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23D-149 (29) 127- 129 HINCKLEY ST BP-2020-0655 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block:23D- 149 CITY OF NORTHAMPTON Lot:-001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Buildinq DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL.c.142A) Category: SOLAR ELECTRIC SYST M BUILDING PERMIT Permit# BP-2020-0655 Project# JS-2020-00111 Est.Cost: $24184.00 Fee: $75.00 PERMISSION IS HEREBY GRANTED TO: Const.Class: Contractor: License: Use Group: PIONEER VALLEY PHOTOVOLTAICS 111266 Lot Size(sq.ft.): 54450.00 Owner: CIAMPA ELAINE Zoning: URB(100)/ Applicant: PIONEER VALLEY PHOTOVOLTAICS AT: 127 - 129 HINCKLEY ST Applicant Address: Phone: Insurance: 31.1 WELLS ST - SUITE B 413 772-8788 Workers Compensation GREEN FIELDMA01301 ISSUED ON:11/21/2019 0:00:00 TO PERFORM THE FOLLOWING WORK:RACKING SYSTEM FOR SOLAR PV POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspec'or of Wiring D.P.W. Building Inspector Underground: Servic : Meter: Footings: Rough: Rough:IHouse# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire D6artment Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE ,VOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AN], Certificate of Occupancy I signature: RE Feer e: Date Paid: Amount: Building 11/2 /2019 0:00:00 $75.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner Department use only City of Nort mp �1.. / tus of Permit; Building De art ent ur Cu riveway Permit 212 Mai Str t N�(/ er/Se tic Availability R00 10 2 �D W ter ell Availability A- °`' Northampt n, 0 �9 o S s of Structural Plans ap . phone 413-587-124 �� q60 �N� lot/S'a Plans MprpN ApS 7. Othe Specify APPLICATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE M LISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: This section to be completed by office �jq, Map Lot 1 q Unit 127-129 Hinkley St. Unit 129, Florence, MA Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Elaine Ciampa 127-129 Hinckley St.Unit 129,Florence,MA 01062 Name(Print) Current Mailing Address: See Attachment A Telephone Signature 2.2 Authorized Agent: Pioneer Valley Photovoltaics 311 Wells St. Greenfield;MA 01301 Nam7e(B nt) Current Mailing Address: 413-772-8788 Sign re Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building I , 10717 (a)Building Permit Fee 2. Electrical 13467 (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) $24,184 Check Number f This Section For Official Use Only S5� Building Permit Number:AP— 7-0 Date Signature: a U410 Building Commissioner/Inspector of Buildings Date buildingpermits @ pvsquared.coop EMAIL ADDRESS (REQUIRED; EITHER HOMEOWNER OR CONTRACTOR) 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 c Lot Size ,; Frontage Setbacks Front Side L:� R:0 L:0 R:0 0 0 Rear 0 0 Building Height Bldg.Square Footage 0110 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 DON'T KNOW •? YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO t""IN DONT KNOW Q YES Q IF YES: . enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO �,' DON'T KNOW 0 YES 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 NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES 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 0 Accessory Bldg. ❑ Demolition; ❑ New Signs [p] Decks [0 Siding[O] Other[0] i Brief Description.of Proposed l s Nati fopo acking system for'solar PV Work: Alteration of existing bedroom Yes X No Adding new bedroom Yes X No Attached Narrative I Renovating unfinished basement Yes x No Plans Attached Roll -Sheet s�a. If New house and.or additicih to existing housing, complete the foll nwo ii a: a. Use of building: One Family Two Family Other Solar PV b. Number of-rooms in each family un 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 Buildin and Zoning regulations? Yes No. I. Septic Tank . City Sewer Private well City water Supply SECTION 7a-OWNER AUTHORIZAT ON-TO BECOMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I Elaine Ciampa I as Owner of the subject property PV Squared (Pioneer Valley Photovoltaics) hereby authorize to act on my behalf, in all matters relati a to work authorized by this building permit application. See Attachment A See Attachment A Signature of Owner Date c PV Squared as Owner/Authorized Agent hereby declare that the stateme its and information on the foregoing application are true and accurate,to the best,of my knowledge and belief. Signed under the pains and penalties f perjury: William Killough-Hill Print Name it Signature of Owner/Agent Date SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder: Daniel Gomez Gonzalez License Number 43 Hatfield St. Northampton, MA 01060 CS-111266 Address Expiration Date 03/14/2021 SignatureAx� Telephone 413-772-8788 9.Reaistered Home Improvement Contractor: Not Applicable ❑ Pioneer Valley Photovoltaics Cooperative Company Name Registration Number 311 Wells Street, Suite B, Greenfield, MA, 01301 140077 Address Expiration Date 413-772-8788 Telephone 09/15/2021 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....... � No...... ❑ s" r City of Northampton Massachusetts DEPARTMENT OF BUILDING INSPECTIONS ; ; 212 Main Street •Municipal Building Northampton, MA 01060 Debris s Disposal Affidavit In accordance of the provisions of MGL c 40, S54, I acknowledge that as a condition of the building permit all debris resulting from the construction activity governed by this Building Permit shall be disposed of in a properly licensed solid waste disposal facility, as defined by MGL c 111, S 150A. The debris from construction work being performed at: 127-129 Hinckley St. Florence, MA (Please print house number aid street name) Is to be disposed of at: No debris associated with this project. (Please print name and location of facility) Or will be disposed of in a ' umpster onsite rented or leased from: (Company Name and Address) Signature of Permit Applicant or Owner Date If, for any reason, the debr s will not be disposed of as indicated, the Applicant or Owner shall notify the Building Department as to location where the debris will be disposed. s Attachment A RECD JUL 3 0 2019 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 PhotoVoltaics 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.I will allow any photographs or videos of this project to be used by Pioneer Valley PhotoVoitaics Cooperative for marketing purposes.A chedc for the First Payment is enclosed and I am returning this Agreement within 21 days of the Proposal date. 7-z4_ 15 Printed Name Date Af Signature Title Proposal and Agreement#00014596 Page 6 of 12 Elalne clamps-July 26,2010 ROOF FRAMING PLAN _D SIGN ASSUMPTIONS® Loads: L -------------connector List------------ T/C Live: 35 psf B/C Live: 0 psf T/C Dead: 15 psf B/C Dead: 5 psf IDs Dty Hpdel Number No[e Carrying mbr fasteners I[op/face) carried mbr fasteners fhip/iac41 soca Slope To Detail Load Case: Snow r ___________________________________________________________________________________________________________________________________________________________________ Deflection Criteria: H1 43 ISSDw310 ws Is Us 12 Nd—s' ' D 1s.4 C15095.pdL '"^°^'"^' L/360 Live L/290 Sotal y __------_-----------___-------------___----------------------_—_---------____-----------_----------------_---__---------------------------------__ ...n nr. —wt,sctttenera Building Code: IBC/IRC )Allowable Stress De 60 0" Design—umo`s continuous lateral bracing for both edges. 26' On - � AN ADDITIONAL 5 LBS OF DEAD LOAD IS ADDED FOR SOLAR LOADING R8 RR 1 3 1/ X 3- 2" C L 1/ 3-1/21 VE;SAI L ------- Floor Framing Material ------- I,2T SI SO E Q4 SO .5 OS W T8 I SO EC 44 DS .5 OS i �P "� lqi _ Type-_ Qty_ Product Length G3 ni Gq R2 1 19"AJS 20 30. 0" l V g-:/2' X -1 " R C 7R4 2 22• 0"ON EC p46 S2 5 ST 1/ 5-/4• VE L R6 4 v 20' 0"RB 4 v v 16. 0"IT S S E Q4 SD .5 O Total length: 158' 0• SB 31 H7�i � S 31 a ' II ------- Roof Framing Material ------- G2 G1 3 1 if if if If ' TLaiP iFXCl S meq.By'ILT'i I T WALL Type QtY_ Product Length SUP11 R L D R1 30 14•AJS 20 30' 0• TR PLE 2X6„STUD$,BUFL INTO R3 19 zz• o^ RS 28 20' 0" TO POR L R E R1 17 16' 0" R9 1 10' 0• R10 I 6' 0• I R4 R11 1 v 5• o• R12 1 v v 2' 0" 'r Total length: 2063' 0° ' � ------- Beam S Ledger Material ------- ITT x Type__ Qty. Product Length'B NG W L O RC F I o ____ ___- _______ ______ R4 _ G1 3 1-3/4x14 VERSA-LAM 2.0 3100 SP 22' 0" G2 3 22' 0" C G3 2 7' 0' G4 2 v16' 0• l v Total length: 178' 0• ------ Post Material ------ LID BICKG Type Qty. Product Length s P1 3 Column bother10• 0• HR� Total length: 3' Miscellaneous Materials RB R8 I '"o m Type Qty. Product Length 4I•.a XXX (R/L) 14•AJS 20 84' 0• I XXX fR/L) v 100. 0• v Total length! 189. 0• A11 product names are trademarks of their respective owners ILA 0' 0" 0' On 6' 40' g . 0" This layout has been created using the information from the plan provided,ane/or verbal information F $m m rk Mlles Inc. NOTES: teom the general contraetoc.r.k Miles..awes no responsibility tar this layout if t-' yLB lei ialtered during construction or any of the sccuctural members chw.are not suppplied by r.kMilesIt is the responsibility of the building contrattar/ownertoinstalland/ versea choinstallation 21 West St. It all the engineered wood a mpcnents t a re co pllanae with the manutacturers spedllcatlov.It any °e= ` West Hatfield Ma. changes are m.do co this project after theacompletion of our layout contact RR Miles immediately ~fWA - .$, CS Structure' 2016.5.1[Build 21 WrightBuildersHinckleyTrace- 9-29-16 lanBeamFngire 20165.0.2 Materials Database 1555 12:12pm lof4 Member Data Description:CaIcG1 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00 1 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member-Weight: 21.3 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 0' 8.25" 0 43 Live Replacement Uniform(PLF) Top a 0.00" 0' 8.25" 87 0 Snow Replacement Uniform(PLF) Top 0' 0.0011' 19'11.00" -166 0 Snow Replacement Uniform(PLF) Top a 0.00" 19'11.00" -0 -50 Live Replacement Uniform(PLF). Top 0' 8.25" 19'11.00" 1 147 Live Replacement Uniform PLF Top 0' 8.25" 19'11.00" 300 0 Snow 084 1994 G) ®, 2058 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 U 8.250" Wall SPF Plate(425psi) WA 2.083" 4648# -2024# ' 2 20' 5.500" Wall SPF Plate(425psi) N/A 2.004" 4471# - -1851# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 8# 2968# 1680# 2 8# 2860# 1611# Design spans 0' 8.250"(left cant) 19 4.626' a Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 2024ibs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 1852ibs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading ; Positive Moment 21994.# 52088.# 42% 10.38' Total Load D+S Negative Moment 9128.'# 52088.# 17% 10.38' oad D+S Shear 3997.# 16060.# 240/6 0.7 �-(F1OF D+S TL Deflection 0.6195" 0.9693" U375 10.38' +S LL Deflection 0.3966" 0.6462" U586 10.38' p� CHRISTO TL Defl.,Lt. -0.0703" 0.2000" 2U234 0' LL Defl.,Lt. -0.0459' 0.2000" 2U366 0' DUDEKTotal L Control: TL Deflection V CIVIL rn DOLS: Live=100% Snow=1150/6 Roof=125% Wind=1601/. No.29566 Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives F AL All product names are trademarks of their respective owners Doug Hodgins Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL rk Miles Inc.RIGHTS RESERVED. 21 West St. Ldn ng Is defined es when the member,floor)oist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.Themuslbe reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. Cs structureTm 2016.5.1[Build 2] WrightBuildersHinckleyTrace- 9-29-16 )m l3eamFngine 20165.0.2 Materials Database 1555 - 12:12pm 2of4 Member Data Description:CaICG2 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection,Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.3 PLF Filename;C:\KMW\JOBS\' Other Loads Type Tdb. Other Dead (Description) Side Begin End Width Start- End Start End Category Replacement Uniform(PLF) Top 0' 6.50" 20' 1.88" 1 147 Live Replacement Uniform(PLF) Top 0' 6.50" 20' 1.88" 300 0 Snow Replacement Uniform(PLF) Top 0' 6.50" 20' 5.50" -166 0 Snow 'Replacement Uniform(PLF) Top 0' 6.50" 20' 5.50" -0 -50 Live Replacement Uniform (PLF) Top 20' 1.88" 20' 5.59' 0 . 43� Live Replacement Uniform PLF Top 20' 1.88" 20' 5.50" 87 0 Snow I i - .2058 ED 2058 Bearingiand Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 a 0.000" Wall SPF Plate(425psi) N/A 2.036" 4544# -1883# 2 20' 5.500" Wall SPF Plate 425 i N/A 2.06T' 4613# -1917# Maximum Load Case Reactions J Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 8# 2906# 1638# 2 8# 2953# 1661# Design spans 19 8.250" Product: 1-3/4x14 VER A LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral racing along the top chord. S Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 111884lbs at bearing 1 and ensure.that the structure can resist appropriately. Review gravity uplift reaction force of 1917lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actu l Allowable Capacity Location, Loading Positive Moment 22704.'# 52088.# 43% 10.23' Total Load D+S Negative Moment 943814 52088.'# 18% 10.23' oad D+S Shear 4061.# 16060.# 25% 0.4' SIF\OF11gj D+S TL Deflection 0.65917' 0.9844" U358 10.23' �<11 +S LL Deflection 0.4222" /10.6563" U559 10.23' Control: TL Deflection N DUDEK DOLS: Live=100% Snow=1151/6 Roof=1259% Wind=160% o Design assumes a repetitive member use increase it bending stress: 4% U CIVIL rn Manufacturers installation guide MUST be consult for multi-ply connection details and alternatives No.29566 4 AL All product names are trademarks df their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2016 by Simpson Sl ng•Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. ••Passing is defined aswhen the member,floorjoist,beam oigirde5 shop on lhisdrawing meals applicable design criteria for Loads,.Loading Conditions,and Spans listed on thissheet.The design must be reviewed by aqualifled designer or design professional asrrequired forapproval.Thisdesign assumes product installalion according to the man ufacturersspecilicatrons. West Hatfield Ma. CS Struca¢en'2016.5.1[Btad2] WrightBuildersHinckleyrrace- 9-29-16 FanBewnFngne 20165.0.2 Materials Database 1555 12:12pm 3of4 Member Data Description:CalcG3 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 1.2 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code,.-IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) side Begin. End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 6 0.00" 1 158 live Replacement Uniform(PLF) Top 0' 0.00" 6' 0.00" 347 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 6'11.00" 1 105 Live Replacement Uniform(PLF). Top 0' 0.00" 611.001, 213 0 Snow Replacement Uniform(PLF) Top 6' 0.00" 6'11.00" 0 43 Live Replacement Uniform PLF To 6' 0.00" 6'11.00" 87, 0 Snow 611 0 ED i � 611 0 � Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Requir d Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 1.722" 2562# -- 2 6'11.009' Wall SPF Plate 425 i N/A 1.600" 2380# -- Maximum Load Case Reactions Used for applying point loads(or fine loads)to carrying members Live Snow i Dead 1 5# 1715# 847# 2 5# 1589# 791# Design spans 6 1.750" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual> Allowable Capacity Location Loading Positive Moment 3923.'# 33390:# 11% 3.46' Total Load D+S Shear 16034 10706.# 14% 5.61' Total Load D+S TL Deflection 0.0166'. 0.3073" U999+ 3.46' Total Load D+S LL Deflection 0.0111" 0.2049' U999+ 3.46' ],Load S Control: Shear P\,IA q,9. DOLS: Live=100% Snow=1151/o Roof=125% Wind=160°/ Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives y CHRISTOPHER G GN 0 DUDEK ov CIVIL No.29566 AL All product names are trademarks of their respective owners Doug Hodgins Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. rk Mlles Inc. —Passing is defined as when the member,floortois6 beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The 21 West St. design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufaclurers specifications. West Hatfield Ma. CS StrucOseTM 2016.5.1[Build 21 WrightBulldersHinckleyTrace- 9-29-16 kmBeamFngine 2016.5.0.2 12:12 m Materials Database 1555 P 4of4 Member Data Description:CalcG4 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection'Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.2 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top a 0.00" 14' 0.00" 0 74 Live Replacement Uniform(PLF) Top 0' 0.00" 14' 0.09' 168 0 Snow Replacement Uniform(PLF) Top a 0.00" 14'11.00" 1 105 Live Replacement Uniform(PLF) Top a 0.00" 14'11.00" 213 0 Snow Replacement Uniform(PLF) Top 4' 0.00" 14'11.00" 0 43 Live Replacement Uniform PLF To 4' 0.00" 14'11.00" 87 0 Snow I ' 1411 0 1411 0 r Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) WA 2.728" 4057# 2 14'11.000" Wall SPF Plate(425psi) WA 2.689" 4000# - Maximum Load Case Reactions. Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 8# 2694# 13631E 2 8# 2653# 1347# Design spans 14' 1.750" Product: 1-3/4x14 VERSA-LAM 2.0 3100 SP 2 ply. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral b1racing along the bottom chord. Allowable,Stress Design Actua Allowable Capacity Location Loading Positive Moment 14344.1# 33390.'# 42% 7.46' Total Load D+S Shear 3390.# 10706.# 31% 13.82 Total Load D+S TL Deflection 0.3228" 0.7073" U525 7.46' Total Load D+S LL Deflection 0.2143" 0.4715" U792 7.46' I Load S ul-A4 Control: TL Deflection . I ��P�xN ASS,9� DOLS: Uve=100% Snow=115% Roof=125% Wind=160% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives y o CHRISTOPHER G G DUDEK CIVIL v. No.29566 AL ) All product names are tmdemalks of itheir respective owners Doug Hodgins rk Miles Inc. Copyright(C)2016 by Simpson She ig-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floorjclst,beam or gilder,showman this drawing meets applicable design criteria for Loads,Loading Conditions,-and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as riequired for approval.This design assumes product installation according to[he manufacturers specifications. West Hatfield Ma. I Cs strucbae7^t 2016.5.1[Build 2] WrightBuildersHinckleyTrace- 9-29-16 IanBeamEngne 20165.0.2 Materials Database 1555 12:13pm 1of10 Member Data Description:CalcA1 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 4.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: U240 live, U180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ CIO N 1911 7 i(D ®i Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SPF Plate(425psi) N/A 1.500" 653# 2 19'11.439' Girder SPF Plate(425psi) N/A N/A 653# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 450tf(337plf) 203ff(152plf) 2 45 337 If 203#15 if Design spans 20' 3.817' Product: 14"AJS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3147.'# 6092.# 51% 10.02' Total Load D+S Shear 620.# 2061.# 30% 0' Total Load D+S End Reaction 653.# 14371 45% 0' Total Load D+S TL Deflection 0.4434" 1.3546" U549 10.02' Total Load D+S LL Deflection 0.3054" 1.0160" U798 10.02' Total Load S Control: Pos.Moment DOLS: Live=1001/. Snow=1151/. Roof=125% Wind=1601/. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. OF M4ss9c CHRISTOPHER G yGu, 0 DUDEK ov CIVIL v No.29566 AL All product names are Irademarksof Iheirrespeclive owners Doug Hodgins rk Miles Inc. Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. - "Passing isdefined aswhen the member,lloor)olsl,beam or girder,shown on this drawing meets applicable.design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The 21 West St. design must be reviewed by a qualified designer or design professional as required forapproval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. CS StructureTh'2016.5.1(Build 2] WrightBuildersHinckleyTrace- '9-29-16 ImtBeamEngne 2016.5.0.2 Materials Database 1555 12:13pm 2 of 10 Member Data Description:CalCA2 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -6.50/ 12 J Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, U180 total Dead Load: 15 PSF Deck Connection: Nailed rilename: C:\KMW\JOBS\ 12 4 1 _ - ��- 0 ' 1241 Bearings and Reactions Input . Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1_ 0' 0.000" Girder SJPJF'PIate(425psi) N/A N/A 405# - 2 12' 4.062" Wall SPF Plate(425psi) N/A 1.500" 405# - Maximum Load Case Reactions Used for applying point loads(or fine loads)to carrying members , Snow Dead 1 272#(204plf) 133#(99pif) 2 27 if 133#99 If Design spans 13' 3.125' I Product: 14"AJS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1180.' 6092.# 19% 6.12' Total Load D+S Shear 356. 2061.# 17% 0' Total Load D+S End Reaction 405. 1437.# 28% 12.34' Total Load D+S TL Deflection 0.0791' 0.8841" U999+ 6.12' Total Load D+S LL Deflection 0.0532' 0.6631" U999+ 6.12' Total Load S Control: Max End React. DOLS: Live=100% Snow=1159/6 Roof=12594. Wind=160% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. OF Ajq o CHRISTOPHER G G DUDEK ov CIVIL v N0.29566 • AL - All product names are trademarks of(heir respective owners Doug Hodgins rk Miles Inc. Copydght(C)2016 by Simpson Strog-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member,floorjoisl,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. CS StructureTNt 2016.5.1[Build2l WrightBuildelsHinckley'Trace- 9-29-16 1mlBeamFngine 20165.0.2 Materials Database 1555 12:13pm 3 of 10 Member Data r Description:CallcA3 Member Type:Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 4.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: U240 live, U180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ �o 21 1 12 6 10 5 Q o ®, Bearings and Reactions Input Min Gravity Gravity Location Type Material Length+ Required Reaction Uplift 1 a 0.000" Wall SPF Plate(425psi) WA 1.500" 565# 2 21' 1.750" Wall SPF Plate(425ppi) WA 3.500" 1499# 3 280 0.063" Girder SPF Plate(425psi) WA WA -- -212# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members [ Snow Dead 1 389#(292plf) 176#(132pif) 2 1033#(774p1f) 466#(350plf) 3 -1 -1 If -65#-49 If Design spans 21'10.562" 6'11.062" Product: 14"AJS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2360.'# 6092.# 38% 8.69' Total Load D+S Negative Moment ) 2860.'# 6092.# 46% 21.15' Total Load D+S Shear 797.# •2061.# 38% 21.14' Total Load D+S End Reaction 565.# 1437.# 39% 0' Total Load D+S Int.Reaction 1499.# 2794.# 53% 21.15' Total Load D+S TL Deflection 0.3170" 1.458T' U828. 9.73 Total Load D+S LL Deflection 0.2183" 1.0941" U999+ 9.73' Total Load S Control: Max Int.React. DOLS: Live=1001/. Snow=1151/. Roof=125% Wind=160°/" Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. • ��P��N OF Mgssgcti �o CHRISTOPHER G GN DUDEK CIVIL v No.29566 , T AL All product names ars tmdemadcsof their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 2t West St. -Passing Isdefined aswhen the member,flooriois6 beam orgirder,shown on thisdmwing meets applicable design criteria for Load%Loading Conditions,and Spans listed on[his sheet.The design must be reviewed by a qualified designer or design professional as required forapproval.This design assumes product Installation according to the manufacturers specifications. Vest Hatfield Ma. cs strucauenf 2016.5.1[Build 2] WrightBuildersHinckleyTrace- 9-29-16 1mtBeamFnpne 2016.5.0.2 Materials Database 1555 12:13pm 40f 10 Member Data Description:CalCA4 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous , Slope: -6.50/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, L/180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ 5 214 G 5 21 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SP F Plate(425psi) N/A WA 162# 2 5' 2.875" Girder SPF Plate 425 si' N/A N/A 162# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 109#(82p]f) 53#(40plf) 2 109#8 If 53# If Design spans 5' 3.562' Product: 14"AJS.20 161.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment. 188.14f 6092.# 3% 2.62' Total Load D+S Shear 142. 20611 60/6 0' Total Load D+S TL Deflection 0.0040" 0.3532" U999+ 2.62' Total Load D+S LL Deflection 0.002 0.2649" U999+ 2.62' Total Load S Control: Shear DOLS: Live=100°/ Snow=115% Roof=125% Wind=1609/6 Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. OF Mgss9cy o CHRISTOPHER G G DUDEK o0 CIVIL W No.29566 F� lTP�O ��Q AL All product namesare tmdemarksolheirrespective owners Doug Hodgins rk Miles Inc. Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing isdefined aswhen the member,lloorjolst,beam orgirder,shown on lhisdrewing meelsapplicable design criteria for Loads,Loading Conditions,and Spanslisted on lhissheet.The design must be reviewed by aqualified designer or design professional asrrquired forapproval.Thisdesign assumesproduct installation according to the manufacturers specifications. West Hatfield Ma. CS Stru tureTM 2016.5.1[Build 21 WrightBuildersHinckleyTrace- 9-29-16 IanBeamEngim 20165.0.2 Materials Database 1555 12:13pm 5 of 10 Member Data Description:CalCA5 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -6.50/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, U180 total Dead Load: ' 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ 17 3 7 — - - ---- -- 17 3 7 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 a 0.000" Girder SPF Plate(425psi) N/A N/A 576# - 2 17' 3.438" Wall SPF Plate(425psi) N/A 1.500" 576# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 388#(291pif) 189#(142pif) 2 291 If 189#t if Design spans 18'10.688" Product: 14"AJS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2394.'# 6092.# 39% 8.6' Total Load D+S Shear 507.# 2061.# 24% 0' Total Load D+S End Reaction 576.# 1437.# 40% 17.29' Total Load D+S TL Deflection 0.2955" 1.2595" U767 8.6' Total Load D+S LL Deflection 0.1987' 0.9446" U999+ 8.6' Total Load S Control: Max End React. DOLS: Live=100% Snow=115% Roof=1250/. Wind--160% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. of M4S,s9cyG CHRISTOPHER G u, DUDEK CIVIL v No.29566 AL All product names are trademadcsof their respective owners Doug Hodgins Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. rk Miles Inc. "Passing is defined aswhen the member,floorjoisl,beam orginler,shown on thisdrawing meets applicable design criteria for Load%Loading Conditions,and Spans listed on this sheet.The 21 West St. design must be reviewed by a qualified designeror design professional as required forapproval.Thisdesign assumes product installation according to the manufacturers specifications. Weft Hatfield Ma. cs SmEt reTM 2016.5.1[Build 2] WrightBuildersHinckleyTrace- 9-29-16 1m EleamFngine 2016.5.0.2 Materials Database 1555 12:13pm 6 of 10 Member Data Description:CaicA6 ( Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 6.50/ 12 Bottom Lateral Bracing: Continuous - Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: U240 live, U180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ --------------- m f CD 1241 Bearings and Reactions 12 4 1 Input Min Gravity Gravity Location Type Material Length Required _Reaction Uplift 1 a 0.000" Wall S-IF Plate(425psi) WA 1.500" 405# -- 2 12' 4.062" Girder SPF Plate(425psi) WA N/A 405# - Maximum Load Case Reactions Used forapplying point loads(or line loads)to carrying members ' Snow' Dead 1 2721f(204pff) 1W99pff) 2 27 ff 133#99 If Design spans 13' 3.125" Product: 14"AJS 20 16 0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each b aring. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1180.'p 6092.# 190/0 6.22' Total Load D+S Shear 356.# 20611 170/6 0' Total Load D+S End Reaction 405.1 1437.# 280/6 0' Total Load D+S TL Deflection' 0.0791' 0.8841" U999+ 6.22' Total Load D+S LL Deflection 0.0532" 0.6631" U999+ 6.22' Total Load S Control: Max End React. DOLS: Live=100°/ Snow=1151/6 Roof=1250/. Wind=160% Web stiffener and minimum Clearing length requirements at hangared connections depend on the connection style and are not included in this design. OF Mgssgcy o CHRISTOPHER G u, 0 DUDEK ov CIVIL No.29566 ' F All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2016 by Simpson Sim g-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing Is dell ned as when the member,floor Joist,beam or girder,show on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheel.Tha design must be reviewed by a qualified designer or design professional as ,,ulred for approval.Thle design asvtmes product installation according to the manufacturer s speclflcatlons. West Hatfield Ma. i CS Structmen'2016.5.1[Build 2] WrightBuildersHinckleyTrace- 9-29-16 lanBeamFsgine 20165.0.2 Materials Database 1555 12:13pm 7of10 Member Data Description:CalcA7 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -4.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, U180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ 11 811 8 212 Q ©, 1911 7 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 a 0.000" Girder SPF Plate(425psi) N/A N/A 311# - 2 11' 8.688" Wall SPF Plate(425psi) N/A 3.500" 840# - 3 19'11.438" Wall SPF Plate(425psi) N/A 1.500" 155# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 214#(161pif) 97#(73pif) 2 57W434pif) 261#(196plf) 3 107#80 If 48#3 If Design spans 12' 0.562" T 3.250" Product: 14"AJS 20 16:0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 715.# 6092.# 11% 4.86' Total Load D+S Negative Moment 869.# 6092.# 14% 11.72' Total Load D+S Shear 439.# 2061.# 21% 11.71' Total Load D+S End Reaction 155.# 1437.# 10% 19.96' Total Load D+S Int.Reaction 840.# 2794.# 30% 11.72' Total Load D+S TL Deflection 0.0342" 0.8033" U999+ 5.44' Total Load D+S LL Deflection 0.0236" 0.6025" U999+ 5.44' Total Load S Control: Max Int.React. DOLS: Live=100°/ Snow=115% Roof=1251/o Wind=160% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. ' '(H of Mgss9CyG CHRISTOPHER G u, 0 DUDEK R'1 ov CIVIL co No.29566 �RfTP�O �ri�� AL All product names are trademarks of their respective owners - Doug Hodgins rk Miles Inc. Copyright(C),beam by Simpson Strong-Tie Company eeleaL RIGHTS RESERVED. 21 West St. ••Passing Isdelined aswhen the member,lloorjoiet,beam or girder,shown on thisdmwing meets applicable design criteria for Loads,Loading Conditions,and Spens listed on this sheet.The design must be reviewed by a qualified designer or design professional asrequired forapproval.Thisdesgn assumesproduct installation according to the manufacturersspecilicalions. West Hatfield Ma. cs Structure"'2016.5.1[Build 2] WrightBuildersf inckleyTrace- 9-29-16 In aBeam&tgine 20165.0.2 Materials Database 1555 12:13pm 8 of 10 Member Data Description:CaIcA8 Member Type: Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 6.50/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, U180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ N O Bearings and R actions 5 214 Input Min Gravity Gravity Location Type J Material 5[*Nth Required Reaction Uplift 1 a 0.000" Girder SF F Plate(425psi) WA WA 162# - 2 5' 2.875" Girder SRF Plate 425 si WA N/A 162# - Maximum Load Case Reactions Used for applying paint loads(or Iine loads)to carrying members Snow Dead 1 1099(82pif) 53#(40plf) 2 109#8 If 53# If Design spans 5' 3.562" Product: 14"AJS 20 16.0 O.C. PASSES DESIGN,CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each b aring. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 188.'# 6092.# 3% 2.62' Total Load D+S Shear 142.# 2061.# 6% 0' Total Load D+S TL Deflection 0.004q, 0.3532" L1999+ 2.62' Total Load D+S LL Deflection 0.0027' 0.2649" L1999+ 2.62' Total Load S Control: Shear DOLS: Live=100% Snow=115% Roof=125% Wind=160% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. r OF Mgss9� o`er CHRISTOPHER G yu, DUDEK ov CIVIL i No.29566 AL All product names are trademarksol theirrespective owners Doug Hodgins rk Miles Inc. Copyright(C)2016 by Simpson Strog-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined aswhen the member,floorjoist,beam or girde5 shown on thisdrawing meets applicable design criteria for Loads•Loading Conditions,and Spans listed on Ihis sheet.The design must be reviewed by aqualifled designer or design professional asriquired for approval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. Cs structurem 2016.5.1[Build z] WrightBuildersHinckleyTrace- 9-29-16 kimBeamFngine2016.5.0.2 m 12:13 Materials Database 1555 P 9 of 10 Member Data " Description:CaIcA9 Member Type:Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -4.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: U240 live, U180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ 610 5 ® ,, 21 1 12 9 1 2601 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder SPF Plate(425psi) N/A N/A -- -212# 2 6'10.312" Wall SPF Plate(425psi) N/A 3.500" 1499# 3 28' 0.063" Wall SPF Plate(425psi) WA 1.500" 565# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members - Snow Dead 1 -146#(-109plf) -65#(-49p1f) 2 1033#(774plf) 466#(350plf) 3 29 ff 176#1 If Design spans 6'11.062" 21'10.562" Product: 14"AJS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord., Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2360.'# 6092.# 380/6 19.32' Total Load D+S Negative Moment 2860.'# 6092.# 460/6 6.86' Total Load D+S Shear 798.# 20611 380/6 6.86' Total Load D+S End Reaction 5654 1437.# 390/6 28.01' Total Load D+S Int.Reaction 1499.# 2794.# 530/6 6.86' Total Load D+S TL Deflection 0.3170" 1.45BT' U828 18.28' Total Load D+S LL Deflection 0.2183" 1.0941" U999+ 18.28' Total Load S Control: Max Int.React. DOLS: Live=100% Snow=1159/6 Roof=1259/6 Wind=160% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. OF Mgssgcti �o CHRISTOPHER G GN 0 DUDEK n'1 o0 CIVIL No.29566 AL All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2b1a by Simpson Stroown on this drawl Company eats pRIGHTS RESERVED. 21 West St. -Passing Is defined as when the member,IloorJoisl,beam or girder,shown on thisdrawing meals applicable design criteria for Loads,Loading Candilions,and Spans listed on this sheet.The design must bereviewedby a qualified designer or design professional as required for approval.This design assumes productinstallation according to the manufacturers specifications. West Hatfield Ma. CS Structurent 2016.5.1[Build 2] WrightBuildersHinckleyTrace- 9-29-16 tanBeantEngine 2016.5.0.2 Materials Database 1555 12:13pm 10 of 10 Member Data Description:CalCA10 Member Type:Joist Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 6.50/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 35 PSF Deflection Criteria: L/240 live, L/180 total Dead Load: 15 PSF Deck Connection: Nailed Filename: C:\KMW\JOBS\ ---------------- J 17 3 7 10 17 3 7 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall SFF Plate(425psi) WA 1.500" 576# - 2 17 3.438" Girder S F Plate(425psi) N/A WA 576# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 388#(291plf) 189#(142p1f) 2 3W291 If 189#1 If Design spans 18'10.688" Product: 14"AJS 20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each beating. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2394.' 6092.# 390/6 8.69' Total Load D+S Shear 507.4t 2061.# 240/6 0' Total Load D+S End Reaction 576. 1437.# 40% 0' Total Load D+S TL Deflection 0.295' 1.2595" L/767 8.69' Total Load D+S LL Deflection 0.198,' 0.9446" L1999+ 8.69' Total Load S Control: Max End React. DOLS: Live=100% Snow=1151/6 Roof=1250/6 Wind=160% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. OF MgSsgC' o`er CHRISTOPHER G tiG DUDEK mi 00 CIVIL CIO No.29566 AL All product names are trademarks oftheirrespective owners Doug Hodgins rk Miles Inc. Copyright(C)2016 by Simpson She g-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. -Passing is defined aswhen the member,lloorloist,beam orgirder,shown on lhisdrawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designeror design professional assquired for approval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. Cs structmeW 2016.5.1[Build 2] WrightBuildersHinckleyTrace- 9-29-16 kmBeamEngne 20165.0.2 Materials Database 1555 11:58am 1of6 Member Data Description:CalcB5 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\- Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Re lacement Uniform PLF Top 0' 0.00" 17 2.75" 31 33 Snow 17 212 O 0, 17 212 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 a 0.000" Wall LVUPSL(DF/SP)End-Grain(1000psi) N/A 1.500" 592# - 2 17' 2.750" Wall LVUPSL DF/SP End-Grain(1000psi) N/A 1.500" 592# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 249# 343# 2 249# 343# Design spans 15'11.000" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the•bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2356.'# 16051:# 14% 8.89' Total Load D+S Shear 533.# 7265.# 70/6 0.94' Total Load D+S TL Deflection 0.2148" 0.7958" U889 8.89' Total Load D+S LL Deflection 0.0905" 0.5306" U999+ 8.89' Total Load S Control: TL Deflection DOLS: Live=100% Snow=115% Roof=125% Wind=160% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives of M,yss9�yG CHRISTOPHER G 0 DUDEK o0 CIVIL n No.29566 ccF / TP�O ��Q � AL All product namesare tredemadcsof theirrespective owners Doug Hodgins ' rk Miles Inc. Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing Is defined as when the member,floorlolst,beam or girder,shown on this drawing meets applicable design criteria for Load%Loading Conditions,and Spans listed on this sheet.The design must ba reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. CS SfrucameTm 2016.5.1(Build 21 WrightBuildersl-lincldeyTrace- 9-29-16 lanBeamEngioe 20165.0.2 Materials Database 1555 11:58am 2of6 Member Data Description:CalcB6 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category L Replacement Uniform(PLF) Top " a 0.00" 5' 6.1,9" 1 178 Live Replacement Uniform(PLF) Top 0' 0.00" 5' 6.19 347 0 Snow Replacement Uniform(PLF) Top 5' 6.19" 7 2.75" 1 178 Live Replacement Uniform(PLF) Top 5' 6.19" 7 2.75" 347 0 Snow Point LBS To 0' 5.50" 36 38 Snow i l I 7 212 7 212 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVUPSL(DF/SP)End-Grain(1000psi) N/A 1.500" 1650 - 2 7 2.750" Wall LVUPSL DF/SP End-Grain(1000psi) N/A 1.500" 1579# -- Maximum Load Case Reactions Used for applying point loads(orline loads)to carrying members Live Snow Dead 1 3# 1061# 592# 2 3# 1026# 554# Design spans 5'11.000" Product: 1-3/4x9-1/2 VERSA LAM 2.0 3100.SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral k iracing along the top chord. Design assumes continuous lateral k iracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2336.ff 16051:# 140/6 3.34' Total Load D+S Shear 1159.1 7265.# 150/6 5.52' Total Load D+S TL Deflection 0.029 " 0.2959' U999+ 3.34' Total Load D+S LL Deflection 0.019 " 0.1972" U999+ 3.34' Total Load S Control: Shear OF DOLS: Live=100% Snow=115% Roof=125% Wi d=160% Manufacturer's installation guide MUST be consultec for multi-ply connection details and alternatives o CHRISTOPHER G G DUDEK CIVIL n No.29566 o Q • AL All product names are trademarks o their respective owners Doug Hodgins' rk Miles Inc. Copyright(C)2016 by Simpson Sing-Tie Company lnc.ALL RIGHTS RESERVED. 21 West St. ••Passing isdefined aswhen the member,floor joist,beam or girder,she on thisdawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The . design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the mariufaclurersspecifications. West Hatfield Ma. CS StructureT-2016.5.1,fBu ld 2) WrightBuildersMnckleyTrace- 9-29-16 lnaBeatnEngme 2016.5.0.2 Materials Database 1555 11:58am 3of6 Member Data Description:CaIcB10 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection;. Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Tfib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top 0' 0.00" 9' 2.75" 31 33 Snow rill 9 212 O 0 9 212 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required . Reaction Uplift 1 a 0.000" Wall LVUPSL(DF/SP)End-Grain(1000psi) N/A 1.500" 294# 2 9 2.750" Wall LVUPSL DF/SP End-Grain(1000psi) N/A 1.500" 294# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 124# 170# 2 124# 170# Design spans T 11.000" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 583.# 16051.'# 3% 4.89' Total Load D+S Shear 236.# 7265.# 3% 1.72' Total Load D+S TL Deflection 0.0131" 0.3958" U999+ 4.89' Total Load D+S LL Deflection 0.0055" 0.2639" U999+ 4.89' Total Load S Control: Positive Moment DOLS: Live=100% Snow=1151/. Roof=125% Wind=160% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives - jN OF MgssgcyG CHRISTOPHER G U, DUDEK 4 CIVIL cin No.29566 AL All product names are trademarksof their respective owners Doug Hodgins rk Miles Inc. Copyright ist,beam by Simpson Strong-Tie Company meets RESERVED. 21 West St. ••Passing is defined as when the member,iloorJoist,beam or girder,shown on ihisdmwing meals applicable design criteria for Loads,Loading Conditions,and Spans listed an this sheet.The design must be reviewed by aqualified designer or design professonal as required forapproval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. Cs slrucbueT 2016.5.1[Baild2f WrightBuildersl inckleyTrace- 9-29-16 1mlBeamEngine 20165.0.2 Materials Database 1555 11:58am 4of6 Member Data Description:CaIcB11 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top a 0.00" 15' 2.75" 0 41 Live Replacement Uniform(PLF) Top a 0.00" 15' 2.75" 108 0 Snow Point LBS Top 19 5.50" 36 38 - Snow I I 15 2 12" 15 212 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVUPSL(DF/SP)End-Grain(1000psi) N/A 1.500" 1179# -- 2 15' 2.750" Wall LVUPSL DFS,/SP End-Grain(1000psi) WA 1.500" 1105# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 2# 789# 390# 2 2# 753# 352# Design spans 13'11.000" Product: 1-3/4x9-1/2 VERSA LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral I:racing along the bottom chord. Allowable Stress Design Actuall Allowable Capacity Location Loading Positive Moment 16051.'# 23% 7.34' Total Load D+S Shear 979. 7265.# 13% 0.4' Total Load D+S TL Deflection 0.2680" 0.6958" U623 7.34' Total Load D+S LL Deflection 0.1826t" 0.4639" U914 7.34' Total Load S Control: LL Deflection DOLS: Live=100% Snow=115% Roof=125% Wi Id=160% Manufacturer's installation guide MUST be consultec for multi-ply connection details and alternatives OF M4ss9�yG CHRISTOPHER IS DUDEK 1114 CIVIL v Na.29566 AL All product names are trademarks o their respective owners _ Doug Hodgins rk Miles Inc. Copyright(C)2016 by Simpson Stn ng-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floor)oisl,beam or girder,show ion this drawing meals applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. West Hatfield Ma. I CS Structurem 7016.5.1[Build 2] WrightBuildersHinckleyTrace- 9-29-16 1mtBeamFngine 20165.0.2 Materials Database 1555 11:58am 5 of,6 Member Data Description:CaIcB24 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360.live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.6 PLF Filename: C:\KMW\JOBS\ Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top a 0.00" 4' 6.75" 15 5 Live Replacement Uniform(PLF) Top 4' 6.75" 5' 9.50" -40 -13 Live Replacement Uniform(PLF) Top 4' 6.75" 5' 9.50" 0 13 Live Replacement Uniform(PLF) Top 4' 6.75" 5' 9.50" 15 5 Live Point(LBS) Top 2'10.69" 8 1393 Live Point LBS Top 2'10.69" 2744 0 Snow / O 5 9 8 ® , 5 9 8 Bearings and Reactions Input, Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall LVUPSL(DF/SP)End-Grain(1000psi) WA 1.500" 2109# 2 5' 9.500" Wall LVUPSL DF/SP End-Grain(1000psi) N/A 1.500" 2113# -16# Maximum Load Case•Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 42# 1374# 73W 2 42# 1370# 743# Design spans 5' 0.259' Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP . 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual . Allowable Capacity Location Loading Positive Moment 5241:# 16051:# 320/6 2.89' Total Load D+S Negative Moment 3.'# 13958.'# 0°/0 4.9' Total Load D+L Shear 2097.# 7265.# 28% 0.4' Total Load D+S TL Deflection 0.0381" 0.2510" U999+ 2.89' oad D+S LL Deflection 0.0250" 0.1674" U999+ 2.89' N OF A� d S Control: Positive Moment DOLS: uve=1001/6 Snow=115°/" Roof=125°/" wind=1601/" o CHRISTOPHER G G Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives N DUDEK ov CIVIL v No.29566 ' AL All product namesare trademarksof lheirrespective owners Doug Hodgins Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. rk Miles Inc.21 West St. L;.P.-ngis defined aswhen the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The sign must be reviewed by aqualified designer or design professional as required,for approval.This design acmes product installation according to the manufacturers specifications. West Hatfield Ma. i SOLAR P. MORE ENERGY roR LIF-` HIGH PERFORMANCE & EXCELLENT DURABILITY `.T'..•�- `` SERIES I • 20.4% efficiency ' Ideal for roofs where space is at a premium ' or where future expansion might be E20 327 PANEL I needed. I I • I • High performance HIGH EFFICIENCY° Delivers excellent performance in real vorld i Generate more energy per square foot conditions, such as high temperatures, clouds and low light.1.2,3 E-Series residential panels convert more sunlight to electricity producing 36% more power per panel,' and 60% more energy per square foot • Proven value over 25 years.3,4 Designed for residential rooftops, E-Se ies panels deliver the features, value and r HIGH ENERGY PRODUCTION performance for any home. Produce more energy per rated watt i High year one performance delivers 7-9% more energy per rated watt.' This advantage increases over time, producing 20% more energy over ago the first 25 years to meet your needs.4 - j I More Energy _ \ 1 10% -------------------------------------------- PerRated Watt I 81 more,yearl ------- Maxeon®Solar Cells:Fundamentally better. ! ° 100% ,a - Engineered for performance,designed for durability. a 90% 35%more, a- year 25 Engineered for peace of mind 80% Designed to deliver consistent, troublefree ,C 70% o o� energy over a very long lifetime.',' 0 60% Designed for durability, N 50% The SunPower Maxeon Solar Cell is the o s to 15 20 25 Years only cell built on a solid copper foundation. a 10/0 �,AtRGY Virtually Impervious to the corrosion a�,d 3 Maintains High PFR 9 \ h T Power at Hi Temps r ' cracking that degrade Conventional N B% ------ y Il' Panels.1,5 2 --- -_ No Light-Induced ) .,PHOTON 0 6% ------ - Degradation #-1 Ranked in Fraunhofer durabilityto t.10 ' -'a Watts rad Q High Average. .__ . . 1 100% power maintained in Atlas 25' rn 4% ----- Better Low-Light and r comprehensive PVDI Durability test." - -�Spectral Response LU 2"/° - High-Performance F `o I Anti-Reflective Glass r 0% -- www.sunpower.com • 1 PANELS i SUNPOWER OFFERS THE BEST COMBINED POWER AND PRODUCT WARRANTY POWER WARRANTY PRODUCT WARRANTY 100% 95% haft= 90% 85% i 80% V - 75% * T� 0 5 10 15 20 25 0 5 10 15 20 25 Years Years More guaranteed power:95%for first 5 years, Combined Power and Product defect 25,year coverage -0.4%/yr.to year 25.8 that includes panel replacement costs. ELECTRICAL DATA OPERATING CONDITION AND MECHANICAL DATA E20.327 E19-320 Temperature -401F to+185"F (-40"C to+85"C) Nominal Power12(Pnom) 327 W 320 W Max load Wind:50 psf,2400 Pa,245 kg/m2 front&back Power Tolerance +5/-0% +5/-0% Snow: 112 psf,5400 Pa,550 kg/m2 front Avg. Panel Efficiency13 20.4% 19.8% Impact resistance 1 inch(25mm)diameter hail at 52 mph(23 m/s). Rated Voltage(Vmpp) 54.7 V 54.7 V Appearance Class A Rated Current(Impp) 5.98 A 5.86 A Solar Cells 96 Monocrystalline Maxeon Gen II Open-Circuit Voltage (Voc) 64.9 V 64.8 V Tempered Glass High transmission tempered Anti-Reflective Short-Circuit Current(Isc) 6.46 A 6.24 A Junction Box IP-65 Rated Max. System Voltage 600 V UL& 1000 V IEC Connectors MC4 Compatible Connectors Maximum Series Fuse 15 A Frame Class 1 black anodized(highest AAMA rating) Weight 41 lbs(18.6 kg) / Power Temp Coef. -0.38%/°C Voltage Temp Coef. -176.6 mV/aC TESTS AND CERTIFICATIONS Current Temp Coef. 3.5 mA PC Standard tests UL1703 (Type 2 Fire Rating),IEC 61215,IEC 61730 REFERENCES: Quality tests ISO 9001:2008,ISO 14001:2004 1 All comparisons are SPR-E20-327 vs.a representative conventional panel:250W, EHS Compliance RoHS,OHSAS 18001:2007,lead free approx. 1.6 m2, 15.3%efficiency. Ammonia test IEC 62716 2 PVEvclution Labs"SunPower Shading Study,"Feb 2013. Sal Spray test IEC 61701 (passed maximum severity) 3 Typically 7-9% more energy per watt, BEW/DNV Engineering "SunPower Yield Report,"Jan 2013. PID test Potential-Induced Degradation free: l 000V10 4 SunPower 0.25°/a/yr degradation vs. 1.07./yr conv. panel. Campeau, Z. et al. Available listings UL,CEC,CSA,TUV,JET, KEMCO,MCS, FSEC "SunPower Module Degradation Rate,"SunPower white paper, Feb 2013;Jordan, Dirk"SunPower Test Report,"NREL,Oct 2012. 5"SunPower Module 40-Year Useful Life"SunPower white paper,Feb 2013.Useful life is 99 out of 100 panels operating at more than 70%of rated power. 6' Second highest, after SunPower XSeries, of over 3,200 silicon solar panels, Photon Module Survey,Feb 2014. 1046 mm 7 8%more energy than the average of the top 10 panel companies tested in 2012 [41.2 In] (151 panels, 102 companies),Photon International,Feb 2013. 8 Compared with the top 15 manufacturers. SunPower Warranty Review, Feb 2013. 9-Some exclusions apply.See warranty for details. 10 5 of top 8 panel manufacturers from 2013 report were tested, 3 additional 46 mm �- 1559 mm- ► silicon solar panels for the 2014. Ferrara, C., et al. "Fraunhofer PV Durability [1.8 in] [61.4in] Initiative for Solar Modules:Part 2".Photovoltaics International,77=85. 2014. 11 Compared with the non-stress-tested control panel. Atlas 25+ Durability test report, Feb 2013.from 2013 report were tested,. 3 additional silicon solar panels for the 2014. Ferrara, C., et al. "Fraunhofer PV Durability Initiative for Solar Modules:Part 2".Photovoltaics International,77-85. 2014. 12 Standard Test Conditions(1000 W/m2 irradiance,AM 1.5,25°C). 13 Based on average of measured power values during production See http://www.sunpower.com/facts for more reference information. For more details,see emended datashest:www.sunpower.com/datasheets.Read safety and installation instructions before using this product. www.sunpower.com ®December 2014 SunPower Corporation.All rights reserved.SUNPOWER,the SUNPOWER logo,MAXEON,MORE ENERGY.FOR UFE.,and SIGNATURE are trademarks or registered Document r!504860 Rev D ATPUS trademarks of SunPower Corporation.Specifications included in this datasheet are subject to change without notice. . l.�N!CJJiAy�tS Zz��'IRONRIDGE XR100 Rail Se Des cri tion / Length I i I i i Rail Section Properties Property Value Total Cross-Sectional Area 0.582 int 66 Section Modulus (X-axis) 0.297 in3 .46 Moment of Inertia (X-axis) 0.390 in Moment of Inertia (Y-axis) 0.085 in" FL� Torsional Constant 0.214 in Polar Moment of Inertia 0.126 in4 1.99 APPROVED MATERIALS: ; 2:44 6005-T6,6005A-T61,6105-T5, 6N01-T6 2.34 (34,000 PSI YIELD STRENGTH MINIMUM) 58 1.25 Clear Part Black Part Description/Length Material Weight Number INumber XR-100-132A XP-100-132B XR100, Rail 132"(11 Feet) 7.50 lbs. XR-100-168A Xl�-10D-1688 Aluminum XR100, Rail 168"(14 Feet) 6 u 9.55 lbs. Aluminum XR-100-204A A-100-2046 XR100, Rail 204"(17 Feet) 11.60 lbs. V1.1 IRONRIDGE XR100 Bonded Splice R XR-100 RAIL 12.0 1 XR-100-SPLC-BD KIT, XR100 BONDED SPLICE � 2 1) Splice, XR100, Mill 12" long 2) Screw, Self Drilling 1.24 63 1.93 .31 -- 0.42--/ 31 0.42 .15 ��— .93 #12-14 TYPE"B"THREAD Property Value Property Value Material 6000 Series Aluminum Material 300 Series Stainless Steel Finish Mill Finish Clear v1.0 z QuikFootPRODUCT GUIDE Exploded Product View/B.O.M. - 1 Installation Instructions -2 Cut Sheets -3 ;- Specifications -4 j — i. • 1 i�. � ;'r 4��i',i ,O® EcoFasten Solar aiG QuikFoot— Product Guide Exploded Product View, Bill of Materials Materials Needed for Assembly Item No. Description of Material/Part Quantity 1 QuikFoot Base Plate 1 ` 2 Fastener(Length to be determined) 2 3 QuikFoot Flashing 1 4 EPDM Washer 1 - j ; 5 L-102-3"Bracket*(other options available) 1 I' 1v if i',I q 6 5/16"EPDM Bonded 18.8 SS Washer 1 7 3/8"Stainless Steel Hex Nut 1 if Required Tools I'IIt II I1 •',� . ,I J (32 - 877-859-3947 EcoFasten Solar®All content protected under copyright.All rights reserved.10/09/14 1.1 i /1, EcoFasten Solar products are protected by the following U.S.Patents:8,151,522 B2 8,153,700 132 8,181,398 B2 8,166,713 B2 8,146,299 B2 8,209,914 B2 8,245,454 B2 8,272,174 B2 8,225,557 B2 QuikFoot— Product Guide Cut Sheets: QF-,4L--Base V. 2X 0.33in [�iE'i ;0 '`I.II{j (; [8.38mm] 1, , ;1`11,1 ��`;� _ EE 1 ff (r ! 00 r". `n .. 1 00 4 'I�'�� 1 .50in [38.10mm] 4'I ::� ; r .. 3/8„-16 Stud 2 j5, -0 0- Nr .j QF-M . 1 .5, QF-L : 1 .75” 877-859-3947 EcoFasten Solar®All content protected under copyright.All rights reserved.10/09/14 3.1 l EcoFasten Solar products are protected by the following U.S.Patents:8,151,522 B2 8,153,700 B2 8,181,398 B2 8,166,713 B2 8,146,299 B2 8,209,914 B2 8,245,454 B2 8,272,174 B2 8,225,557 B2 Q Q uikFoot— Product Guide Cut Sheets: FL-812 ,1, !,III' }I 1,1� i ��r ! •i R.38in [9.53mm] 032in [0.81mm] i I ;`� k Mli /11�i ;' I,t ,'��, 1 1 T, 12.00in [304.80mm] 3.00in 76.20mm 1W 1.1. .50in i' 8.00in [ 12.70mm] [203.20mm] + I 877-859-3947 EcoFasten Solar"All content protected under copyright.All rights reserved.10/09/14 3.2 f EcoFasten Solar products are protected by the following U.S.Patents:8,151,522 B2 8,153,700 B2 8,161,398 B2 8,166,713 B2 8,146,299 B2 8,209,914 B2 8,245,454 B2 8,272,174 B2 8,225,557 B2 i + �� ; ) ,,• ,.�'+', QuikFoot— Product Guide Cut Sheets: Bracket Options-SCL-101-3 ij L, fj1 ! I r 3/8" T :1 I L A SERR�TfOT7S-— 00 i JT LO 178 1/4„ 00 -. 3/4., � 1/16" R.005 R.010 2X R.01 60.000 "Q 006 0 3/8"'.002- 1/8" 0 7/8° X 820 DETAIL A SCALE f r r 4 877-859-3947 EcoFasten Solar®All content protected under copyright.All rights reserved.10/09/14 3.7 EcoFasten Solar products are protected by the following U.S.Patents:8,151,522 B2 8,153,700 B2 8,181,398 B2 8,166,713 B2 8;146,299 B2 8,209,914 B2 8,245,454 B2 8,272,174 B2 8,225,557 B2 •� f I�(;I, QuikFoot- Product Guide Specifications PART 1 -GENERAL V' I f 1.1 SUMMARY 1.3 SUBMITTAL A. WORK INCLUDES B. Base plate is 6000 series aluminum with one a r I A. Submit manufacturer's written specifications. 1. QuikFoot base late attachment bracket PEM Type Press-In Stud 18.8 SS. ,''i I•,�i't :+l'? P B. Submit standard product cut sheets. •• l i t,:l I' i , attaches directly to the roof deck. ',1, 1,,, i , ,,,,.�,�,�, C. Submit installation instructions. C. Fasteners to be compatible with chosen roof Ii.® I a) 2. Provide appropriate bracket and fasteners D. Submit roduct s ecific load test data,showin application and meet specified pull out values �i I,l ,� 1 for the roof system. p P g I '� ultimate and allowable load values specific to as shown in load test data. i t"'i.7• ,„ 1. I B. RELATES sECTIONs the roof deckspecified for the project. D. Counter flashing Is.032 gauge aluminum em- i', 1.Section 07600:Flashing and Sheet Metal bossed to accept shape of stainless steel base P 2.Section 07500:Roofing 1.4 QUALITY ASSURANCE plate I ,,'{�4lt 3.Division 1:Administrative and Procedural Installer to be experienced in the installation of �`t't•'.I . !' ''i- Requirements specified roofing material for no less than 5 years in 2.3 FINISH 4.Division and Moisture Protection vi ,� �,I, the area of the project. A.. Bracket is mill finish aluminum ! I Iq. 1.2 SYSTEM DESCRIPTION 1.S DELIVERY/STORAGE/HANDLING B. Base flashing-Black-kynar painted A. COMPONENTS: Inspect material upon delivery.Notify manufacturer 1. QuikFoot system consists of aluminum within 24 hours of any missing or defective items. PART 3-EXECUTION bracket and base plate with(1)stainless steel Keep material dry,covered,and off the ground until stud,(1)stainless steel nut,(1)EPDM washer installed. and(1)bonded stainless steel and EPDM 3.1 EXAMINATION ;,.i' I t • I,i ' ' washer. A. Substrate:Inspect structure on which brackets 2. Fasteners PART 2-PRODUCTS are to be installed and verify that it will with- f I A.To be of metal compatible with QuikFoot stand 2.1 MANUFACTURER an additional loading that may be incurred. �.�� bracket. Y g Y B.Fasteners should be selected for,compat- EcoFasten Solar {' �i {. ibiliry with the roof deck. 289 Harrel Street,Morrisville,VT 05661 B. Notify General Contractor of any deficiencies (877)859-3947 before installing EcoFasten Solar.brackets. C.Fastener strength should exceed or be g , www.ecofastensolar.com i equal to that of the allowable load of the f C. Verify that roofing material has been installed i system.See test data at I 2.2 MATERIALS correctly prior to installing solar attachment www.ecofastensolar.com A. Attachment Bracket brackets, 3. Sealant(if required by roof manufacturer): to be roof manufacturer approved. 6000 Series Aluminum(choose one) 3.2 INSTALLATION 4. Aluminum counter-flashing 1.CP-SQ-Slotted A. Comply with architectural drawings and project 5. Aluminum attachment bracket 2. F-111-A !w' 3.P-3-CSK engineer's recommendations for location of system.Comply with Manufacturer's written in- stallationAll instructions for installation and layout. i 1. Bracket spacing to be recommended by 5.L-102-3" project engineer. 6.L-102-6" 2. Install a minimum of two fasteners per 7.Z-101 I base plate. 8.Comp Slide 1`�' 3. It is important to design new structures or 8.Custom assess existing structures to make sure that jthey can withstand retained loads. C 877-859-3947 EcoFasten Solar"All content protected under copyright.All rights reserved.10/09/14 4.1 EcoFasten Solar products are protected by the following U.S.Patents:8,151,522 B2 8,153,700 B2 8,181,398 B2 8,166,713 B2 8,146,299 B2 8,209,914 B2 8,245,454 B2 8,272,174 132 8,225,557 B2 The Commonwealth of Massachusetts Department of IndustrialAccidents 1 Congress Street,Suite 100 Boston,MA 02114-2017 www massgov/dia Workers'Compensation Insurance Affidavit:Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Apalicant Information Please Print Leeibly Name(Business/Organization/Individual):Pioneer Valley PhotoVoltaics Cooperative Inc. DBA PV Squared Solar Address:311 Wells Street, SuiteB City/State/Zip:Greenfield MA 01301 Phone#:413-772-8788 Are you an employer?Check the appropriate box: I Type of project(required): 1.Q I am a employer with 48 erpployees(full and/or part-time).* 7. ❑New construction 2.❑I am a sole proprietor or partnershi II. and have no employees working for me in 8, [:]Remodeling any capacity.[No workers'comp. ce required.] 9. ❑Demolition 3711 am a homeowner doing all workyself.[No workerscomp.insurance required.]t 10❑Building addition 4.❑I 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 hav hired the sub-contractors listed on the attached sheet. 13.❑Roof repairs These sub-contractors have emploees and have workers'comp.insurance. 14. �Other Solar PV 6.F1 We are a corporation and its offic have exercised their right of exemption per MGL c. ✓ 152,§1(4),and we have no emploo�ees.[No workers'comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit ir}dicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. #Contractors that check this box must attac�ed 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:Ohio gasualty/L'iberty I Policy#or Self-ins.Lic.M BKS57072282Expiration Date:01/01/2020 Job Site Address:127-129 Hinck�ey St. 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$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. ,J I do hereby cee•/a s and penalties of perjury that the information provided above is true and correct Signatu• . Date: 11/14/2019 Phone#:413-771-808 8 Official use only. Do not writ in this area,to be completed by city or town official. City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: ir11.fY6f3td l'n'r'� I f l9 i3 f ;t+r{3 SaIrh.tJ;•bL r y Dhml;P,00 lit 'Professional Licensure. ` err,�rd, andS-°aa:rl-daff�►'S: r�►��r�+,�'t r�i�.:'t i�r r�"�tia �C,r�.[,�;.i�•'r 'I 'HATHELO,' ' I_ EE`t? iA '01;160 t Office.of ConSumr Affair,,and Bias�n .s.s=Regulation 1,0#6 w ks-hingt®n:Street Suite'T7;0 ;Boston, 'n4assaohtjsetts Horne.)lmprgVpmeht'contractcir Reg strat a•n. St,Qnlerrietit�ari1 Reg(s{ro.on 14 D77_ I�ION�F VgGLI:Y','Rilo OVOLIAICS COfJP, itatlari.; 11 �'2fl2A 3 i 1`.WELLS':$T SUITE-6, Update Xddtoss and Ratvrn Cardt OJQcc of Carixurncr,ANafrs d t3uslnass Aegiftatlon '4♦01JIC RnPROVEMEitT eoNTRAC70R Regi50ration Velk1 fof Indlvldual usa only TYPE:Suop`nn-ini Gnrd berw6 the axpiratlo o,dato;, If to'Und ratutn•fa: Rerrlstration F,�pi►,alio@ Oflica of ConsurritirAfralrs snd'13u;i�n446 Rcfllnatfnn 140077 W2,15%21J6D'o VashlSt ntjtbn reet Sulle 710' 010,NEER VALLEY PI•!Ol❑VOLTPiCS,C,000' Boston;MA 02116', Al CHRISTOR,HE•RKRtZMlEN ` J eri 311 GIUVL FIEIA,Mp, 01361 , of valid withouts gnature. Unrjersecreld,ry Pioneer Valley PhotoVoltaics Cooperative POLICY DOCUMENT49 Current v rsion:adopted by the Board of Directors on April 28, 2011 INSTALLATION CREW OPERATING POLICY This policy applies to at PV Squared employees in Massachusetts, but is particularly directed at those involv d in the installation of solar.electric and other renewable.energy systems (licensed electrician, learner/apprentice electrician, licensed constructor supervisor, supervised cl�arpenter and laborer). When engaged in this work as an employee of PV Squared on a PV Squared project site, activities of PV Squared employees are covered under the General Liability Insurance maintained by the Cooperative. I It is the intent of this p licy to provide clarity to installation situations where the applicable codes and regulations are unclear, ambiguous, or silent. It is possible that a municipal building or electrical inspector could interpret the codes and regulations in a manner that differs fro what appears here. But this policy sets out, in writing, how the cooperative interprets legal. work requirements and unclear details. It is an internal- consensus working model, intended to be revised and improved from time to time. As a general matter, a city's or town's Building-Commissioner is charged with enforcing the State Building Code, Pl�mbing and Gas Code, Electrical Code and'Architectural Access Code. The commissioner addresses concerns about the safety, accessibility and security of construction of homes and businesses. The commissioner also enforces zoning bylaws. In accordance with Massachusetts General Law, employees of the cooperative who perform electrical tasks and act�vities,.must hold a Massachusetts journeymen's electrician license or be under the direct supervision of such licensed personnel. These tasks and activities include installing elect 'cal wiring, conduits, apparatus, devices, fixtures or other appliances for carrying Dr using the electricity associated with Renewable Energy Generators (electricall active solar photovoltaic modules, wind-turbine-generators, hydroelectric generators, etc.). In no circumstances sh ll the Massachusetts licensed journeymen have.more than one learner or apprentice working with him/her or under his/her supervision. Mounting structures come in a variety of configurations and have differing functional and physical characteristics A'structural component or assembly becomes associated with electrical work as the enewable Energy Generator is electrically bonded to the mounting structure. Unless otherwise noted in M.G.L. c.143 553 through 5960 inclusive, all structural work defined as follows shall'not be required to be performed by a Massachusetts licensed journeymen electrician: • Structural impr vements • Elements of a Renewable Energy Generator's support structure that fall under a building permit (e.g., assembly of top-of-pole mounting structure on steel pole with concretefoundation prior to execution of any required electrical bonding of the support str cture and associated renewable energy generator (solar electric module) to the support structure Policy # 9 Installation Crew Operating Policy Pioneer Valley Photovoltaics Cooperative POLICY DOCUMENT #9 Current version adopted by the Board of Directors on April 28, 2011 • Roof-top mounting support structures including but not limited to posts, stand-offs, flashings, feet, and mounting rails • Operation of heavy equipment involved in moving, hoisting, digging and other tasks • Earth work, excavation and concrete work • Manual labor involved in moving loading and unloading of equipment • Moving, hoisting, and attaching an electrically bonded panel assembly (defined as one or more assembled and electrically bonded solar electric modules) to an existing structural support designed to host the panel assembly. Note however that construction of a panel assembly is an electrical task due to the required electrical bonding activities. Repair and Servicing of Installed Equipment Repair or replacement of an electrically bonded and/or energized renewable energy generator (e.g., installed solar electric panel) will be performed by a licensed electrician 4 or properly supervised learner or apprentice working with the licensed electrician. Replacement of an installed inverter must be performed by a licensed electrician or properly supervised learner or apprentice working with the licensed electrician, if the work requires removal of AC and/or DC conduit and associated wiring that originates outside of the installed inverter (e.g., removal of external AC conduit and wiring between the inverter and point of interconnection with the on-site electrical service). Note that this activity may require a wiring permit in some local-jurisdictions. This requirement also applies to the servicing of an installed inverter that involves replacement or repair of components and wiring internal to the pre-manufacturer inverter (i.e., factory installed components that were originally shipped with the inverter) even though such activity may not require a wiring permit. Replacement of an installed inverter may also be performed by a qualified technician who may or may not be a licensed electrician or properly supervised learner or apprentice working with a licensed electrician if the inverter is of a "plug and play" design. Such a qualified technician can also performed other tasks that include installation and servicing inverter-based performance monitoring systems (e.g., replacing internal communication cards, making "plug and play" ethernet connections, etc.), assuming these activities do not require creation-of a new AC power source circuit to operate the communication system(s). Policy # 9 Installation Crew Operating Policy Non Electrical Work at typical PV Squared installation: • All Material Handling tasks o Module prep and moving o Ladder lit set up o Ladder s�t up o Trash/re�ycling removal and sorting • Structural ImproYements. o All carpentry work • Roof Mount Array o Fall.prot ction anchor setup and removal o Layout and mounting bases o Racking up to but not including"bonding/grounding related activities" o Leveling f racking o Sealing s ams/patching roofing/additional flashing • Ground mount array o Site worl., earth moving o Trenchinllg/digging o Construction of racking up to but not including "bonding/grounding related activities' • Conduit run o Making doles in structure o Fire bloc ing,sealing penetrations o Stickers •: Power Board o Build wall, hang plywood . o Stickers' • Interconnection o Stickers Monitoring o Wifi options o Any"plu� and play"devices o Prograrn�I ming of monitoring devices o Computer based activities • Installation comlpletion o Final bu,lding inspections o Install pctures See checklist o Update ne line and roof drawings'to reflect as built o Comple ion checklist o Notes f r others o COC left onsite • Misc Q Truck Organizing o Materia List,ordering o Daily c eck-in o Customer interaction and training activities .. PV Squared Soldr I ivwiN:pvsquared coop. - - - - .. . . 3 7728668 �. . 311W 4 01301. ... ., . . . field,,MA .. . -'MA Elec;;Lice.A13764(MA H1C:1,40077 ::. Dear rtown Inspections Officials,: : .Please see our enclosed:a lications`to ermit a Solar.PhotoVoltaic System in your .. PP P -jurisdiction. -Asyou ark likely,aware;PV.Squared is.a-worker=owned=cooperative B-Corp,. , ' employing 40+people.in Greenfield:.:We have installedahousan.ds:of PV Systems out of-our.".: : .. . Gree.nfield;.MA Headq .arte'rs.:since:.2002:. PV Squared is.commi fed to.complying.with all;Commonwealth.laws and regulatiions. Our :worksite gui.delines'ar create'd.with•the.intention, exceeding all safety,.electrical;and : , building requirement :as:defined by their respective,jurisdictional.entities:: This .includes' : . :the Work.of-people:from"m:ultiple:disciplines,-including.electrical.engineering, structural : engineering,.civil engineering,.electricians, construction:supervisors, roofers,.and their." ... . 6ss0ciated.'heI0ers.: '...:.•. .. : . we:are a company th t valueslraining and education::V1/e make certain that every.. . q :individual is ualifedor the.roles and.responsibilities that they assume.:.It is our:policyto,_--... . . Y' P.. Y P a for the em to ee .tra've' l'and trainin 'time:and-:cost of the education, including CSL.and .••.: . . .Journeyman and Mas er Electrician:.classes, . ; :Asan electrical contra ctor we are furthermore guided by the January 30,2009 . :.:Massachusetts Board.of State Examiners of�Electricians.(BSEE).judgements,and rulings that: have followed:-V11e pay:strietadherencea'o these mandates:and all.electrical work is conducted'by.an elect,riciari andan-electrician's apprentice in:a-1.1 ratio.'- We also'...:.: . uride rstand'that non=electricaf.tasks-associated with a.5olar.installatidncan be.completed .: 6y.rion-electrical.wor ers,`such:as CSLs and.others: -have attached our.'installation.policy: . :for your review, as welt as-a" list of example non-electrical tasks... :. : ShouId'you.have any,que5tions or.concerns-regarding'this.policy.or:del ine' ation.of work; e let:us know: - e are'a.learnin or �anization:thatis.-alwa s t in to irn rove on what:: . pleas' g g .'•• Y :.rX g' .. .. .P :. we ' Respectfully;• : : .. .. Adam'Th''rrell ;.. :'Operations Manager.:' :. :. PROJECTINFORMATION; - ': :. . N ciuA '. S. J. F • . Owner::- Elaine Ciarripa.. . . • . Address:' . 129 Hinckley.,Streef. • : F.orenc6,.MA 0T062'. " s- Jm .4AT •.50y •:'. Phone;, :(6171304-3059•:'•: :' FV:Squared Solar 311 Wella Street,Suite B • ° Email:° :ellyciampa.@gmaiLcOm Greent�e(d,MA01301: . : . : : . . : - . . : . ' I'• -'�:. . .� .' �•.-. :. �: . '.". •:: : '•". .•: : '•'. .•.', : .'. '. .� .desi n vs uared.coo .' . System Siiet :6.54 DC-STC . : : : , ', ° : @p:413L772-8788: _ I" g _ Modules: SunPower SPR-E20 327 :,.. ' . ..: . :: ..: . I : doe:: . Ciamp'a-. .. .Rail'• IronridgeXR100 I:.. . . SITE:' .129HInckleyStreet, • • �:- •� Bases:: • : �, 'Ecofasten Quikfoot: � •;• :'• : • ••'- : " : • �. :' - - • ' Snow.Load 40-lbs' I Porence,MA01062 1Nind Speed:.117 mph.' I REVISIONS- ROOF STRUCTURE: : L ' •. -18°•Engineered-AJM•20Joists@:16".00.'-.:. . .,ROOF MATERIAL:. . Site Plan •"' ' Asphalt shingles'... ' - A.^ No scale . . :PROJECT NOTES;. . Descrip'tion' : Item:' Q.ty.: 1.: 'Fran)iing'location"tome verified on site.: QF-AL'-M . ' QuikFoot AL Base,'' 45 :. . 2. Slide:rail assembly as:neededao avoid interfering with spiites or Bases: . QFL-BLK=812 QuikFoot FlashingBLACK•- - .: 45':. . 3.. ; :Unless otherwise noted bases acestaggered SCL-101=3-ANODZD : . Slotted.L-Foot3in.BLACK . . 45_'. and spaced not more than 48"-.OZ. ; ' GRKRS52'.: 5/16x3-1/bin fastener. 90 4 dditional:or=alterr�ative:bases ay-be esed' P-110-FLEX-261-00 �EOSEUlear :" : 3 to meet actual roof conditions; : : XRL100=168BLK: ' . Ironridge XR1:00 Raii 168.BLACK r 8: la TME Site P n 'XRL100-204BLK Ironridge XR100 Rail 204'BLACK: ° :° : 4 ' : . . . . . ' ..SPLIC2. " Ir6nridgeXR100.Splice� 8-�'� � • ." • � . FDN#:: 12338 UFO-d'601-13 . Ironridge Universal Module Clamp BLACK;_48 JG. . UFO-STP-46MM-B . . ' Ironridge Stopper.SleOwi 46min BLACK 16."' DATE::"- 11/18/2019.• XR100ENDCAP ' ' (1.Pair.L/R)IRXR100 End Cap'Rail 8'- IRN 29-50T6=005 11420 X314'f-Bolt OPT rnOunt.kiT 20. SCALE: :No Scale IRN GD=LUG=003 : : Ironridge'Low"Profle•.Grounding:LUg 4-.-' • TW02944000.0.77. Ironridge Plastic Clip: 40 DCS-1.307 Wire Management.Ciip !olMechanical Balance of.System-(MBOS)•, D (Sheet 16f 2). . . . . . . . . . . . . . . 2". : : N'.' . 'Qu q —: Roof X240". • _. •• � • �Arra 207Y".�� .. .. ' . . : . . . . . . . :�: .� 1 t . •.••: . y.. i. . . . sc . . . . . •:\. . . . . . : �Rr sem`- . . : . . PV:Squared Sofar 3.11 Wells Street,Suite B -Greenfield,MA 01301. 6. . 46171171 design@pvsquared.coop. '413=772-8788. SPR-E20-327 Dimensions' Ciampa . SITE:' .129 Hinckley Weet, `Florence,.MA 01062 . e�. . . �..• REVISIDNS: Ln :• N .O TITLE: Array Layout.out.., . . RAIL SPECIFICATIONS. FON#: 123s8 . Make.&Model -Ironridge.XR100• Bd:. JG. .Clamp-Torque: 80 in-lbs . " L-Foot Torque: ,; 250in-lbs DATE:: ' • ' . : ',11/18/2019 Max Span:. -'. .' .'65" SCALE: ;''AsShowd' Max.Cantilever:.-. "21." .' Joists 1. @•1:6 :OC :': : Sim` 8.1%2°:211^ V. MODULE SPECIFICATIONS: Make.&•Model; • .SunPower'SPR=E20327 'Array Layout.. I ' 3/16'=1' 1 ' Y. 02 Clamp Range:. .:-:2"to'1ti"on a I.sides .:'' Module Size: 61-5/16"x 41-3/16"'x 1-:13/16"(46171n7).: .: . . _ (sheetzof2). au4. PV:Squared Solar 311 Wells Street,Suite B Greenfield,MA01301: design@pvsq Uareid.coop 413=772-8788. - Jos:' -Ciampa . SITE '.129 Hinckley Street, Florence,MA 01062 REVISIONS: TInE: Module Map_- - FDN#:: .12338 . . . . . . . . . . . . . . .BY:. JG: DATE:: ',11/18/20.19. SCALE:. No'ScaIe . •. SIZE:' 8-12":X11 STRING'INFORMATION* '. I. . . Strings: -2)d 0- 510 -Inverter : E6000H=US: . : — ( g PV Optimizer: "' ' .: (20)So.larEdge P400 Moduie: : (20)SunPower SPR-E20-327 _ _:_: ':. ': (Sheet1 61).. . .