 (See 3.4.16 above for formula) S2= 32.70 (See 3.4.16 above for formula) cpFL= cPyFcy cpFL= 33.3 ksi b/t= 16.3333 S1 = 12.21 S2= 32.70 cpFL= cpc[Bp-1.6Dp*b/t] 9FL= 31.6 ksi 3.4.10 Rb/t= 20.0 0 2 (Bt-SFcySl Dt /1 S1 = 6.87 S2= 131.3 cpFL= cpc[Bt-Dt*�(Rb/t)] cpFL= 30.80 ksi cpFL= 30.80 ksi A= 1215.13 mm2 1.88 int Pmax= 58.01 kips Rev.09.25.15 FS 60 Cell 2V 35"115mph 30psf 11ft 7-10 NS.xlsx I Page 10 A.3 Design of Aluminum Struts-Aluminum Design Manual,2005 Edition �OCHLETTER��------ `-' Strut= 55x55 Strong Axis: Weak Axis: 3.4.14 3.4.14 Lb= 61 in Lb= 61 J= 0.942 J= 0.942 95.1963 95.1963 e 2 e l2 �Bc-9y Fcyl (BI_ -9b Fcy/ S1 = 1.6Dc S1 1.6Dc S1= (0.5112 461 S1 = 0.511461 S2= 11.6/ S2= \(1.6/2 S2= 1701.56 S2= 1701.56 cpFL= cpb[Bc-1.6Dc*4((LbSc)/(Cb*�(IyJ)/2))] cpFL= cpb[Bc-1.6Dc*4((LbSc)/(Cb*4(IyJ)/2))] cpFL= 30.2 ksi (p FL= 30.2 3.4.16 3.4.16 b/t= 24.5 b/t= 24.5 Bp-8 Fcy Bp-8 Fcy S1= 1.6Dp Sl 1.6Dp S1 = 12.2 S1 = 12.2 k'Bp _ k'Bp S2= 1.6Dp 52 1.6Dp S2= 46.7 S2= 46.7 cpFL= cpb[Bp-1.6Dp*b/t] cpFL= cpb[Bp-1.6Dp*b/t] cpFL= 28.2 ksi cpFL= 28.2 ksi 3.4.16.1 Not Used 3.4.16.1 Rb/t= 0.0 N/A for Weak Direction (Bt-1.17 B Fcylz S1= \ b / 1.6Dt S1 = 1.1 S2=Ct S2= 141.0 cpFL= 1.17cpyFcy cpFL= 38.9 ksi 3.4.18 3.4.18 h/t= 24.5 h/t= 24.5 Bbr-01.3Fcy Bbr-Oy 1.3Fcy Bry _ Ob Sl = mDbr S1 mDbr S1 = 36.9 SI = 36.9 M= 0.65 m = 0.65 Co= 27.5 Co= 27.5 Cc= 27.5 Cc= 27.5 _ k1Bbr _ k1Bbr S2 mDbr S2 mDbr S2= 77.3 S2= 77.3 cpFL= 1.3cpyFcy cpFL= 1.3cpyFcy cpFL= 43.2 ksi cpFL= 43.2 ksi cpFLSt= 28.2 ksi cpFLWk= 28.2 ksi Ix= 279836 mm4 ly= 279836 mm4 0.672 in 0.672 in y= 27.5 mm x= 27.5 mm Sx= 0.621 in' Sy= 0.621 in' W..St= 1.460 k-ft W.xWk= 1.460 k-ft Rev.09.25.15 FS 60 Cell 2V 35`115mph 30psf 11ft 7-10 NS.xlsx Page 11 LHLErTER DC Compression �--------- 3.4.7 A= 1.41113 r= 0.81 in Bc—Fcy Sl' = 1.6Dc* S1 = 0.33515 S2' = Cc— Fcy/E n S2 = 1.23671 cpcc= 0.77756 WFC= (cpccFcy)/(A2) cpFL= 13.6667 ksi 3.4.9 b/t= 24.5 S1 = 12.21 (See 3.4.16 above for formula) S2= 32.70(See 3.4.16 above for formula) 9FL= cpc[Bp-1.6Dp*b/t] cpFL= 28.2 ksi b/t= 24.5 S1 = 12.21 S2= 32.70 9FL= cpc[Bp-1.6Dp*b/t] cpFL= 28.2 ksi 3.4.10 Rb/t= 0.0 0 l2 Sl= (Bt—B Fcy/ Dt S1 = 6.87 S2= 131.3 WFC= gyFcy 9FL= 33.25 ksi cpFL= 13.67 ksi A= 663.99 MM2 1.03 int Pmax= 14.07 kips Rev.09.25.15 FS 60 Cell 2V 35"115mph 30psf lift 7-10 NS.xlsx Page 12 7SCHLETTER A.4 Design of Galvanized Steel Posts Post Type= FG8 Unbraced Length= 85.68 in Pr= -4.20 k (LRFD Factored Load) Mr(Strong)= 16.43 k-ft (LRFD Factored Load) Mr(Weak)= 0.00 k-ft (LRFD Factored Load) Flexural Buckling: Torsional/Flexural Torsional Buckling: kUr= 123.28 Fcr= 12.5831 ks i 4.714(E/Fy)= 103.55=> kUr > 4.71�(E/Fy) Fey= 48.0382 ksi Fcr= 16.52 ksi Fez= 16.1601 ksi Fe= 18.83 ksi Pn= 28.0602 k Pn= 36.831 k Bending(Strong A)is): Bending(Weak Axis): Yielding: Yielding: Mn= 21.95 k-ft Mn= 14.65 k-ft Flange Local Buckling: Flange Local Buckling: Mn= 19.207 k-ft Mn= 14.39 k-ft Pr/Pc= 0.1141 < 0.2 Pr/Pc= 0.114< 0.2 Utilization= 0.97< 1.0 OK Utilization= 0.00< 1.0 OK Combined Forces Utilization= 97% APPENDIX B B.1 The following pages will contain the results from RISA. Please refer back to Section 2 for load information and Section 4-5 for member and foundation design. provide upon request, (18 pgs.) Rev.09.25.15 FS 60 Cell 2V 35°115mph 30psf 11ft 7-10 NS.xlsx I Page 13 Office of Consumer Affairs and Business Regulation - - 10 Park Plaza. - Suite 51.70 Boston, Massackusetts 02116 Home Improvement Contractor Registration - �� Registration: -140077 ` — Type: Private Corporation - _ Expiration: 9/16/2017 Tr# 270458 PIONEER VALLEY PHOTOVOLTAICS ;QC� PHILIPPE RIGOLLAUD ---— 311 WELLS ST SUITE B GREENFIELD, MA 01301 - Update Address and return card.Mark reason for change SCA 1 0 2M-OV1 i -- [� Address C] Renewal Q Employment Fj Lost Card /e. CCO.3/!?ICfYJl(iICUZIIO���rtiflClfL5C�1 Office of Consumer Affairs&Business Regulation License or registration valid for individul use only OHOME IMPROVEMENT CONTRACTOR before the expiration date. If found return to: 3 Registration:.: 146077 Type: Office of consumer Affairs and Business Regulation Expiration-: 9!16/2017 Private Corporation 10 Park Plaza-Suite 5170 - - Boston y MA 02116 PIONEER VALLEY PHaTOVOLTAtCS COOP IMP PHILIPPE RIGOLLAUD 311 WELLS ST SUITE B GREENFIELD,MA 01301 CJndersecreta -- �3 Not valid without 9 Massachusetts-Department of Public Safety Board of Budding Regulations And Standards w Cis37vii lli iiiil:iii rie`ii 4aii- - License: CS403150 CHRISTOPHERT N ' 85 VANNUYS RW Colrain MA 01340 a Expiration Commissioner 06/20/2017 i 1 i l i I I Attachment A AUTHORIZATION TO PROCEED AND SERVE AS AUTHORIZED AGENT I hereby agree to the Project as set out above, and I agree to pay the contract price according to the Terns of Payment. I further agree to the Terms and Conditions attached hereto as a part of this Proposal and Agreement I hereby authorize Pioneer Valley PhotoVoitaics Cooperative to proceed with the above-referenced Project in accordance with this Agreement I further authorize Pioneer Valley PhotoVoltaics Cooperative,or Its designated representative, to obtain required permits for this project on behalf of the Owner. Any photographs or videos of this project may be used by Pioneer Valley PhotoVoitaics Cooperative for marketing purposes. A check for the First Payment is enclosed and I am returning this Agreement within 21 days of the Proposal date. q izA tU R 2F}r3 i 01 - 19 - 2o16 Pn Date Sig Title Proposal and Agreement*00011410 Page 7 of 13 Dara DaraW-January 7,2016 4 ___:_---1_-__ _.- _-_6.. -_i. 7 fl"__--�_ �_ -------- ---10... ,-.-___11 �_.-_ 11 1i._.-.. --_14 J.__---_li__-.....'L-. 15 IZ �-- ':-- ----------ONUA11 MCNNG DIMENSION VANES --------- ------- - DESIGNCRITERM �--- --6ROE MUST FALL Ai 25WP THE RESPECTIVE FOR STRUCTURAL MN NM+TION AND APPLICABLE SURDING CODES ! ~ SPAUOFOR N,MEASURED FROM INTERIOR SUPPORT. PARTS LIST _ RUERENCE ACCOVEANYING LEITER OF ACCEPTANCE AND CALCULATIONS. A SPLICES CANNOT BE PLACED ALONG ITEM PARI NUMBER DESCRIPTION _ ! MAXIMUM CONCRETE THE LENGTH OF A CANTILEVER 1 14SQWOD5�t�tl F60. Eo.160CNL35 T � LOADS SESWCLOAM O FOUNDATION SPLICE-� MINIMUMCONCRETpp WODULEDEADLOAD SOOPSF MN'1.]6PSF ESMO DESIGNC MORYE ti! _2 id0006-005 61 tlrd FS F-t. 50 Call 95 T aMee 6011 SITE Cuss D RAM POST _ LOCATION i_� FOUNDATION ! 3 12430.9-06200Rd S15L 6200mm SNOWLWp=6EE TABLE FORSPECIFIC SNOW LOAD E. 1.6] Spi=1.0 -- - --- r A=LOU,CF,1D,Ce=0.98.Cc=DB2 -- -T ! - 81 T 66-2E -{ - `d�129383HtlD -LSd .51.5.NA -_ _ --. -_.'' 61=1d RE 'NTNG DESIGN M61C WIND SPEED=SEE TABLE F00.SPECIFIC WIND SPEED a 3.., PSAMURE.0 RAKGi _ Mc =N(ABCE]-1W i 6=1.O ASCE/+167 a INSTALUTONTOI£RANCES. UTEMLPOSTPIACEMENTISx O' TOTAL LATERAL DEVOTION OF POSTS WITHIN AN ARRAY IS E0' POST HEIEUT VARIATION TOLERANCE O i Q- _ - - - ----- POST VOTATIO AL TOLERANCE QO"IN ALL DIRECTIONS '- -� POST TILT AOGRJUNT TOLERANCE ARMY TILT ANGULAR TOLEMNCE:i 0' DETAIL G GENERAL G I.IEE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE.FINISHED GRADE SCALE I'S THEY DO NOT INDICATE THE METHOD OR SE0 NM OF CONSTRUCTION,THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTON,SUCH MEASURES SHALL MICLUOE 11' i BUT NOT BE UNITED TO,BRACING,SHORING FOR LOAM DUE TOCONSTRUCTON -!. EQUIPMENT,SEE.THE STRUCTUPAL ENGINEER SWILL NOT BE RESPONSIBLE FOR THE _ MINIMUM FOUNDATION-�~ CONTRACTORS MEANS METHODS TECHNIQUES.6ECLENCES FOR PROCEDURE OF -! ..I 4 �3 MNSTRUCON OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERE TO I RAM POUT L I CONFIGURATION ! _..,,__ (NOR SHALL OBSERVATION VISRS TO THE SUE INCLUDEINSPECTON OF THESE 0 i `CONFIGURATION -- ITEMS)THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND -'rN - - MPLEMEMATON OF ALL SCAFFOLDING BRACWG AND SHORING. P 1 11 MAXIMUMFOUNDATION !, ® ® 2.WHERE REFERENCE IS M DE TO VAROUb TEST STANDARDS FOR MATERIALS,SUCH III 1111 CONFIGUMTIGN ! -- BTANMROSSMLL BE THE LATEST EDITION ANDORADDEIOA. �`" MINIMUM CONCRETE , L - PURLINCANTILIVER ALU.N. 1 MAXIMUM CONCRETE III II.I --��-- SPLICE DETAIL 1.ALL A wwuuM SHALL CONFORM WITH THE LATEST ALUMINUM DESIGN HANDBOOK. FOUNDATION NOT TO EXCEED sox SCALE 1:4 z.+uullvNUM sfcnous sMu eE. ! RAM POST FOUNDATION -.�- - ;�\ OF ResEEcnvE SPAN ..sEMHaLgxsAw l4aLows sHaL e6slos-Ts.eoour6,ORw 5 T b.SOLIDS SHALL BE a0BSi6 PURUNCANTIUVER �--. _._.__,�.-- SPANVARIES SEETABLE- -NOT TO EXCEED 5016 / STEEL' E OF RESPECTIVE 6PAN -J� ABOLTS AND WASHERS SHALL BE M43TANLBS STEEL OLA (AZ]0L 'E \ FRONT ELEVATION /pJ \.. by \ Z ALLLL 802 NUTS SHALL BE 3156TAINLE69 STEEL CUM 2(A4I0) sH v SCALE v� eis TORQUE �" \ e \ T -r(ars >\� x C M]�J -� jPo, •6'.yN,y. TOPX BGLT FOR MAD 2�MOOULE CAMPS IS 14 NM 1105 FT-1061 BOL-T TORQUE IS 6\'�V ' \ �� ��bj '<F �' AND 1A WMS W ERB BOLT TO US 1814 SHIA1 S-5) M10 AND 13'BOLT TORO ISSW-M.1166) P M16 AND M BOLT TORWE IS LID NNASO"(1 FT-LBE) 6} X Ply\ M�AND UP BOLTTORWE I6 244 NM(iO FT-LBS) F b V 9 � \ �Ma`M(F. �(x �� NOTE REWMIdEEED FOR INSTALLATION OF6ELf-0RILLING 11d DIAMETER2' IMO-18 SCREWS IS iA61888 RPM, . �Q .:0 .\SSd,.6,F MODULE SIZE S F ,^5. `T6' . .M`.YY \ RACKINGSYSTEM OESONEO FOR MODULE SIZE.MINIMUM=15W X910 w°A� -- _ ° HF L VERTICAL MOOULEGAP 3mm AMXIM. LOODKU)SC �]S / / `! y hJ�N g \a E'� HORIZONTAL MOgKE G+E.6mm G NOTE MODULES MUST BE CENTERED ON ARRAY 2 ARMY LENGTH NOT TO EXCEED IW FT a MMOTFOUS 1FOUNDATION DEBSK. IUPON GET RT nNRECURS- S2 _ ALLGONTROnONB4LLCONORMTOTHREQOREEWS0FTHG.TECNI REPORT -FINISHED GRADE _ 2.THE 6TRUCTUML ENGINEER IS NOT RESPONSIBLE FOR ANY GEOTECHNICAL ASPECTS OF Ir 1 I y THE PROJECT.IF THE INSTALLER NOTICES ANY SOIL THAT MB DIFFERENT CRNING CHAMOTERISTO6 THAN EXISTED FOR TESTED DRIVEN POSTE CONTACT THE ENGNEER IMIAEOOTELY. ! FINISHED GRADE NOTE H c _,�'(Bj Xfi VERTICAL REAR n 1 THEPOST EMBEDMENT DEPTH IS PRELIMINARY AND SHALL BE VERIFIED BY THE STRUCTURAL 22 11 '' FINISNFD GRADE 33 �, rE�� N3 TIEMRQI2'00 T t \ T r y`� ENgNEER OF RE CORD PRIOR TO CONSTRUCTION,BASED UPON DN SITE TESIND BY THE E T c'�� L 5 V ALL REBAR 3'CLEAR `%Tf i f ...Ey Y' GPoTEOHNICAL ENGINEER. . cam, T ! (FOR FOUNDATIONS -.T-.�- couCRETE FOUNDADONB M NOTED ON SHEET 3) us', pp �J � MINIMUMCONCRETE r 1.NO SOILS REPORT PRWOED,FOUNDATION OE6ONI6 BASED ON MINIMUM IBC 50p POSTENBECMENT i w / FOUNDATION p BEARING VALUE=1 WO PSF PER IBC TABLE 1804.2 POR32W0)b 18862(2808,2012.BHEL �MAXIMVM CONCRETE ( ISEE TABLE SHEET 3) y DRILLED SMFT FOKIDATONS SHALL BE BLAU IN UNCIST-RIED SGL OR COMPACTED FILL F - IS PREIININARY Iii 'M-)iFi''N 4p „ MATERIAL NOT LESS THAN 12'N DEPTH. = UNELSITESPECIFIL FOUNDATION LyUi i CTHE 6TRUCTUULENgNEEP IS NOT RESPDN610LE FOR ANY GEOTECHNICAL ASPECTS OF I ! ( GEOTECHNICAL ! '8 !. (SEE TABLE-SHEET3 .x ! T48PROJECT.R W RECOMMENDED THAT THE OWNER RETAINA REGISTERED s REFCEiHNICAL 0E0 !.i -1_y H;''L�FTF_ GEOTECHNICAL ENGNEER TO CONDUCT A GEOTEGHHCAL INVESTIGATION AND PREPARE LOADS PER TABLE I II ! REPORT WITH RECOMMENDATIONS MR FWNOATON AND EARTHWORK PROCEDURES 8�8 SECTION MAXIMUM f N CONCRETE. CONCRETE FOUNDATION 1.ALL CONCRETE WORN SMLL CONFORM WITH THE RMAREMEMS Of AG 381 AND AC1318 _ SCALE 1',20 1 CEMENTPERASTMCIW.VPEII.ADMR TEPERASWMMWRUESMUBEREADY -+-_-�B10 nd m) MED IN ACCAROANCE WRH ASTMGM ANC SHALL SE DESIGNED FOR A WNIMUA A DAY 1 SECTION RAM POST L.-dI - t __'~� ! COMPRESSIVE STRENGTH A6 FOLLOWS. - �610I14 rnl 8201241 rn) - -1669 pBq rnl FOUNCATONS. ........3,BOO P61• SCALE 1:20 'DEEMED FOR 2SOO PSI I,�fimiz4i LPl �.-_----leas rra7 ml SECTION MINIMUM x2312+1 LIh -lees nalS 1 _ CONCRETE FOUNDATION - - kNO DRAWN. CHPCNED RP.ATEMED:APPROVED. _ _--REV6OY5�- �.. SCALE I:2O o B e 70014 -__� w o _ - Client r—� Standard FS 60 Cell•35' Project She: 1 Drawing Number: 1 e nM,[t�rzols uamnE nv 1n.DdErnR TIP.M CHLETTER. Z B A&7f!/lD15 {. Upd.M FbvAd.nPb Embed*,.,D.M„ Schletter Inc. U N PAeI _bB GFtle1 LeM„ -_-- L Racking structure Schletter Inc. _ 2201 North Forbes Boulevard MPU 61T SDN 2 1001 Commerce Center Dr v.05 Tucson,AZ 85745ARRE e 1 Ob1F:16 Q el eaP Dimensions and Specifications__' Shelby,NC 26150 R US r ISSUED BY SCHLETTER INC MA9F v scus -_ -_ -_-_-J vANV SCriIE®TTE' sEEOAAWWc vIEWs - ---rte ----- -- PROPRIETARY AND CONFIDENTIAL _-I - d \\ B 100 Al �. c q W / \' s\ SO Z e wEocaSN ININ v r- �7- INSTALLED POSITION _ \ MESNanNIN_ FII - _T.—c _ Cy IN6TALL ED PO6ITION ,1\ it R i � ,.1 2 $T� 3 di DETAILA - 1 SCALE 1:5 '3 DETAIL A SCALE 1 5 N DETAIL B SCALE 1:5 DETAIL B 11 SCALE 1:5 F - PARTS LIST -�-_ PARTS U$T SII ITEM PART NUMBER ON _ DESCRIPTbN REM PART NUMBER ON _ DESCRIPTION- 1 10.10DOM400.111 1 PM B.CaH rsdL<00 mA 1]1 y 1�113W000B3501)1 1 P W,8 GaH uedL 150 A 111 '. 2 OOOOIBUIO 1 Nudxare SbMadFxk FS,Sugb Ke — z 000018U1 I Hrd«ar StAdWRxk F55,p K1 B 0000183]0 1 "SbMd80Cei Gadar FB,wiIM1 ORW Lontguabb, 31000018328_ i Bbnmrd60C kG°der,fS vniM1 BVW ConlpurabM AuamblY�I' r: 140003-005-Standard,FS,Ram Post,60 Cell,35°,Triangle ''I 140004-005-Standard,FS,Foundation,60 Cell,35°,Trianlge P SCALE 1:12 SCALE 1:12 -._ - _- roject Site: no Dw-'=Q wN'. CHECKED uEr�.1ENveD Pa�n.�c,ds,_L,P� vrsbNs - 220h�Nath Inc.orbes Boulevard ��CHLETTER Standard PS 60 Cell-35' 001 Commerce Center Dr Drawing Number: 0 B ne]ae2ma __.. Tucson,AZ 85745 MA�WA SL �ExRu° =� ° ,Dimensions andSpecifilations Shelby,NC 28150pO�..s.M1`E._ 1 R—21 -1 RN us ISSU ETTER z ane z22D15 dkf P�aa1 Embedm moemu � Racking StrTu�uAND CONFIDENTIAL 1001leom enc sxmrlWz sEEo�awwc Aays k 3 B M1&2II1201 I ARY T - _._..___ _...__._.. ..__� - .....�._._ -1 - _3_-__ —-__--_--6 --_"-_- --3..-'-__-•� -._ T ._-__.., ..._$. �--�T--RIU-_— _-_Zf IZ- ..ZT_.___ : TII'- If.—_--_..� • _.32-_- _-_.__14 ___ __ -15__'__..._.---1i ___--1L_____ ASCE i06 KKE)08 WI8E9MK:OE803K nr Xc 9XOW 5500E xbvn 7_PO FOROF � Mr Sfi°1 p'ro W0 suxsP° FOR(£ =01tcE w EIEP OPSF 000P$F 125FI 530 KP 3.81 KF 08)5 Ff x OPSF OMPSF 125FTN 5.MKP 30)KP p6)SFIFx 'A 10 PSF 4.01 P5F 25FT 50ONF 38)11 8)5 FT 10 PSF 81 PSF 12 OFT 5.30 NP 31)KP S.)SFT _A PSF 902PSF 2.5 FT 9.30 KP 38)KP----&IS FT 20 PSF 62 PSF -SI -- - 13.5 FT SbNP ]0711 6.)5 FT- 056PH 30PSF JPSF .OFT 5.10 KIP 371NP ONFT _ 85 MPH WPSF 3PSF i OFT 510 KP 3) _ B.SOFT 10PSF 10.20 PSF 110 FT 106 KIP 338 KP-- .211 - 40 PSF 192-PSF 00 FT 185 KIP 3.14 NP 5.15 FT 50 PSF 2405 PSI 100 FT 427 KIP BOO FT 50 PSE 2405 PSF 80 FT 3.43W 247 KP 550 FT 0]NP BO PSF 18.8)PSf ASFT 1.01NP 2.95 KP 5.)5 FT 60 PSF 2"7 PSF ]OFT 300 KP 2.18 KP 600 FT 6666_ _- - _-_ - _. _- 1.IS 0600 PSF 11 SIT 5.N KP 3.98 KP SiS FT OPSF 8.00 PSF 11.0 FT 5.91 KP 3968 KP - 875 FT 10 6F 481 PSF 11 SIT 561 KIP 396KP 615 FT 10 PSE Bt IS, 115 FT 654M 3.08 9.)5 FT B 20 PSF_862 EST 115(T. S_SI KW 3WKP 6711 _.- 20 PSF 902 PSF_11.5 FT SUM 3968 KP 6)5 IT 90BPH XPSF 14A3PSF 115FT SAIKP 398 Kir fi)SFT 90 MPH 30 PSF 1443PSF 11.6 FT SSIKP SA KP 675 FT 4p PSF 1924 PSF 103FT 507 KP 361 KIP S'A FT 10 PSF 19.24 PSF BO FT 131 KP ON KP 800 FT W PSF'2409 PSF IOOFT 4S4 KW 342 KP 125 FT 50 PSF 2405 FSF SOFT 3.%W 211 KP 5°OFT SO PST 28.11 PSI 0.5FT 400 KP 338 KIP EMIT 60 PSF 2587 PSI SOFT SA KN 312 NP 5258 -� 0PSI 0. PSF 0.FT 5]T KP 100 KP 6.50 FT 0PSF 0 PSI 95FT -KP 4.00 KP MET 1OPSF 401 PSF 9S FT 57)11 400 KP 6.5OFT 10 PSF 1.81 PSF 95 FT S.]]KP 400 KP B.SO FT 10 PSF-SO2 PSF 0,5 FT 5.11 KIF 400 KP S.IT 20 PSF 9.82 PSF SSFT 5.))Kp A.KF ---�- .---- - -- 1WMPH 30 PSF 1443 PSF OSfT 3)iKP 400 NP 61%IT 100 WH 01St 111]PSF SSFT E])KP 400 KP 6.508 40 PSF 1024 PSF &SFT f,77 KIP 40011 SSOR 10 PSF 1921 PSF 00 FT SISKW 317 KIP IN I C 50 PSF 2405 PSF SSFT S41- 400KF 150 FT SO PSF 2405 PSF 80 FT 1.86 KP 33511 BOO FT 3S` BO PSF'OWPSF 960 FT SAO KP -KP 6.SOFT �" So PSF 250715E SOFT 4.P KP 2.9511 1.711 C O PSF 4SI PSF 660 FT 098KIP -KIP 550 FT _0P6f 451 PSF SOFT 5688 KW _400 KP B.SOFT 10 ISE 6_666_. . -- _ 101 PSF &OFT 5B8 KP 4.00KP S. 10 PSF 1.51 PSF 80IT 5MKIP 490 KP SKIT 20p. 902 PSF So IT 586 KP 4.00KP 6.50 F1 MPSF 9.82 PSF 8.0 FT 590 KP I.00KP SKIT 110 WH 30 PSF 14.13 PSF 560FT 598 KW 4.1 KP 8.60 FT _ TOWN 30 PSF 11A3 PSF 001 $698 KP 40J KP 050 FT J' 40 PSF 18rN PSE SEi 5.96 KP 4.01 KP 8.66 FT -� 40 PSF 1921 PSF BOfT 508 KP 401 KP SSOFT SO PSF 2406 PSF &0 FT 596 KIP 401 KF BSO FT 50 PSF NOS PSF 80 FT S.N KP 40 KP 850 FT W ST 28.6715E &0 FT 6.96 KP 101 KP 650IT 60 PSF 2B.BT PSF i-0FT S.NKP 353 KP BOO FT O PSF 000 PSF ).OFT 8.20 KIP 4.OBNP SNET OPSF 001 PSF 10 FT 8291W 108 P 8.50 FT tOP F 481 PSF ).OFT BSB KW 4WKF SNET 10 PSF 481 PSF ]OFT B2B NP OGKI 850 FT 20 PSF 582 FSf TO FT 619 KW 409 KP 8.50 FT 20 PSF SSO PSF SOFT SAKI 408 KP 6.SOFT 120 NPH WPSF 1143 PSF ).OFT 029 KIP 409 KP fi.50 FT 1-N 30 PSF M.43PSF S9 FT 819 KW 1.00 KP 8.90 FT-- 7o _ b PSF 15N PSF ).OFT 919111 IKP _ 850 FT 4OPBF 1924 PSF TOFT 5MKIP 4.14 KP - 6.50 FT SOPSF 1226_05 PSF ).OFT 819 KW 4111 160 FT SO PSF 2105 PSF TOFT 120 KIP 1.14 KP 8.50 FT BO ISE 12647 PSF To FT 02911 418 KP - 8.50 FT SO PSF 2B0T PSF-SO FT 8.29 KIP 1.18 KP BSO FT I PSF 1000 PSF SOFT BOB KP 451 KP 125 fT aME 01 PSF SOFT 6.b KP 4.01 KP 6257 r tO PSF x.81 PSF SOFT BSB KI 403KP 813 FT 10 PSF 48116E SOFT 9.35 NW I03 KP 8.25 FT 20 PSF Bbl PSF BO FT 0.38 KI 16M KIP 625 FT 30 PSF 96N PSF 60 FT SNOOP 105 NF 6.25 FT t30 MPH WSF 14.43 PSF 00 FT 636 KP 40YKP 625ET 130 NPTI 30 PSF 1443 PSE SOFT 6.38 KIP 40)KP 815 FT - 40 PSF 19.21 PSF 5.0 FT BOB KP 109 KP 81l FT 40 PSF 19.24 PSF 00 FT 8"`WE ICS KP 823 FT 50 PSf 34.05 PSF &OFT HIS 1.11 KI &25FT MIST 24.05 PSF 60 FT 8638IOP 1.11 K1 835 FT E SO PSF 28.87 PSF B.O fT 5.30 KP ♦.t]KP 8.25 FT 60 PSF 26,07 PSI 60 FT 1.30IW 4.13 KP 825 FT KKE 1A6 KKE 119 WI SE-IC DE6MlK pRC OPSO 1FN6ON BrE4R - O NSgN SFFAp CA u. 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FT - 1 015E 1834 PSF BOFi 0.51 KI 308 KP 8.50 FT 40 PSF 1014 P8F 00 FT 881 I 308 KP 5.10 FT 50 PSF 24.OS PSF 9.0 FT 501 KP 3698 KF 6.50 FT 50 PSF 3405 PSF 60 FI_ S.1)KP 352 KP S.COR 33 80 PSF 24.81 FSF SOFT S01 KP 3.SSKp 8.50fT BO PSF 18Bi PSF )OFT 493KP 3.10 KP S75FT O PSF ON PSE S.O FT SOBKP 406 NP S50FF 3! OPSE ON PSI SOFT S.OSKP 405KF B.SOFT N 1ppw 461 PSF 50 FT_ BOB NIP 40510 550 FT 10 PSF 4.11 PSI J 80 FT 008 KI 4OSNP 0.90 FT 20 PSF 992 PSF 4.0 FT 894 KP 405 KP 6.60 R 20 PSF 982 PSF SOFT 600 KIP 405 KP 5.50 FT- r 140 WH 3OPSF 1443 PSF SOFT 608 KP 405KIP W.FT - 140 WHH 30PSF 1443 PSI 80FT 608111 4MKP 6'50 FT IO PSF 19.24 PSF SOFT SOB KP 4MKP IT.IT 40 PSF IS.NPSF 6.0 FT -11 40511 SSOR SO PSF 24.05 PSF &OFT 507 KI 400 KI I..I SO PSI 2405 PSF 60FT fi05 KP 1.0611 5.50 FT SO PSF 2S7]PSF 5.0 FT SOS KW 4.0BKP 130 FT SO PSF 2B.87MF 70FT SMKIP 3.51 KP 500 FT -0PSF ON PSF >.OFT 0.14 NF 3.99KP 829 FT-- - OPSF OMPSF ]OFT- S14KE 3%KP 525 FT li 10 PSF 401 PSf )OFi 814 KP 3.BBKP BIb FT IOPSF 481 PSF SOFT 0.14 KP 3WKP SUIT MPSF 9.62 PSF ).OFT IIA-P 3.%KP I 825 FT 20 PSF 0.82 PSF )OFT SI-P SWKP 0.25 FT 160 WH bPSF 14.13 PSF ).OFT x.14 KP 4.00 KP 621 FT 150NPH MPSF 1443 PSF )0 FT 8.14 KP 6.]S FT bPSF 1029 PSF ).OFT 514 KM 402KP �__-__ 4.02KP _ 816 FT NISF 28.2415E SOFT S.t4 NI 402 KP 625 FT I SO PSF 24MPSF 7.0 FT 0.11 KW 40a KP 825 fT SO FBT 2887PSF LOFT- 014 NI 407 KP B25FT II BO PSF'2&S]PSF ].OFT 6.11 KIP 4612 KP 8.25 IT 80 PSF 168715E )OFT 811 KP 4607 KP 6151_ r ' --- -- 111 KP 8.50 FT -_- -O PSF 0.00 PSF SBFT- 6.12 KP 4.1)11 -�-8.60 FT D PSF 0.00 PSF 8.5 FT BS2 KW 10 EST:"4.51 FSF 0.5 FT 032 NW 1.1]11 850 FT 10 PSF 481 PSI SSFT B.SP KI 4.17 KP B.SOfT ", 10 PSF 9682 PSF B.S IT 6_52NI 1.1)NF 6.50 FT 20 PSF 9.02 PSF 09 FT 0;53 NSP 4.1)11 _ O.SO fT J 1Bp SPH WPW 14A6 PSF 8.5 FT 8.62KP 4MKP S60 iT 1808PH ]O PSF 1113 P&F 85FT 8.52KW 4d1 KP B.SO FT IO PSF 1824 PSF 1.5 FT 602 KI -KIP 550 FF qO _32 4 _ PSF_1811 PSf 0.5 fT 6.52 KW 422 KP _ 8.60 FT _ SOPSF NOS PSF_S5-FT 0KP N KIP 6.50 FT BOPSF 2109 PSF C,5 5.52 KIP 421 KP 8.90 TT i SO PSF 28.67PSF SSFT SS2 KP 411 KP SSO FT SO PSF 2B Bi PSF SSFT 8.52 KP 428 KP S.50FT Ili COM RETEM.FOOTING NOTES _ - Client: -- ---- -- --- - 40. @RANK. - LNECKEO_&641ENE0.APPROVEp: Pg (5IpN5. _ ti c-hletler In(.. ��C~LE7TER SII RaCkmg SbUCtUre T O B 68170614 w»-p Jy Standard FS 60 Call-35' Project Site: Drawing Number: 5 6 184 015 Schletter Inc, 2 B M15 2/J,a, FPunBaho finGdP IOe IM1 a B n6 2n 1ap,5 2201 North Forbes Boulevard i 9 M P �i, 1001 Commerce Center Dr v.05 -- _ 1 m Design Tables E Tucson,AZ 85745 ° Shelby,NC 28150 i S EpsSHEETTER ub 156VEO RY MC IDWIDINC. NVwV.SCHIFrtEli.uS 9HEkT]K9 3EEORSYMlGVEYIS PRO lIIARY ANC CONFIOENTAL� .4 - _ CHLETTER 1.INTRODUCTION 1.1 Project Description The following sections will cover the determination of forces and structural design calculations for the Schletter,Inc.FS ground mount system. 1.2 Construction Photovoltaic modules are attached to aluminum purlins using clamp fasteners. Purlins are clamped to inclined aluminum girders, which are then connected to galvanized steel posts. Each support structure is equally spaced. PV modules are required to meet the following specifications: 1 ximum Minimum Height = 1700 mm Height = 1550 mm Width = mm Width = 970 mm Dead Load = 3.00 psf Dead Load = 1.75 psf Modules Per Row= 2 Module Tilt= 35° Maximum Height Above Grade = 3 ft .�MtgyiBGT'i4. 1.3 Technical Codes `� Typical loadingconditions of the •ASCE 7-10-Chapter 26-31,Wind Loads ": , module dead loads, •ASCE 7-10-Chapter 7,Snow Loadst snow loads,and wind •ASCE 7-10-Chapter 2,Combination of Loads w loads are shown on the •International Building Code,IBC,2012,2015 /e{f. •Aluminum Design Manual,Eighth Edition,2005 2.LOAD ACTIONS i 2.1 Permanent Loads 9Max= 3.00 psf Self-weight of the PV modules. 9MIN = 1.75 psf 2.2 Snow Loads Ground Snow Load,P9 = 30.00 psf Sloped Roof Snow Load,PS = 14.43 psf (ASCE 7-10,Eq. 7.4-1) Is = 1.00 CS = 0.64 Ce = 0.90 Ci = 1.20 2.3 Wind Loads Design Wind Speed,V= 115 mph Exposure Category=C Height < 15 ft Importance Category=II Peak Velocity Pressure,qz= 20.76 psf Including the gust factor, G=0.85. (ASCE 7-10,Eq. 27.3-1) Pressure Coefficients Cf+TOP = 1.2 (Pressure) Provided pressure coefficients are the result of wind tunnel Cf+BOTTOM = 2 testing done by Ruscheweyh Consult. Coefficients are Cf-TOP = -2.4 located in test report#1127/0510-e. Negative forces are Cf-BOTTOM = -1.2 (Suction) applied away from the surface. 2.4 Seismic Loads-NIA Ss = 0.00 R = 1.25 ASCE 7,Section 12.8.1.3:A maximum Ss of 1.5 SDs = 0.00 Cs = 0 may be used to calculate the base shear, C s,of S, = 0.00 p = 1.3 structures under five stones and with a period, T, SD, = 0.00 D = 1.25 of 0.5 or less. Therefore,a S ds of 1.0 was used to Ta = 0.00 Cd = 1.25 calculate Cs. Rev.09.25.15 FS 60 Cell 2V 35°115mph 30psf 11ft 7-10 NS.xlsx I Page 1 Y Z X :III i �I �o N 1 A 03 Yp 9 � 2 I M6 I l � M9 29 II I I I - – –.- -- --- — Schle35° Tilt w/o Seismic Design1 tter, Inc. I HCV Standard FS Racking System Representative Calculations-ASCE 7-10 j