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32C-053 (13) 7 PEARL ST COMMONWEALTH OF MASSACHUSETTS BP-2021-1949 Map:Block:Lot:32C-053- 001 CITY OF NORTHAMPTON Permit: Solar Build PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) BUILDING PERMIT Permit# BP-2021-1949 PERMISSIONIS HEREBY GRANTED TO: Project# 2021 SOLAR SYSTEM Contractor: License: Est. Cost: 457000 SUNBUG SOLAR LLC 109144 Const.Class: Exp.Date:07/21/2023 Use Group: Owner: GLEASON BROS INC Lot Size (sq.ft.) Zoning: CB Applicant: SUNBUG SOLAR LLC Applicant Address Phone: Insurance: 411AHIGHLAND AVE SUITE 312 4138841000 WC202100015422 SOMERVILLE, MA 02144 ISSUED ON:09/28/2021 TO PERFORM THE FOLLOWING WORK: SOLAR INSTALLATION -362 PANELS 163KW 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. Signature: w k9'hA lam, yg cs... . 1 • Fees Paid: $553.00 212 Main Street,Phone(413) 587-1240,Fax:(413)587-1272 Office of the Building Commissioner V sionl bin in Permit May 15,2000 ` Department use only City of No ha pton &atus Permit: Building epa me8tp 2 urb C t/Driveway Permit 212 M in S eet 7 202f .ewer Septic Availability Rom 1 I p Wate/Well Availability Northamp MAvT �� Twosets of Structural Plans phone 413-587-1240 Fax �`12rcr1)oNs Pio Site Plans '�70 r Specify APPLICATION TO CONSTRUCT, REPAIR, RENOVATE,CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: This section to be completed by office 7 Pearl St Map 32C Lot 053 Unit 001 Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Gleason :ros.,Inc 600 Kennedy Rd Leeds,MA 01053 Name / Current Mailing Address: c 413-530-4900 Signature W 1/ Telephone 2.2 Authorized Iti ent: Aaron S elms 66 Westfield Ind Park Rd Westfield,MA 01085 Name(Print) Current Mailing Address: 518-530-0803 Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building $ 374,000.00 (a) Building Permit Fee 2. Electrical (b)EstimatedTo froal Cost m(6)of 3. Plumbing $0.00 Building Permit Fee 465-3 4. Mechanical (HVAC) 5. Fire Protection $0.00 6. Total= (1 +2+3+4+5) $ 457,000.00 Check Number This Section For Official Use Only Building Permit Number Date ® r"'4l .- I qq Issued Signature; hV Building Cenmissioner/Inspector of Buildings Date Versionl.7 Commercial Building Permit May 15,2000 SECTION 4-CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations 0 Existing Wall Signs ❑ Demolition 0 Repairs❑ Additions ❑ Accessory Building❑ Exterior Alteration 0 Existing Ground Sign❑ New Signs❑ Roofing❑ Change of Use❑ Other 0 Brief Description Solar Installation: 362 panels to be installed on roof, as per attached documents. 163 kW Of Proposed Work: SECTION 5-USE GROUP AND CONSTRUCTION TYPE USE GROUP(Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 0 A-2 0 A-3 0 1A I El A-4 ❑ A-5 0 1 B 0 B Business ❑ 2A 0 E Educational ❑ 2B I ❑ F Factory ❑ F-1 0 F-2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ I Institutional ❑ I-1 ❑ 1-2 ❑ 1-3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R-1 ❑ R-2 ❑ R-3 ❑ 5A__________________________S Storage ❑ S-1 ❑ S-2 ❑ U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS,ADDITIONS AND/OR CHANGE IN USE Existing Use Group: Proposed Use Group: Existing Hazard Index 780 CMR 34): Proposed Hazard Index 780 CMR 34): SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor(sf) 1 N 1st 0 2`d 0 2nd 0 3rd 0 3rd 0 4th 0 4th 0 Total Area(sf) Total Proposed New Construction(sf) Total Height(ft) 0 Total Height ft 0 7.Water Supply(M.G.L.c.40,§54) 7.1 Flood Zone Information: 7.3 Sewage Disposal System: Public 0 Private 0 Zone Outside Flood Zone Municipal ❑ On site disposal system Version1.7 Commercial Building Permit May 15,2000 SECTION 10-STRUCTURAL PEER REVIEW(780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes ❑ No SECTION 11 -OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT Anthony Gleason , as Owner of the subject property ere: -uthorize SunBug Solar LLC to -ct • ehal4. all matters relative to work authorized by this building permit application. A1 ;�i 1 I f f Signature of•I Date Aaron Simms , 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 nder the pains qps! penalties of perjury. • Print N e ()1Z1/21 Sig atu of Owner/Agent Date SECTION 12-CONSTRUCTION SERVICES 10.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder: Aaron Simms CS-109144 License Number 66 Westfield Ind Park Rd Westfield, MA 01085 7/21/,',•'- Address Expiration Date 518-530-0803 S' nature Telephone SECTION 13-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 E No City of Northampton 212 Main Street, Northampton, MA 01060 Solid Waste 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. Address of the work: 7 Pearl St Northampton, MA 01060 The debris will be transported by: SunBug Solar The debris will be received by: SunBug Solar Building permit number: Name of Permit Applicant SunBug Solar ( 2_( - Date Signature of Permit Applicant The Commonwealth of Massachusetts >' _* _ l, Department of IndustrialAccidents „�]_ 1 Congress Street,Suite 100 • _';til-_ Boston,MA 02114-2017 wwwmass.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):SunBug Solar Address:411 A Highland Ave, Suite 312 City/State/Zip:Somerville, MA 02144 Phone#:(617) 500-3936 Are you an employer?Check the appropriate box: Type of project(required): 1.�✓ I am a employer with 59 employees(full and/or part-time).* 7. 0 New construction 2.❑I am a sole proprietor or partnership and have no employees working for me in 8. 0 Remodeling any capacity.[No workers'comp.insurance required.] 9. ❑Demolition 3.El I am a homeowner doing all work myself.[No workers'comp.insurance required.]I 10 Ei 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.Q Plumbing repairs or additions 5.0 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.t 14.[aOtherSOlar Installation 6.0 We are a corporation and its officers have exercised their right of exemption per MGL c. -- — 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. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. *Contractors 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;New York Marine and General Insurance Policy#or Self-ins.Lic. #:WC202100015422 Expiration Date:4/30/2022 Job Site Address:7 Pearl St City/State/Zip:Northampton, MA 01060 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 tinder the t ins and penalties of perjury that the information provided above is true and correct. Si ture: Date: g .7/ / Phone#:518-530-0803 / 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#: PV Permit Fee Calculator for Commercial Systems Written by Scott Troyer&Kurt Newick Jurisdiction Name: City of Northampton Project Address: 7 Pearl Street PV Project Size (kW DC): 163 Select Separate Input Average Hours Computed Reviews Review Hours for PV Project Size Required 10 kW 100 kW 163 kW PV Plan Reviews Electrical Plan Review N/A FALSE 0.5 1.5 Structural Plan Review(1st cycle) TRUE 0.5 1.5 1.7 Clerical Time for 1st cycle TRUE 0.4 0.5 0.5 Subtotal, Plan Review(1st cycle) 1.4 3.5 2.2 2nd Cycle Review% 20% 0.1 0.4 0.2 Total, Plan Review(nearest 1/2 hr.) 1.5 3.9 2.5 PV Inspections Rooftop Array TRUE 0.5 1.0 1.1 Ground Array FALSE 0.5 1.0 0.0 Electrical Inspection N/A FALSE 0.5 2.0 Subtotal, Inspection(1st cycle) 1.5 4.0 1.1 Inspection Turn Down Rate% 20% 0.225 0.6 0.2 Total, Inspection (round to 1/2 hr.) 1.7 4.6 1.5 Jurisdiction's Billable Rates Permit Issuance Fee: $55.00 Plan Reviewer Billable Hourly Rate $145.00 Inspector Billable Hourly Rate $150.00 Clerical Billable Hourly Rate $50.00 Total Hours(Plan Review&Inspection), nearest 1/2 hr. 3.5 8.5 4.0 Total Calculated PV Permit Fee $553 Logarithmic Factor(to compute fee): 2.212187604 Commonwealth of Massachusetts Division of Professional Licensure Board of Building Regulations and Standards Construction Supervisor CS-109144 Expires: 07/21/2021 AARON SIMMS f 42 LEAD MINE RD =� SOUTHAMPTON MA 01073 =% Commissioner 0))) Y.‘",e- (90/11#1~3-n",08ai 0:// 0:44aCitieJ-e/X), Office of Consumer Affairs and Business Regulation 1000 Washington Street - Suite 710 Boston, Massachusetts 02118 Home improvement Contractor Registration ___ . - Type: LLC _ 1 Registration: 163091 SUNBUG SOLAR LLC z - Expiration: 05/10/2023 . �.. SUIT HIGHLAND AVENUE I W. SUITE 312 f SOMERMA 02144 '" � T r4, P `a �.�,� y�4, Update Address and Return Card, SCA 1 ES 20M-05/17 Office of Consumer Affairs&Business Regulation Registration valid for individual use only HOME IMPROVEMENT CONTRACTOR TYPE: LLC before the expiration date. If found return to: Registration Expiration Office of Consumer Affairs and Business Regulation 163091 05/10/2023 1000 Washington Street - Suite 710 Boston, MA 02116 SUNBUG SOLAR LLC CHENEY BRAND � + �` __ ___--_�.__..�__-- 1165 MASSAGHUSE! !S AVENUE :...lid without signature ARLINGTON, MA U:�476 Undersecretary ACGRL CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDDMIYY) �� 4/29/2021 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY 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 have ADDITIONAL INSURED provisions or 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). CONT PRODUCER INpower Global Insurance Services, LLC NAMEACT IN power Global Insurance Services, LLC 20 Pacifica, Suite 450 PHONE FAX Irvine, CA 92618 ._E-MAILo,Ext): _ 949-600-7995 (A/C,No): 949-600-7998 ADDRESS: INSURER(S)AFFORDING COVERAGE NAIC# www.INpowerGlobal.corn CA DOI License No.6003712 INSURERA: Gotham Insurance Company 25569 INSURED INSURER B: NewYork Marine and General Insurance Co 16608 SunBug Solar, LLC, SunBug WM, LLC, SunBug, LLC 411 A Highland Ave #312 INSURER C: Nautilus Insurance Company 17370 Somerville MA 02144 INSURER D: INSURER E INSURER F: COVERAGES CERTIFICATE NUMBER: 61448823 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. NOTVNTHSTANDING 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. INSR TYPE OF INSURANCE 'ASOL SUER POLICY EFF POLICY EXP LIMITS LTRINSD WVD POLICY NUMBER (MMIDD/YYYY) (MMUDD/YYYY) i COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $1,000,000 CLAIMS MADE ✓ OCCUR DAMAGE TO RENTED PREMISES(Ea occurrence) $100,000 A PK202100010568 4/30/2021 4/30/2022 MED EXP(Any one person) $5,000 PERSONAL&ADV INJURY $1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $2,000,000 POLICY ✓ 'In LOC PRODUCTS-COMP/OPAGG $2,000,000 OTHER: $ AUTOMOBILE LIABILITY (CEOMBcacident)SINGLE LIMIT $1,000,000 ✓ ANY AUTO BODILY INJURY(Per person) $ B OWNED -SCHEDULED AU202100016856(MA) 4/30/2021 4/30/2022 - — AUTOS ONLY AUTOS AU202100018380(CT) BODILY INJURY(Per accident) $ HIRED NON-OWNED PROPERTY DAMAGE S AUTOS ONLY ✓ AUTOS ONLY (Per accident) $ UMBRELLA LIAB ✓ OCCUR EACH OCCURRENCE $5,000 000 A ✓ EXCESS LIAB CLAIMS-MADE EX202100001495 4/30/2021 4/30/2022 AGGREGATE $5,000,000 DED ✓ RETENTION$10,000 $ WORKERS COMPENSATION PER OTH- AND EMPLOYERS'LIABILITY Y/N ✓ STATUTE ER _. B OFFICER/MEMBE EXCLUDEp7ECUTIVE N N/A WC202100015422 4/30/2021 4/30/2022 EL.EACH ACCIDENT $1,000,000 (Mandatory In NH) EL.DISEASE-EA EMPLOYEE $1,000.000 If yes,describe under DESCRIPTION OF OPERATIONS below EL.DISEASE-POLICY LIMIT $1,000,000 A Professional Liability-Claims Made PK202100010568 4/30/2021 4/30/2022 Each Wrongful Act: $1,000,000 Retroactive Date 01/01/2009 Aggregate Limit: $1,000,000 C Excess Prof.Liab-Claims Made IMEX9044064-0421 4/30/2021 4/30/2022 Each Wrongful Act: $1,000,000 .Retroactive Date 03/06/2020 Aggregate Limit: $1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached It more space is required) Proof of Coverage for Insureds purposes only CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Proof of Coverage for Insureds purposes only THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE /�^ � c/Imo_ Bart J.Le Fevre/KSK ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD 61948823 121-22 All Linea I Sally Huynh 14/29/2021 12:46:28 PM (PDT) I Page 1 of 1 This certificate cancels and supersedes ALL previously issued certificates. The Commonwealth of Massachusetts = ` ft Department of Industrial Accidents 1jj1— 1 Congress Street,Suite 100 • rr = ►vBoston,MA 02114-2017 _ ff=f ;` 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):SunBug Solar Address:411 A Highland Ave, Suite 312 City/State/Zip:Somerville, MA 02144 Phone#:(617) 500-3936 Are you an employer?Check the appropriate box: Type of project(required): LID I am a employer with 59 employees(full and/or part-time).* 7. ❑New construction 2.1:1 I am a sole proprietor or partnership and have no employees working for me in 8. ❑Remodeling any capacity.[No workers'comp.insurance required.] 9. ❑Demolition 3.[:3 I am a homeowner doing all work myself. [No workers'comp.insurance required.]t 10❑Building addition 4.0 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 have hired the sub-contractors listed on the attached sheet. 13.❑ p Roof repairs These sub-contractors have employees and have workers'comp.insurance.$ 14.1OtherSolar Installation 6.❑We are a corporation and its officers have exercised their right of exemption per MGL c. — 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. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors 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:New York Marine and General Insurance Policy #or Self-ins. Lic. 4:WC202100015422 Expiration Date:4/30/2022 Job Site Address:7 Pearl St City/State/Zip:Northampton, MA 01060 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 nder the pains and penalties of perjury that the information provided above is true and correct. ......___` � r Signature: ��- Date: / 2- 7 Z (- Phone 4:518-530-0803 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#: 1111111 EaH Structural Consulting 11 Ponybrook Lane Lexington, MA 02421 PHONE 1.978.406.8921 EAH CON91.i1.IIMC: ElalneCEAHstructural.com September 17', 2021 To: SunBug Solar 411A Highland Ave Somerville, MA 02144 Subject: Structural Certification for Installation of Solar Panels Northampton District Attorney Office 9 Pearl Street Northampton, MA 01060 To whom it may concern: A design check for the subject building was done on the existing roofing and framing systems for the installation of solar panels over the roof. From the site inspections,the existing roof support structures were observed as follows: r Pearl S Beet r oj' Club F Act Northampton •; Resinate Northampton`4; ,_ . r v , ♦ Dispensary , c� r •'` _ li ,i / to ERO Bar'be • .,o s Mercantile,:' 1(14.,` : 'bo • • a'� • , +. ;' s- •nt! O -o�-ession .0,5,2 0 • ' •y eis � X B,ewing;t �n,�an als&Steals ... - C • fling&Stioes _°. \`" - clothing story Deals 8 Si.als '`.1` - 1. r Natural 'ods '. ,. - Q • Northwe;tern; " .. ti i i e DistriC Attorney Da'vid... ;, -gal Aide /0d ``. :,: OP [yf ;i415. fir r. '.0.1:'',..,*"- ..' k-1..! N ' i 4 . ., . ,,.„..„.,>, ., .., „...., sir ' 4 ....,., , Roof A The roof framing system consists of EPDM over rigid insulation on plywood sheathing. The plywood sheathing is supported by nominal 2x10 rafters sistered with 1.75 x 9.25 microlam LVL sections. There are 4 1 EaH Structural Consulting 11 Ponybrook Lane 111111 Lexington,MA 02421 PHONE 1.978.406.8921 F..Ai1 i:uN,;Ut.TYfJif Elaine@EAHstructtural.com bays of rafters. The max bay width of the rafters is 20'-0". The rafters are simply supported by wood girders. There are three wood girders that span in transverse direction. The northeast most girder is 11x13 1/2 wood beam that is reinforced by C12x30 steel beams on either side. The second girder is 8x8 wood beam that is sistered with (2)2x18 LVL on either side or(4)2x10 sistered with (2) 2x18 LVL on either side. The third girder is also 8x8 wood beam sistered with (2) 2x18 LVL on either side. The first girder is supported by 7x7 PSL wood posts. The second and third girders have original 8x8 wood posts reinforced with double 3%2 x 7 PSL posts. There are 2x10 blockings added between rafters for horizontal bracing. The roof has a close to flat slope. Roof B The roof framing system consists of composition shingles over 1-in wood deck(some are replaced by plywood sheathing). The 1-in wood deck is supported by true dimensioned 2 x 7%2 rafters at 24" o.c. There are three bays of rafters,with bay width of 6'-0",7'-0",and 8'-0"from ridge to eave. The rafters are supported by true 6x8 old growth heavy timber between bays. The 6x8 horizontal purlins are supported by the 8x8 heavy timber truss main bents at 8'-0" o.c.. The main truss bents have an out-to-out width of 40'-0" +/-with a slope of 27 degrees. Steel cables have been added to resist horizontal thrusting forces of the roof, along with steel plate connections on the main bents. Roof C The roof framing system consists of EPDM over rigid insulation on 1x wood decking or plywood sheathing. The wood sheathing is supported by true dimensioned 2x 7%2 rafters at 24"o.c. The horizontal span of the rafters is approximately 8'-0"and the rafters are simply supported by structural header and load bearing walls. The roof has a close to flat slope. Roof D The roof framing system consists of metal deck roofing over insulation that is supported by steel open web joists at 5'-0". There are three bays of steel joists,with the outer bays being 20'-0" long and the middle bay being 40'-0". The outer bay joist size is measured to be 12K3,and the middle bay joist size is 22K10. The steel joists are simply supported by steel wide flange I-beams. The I-beams are supported by I-columns. The roof has a very flight slope for drainage purposes. Roof E The roof framing system consists of EPDM over rigid insulation that is supported by nominal 3-in tongue and groove wood deck. The tongue and groove deck is supported by steel wide flange I-joists at 10'-0",spanning in the transverse direction. The span of the I-joists is 20'-0"+/-. The I-joists were measured to have 12-in depth,5-in flange width, and 0.4-in flange thickness. The joists frame into steel wide flange I-girders. The girders were measured to have 20-depth,8-in flange width,and 0.48-in flange thickness. The roof has a close to flat slope. According to IEBC 2015,707.2 Addition or replacement of roofing or replacement of equipment. "Where addition or replacement of roofing or replacement of equipment results in additional dead loads, structural components supporting such reroofing or equipment shall comply with the gravity load requirements of the International Building Code." The roof structure then was re-analyzed by applying IBC 2015 code and standards,with Massachusetts Building Code 9th Edition to evaluate the structural integrity under the impact of solar installation. 2 EAH Structural Consulting 11 Ponybrook Lane 1111111 Lexington, MA 02421 PHONE 1.978.406.8921 F Ah4 r ';u� ��_ ElainetEAHstrudural.com The existing roof framing systems are judged to be adequate to withstand the loadings imposed by the installation of the solar panels. No reinforcement is necessary. The allowable additional solar dead load per each roof is as follows: Roof A 15 psf Roof B 10 psf Roof C 15 psf Roof D 9 psf Roof E 10 psf The attachment method of each roof is as follows: Attachment Method Spacing Roof A (8)#15 roofing screws into wood decking 32"o.c. Roof B 5/16" D x 4" L lag screws into rafters 48"o.c.with a staggered pattern Roof C (8)#15 roofing screws into wood decking 32"o.c. Roof D S-5!Clamps to standing seam Less than 48"o.c.with a staggered pattern Roof E (8)#15 roofing screws into wood decking 32"o.c. I further certify that all applicable loads required by IBC 2015 with Massachusetts amendments were applied to the solar ballast system and analyzed by the manufacturer. The applicable loads are indicated in the load combination table and the summation of maximum loads indicated on permit plan,which is part of this submittal package. Furthermore, I was informed that the installation crews have been thoroughly trained to install the solar panels based on the specific roof installation instructions developed by the manufacturer for the solar ballast system. Finally, I accept the certifications indicated by the solar panel manufacturer for the ability of the panels to withstand high wind and snow loads. •*'AV" N OF IN4S5' 4" •e ELAINE A. GTr) Sincerely, o HUANG �+ CIVIL No.49029 • Elaine A. Huang, P.E. �•�� SFc Structural Engineer S/ONAL CNG fir 3 EAH Structural consulting 11 Ponybrook Lane Lextngton,MA 02421 PHONE 1.978.406.8921 E.AF/ Cr.r�•.ru i��.�i., Clp;•-?r .HH-,-,.!r" :Tral.:corn Project: Northampton DA Office Client: Sunbug Solar Location: 9 Pearl Street,Northampton,MA 01060 Date: 9/17/2021 Engineer: Elaine A Huang,PE Load and Load Combination: Dead Load: EPDM and Coverboard or Metal Deck or Composition Shingles =2.5 psf(ASCE-7 Table C3-1) Plywood Sheathing/3-in Tongue and Groove =8.0 psf worst case Misc(Insulation,Vapor Barrier, MEP) =5.5 psf(ASCE-7 Table C3-1) Hung Loads=4.0 psf Solar Panels= 10.0 psf worst case (Given by Product Catelog) Total Dead Load= 2.5 +8.0+5.5+4.0+ 10.0=30 psf Snow Load: Ground Snow Load, Pg: City of Northampton, MA=40 psf(Mass Building Code, 780 CMR, 9th Ed.) Flat Roof snow load = Pf= 0.7 Ce Ct I pg=0.7 x 1.0 x 1.1 x 1.0 x 40 psf=30.8 psf(ASCE-7, Eq7.3-1) Ce=exposure factor= 1.0, (ASCE-7,Table 7-2),Terrain C, partially exposed Ct=thermal factor= 1.1(ASCE-7,Table 7-3), I =importance factor= 1.0(ASCE-7,Table 7-4), occupancy category II Sloped roof snow load Ps=Cs Pf=1.0 x Pf=30.8 psf (ASCE-7, Equation 7.4-1) Cs=slope factor= 1.0 (ASCE-7 Fig.7-2a), Cold roofs with Ct= 1.0 b Use 35 psf roof snow load per Mass Building Code 9th Ed. Wind Speed: Basic Wind Speed: City of Northampton, MA= 117 mph (Mass Building Code,780 CMR, 9th Ed.) Wind Pressure: Ctz=0.00256 K, K,t Cnet V2(IBC Equation 16-35) Kz=0.98 (30' building) (IBC refers to ASCE-7) K,t= 1.0(IBC refers to ASCE-7) Cnet=0.89 or-2.00 (Components and Cladding, zone 2) (IBC Table1609.6.2) V„it= 117 mph (Mass building code 9th ed.) Vasd =90.68 mph (IBC Equation 16-33) 4 EAH Structural Consulting 11 Ponybrook Lane Lexington,MA 02421 PHONE 1,978,406.8921 r Aa4 CON$k,, I INC; Elaine@EAHstructural.com Therefore, qZ=0.00256 x 0.98 x 1.0 x(0.89 or-2.00)x 912=18.5 psf and-41.6 psf(uplift) (IBC Equation 16-35) Seismic Load Ss=0.171 (Mass Building Code 9th ed.Table 1604.11) 51=0.066 (Mass Building Code 9th ed.Table 1601.11) Spectral Response Acceleration coefficients: SMs= Fa Ss= 1.6 x 0.171= 0.274 (IBC Equation 16-37) SM1= F„Si= 2.4 x 0.066=0.158(IBC Equation 16-38) Design Spectral Response Acceleration Parameters: SOS=2/3 x SMs=2/3 x 0.274=0.182 (IBC Equation 16-39) Sol= 2/3 x SM1=2/3 x 0.158=0.106(IBC Equation 16-40) According to IBC Table 1613.3.5 (1)and (2),the seismic design category is"B"and the calculation can be finished by using ASCE-7 equivalent force procedure. The importance factor, I,for this building is 1.0. The response modification coefficient,R, is 3.25 according to ASCE-7. TL=6 sec(ASCE Fig 22-15) T= Ct hnx=0.028 x 5008=0.64 sec (ASCE-7 Equation 12.8-7) The seismic response coefficient, Cs, is CS=Sos I/R=0.182 x 1.0/3.25=0.0560 The maximum value of CS=So1I/(TR)= 0.106 x 1.0/(0.64 x 3.25)=0.0510 The minimum value of CS=0.01 Therefore,CS=0.0510 The seismic horizontal force resulted from CS is significantly smaller than wind loads. Therefore, seismic design should not be considered. Load Combination(ASD): D+S= 65 psf(IBC Eq. 16-10) 5 EAH Structural Consulting ji 11 Ponyrbrook Lane Lexington, MA 02421 PHONE 1.978.406.8921 FAF4 l't;r..1,,t t 7.Nr Eiaine@EAHstrucural.com D+0.75 (0.6W)+0.755=64.58 psf(IBC Eq. 16-13) 0.6D+0.6W=-6.96 psf(IBC Eq. 16-15) Roof Structures .' ; �1 Pearl Street IBC Golub . ;. / • ' Resinate Northam ton``'` b. �`,' `� Dispensary'" p ir' a - �r Q0 / ! 's�i-r. / �3E i tic -* 44.ya to d - o.r, FARO Barb ,, _ . ,,o Mercantile �. ,'�� o F.'Oy' S n I' fD i ^Odd ,a.. � -Brewing;L,n,Iany _ Deals&Steals ° ': t'Tag 8,,Sl o`es -, cif:20 ng story Deals 8 Steals ``,.<" •t r': .5 . Natural 'ods 1, '• „. . Alt* Qe ` Northwe;tern #4"ili. ' =Z i, ic'.Attorney +David.. .al • dr /god44 �, �. '. . :. t. ,_ 4 46 '' « 41 'fir,sd� e i •; s t I Roof A The roof framing system consists of EPDM over rigid insulation on plywood sheathing. The plywood sheathing is supported by nominal 2x10 rafters sistered with 1.75 x 9.25 microlam LVL sections. There are 4 bays of rafters. The max bay width of the rafters is 20'-0". The rafters are simply supported by wood girders. There are three wood girders that span in transverse direction. The northeast most girder is 11x13 1/2 wood beam that is reinforced by C12x30 steel beams on either side. The second girder is 8x8 wood beam that is sistered with (2) 2x18 LVL on either side or(4) 2x10 sistered with (2) 2x18 LVL on either side. The third girder is also 8x8 wood beam sistered with (2) 2x18 LVL on either side. The first girder is supported by 7x7 PSL wood posts. The second and third girders have original 8x8 wood posts reinforced with double 3 1/2 x 7 PSL posts. There are 2x10 blockings added between rafters for horizontal bracing. The roof has a close to flat slope. Roof B The roof framing system consists of composition shingles over 1-in wood deck(some are replaced by plywood sheathing). The 1-in wood deck is supported by true dimensioned 2 x 7 '/2 rafters at 24"o.c. 6 EAH Structural Consulting 11 Ponybrook Lane Lexington,MA 02421 PHONE 1.978.406.8921 E nf, r : . rac Elaine FEAHstructural.corn There are three bays of rafters,with bay width of 6'-0", 7'-0", and 8'-0" from ridge to eave. The rafters are supported by true 6x8 old growth heavy timber between bays. The 6x8 horizontal purlins are supported by the 8x8 heavy timber truss main bents at 8'-0" o.c.. The main truss bents have an out-to-out width of 40'-0" +/-with a slope of 27 degrees. Steel cables have been added to resist horizontal thrusting forces of the roof, along with steel plate connections on the main bents. Roof C The roof framing system consists of EPDM over rigid insulation on 1x wood decking or plywood sheathing. The wood sheathing is supported by true dimensioned 2x 7 1/2 rafters at 24"o.c. The horizontal span of the rafters is approximately 8'-0" and the rafters are simply supported by structural header and load bearing walls. The roof has a close to flat slope. Roof D The roof framing system consists of metal deck roofing over insulation that is supported by steel open web joists at 5'-0". There are three bays of steel joists,with the outer bays being 20'-0" long and the middle bay being 40'-0". The outer bay joist size is measured to be 12K3, and the middle bay joist size is 22K10. The steel joists are simply supported by steel wide flange I-beams. The I-beams are supported by I-columns. The roof has a very flight slope for drainage purposes. Roof E The roof framing system consists of EPDM over rigid insulation that is supported by nominal 3-in tongue and groove wood deck. The tongue and groove deck is supported by steel wide flange I-joists at 10'-0", spanning in the transverse direction. The span of the I-joists is 20'-0" +/-. The I-joists were measured to have 12-in depth, 5-in flange width, and 0.4-in flange thickness. The joists frame into steel wide flange (- girders. The girders were measured to have 20-depth, 8-in flange width, and 0.48-in flange thickness. The roof has a close to flat slope. Structural Analysis and Calculation Roof Rafters: Member Size=double 2"x10" Spacing= 16"O.C. Span Length = 20' approximately w=65 psf x 16 in/(12 in/ft) =86.45 lbs/ft say 90 lbs/ft Check moment capacity of roof rafters: M=wL2/8=90 lbs/ft x(20 ft)2/8=4500 lbs-ft S=bd2/6=46.89 in3 M/S=4500 lbs-ft x 12(in/ft)/46.89 in3= 1152 psi 7 EaH Structural Consulting Ponybrook Lane gal Lexington, MA 02421 PHONE 1.978.406.8921 Fa ,1,,1r. Ela+neFEAHstructural.com Fb (SPF no 1/no 2) =875 psi x Cr x CD x CF =875 psi x 1.15 x 1.15 x 1.1 =1273 psi,OK Cr= repetitive factor= 1.15(2" width) (NDS Table 4A) CD=duration factor for snow load= 1.15 (NDS Table 2.3.2) CF =shape factor= 1.1 (2"x10") (NDS Table 4A) Check uplift moment capacity of roof rafters: M =wL2/8= 15.0 lbs/ft x(20 ft)2/8=750 lbs-ft S= bd2/6=46.89 in3 M/S=750 lbs-ft x(12 in/ft)/46.89 in3= 192 psi Fb (SPF no 1/no 2) =875 psi x Cr x Cox CF X 0.36 =875 psi x 1.15 x 1.15 x 1.1 x 0.36 =458 psi, OK Cr=repetitive factor= 1.15 (2"width) (NDS Table 4A) Co=duration factor for snow load= 1.15 (NDS Table 2.3.2) CF=shape factor= 1.1 (2"x10") (NDS Table 4A) Check shear capacity of roof rafters: V=wL/2=90 lbs/ft x 20 ft/2=900 lbs Vmax=3V/2A= [3 (900 lbs)]/[2 (30.06 in2)] =44.9 psi F„= 135 psi, OK Check deflection of roof rafters: Atotal=5wL4/384E1= (5 x 0.090 K/ft x 204 ft4 x 123 in3/ft3)/(384 x 1600 ksi x 214 in4)=0.946" L/240= 20'x(12 in/ft)/240= 1.00 in,OK 8 E-H Structural Consulting 11 Ponybrook Lane 1111111 Lexington,MA 02421 PHONE 1.978-406.8921 f'AN Elaine@EAHstructural.corn DESIGN PROPERTIES Allowable Design Properties(1) (too Load Duration) Depth -�- grade Width DesignPro Propel ;a"• p Y 41 r'` Plank ' }r4' 8 a' 9'4" 916" 1114" ICA" 14' 16" 18" 20' Oneotation Moment(1t-Ibs) 1.735 2.685 1.780 4,550 35 7.240 10.520 1.3E 31/2" Shear(Ibs) 4.085 5,135 1.925 6.765 3.050 8.635 10.500 Moment of Inertia(in.') 24 49 20 111 187 231 415 Weight(pH) 4.5 5.6 5 6 7.4 8.8 9.4 11,5 Moment(ft-Ihs) 4.950 5,210 7,195 7,975 10.920 14.090 Its„ Shear(lbs) 3.345 3.435 4,070 4.295 5.065 5,785 Moment of Inertia(io,4) 115 125 208 244 400 597 1.55E Weight toll) 5.1 5.2 6.2 6.5 7.7 8.8 Moment(It-that 9.9D5 10.420 14.390 15.955 21.840 28.180 31/2' Shear fibs) 6.690 6.870 8,140 8.590 10,125 11.575 Moment of Inertia lin?) 231 250 415 488 800 1.195 Wei,ht( If) 10.1 104 123 13 15.3 17.5 �rofnrm ll'l Moment(ft-1110 2125 3.555 5.600 5.885 8.070 8.925 12.130 15.555 19.375 23,580 1.9E 114" _ Shear Ms) 1830 2.410 3075 3.160 3.740 3.950 4.655 5.320 5.985 6.650 Moment of Inertia fin.') 24 56 115 125 208 244 400 597 851 1,167 Wei:htI If 2.8 3.7 4.7 4.8 5.7 6.1 7.1 8.2 9.2 10.2 Parallam"PSI Moment(ft•Ibs) a•"•124,9•1'43.055 17,970 19.900 27,160 34.955 43.665 3^h" Shear(Ibs) 6260 0430 7.615 8.035 9,475 10.825 12.180 Moment of Inertia(in.') 231 250 415 488 800 1.195 1.701 Weight(Of) 10.1 104 12.3 13 0 15.3 17.5 197 Moment(ft-that 18,625 19,585 26.955 29,865 40.740 52430 65495 2.0E ;i 4, Shear(Ibs) 9,390 9.645 11420 12.055 14.210 16.240 18,270 Moment of Inertia(m') 346 375 623 733 1,201 1,792 2.552 Weight(pill 15.2 15.6 18.5 19.5 23.0 26.3 29.5 Moment(tt-Ibs) 24830 26.115 35.940 39805 54.325 69905 87.325 7" Shear(Ibs) 12.520 12,855 15.225 16 OM18.945 21.655 24.360 Moment of Inertia fin.') 462 500 831 977 1.601 2.389 3.402 Weight(pit) 201.2 208 24 6 260 30.6 350 39.4 1i for product in beam orientation.unless otherwise noted LVL Girders: Member Size= double 2x18 LVL with 8x8 old growth beam or(4) 2x10 Spacing= 20' O.C. Span Length = 20' approximately worst case w=65 psf x 240 in/(12 in/ft)= 1300 lbs/ft Check moment capacity of LVL girders: M=wL2/8= 1300 lbs/ft x(20 ft)2/8= 65000 lbs-ft Malowable= 19375 lbs-ft x 4= 77500 lbs-ft, OK 9 EAH Structural Consulting 11 Ponybrook Lane Lexington, MA 02421 PHONE 1.978.406.8921 EA.4-4 CON Loli.".1044 Elatne@EAHstructural.com DESIGN PROPERTIES Allowable Design Properties(t)(too Load Duration) th Grade Width Design Property Sh.' 43h" 5rh" Plank P4I. 8 3" 94- 91/4' 11'A" 113i" 14" 16' 18" 26" Orientatiooi Moment(ft-Ihs) 1.735 2,685 1.780 4- • - a 1.3E 3 h" Shear as) 4.085 5.135 1.925 Moment of Inertia(in.4) 24 49 20 lli 187 _. 415 Weight(ph) 45 56 5.6 74 88 11.5 Moment(tt-lbs) 4,950 5,210 7.195 7,975 10.920 14,090 14" Shear OW3,345 3.435 4.070 4.295 5,065 5,785 Moment of Inertia(int) 115 125 208 244 400 597 1.55E Weight(p1t) 5.1 5.2 6 2 6.5 77 8.8 Moment(It-lbs) 9.905 10,420 14.390 15.955 21.840 28,180 35,2" Shear fibs) 6.690 6.870 8.140 8,590 10,125 11.575 Moment of Inertia(in.{) 231 250 415 488 800 1.195 We'htt 10.1 10.4 12.3 13 15.3 17.5 MMx11�6A*t!E Moment lit-lbs) 2.125 3.555 5,600 5.885 8.070 8.925 12,130 15.55 19,175 (3.580 ESE 13/4" - Shear(100 1.830 2410 3.075 3,180 3.740 3.950 4.655 5..326 5.985 6.650 Moment et Inertia(in!) 24 56 115 125 208 244 400 597 851 1.167 W'ht 1) 2.8 3.7 4.7 4.8 5.7 6.1 7.1 8.2 9.2 10.2 Momentttt-Ibs) 12.415 13,055 17970 19,900 27,160 34.95 31/2" Shear fibs) 6.260 6,430 7.615 8.035 9.475 10.825 12.180 Moment of Inertia(in.,) 231 250 415 488 800 7195 1.701 Weight(ptf) 10.1 104 12.3 13 0 15.3 175 19.7 Moment(ft-Ibs) 18,625 19.585 26.956 29.855 40740 52.430 65495 2.0E 544" Shear Ohs) 9.390 9,645 11.420 12.055 14210 1E240 18270 Moment of Inertia(in.') 346 375 623 733 1.201 1.792 2.552 Weight(ptf) 15.2 15.6 18.5 19.5 23.0 26.3 29.5 Moment(1t-164) 24.830 26.115 35.940 39.805 54.325 69905 87.325 1' Shear Otis) 12,520 12,855 15,225 16,070 18.945 21.655 24.360 Moment of Inertia(in.4) 462 500 831 977 1.601 2.389 3.402 Weight(pH) 20.2 20 8 24 6 266 30 6 35.0 38.4 1 i for product in beam onantatwn.unless otherers'noted Check shear capacity of LVL girders: V=wL/2 = 1300 lbs/ft x 20 ft/2 = 13000 lbs Vallowable= 5985 lbs x 4= 23940, OK 10 0111111 EAH Structural Consulting 11 Ponybrook Lane Lexington, MA 02421 PHONE 1.978.406,8921 EAa.t C to .“It ,rrvs. ElainefEAHstructural.com DESIGN PROPERTIES Allowable Design Properties l' (1oo°°Load Duration) Depth Grade Width Design Property 5 ' Plank 7+4' IlVe VA" 91/2' WA' 1124' I 14- IP" 18" 20' Orientaflan l I Moment(Wins) 1.735 2.685 1.780 4.550 6.335 1.240 10.520 1.1E VA" Shear(Ibs) 4.085 5.135 1.925 6.765 8.050 8.635 10.500 Moment of Inertia(in.+) 24 49 20 11) 187 231 415 W hl!lf) 4.5 5.6 56 74 88 94 11.5 Moment(It-Ibs) 4.950 5.210 7.195 7.975 10,920 14,090 PA" Shear(Ibs) 3.345 3.435 4.070 4.295 5.065 5785 Moment of Inertia 6n.9 115 125 208 244 400 597 1.55E Weight(pit) 5.1 5.2 6.2 6 5 7.7 8 8 Moment(8-Ibs) 9.905 10.420 14.390 15,955 21 840 28.180 Shear(Ibs) _ 6,690 6.870 8.140 8.590 10.125 11.575 Moment of Inertia(in.') 231 250 415 488 800 1.195 Wi ht( Il 10.1 10.4 123 13 15.3 17.5 Moment(ft-Ibs) 2.125 3.555 5.600 5885 8.070 8.925 12.130 15.55 19.375 23.580 1.9E PA" Shear(ths) 1130 2.410 3.075 3.160 3.740 3.950 1.655 5.3 5985 6.650 Moment of Inertia(in.') 24 56 Ili 125 208 244 400 597 851 1.167 Wei ht(It) 2.8 37 47 4.8 57 6.) 71 8.2 9.2 10.2 _ Moment Ift-Ibs) 12.415 13.055 17970 19.900 27.160 34.95 VA" Shear(11s) 6.260 6,430 7.615 8.035 9,475 10.825 12.180 Moment of Inertia(in.') 231 250 415 488 800 1,195 1701 Weight(plf) 10.1 10.4 123 13.0 153 175 19.7 Moment(ft-Ibs) 18625 19.585 26.955 29.855 40,740 52,430 65.495 2.0E 5rA' Shear Ohs) 9399 9.645 11429 12.055 14210 16240 18279 Moment of Inertia(in.') 346 375 623 733 1.201 1.792 2.552 Weight(plfl 15.2 15.6 185 195 230 26.3 29.5 Moment(I Wks) 24.830 26.115 35.940 39.805 54 325 69,905 87.325 Shear(the) 12.520 12.855 15.225 16.070 18.915 21.655 24.360 Moment of Inertia(in.') 462 500 831 977 1.601 2.389 3.402 Weight(plf) 20.2 208 246 260 30.6 35.0 39.4 ,.l!For product in beam onentation.uniess°thereise noted Check deflection of LVL girders: Atotai = 5wL4/384E1= (5 x 1.30 K/ft x 204 ft4 x 123 in3/ft3)/(384 x 1900 ksi x 3404 in4) =0.724" L/240= 20' x(12 in/ft)/240 = 1.00 in, OK 11 EAH Structural Consulting 11 Pony brook Lane Lexington,MA 02421 PHONE 1.975.406,8921 FA1S T11y:1i Elatne@EAHstructurat.com Roof Rafters: Member Size= 2"x7.5" Spacing=24" O.C. Span Length =8.0' approximately max w=65 psf x 24 in/(12 in/ft) = 130 lbs/ft say 140 lbs/ft Check moment capacity of roof rafters: M =wL2/8= 140 lbs/ft x(8 ft)2/8= 1120 lbs-ft S=bd2/6= 18.75 in3 M/S= 1120 lbs-ft x 12 (in/ft)/18.75 in3=717 psi Fb (SPF no 1/no 2) =875 psi x Cr X CD x CF =875 psi x 1.15 x 1.15 x 1.2 =1389 psi, OK Cr= repetitive factor= 1.15 (2"width) (NDS Table 4A) CD=duration factor for snow load=1.15 (NDS Table 2.3.2) CF =shape factor= 1.2 (2"x8") (NDS Table 4A) Check uplift moment capacity of roof rafters: M =wL2/8= 15.0 lbs/ft x(8 ft)2/8= 120 lbs-ft S= bd2/6= 18.75 in3 M/S= 120 lbs-ft x(12 in/ft)/18.75 in3=76.8 psi Fb(SPF no 1/no 2) =875 psi x Cr x CD x CF X 0.36 =875 psi x 1.15 x 1.15 x 1.2 x 0.36 =500 psi,OK Cr= repetitive factor= 1.15 (2" width) (NDS Table 4A) CD=duration factor for snow load= 1.15 (NDS Table 2.3.2) CF=shape factor= 1.2 (2"x8")(NDS Table 4A) 12 41111 Ea,H Structural Consulting 11 Ponybrook Lane Lexington,MA 02421 PHONE 1.978.406.8921 E.AI4 et ien,r. Elatne@EAHstructural.com Check shear capacity of roof rafters: V=wL/2 = 140 lbs/ft x 8.0 ft/2=560 lbs Vmax=3V/2A= [3 (560 Ibs)]/[2 (15.0 in2)] =56.0 psi F„= 135 psi, OK Check deflection of roof rafters: Atotai=5wL4/384El= (5 x 0.140 K/ft x 8.04 ft4 x 123 in3/ft3)/(384 x 1600 ksi x 70.31 in4) =0.115" L/360=8'x(12 in/ft)/360=0.267 in,OK Roof Purlins: Member Size=6"x8" Spacing=96"O.C. Span Length =8' approximately w=65 psf x 96 in/(12 in/ft) =520 lbs/ft say 550 lbs/ft Check moment capacity of roof purlins: M =wL2/8=550 lbs/ft x(8 ft)2/8=4400 lbs-ft S=bd2/6= 64.0 in3 M/S=4400 lbs-ft x 12 (in/ft)/64.0 in3=825 psi Fb(old growth)= 1200 psi x Cr x CD X CF = 1200 psi x 1.0 x 1.15 x 1.0 =1380 psi, OK 13 EAH Structural Consulting 11 Ponybrook Lane Lexington,MA 02421 PHONE 1.978.406,8921 FAH Elaine EAHstructuraLcom Cr= repetitive factor= 1.00(N DS Table 4A) CD=duration factor for snow load= 1.15 (NDS Table 2.3.2) CF =shape factor= 1.0 (6"x8") (NDS Table 4A) Check uplift moment capacity of roof purlins: M=wL2/8= 80.0 lbs/ft x(8 ft)2/8=640 lbs-ft S= bd2/6=64.0 in3 M/S=640 lbs-ft x(12 in/ft)/64.0 in3= 120 psi Fb(old growth)= 1200 psi x Cr x CD X CF x 0.36 =1200 psi x 1.0 x 1.15 x 1.0 x 0.36 =497 psi, OK Cr=repetitive factor= 1.00(NDS Table 4A) CD=duration factor for snow load= 1.15 (NDS Table 2.3.2) CF =shape factor= 1.0 (6"x8") (NDS Table 4A) Check shear capacity of roof purlins: V=wL/2 =550 lbs/ft x 8.0 ft/2 = 2200 lbs Vmax=3V/2A= [3 (2200 lbs)]/[2 (48.0 in2)] =68.75 psi F„= 150 psi,OK Check deflection of roof purlins: AtotaI =5wL4/384E1= (5 x 0.550 K/ft x 8.04 ft4 x 123 in3/ft3)/(384 x 1600 ksi x 256 in4)=0.124" L/360=8'x(12 in/ft)/360=0.267 in,OK 14 EAH Structural Consulting 22 Ponybrook Lane Lexington,MA 02421 PHONE 1.978,406,8921 F A*4 CcNsuc..n14061 Elatne4TEAHstructural.com Roof Rafters: Member Size= 2"x7.5" Spacing=24"O.C. Span Length =8.0'approximately max w=65 psf x 24 in/(12 in/ft) = 130 lbs/ft say 140 lbs/ft Check moment capacity of roof rafters: M=wL2/8= 140 lbs/ft x(8 ft)2/8= 1120 lbs-ft S= bd2/6= 18.75 in3 M/S= 1120 lbs-ft x 12(in/ft)/18.75 in3=717 psi Fb (SPF no 1/no 2) =875 psi x Cr x CD x CF =875 psi x 1.15 x 1.15 x 1.2 =1389 psi, OK Cr= repetitive factor= 1.15 (2"width) (NDS Table 4A) CD=duration factor for snow load= 1.15 (NDS Table 2.3.2) CF=shape factor= 1.2 (2"x8") (NDS Table 4A) Check uplift moment capacity of roof rafters: M =wL2/8= 15.0 lbs/ft x(8 ft)2/8= 120 lbs-ft S=bd2/6= 18.75 in3 M/S= 120 lbs-ft x(12 in/ft)/18.75 in3=76.8 psi Fb (SPF no 1/no 2)=875 psi x Cr x CD CF X 0.36 =875 psi x 1.15 x 1.15 x 1.2 x 0.36 =500 psi,OK Cr=repetitive factor= 1.15 (2"width) (NDS Table 4A) CD=duration factor for snow load= 1.15 (NDS Table 2.3.2) CF=shape factor= 1.2 (2"x8")(NDS Table 4A) 15 4P11 E .H Structural Consulting 11 Ponybrook Lane Lexington,MA 02421 PHONE 1.9:8.406.8921 nF, r.,: ,,m,Ntx Elainer«EAHstrud m ural.co Check shear capacity of roof rafters: V=wL/2 = 1401bs/ftx8.0ft/2 =560lbs Vmax=3V/2A= [3 (560 Ibs)]/[2 (15.0 in2)] =56.0 psi F = 135 psi, OK Check deflection of roof rafters: Ototai =5wL4/384EI= (5 x 0.140 K/ft x 8.04 ft4 x 123 in3/ft3)/(384 x 1600 ksi x 70.31 in') =0.115" L/360=8'x(12 in/ft)/360=0.267 in, OK 16 41111 EAH Structural Consulting 11Ponybrook Lane Lexington,MA 02421 PHONE 1.978.406.8921 Elaine ural.cam According to Vulcraft product catalog,the maximum total uniform load that the deck can withstand is approximately 124 psf for 5'-0"with three-span. Therefore,the 1.5"type B deck is adequate to support the added PV load with a total roof load combination of 65 psf with unsupported length of 5'-0". VERTICAL LOADS FOR TYPE 1.5B Batts are field installed and may require separation. • Max. Allowable Total(PSF)/Load Causing Deflection of L/240 or 1 inch(PSF) No.of 00ck SDI ConsL Span(ft.-in.)cU to ctr of supports Spans Type Spar 5-0 5-6 6-0 6-6 7-0 7-6 8-0 8-0 9-0 9-0 10-0 B24 4-8 115/56 95/42 80/32 68/26 59/20 51/17 45/14 40/11 35/10 32/8 2917 B22 5'-7 98/81 81/61 68/47 58/37 50/30 44/24 38/20 34/17 30?14 27 112 25/10 1 820 6-5 123i105 102/79 86/61 73/48 63/38 55/31 48/26 43/21 38/18 34/15 31/13 B19 7-1 146/129 121/97 101/75 86/59 74/47 65138 57/31 51/28 45/22 40/19 36/16 818 T-8 168:152 138/114 1161 88 99/89 85/55 74/45 65/37 58/31 52/26 46/22 421 19 816 6-8 215/196 178/147 149/113 /27/89 110/71 96/58 84/48 74/40 68/34 60/29 54/24 B24 9-10 124/153 103/115 86/88 74/70 64/56 56/45 49/37 43/31 39/26 35/22 31/19 622 6'.11 100(213 83/160 70/124 59/97 51/78 45/63 39/52 35/43 31/37 28/31 25/27 2 B20 7'-9 128/267 106/201 89/155 781 122 66/97 57/79 51/65 45/54 40/46 36/39 32/33 B19 6.5 150/320 124/240 104)185 89/145 77,118 67/95 59178 52/65 47155 42/47 38/40 1318 9+-' 169/369 140/277 1181 213 101/168 87/134 76/109 67/90 59/75 53/63 48/54 43/46 816 16-3 213/471 1761 354 149 t 273 1271214 110/172 95/140 84/115 74/96 66/81 60/69 54/59 824 5'-10 154/120 128/90 108/69 92/55 79/44 69/35 61/29 54/24 48/21 43/17 39/15 822 6'-11 124/167 103/126 87/97 74/76 64/61 56/50 49/41 43/34 39/29 35/24 31/21 3 B20 1-9 159/209 132/157 111/121 95/95 82/76 72/62 63/51 56/43 50/36 45/31 40/26 819 6.5 186/250 154/188 130/145 111/114 96/91 84/74 74/61 65/51 58/43 52/37 47/31 818 9-1 210/289 174/217 147/167 126/132 108/105 95/86 83/71 74/59 66/50 59/42 54/36 816 10'.3 264/369 2191277 185/214 158/168 136/135 119/109 105/90 93/75 83/63 74/54 67/46 12K3 Member Size= 12K3 Spacing=60.0" O.C. Span Length =20.0'approximately w=60.0 psf x 60.0 in/(12 in/ft) +5.7 lbs/ft(joist selfweight) =306 lbs/ft 17 EAH Structural Consulting Ponybrook Lane Lexington,MA 02421 PHONE 1.978.406,8921 EAH r..t',rv^44.e1,'t"11+413 Elaine@EAHstructural.com ASD STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES Based on a 50 ksi Maximum Yield Strength-Loads Shown in Pounds per Linear Foot(pit) �sguttion 81(1 101(1 121(1 121(3 121(5 141(1 141(3 141(4 141(6 161(2 161(3 161(4 161(5 161(6 161(7 161(9 Depth(in.) 8 10 12 12 12 14 14 14 14 16 16 16 16 16 16 16 Approx.Wt 5.t 5.0 5.0 5.7 7.1 52 6.0 6.7 7.7 5.5 6.3 7.0 7.5 8.1 8.6 10,0 (Ibs1R.) Span(ft.) 550 550 9 550 550 10 550 550 480 550 11 532 550 377 542 12 444 550 550 550 550 288 455 550 550 550 13 377 479 550 550 550 225_ 363 510 510 510 14 324 412 500 550 550 550 550 550 550 179 289 425 463 463 550 550 550 550 15 281 358 434 543 550 511 550 ' 550 550 145 234 344 428 434 475 507 507 507 16 248 313 380 476 550 448 550 550 550 550 550 550 550 550 550 550 119 192 282 351 396 390 467 467 467 550 550 550 550 550 550 550 17 277 338 420 550 395 495 550 550 512 550 550 550 550 550 550 159 234 291 366 324 404 443 443 488 526 526 526 526 526 526 18 246 299 374 507 352 441 530 550 456 508 550 550 550 550 550 134 197 245 317 272 339 397 408 409 456 490 490 490 490 490 19 221 268 335 454 315 395 475 550 408 455 547 550 550 550 550 113 167 207 269 230 287 336 383 347 386 452 455 455 455 455 20 199 241 302 409 284 356 ' 428 525 368 410 493 ' 550 550 550 550 97 142 177 230 197 246 287 347 297 330 386 426 426 426 426 According to the manufacturer's chart,the joists' capacity when the span is 20'-0"is approximately 302 plf total,which is smaller than 306 plf. Therefore, reduce the solar dead load to 9 psf. The snow load is 35 psf x 5.0 ft= 175 plf,which is smaller than 177 plf, OK 22K10 Member Size= 22K10 Spacing=60.0" O.C. Span Length =40.0'approximately w=60.0 psf x 60.0 in/(12 in/ft) +12.6 lbs/ft(joist selfweight)= 312.6 lbs/ft 18 EAH Structural Consulting 11 Ponybrook Lane 411 Lexington,MA 02421 PHONE 1.978.406.8921 AH hi uLT14V0 Elaine+ EAHstructural.cam ASD STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS.K-SERIES Based on a 50 kai Maximum Yield Suen�th-Loads Shown m Pounds per Linear Fool pd} _w11s1 1983 19464 18135 19146 1147 19831 19810 2082 20184 2085 26l6 26137 211149 23610 22344 2285 2215.8 2287 22189 22K10 22211 Des10n3134ri Gape'C1r..1 18 15 18 10 18 18 18 20, 20 20 20 20 20 23 22 22 22 22 22 22 22 AWOL WI 6.8 7.2 7.7 8.5 9 10.2 11.7 B7 7.8 8.2 8.9 9.3 t0.8 12.2 8 8.8 92 9.7 11.9 12.8 13.8 11134114) SWnjA-f 19 550 560 550 550 550 550 550 550 550 550 550 550 550 650 18 514 550 550 550 550 550 550 494 529 523 523 523 523 623 20 463 660 550 550 550 550 550 517 650 350 560 550 553 550 423 490 490 490 490 490 490 617 550 550 550 552 552 550 21 420 508 55 550 550 550 550 488 550 55D 550 550 55D 550 364 426 .460 460 460 460 460 463 520 520 520 620 522 520 22 382 480 518 560 650 560 550 426 514 550 650 650 550 650 550 650 550 550 560 550 550 3'6 370 414 438 438 438 498 393 461 490 490 490 490 490 548 548 546 548 548 548 548 23 349 420 473 516 550 550 550 389 4651 529 550 550 550 550 518 564) 550 550 550 550 550 276 323 362 393 416 4'8 4'8 344 452 451 458 456 465 458 491 518 516 518 518 518 518 24 320 385 434 473 526 550 550 357 430 485 529 550 590 550 475 535 550 550 553 550 550 242 2B4 318 345 382 395 396 302 353 39E 430 448 445 448 431 483 495 495 495 495 495 25 294 955 400 435 485 550 550 329 396 448 488 541 550 550 438 493 537 550 550 550 550 214 232 251 305 337 377 377 256 312 350 580 421 425 426 381 427 484 474 474 474 474 28 272 328 969 402 448 538 550 304 368 412 449 500 550 550 404 456 496 550 650 550 550 190 222 249 271 299 954 3E1 236 277 310 337 373 405 405 338 379 411 454 454 454 464 27 252 303 342 372 415 498, 550 281 339 362 416 463 550 550 374 422 459 512 550 550 560 169 198 222 241 267 315 347 211 247 277 301 333 389 389 301 337 367 406 432 432 432 29 234 282 318 346 Ski 463 548 281 315 355 388 4300 517 592 348 992 427 4.T5 350 550 i90 151 177 '99 2'8 239 282 331 189 221 245 2E9 298 353 575 270 302 328 364 413 413 419 29 218 263 296 322 359 431 511 243 298 330 360 401 482 550 324 365 398 443 532 .550 550 135 159 179 194 215 254 295 1713 '99 223 242 26 317 .359 242 272 295 327 387 390 399 30 203 245 276 301 336 402 477 227 274 308 336 374 460 593 302 341 371 413 497 550 550 123 144 161 175 194 229 269 153 179 201 216 242 256 336 219 245 286 295 349 385 385 31 190 229 258 281 313 376 448 212 256 229 314 350 421 499 283 319 347 387 456 550 550 111 130 148 158 175 237 243 138 182 162 198 219 259 304 198 222 241 267 316 369 369 32 178 i 2'1- 242 284 294 353 418 192 240 271 295 328 395 488 285 299 328 353 438 517 549 '32 144 159 185 221 12E '47 165 179 199 235 276 155 201 219 242 267 337 356 33 'i: 228 248 276 332 393 187 228 254 277 309 371 440 249 281 306 341 410 488 532 131 145 171 201 114 '34 150 '63 181 214 251 164 183 '99 221 261 37 534 34 233 260 312 370 176 212 230 2E1 290 349 414 23S 265 298 321 388 458 516 192 156 184 105 "22 137 '49 165 195 229 149 167 '82 272 239 2'80 314 26 149 ' 173 . 245 294 349 166 200 226 248 274 329 300 221 249 272 303 394 432 494 77 92 121 149 164. 96 112 12E '37 151 179 210 137 153 185 219 257 292 36 141 1139 1'91 232 278 330 157 189 213 232 259 311 989 209 235 257 286 944 408 467 70 82 92 132 154 88 103 115 '25 133 184 193 125 14' '53 189 201 236 269 37 148 179 202 220 245 294 349 198 223 243 271 325 308 442 81 95 106 a"5 128 15' 1713 116 130 '41 156 185 217 247 38 141 170 191 208 232 279 331 187 211 230 256 306 358 419 74 87 98 '08 115 139 164 107 119 '30 144 170 200 228 39 133 181 181 198 220 265 314 178 200 21B 243 292 347 397 69 8' 90 96 139 129 151 96 110 '20 133 157 186 211 127 153 172 188 229 251 208 169 190 207 231 278 330 377 64 75 84 9' 101 119 140 91 102 "' 123 146 171 195 According to the manufacturer's chart,the joists'capacity when the span is 40'-0" is approximately 330 plf total,which is greater than 312.6 plf. Therefore,the steel joists are structurally adequate for total load. The snow load is 35 psf x 5.0 ft= 175 plf,which is about the same as 171 plf, OK 19 EAH Structural Consulting . 11 Ponybrook Lane Lexington,MA 02421 PHONE 1.978.406.8921 6 Al-4 Tkr.,c, ElainelEAHstructural,.com According to AWC Wood Construction Data 2,the tongue and groove deck with 2.5"thickness,and a young's modulus of 1400 Ksi has 49 psf of raw capacity when the span length is 10'-0". The duration of load is 1.15 and the shape factor is 1.3. Therefore,the total capacity with CD and CF is 49 psf x 1.15 x 1.3 =73.2 psf>65 psf, OK. WOOD CONSTRUCTION DATA 2 11 Table 4. Three and Four Inch Nominal Thickness - Allowable Roof Load Limited by Deflection - Simple Span Layup Modules of Deflection Allowable Uniform Distributed Total Roof Load".c pet Elasticity,psi Limit' 3 inch nominal thickness',Span,ft. 4 inch nominal thickness',Span,ft 8 9 10 11 12 13 14 15 16 8 9 10 /1 12 13 14 15 16 17 18 19 20 700000 U180 63 44 32 24 19 15 12 10 8 174 122 89 67 51 40 32 26 22 18 15 13 11 U240 47 33 24 18 14 11 9 7 6 130 91 67 50 39 30 24 20 16 14 11 10 8 800000 U180 72 51 37 28 21 17 13 11 9 198 139 102 76 59 46 37 30 25 21 17 15 13 U240 54 38 28 21 16 13 10 8 7 149 105 76 57 44 35 28 23 19 16 13 11 10 4011(100 U180 81 57 42 31 24 19 15 12 10 223 157 114 86 66 52 42 34 28 23 20 17 14 1I240 61 43 31 23 18 14 11 9 8 167 118 86 64 50 39 31 25 21 17 15 13 11 1000000 U180 90 64 46 35 27 21 17 14 11 248 174 127 95 74 58 46 38 31 26 22 19 16 1/240 68 48 35 26 20 16 13 10 8 186 131 95 72 55 43 35 28 23 19 16 14 12 1100000 U180 99 70 51 38 29 23 19 IS 12 273 192 140 105 81 64 SI 41 34 28 24 20 17 U240 75 52 38 29 22 17 14 11 9 205 144 105 79 61 48 38 31 26 21 18 15 13 2000D0 1/180 109 76 56 42 32 25 20 16 14 298 209 152 115 88 69 56 45 37 31 26 22 19 1r240 81 57 42 31 24 19 15 12 10 223 157 114 86 66 52 42 34 28 23 20 17 14 100D00 1.1180 118 83 60 45 35 27 22 18 15 323 227 166 124 96 75 60 49 40 34 28 24 21 U240 86 62 45 34 26 21 16 13 11 242 170 124 93 72 56 45 37 30 25 21 18 IS 1400000 U180 127 89 65 49 38 30 24 19 16 347 244 178 134 103 81 65 53 43 36 30 26 22 U240 95 67 49 37 28 22 18 14 12 261 183 133 100 77 61 49 40 33 27 23 19 17 1500000 U180 136 95 69 52 40 32 25 21 17 372 261 191 143 110 87 69 56 47 39 33 28 24 U240 102 71 52 39 30 24 19 15 13 279 196 143 107 83 65 52 42 35 29 25 21 18 1600000 U180 145 102 74 56 43 34 27 22 18 397 279 203 153 118 93 74 60 50 41 35 30 25 U240 109 76 56 42 32 25 20 16 14 298 209 152 115 88 69 56 45 37 31 26 22 19 1700000 U180 154 108 79 59 46 36 29 23 19 422 296 216 162 125 98 79 64 53 44 37 31 27 U240 115 81 59 44 34 27 22 17 14 316 222 162 122 94 74 59 48 40 33 28 24 20 1800000 U180 163 114 83 63 48 38 30 25 20 447 314 229 172 132 104 83 68 56 47 39 33 29 U240 122 86 63 47 36 28 23 19 15 335 235 172 129 99 78 63 51 42 35 29 25 21 ' For a deflection limit U360,use 1/2 the tabulated value for a deflection lima of U180. Tabulated values are based on 2.12 in net thickness. For 2-518 in.decking multiply the tabulated allowable loads by 1.147. 3-12 in.thickness 4 Duration of Load.CD=1.0 used in this table. For other load durations,adjust by the appropriate factor No increase for size effect has been applied.(Cc=I.ODI. Dry conditions of use. 20 411 EaH Structural Consulting 11 Ponybrook Lane Lexington,MA 02421 PHONE 1.978.406,8921 [-A44 C1:r4';41t.'PINES Elaine@EAHstructural.com 12B27.5 Check moment capacity: W=65 psf x 10' =650 lbs/ft=0.650 K/ft say 0.800 K/ft M=0.125wL2=0.125 x 0.800 K/ft(selfweight included)x 20.02 ft2=40.0 K-ft M/Sx=40 K-ft x 12 in/ft/33.3 in3= 14.4 Ksi,OK Check shear capacity: V=0.800 K/ft x 20.0 ft/2= 8.00 K V/A=8.00 K/(12 in x 0.255 in) = 2.61 Ksi,OK Check deflection: A=5wL4/384EI = [5 x 0.800 K/ft x 20.04 ft4 x 123 in3/ft3]/[384(29000 Ksi)(199 in4)] = 0.499 in L/360= 20.0'x 12 in/ft/360=0.667 in,OK 21 EAH Structural Consulting 11 Ponybrook Lane ii .11 Lexington,MA 02421 PHONE 1.978.406,8921 E A H CO*4211U.1434O Elaine@EAHstructural.com 22 12 " AMERICAN STANDARD BEAMS � b •1 REFERENCES; SEE COCUIMN(1)AND PA(4;4 mIr 2 -..- 1 6 29 +2,3,4,7,10,1112, 866 1 C►19N C1916 ►N1912 !13,14,15;6,17.16,'C1921 c►,N0 OW ►N19,5 !19.20,2'18123,'C1223 d 5 G919 ►N1923 '24,25,26,2728, ;C 19,3 ' C1920 31 30,32,3335 C 19'3 a ►N1929 See P0a6 121 9 0 L1944 iL 19 5 M34 ; 22uLro49 ).'214 19 ) NJ 1999 m j ' IL 193t 111950 { NJ 1N1 2.. it f nII ! u919s0 "C anput,d WEIGHT FLANGE WEB DIMENSIONS 'SLOPE AXIS I-I AXIS 2-2 COL PER AREA DEPTH WIDTH THICK 'INSIDE T r T Ca r (I) Foor° d b t m n R R. 1FlANGE 1 i .. . n. !1,,, . 4 In. ill_ 'Fri 7�, �. Ir-' -ins In,s ItL'�__ in! T 4 1E,iT,1t� 460 .859 .46 t 56 .276, 1693 2699 44.8 4 77 13.81 . 1_08. t, ao 0 11.e4 12.0 4,�5.q . =Stye 40.0.1.16 120 5.50 .39 Be ; 50 50 - yJ4.9�2813 46.9 4.90 168 _6.11 120., 27 40-0i 1 77 12 0 5.25 , .42 98 .48 52 24 162i3 27468 45.8 4.83 14 26 543 1.10 VI - 40.0 1 1.76 12,0 3.250! .460` 859 , 46 S6 .276 168734'268 9 '44 3 4 77 '3 81 5.26 .1 Q$ 'us 400 11,76, 12.04 5`215 .558 738 .35 .45 21 16 2459 41Q 4,3_7A 10.95 42 •_ .96,, 22 _ 40.0 11 73 12.0 550 r .39 91 50. .50 u. 160 ?RI 3 46 9 4 904,16 76 6.09' 1 20 1,2,3,29 400 1 1 7 12.0. 550 3 .88 50 ,.50 - .49 281.3 469 4.90. 16 8 6,1 + 1.20 26 39 4 ,16 I' 12.0 5 25 40 86 SO , - 14-8 26e 44 72` 4 8 14 577 5,55 1.1 2 2 39.0r11 5�•'-12..04 542e .525 .72 35 50 - 15.1 2475 41.3 4.64 12. 45',1 0 2'J 39 0, i 15G� 12,0 5 21 .593�672 344 .50 141 235.5 39261-4 S. 10.3r 398 91 24 384 1129 12,0 519 53 68 33 - 15A 233. 3897 4.55 10_19 3934 95 is 38 0,_I 1? .2.0 5.46 .343 .844 ,469 .50 146 265.4 44.2 4.86 i3 6 5.71' L 18 19 37 5. 1 1 441 12.0 5.414 .308 .703 .329; 50 15 3 238 7 39.8' 4 5 11 5' 4.23 1_Q0� is 36.6, i 080" 12 0 5.15 .4931. .672 344; .50 _- 14.1 226.9 37 8?"4 5 TO 01 3.91 _ 97 ,3____ 3.60 ,10.6 12.0 535j, .45 7? 35 1 .50 - 15.I4 236.7 395' 4 73 j •5.? 43' 1.041 14 350 10.3 120 522 • 44 S 7i 34 : 50 - 155 .232.9_.'38.8 4 77 105 402_,_I_0� 4 13'9'tl• 35.0 10.29 120 5086 436 738 .35 45 ,21 16%,2283 .390,, 4 71 1007 40 99- 211 w . 17 35.0, 10294 12.0 5.085 .436r739 y35 .45 1 - 162i'42283 380 4 7, 1007 3.91 ..99 t7 35 C'. 1029' 12.0 5.07 42 .74 ,.33 45 ' 21, t 16215 230.95'38 5 4 74 10 01 3,95 _99 79,n t14,tt1 i2 0 5.078 428 .738 350 45 21 1627s 227• 378 a 7 t00. 3.9 _99 34, IO2Q 2s 34: I O Wd"12.0 509 430' .672�.344 SO a - � 14 '"2 17=- 36 31'� 4 66 9 6 3 80� .98' 22___. 32.0 946 12 O 525 ' .32 78. 1.38 ..50 I - 16,2°229.2 38 2 4.9 II64 _4.431 1.111 1,tati 32.0 94 12.0 525 .35 72 . 35 50 - 15.+' 222.3 370 4.85 10 3 39'1 1,04 at 31.8 9.35 12 0, 5.00' .35 .738_, 350 45 ' .21 :16�217.0 36 2 4.62 9 50, 3601 t 1.01 Mitif 3 1 8 926 12 0 5.000 .330 736 ' .350 .45 ? 21 16/3'215 8 36.0 4 83 9 5 3.8 1,01 255 31273 9.3, . 120[sort 3694 672 44 .50 `- 1411 2090 3485'• 4.7 9.1 3654 . 11 0 27 ] 31 S 927� 120 � 500 .35 .74 �35 451 21 16tn: 2 18,7! 36.5 ' 4 86' 9 45 _3 78 i 0� 13,24_T+ 3i.5 93 120 513 ' 35 .7' .34 50 - 15.5i1 220.5 367,4.88 103 402' C4 _ , ir i 7ta 31,5 9.3 12.0 5.00 1.35 .739 .35 }.45 - , 16ti 4 2'5.81 36.0 4,82 9 S 3 8 I 01 WA I 31.5, 926 i 2 0 5.0001.350 738 .35 45 .21 16213 2 15.8 36.0 , 4.83. 9.50 3 8 1.01 26 , j 30.6 9 01 12.0 5 00 34 �68 1 - ISO 2079 34.65 4.80 9 3 60, 1 0Q4 25 30.5, 896 12.0. 5 00 34 _.672 _�344' 0 14.ill 2048 34 i 5' 4.7w 9.0 362� 1 00 '4 30 0. 9 1 12 0 5 218 312 703 .328 .50 - 15 311 2 1 1.7 35 3 4 82 10.2 3 9 4. 1 05 33 26.01 824 (188 6569 .314 481 225 .51 . - 6 141 1938 '326_ 483 139 t 428 ' 30 i 28.0' 8.151 12.0 6 0001 294, -540 280 .26 =____91 199 4 4 33 2 , 4 95 12 6 , 4.2 1.24. INA�_- 2791+ 8151 120 6000 284 540 280 26 ` - 9.1' '994 332 495_ 126 t 42 1 24-, 2751 809 120506, 301 662 ; 265 .40 +6 162/ 191539 489 8013Il 9927.5111118.091 12.0 500I's 27.5�8.04 12 0 t 5.0001 255 710 � 315 40 - 16273 199.6. 33 3 4,98 , 8 7 3.5 1 04 a3 25 7 , 11. 11 G4{J OJ,9 .4 LJ 6 25.0 7.35 '2.0} 500 .270 570270 .270 _ 271 755 292 489 730 292 100 3' 25 0 7.35( '2 0 5.000, 240 ,.662 265 40 16 1B3/4 182 7 305 4 99 7 60 3.041r i 02 1 22 4111111 EAH Structural Consulting 11 Ponybrook Lane Lexington,MA 02421 PHONE 1.978.406.8921 LAN CONS&.it T NIC. Elaine©EAHstructural.com 20B56—20 feet Check moment capacity: P=65 psf x 10'x 20'= 13000 lbs= 13K say 15K M=PL/4= 15K(selfweight included) x 20.0 ft/4=75.0 K-ft M/Sx=75 K-ft x 12 in/ft/109.3 in3=8.23 Ksi,OK Check shear capacity: V= P/2=7.50K V/A=7.50 K/(20 in x 0.375 in) = 1.00 Ksi, OK Check deflection: A= PL3/48E1 = [15K x 20.03 ft3 x 123 in3/ft3]/[48(29000 Ksi)(1086 in4)] =0.137 in L/360=20.0'x 12 in/ft/360=0.667 in, OK 20B56—30 feet Check moment capacity: P=65 psf x 10' x 20'= 13000 lbs= 13K say 15K M=Pa = 15K(selfweight included)x 10.0 ft= 150.0 K-ft M/Sx= 150 K-ft x 12 in/ft/109.3 in3= 16.46 Ksi, OK Check shear capacity: V= P = 15.0K V/A= 15.0 K/(20 in x 0.375 in)=2.00 Ksi, OK Check deflection: A= PL3/28E1= [15K x 30.03 ft3 x 123 in3]/[28(29000 Ksi)(1086 in4)] =0.794 L/240= 20.0'x 12 in/ft/240= 1.00 in,OK 23 • EAH Structural Consulting 11 Ponybrook Lane Lexington, MA 02421 PHONE 1.978.406.8921 ISAN C ontett1t,INC. Elatne@EAHstructural.corn 5t 2 0"BEAMS b-g-a, REFERENCES, SEE COLJMN I I►AND PA(2 4 m 1 1 6 10 81007 516-1925 5401931 d 2 se 1926 11 L_ Si.1909 7 61951 . 94.1911 52•-112 7 I..932 4 -R 512-1222 m + - y._ • 515-1924 ` - 2 t II *Computed SECT i*EJ0HT PIANOS WEB j DIMENSIONS SLOPE AXIS I-I AXIS 2-2 NQ COL T OR PER AREA DEPTHIWIDTH THICK INSIDE NOM .11) FooT d : b t m n R R' I Sir I S r ln.w_.,1n._. slzE i. Anc i . n. Irvin,' ,. in, r In• Ins,,'F L82027411 .740 .740 35. 0 0 14667 147.6' 821 89.1 199 202 ,�BB0ZzX9 74.0 21 77 19880' 8.9661 .451 Aga 1a 74 04 21 76 19883 8965 450 .917 563 0 8Vs 1464,7,147.49.20 _79.9_ 17.6 190 820o S 73.0421 37.20300 8 075 430 932-! 580 .53 0 8 y3 1467 146.8 8 29 79.5 IT 192 820a M 73.0 21 37 20000 8 750 43Q,J 5 599, 55 4 0 . 9.0• 146651 146.7 8 29 75.9.�L7.3_ 164, 9200 1 72Al_21.43 20300 8,370 .430 2 1056 560„33 0 _ 1 5` 4679 1468 8 284_67.6 162 I 78 8204 2t 72-0,21 37 20000 8.750 430 .955 580 35 0 . 9 Dr.4665 •46 7 8 28 75.9 _17.3 1 88 820 k 69A 20.26 20.000 8.145 520 ,818 475 4, 0 ' 9.0w, 1268.9 $26.9 7.91 51.2 I26 Ill, 820o 7 683120.12 19A80 8.855 .410 .872 _.520 .55 0 8175 13660 137.4 824 71.0 16A 1.88 te 920 ,1 68.0 19.95 • ... 7.6901 .490 .930 ,.480. 45 0 12.5 12696% 127.0 798 43.7 1 1,9�51 ing1N11I 65.0 19.12 20.250 9.046 .416 .690 1 .690 .50 0 0 13099 129.4 828 600, 14.9 1.77 '820 10 -71t 20X8 * 650 J9.084'20250 8.045 .415 .949 ,531 .45 0 8V3 1305 1289 8.27 535 133 I67, 66 820 44 4 5 18 86'20000 8.075 .450 .810 1 .475 .45 0 90 i222.1 122.2 8 05 49.11 123, 1.62 920 •64 5 113.79T20120 8 025 400 864. .545 45 0 B 16 12832 127.6 8 26 54.3� 13.5, 1 70 920 2 640 19.96 20000 HOPS 450 5418 y.475 .43 0 90 1222.1 1222 8 05. 49.8 4 121 Liz, 820 1 63.0 1835 20000 7620 420 930 .490 .45 0 1u 12230 12230.12 44,3 11 1.54, 820 ! 62.0 18.11,20060, 0 015 .390 4 .834 515 4.5 Oh. 0_ _ 321�Y 122.+ 82 3 513 IZ9 119 COIN n -8 BZ 20X8 60.0_4 17.65 2QI 20_8 e25 .395 .625 .625, .50 0 0 * 1199.1 1 182 821 53.9I 13.4, 1 75 8920 20 soI60A,,_LT,65.2000% 7580 .375 .930_490 45 0 . 125_J 1193.1 1193%822r 43.4 113 1.57 1 463 �_ � .485 45 0 9.0 I IE9 7 II I'0 822 486 126 1 6B 20X8 60.0 17.63 20120 8.025 395 784164, 820 4 59.5 1736 20000 8.000 375 818 .475 820 6 59.5 17 33 20000 8.000 .375 804 45 0 8V7�I 820 2 59.04 1736 20000, 8000 3'5 .818 .475 .45 0 90*. 1.722 1 .7 2 822 48.3 12.1 1.66 „cam .. .3 Eeeee ..3,3; .3.A5 j -38 ._86 'r --_ • -'SS -- ,810 7_ 55.0_16.51 19880, 8.300 .375 ,744 .425 .45 - 0 , 8r; 1086.1 109.3 8.11 433 10.9 1.62 20X8 , 40450 16.19,20.000 8.000 .370 .565 .565 .50 0 0 L 10756 107.6 9.154_48.3 12.1 1.73 zpp i8 • L20X8 55,0 16,16 20000 8000 ,370 .124 .406, .45_ 0 4 8Y$ . 1071.9 1072 8.14 41.8 10.5 1.61 24 • LG N ON®H • LG450N2W-E6 IIIIIIIIII 144 450W The LG NeON®H is LG's best selling solar module,and is one of the most powerful and versatile modules on the market today.Featuring LG's Cello Technology,the LG NeON®H increases power output. rxx „ • is C cat) US _ t YEAP PRODUCT PERFORMVICE - WARRANTY Features Enhanced Performance Warranty 25-Year Limited Product Warranty LG NeON®H has an enhanced The NeON®H is covered by a 25-year performance warranty.After 25 years, limited product warranty. LG NeON®H is guaranteed at least 90.6%of initial performance. BOS(Balance Of System)Saving Solid Performance on Hot Days 11 ::. LG NeON®H can reduce the total number '_= LG NeON®H performs well on hot days of strings due to its high module efficiency due to its low temperature coefficient. resulting in a more cost effective and efficient solar power system. When you go solar, ask for the brand you can trust: LG Solar About LG Electronics USA,Inc. LG Electronics:s a global leader a electronic products in the clean energy markets by offering solar PV panels aM energy storage systems.The company first emba'ked car a solar LG energy source research program in 198S,supported by LG Group's vast experience m the umi-conductor,LCD,chemistry and materials industries.h 2010,LG Soli successfully released its first Mono*series to the market,which is now available in 32 countries.The Ne0Ne(previous Monol(e NeON),Ne0Ne2,NeONe2 BlFacel won the 9ntrrsalar Llfe'S Good AWARD"In 2013,2015 and 2016,which demonstrates LG's leadership and innovation in the solar industry. , ' LG NeON®H LG4SON2W-E6 General Data Electrical Properties(STC*) Cell Properties(Material/Type) Manocrystallne/N-type Model L6450N2W-E6 Cell Maker LG Modiwm,Power(Pnmr) [W) 450 • Cell Conflgu _radon _.._---- 144Cells(6x24) MPPVbh111110Myp) ,; (V] ", 41.1 •Number of Busbars 9EA MPP Currant(Impp) (A) 10.96 Module Dimensions(L x W x H) 2,110mm x 1,042mm x 40mm Open Orcuk Voltage(Voc,t 5%) (VI 49.0 -We1gM 23kg Short Circuit Current(lec,t 5%) j [Al 11 A7 Glass(Material) J Tempered Glass with AR Coating Module Efficiency [%] 205 Badaheet(Color) ! White ---Tolera c----______.._..-_.-____---____- _ Power Tolerance [96I 0-.3 Frame(Material) Anodized Aluminium 'S1t(Standard Test Condition)Irradeance 1000 W/m',Cell temperature 25°C,AM 1-5 Junction Box(Protection Degree) IP 68 with 3 Bypass Diodes Measure Tolerance:t 3% Cables(Length)* 1,400mm x 2EA Connector(Type/Maker) MC 4/MC Operating Conditions • *Including connector OpetatkgTempegGte • [Y) -40-+85 Maximan System Voltage (VI 1,000(IEC) Certifications and Warranty Maiimaa Swigs fuse Raerg [A] 20 EC 612 1 5-1/-1-1 i2:2016.IEC 61730-1/2:2016, IldetdraninalTes•Load(Fnim) „ (Pa/psr] 5,400/113 UL 61730 Certifications ISO 1509001,ISO 14001,15050001 MedrerdcalTest Load'(Rear) ;( 3,000/63 -__—_ --_ - 'Based on EC 61215-2:2016(Test Load-Design Load Safety Factor(15)) OHSAS 18001: Salt Mist Corrosion Test IEC 61701:2012 Severity 6 Packaging Configuration Ammonia Corrosion Test IEC 62716:2013 --___ Number of Allodules per Pallet [EA] 25 Module Fire Performance Type 1(UL 61730) Number of Modules per 40'HQ Container [EA] 550 Fire Rating Class C(UL 790,ULC/ORD C 1703) --- ---- --- -— Soler Module Product Warranty 25 Year Limited Number of Modules per 53'Hq Container (EA] 750 ----_ -----___ - Packaging Beet Dimensions(L x w x H) I [mm] 2,160 x 1,120 x 1,213 Solar Module Output Warranty Linear Warranty* -_-. 'Improved 1'year 98.594,from 2-24th year-033%/year down,90.5%at year 25 Packaging Brae Dimensions(L x W x H) • [in] 85 x 44.1.x 47.8 Packaging Box Gross Weight [IV] 593 Temperature Characteristics Packagkig Box Gross Weight Db] 1,307 NMOT' I (°C) 44 t 3 Pmax ! (%rcl 0.34 Dimensions(mmTmch) voc I• [WTI -027 1041.0/41.0(Sae of 5hnrt Side) - lac [ ) 0.04 - *NMOT(Nominal Module Operaag Temperature]Irradiance 800 WAn',Ambient omge ature 20°C, 1002.0139.4 Wind speed 1 m/s,Specutan AM 1.5 (manse nuraemGmxd.9&Mouua y tars) 175,0I6.9 4100/1.57 Electrical Properties(NMOT) 15-anx30/03e0.i , ' Drain Hoke Model L6450N2W-E6 } Maximum Power(Pnnx) LW) 338 8.04,3 a.2 Gm,ndng Rules MPP Voltage(Vmpp) Ni 38.6 ' MPP Current(Impp) (A) 8.77 4-B.51.120/03x0.5 _.. Mounting Holes Open Circuit Voltage(Voc) [V] 46.2 Short Circuit Current(Isc) [A] 9.24 - i 1' ' I -.- I-V Curves f a-70e100/0.3e0e/ i i $ 12.0- 1000W Moucrq Hum a a 8 (•)111\ (*) i 10.0- loamon e 1 o 800W y _ &0- p 500W I6.0 - 400W 200W 2.0- °r 8 0.0 0.0 10,0 200 300 10.0 TO - s • I . Voltage[VJ LG Electronics USA,Inc. Product specifications are subject to change without notice. 0 LG Solar 00Miilbrookness Division LG450N2WE6pdf 2000 MhiMook Drive 012921 Lincolnshire,IL 60069 Life's Good wwwdg-solaccam Ti 2021 LS Electronics USA,Inc.Al rights reserved. r) Power Optimizer Q For North America P860 / P960 rn 25 7:3 YEAR WARRANTY 0 1.113 1111111.111 ra { I 11 ti fi N m PV power optimization at the module-level The most cost-effective solution for commercial and large field installations / Specifically designed to work with SolarEdge / Advanced maintenance with module-level inverters monitoring I Up to 25% more energy / Module-level voltage shutdown for installer and firefighter safety / Superior efficiency (99.5%) / Meets NEC requirements for arc fault 1 Balance of System cost reduction; 50% less protection (AFCI) and Photovoltaic Rapid cables, fuses and combiner boxes, over 2x longer Shutdown System (PVRSS) string lengths possible I Use with two PV modules connected in parallel / Fast installation with a single bolt solaredge.com solar Power Optimizer For North America P860 / P960 Power Optimizer Model P860 P960 (Typical Module Compatibility) (for 2 x 72 cell modules) i (for 2 x 72 cell modules) INPUT Rated Input DC Power•t 860 I 960 W Connection Method Dual input for independently connected modules"1 Absolute Maximum Input Voltage 60 Vdc (Voc at lowest temperature) MPPT Operating Range 12.5-60 Vdc Maximum Short Circuit Current(1st) 22 23 Adc Maximum Short Circuit Current per Input(Isc) 11 11.5 Adc Maximum Efficiency 99.5 Weighted Efficiency 98.6 Over voltage Category II OUTPUT DURING OPERATION (POWER OPTIMIZER CONNECTED TO OPERATING SOLAREDGE INVERTER) Maximum Output Current 18 Adc Maximum Output Voltage 80 Vdc OUTPUT DURING STANDBY(POWER OPTIMIZER DISCONNECTED FROM SOLAREDGE INVERTER OR SOLAREDGE INVERTER OFF) Safety Output Voltage per Power Optimizer 1±0.1 Vdc STANDARD COMPLIANCE Photovoltaic Rapid Shutdown System Compliant with NEC 2014,2017•3),2020 EMC FCC Part 15 Class A,IEC61000-6-2,IEC610 0 0-6-3 Safety IEC62109-1(class II safety),UL1741 Material UL94 V-0,UV resistant RoHS Yes INSTALLATION SPECIFICATIONS Compatible SolarEdge Inverters Three phase inverters Maximum Allowed System Voltage 1000 Vdc Dimensions(WxLxH) 129 x 168 x 59/5.1 x 6.61 x 2.32 mm/in Weight 1064/2.34 gr/lb Input Connector MC44i Wire length options Input#1 Input#2 Input Wire Length (1) (-)0.16/0.52,(+)0.16/0.52 (-)0.16/0.52.(+)0.16/0.52 m/ft (2) (-)1.6/5.24,(+)0.16/0.52 (-)0.16/0.52,(+)1.6/5.24 Output Wire Type/Connector Double insulated;MC4 Output Wire Length 2.3/7.5 m/ft Operating Temperature Range' -40 to+85/-40 to+185 'C/'F Protection Rating IP68/NEMA6P Relative Humidity 0-100 % (1)Rated power of the module at SIC will not exceed the power optimizer'Rated Input DC Power'.Modules with up to+5%power tolerance are allowed (2)In the event col an odd number of PV modules in one string,installation of one P860/P960 power optimizer connected to one PV module is allowed.When connecting a single module to the P860/P960,seal the unused input connectors with the supplied pair of seals (3)NEC 2017 requires that the maximum combined input voltage does not exceed 80V (4)For other connector types please refer to:https://wwwsolaredge,com/sites/defaulVfiaes/optirizer-input-connector-compatibiitypdf (5)For ambient temperature above+70'C/+158'F,power de-rating is applied.Refer to the Power Optimizers Temperature De-Rating Application Note for more details PV System Design Using a SolarEdge Inverter''' Three Phase for 208V Grid1' Three Phase for 277/480V Grid P860 P960 P860 P960 Power Optimizers 8 14 Minimum String Length PV Modules 15 27 Power Optimizers 30 Maximum String Length PV Modules 60 Maximum Power per String 720051 1530091 W Parallel Strings of Different Lengths or Orientations Yes (6)It is not allowed to mix P860/P960 with P8O1/P800p/P850/P9S0/P1100 in one string or to mix with P370-PSOS in one string (7)P860 design with three phase 208V inverters is invited.Use the SolarEdge Designer for verification (8)For the 208V grid:It is allowed to install up to Ti IOW per string when the maximum power difference between each string is 1,000W (9)For the 277/480V grid:it is allowed to install up to 17,550W per string when the maximum power difference between each string is 2,000W Aviv 6 SolarEdge Technologies Ltd.All rights reserved.SOLAREDGE.the SolarEdge logo,OPTIMIZED BY SOLAREDGE are trademarks or registered trademarks of SolarEdge Technologies,Ltd. d� �w All other trademarks mentioned herein are trademarks of their respective owners.Date:12/2020N01/ENG NA.Subject to change without notice, RoHS Q��77�7 knew Snap N rack- snapnrack.com Solar Mounting Solutions Series 100 Residential Roof Mount System The Nrack Series 100 Roof Mount System is engineered to optimize material use, labor resources and aesthetic appeal. This innovative system simplifies the process of installing solar modules, shortens installation times, and lowers installation costs; maximizing productivity and profits. The Series 100 Roof Mount System boasts unique, pre-assembled, stainless steel "Snap- In" hardware and watertight flash attachments. This system is installed with a single tool. No cutting or drilling means less rail waste. It is fully integrated with built-in wire management, solutions for all roof types, one-size-fits-all features, and can withstand extreme environmental conditions. Series.100 is listed to UL Standard 2703 for Grounding/Bonding, Fire Classification and Mechanical Loading. UL 2703 Certification and Compliance ensures that SnapNrack installers can continue to provide the best in class installations in quality, safety and efficiency. • Appealing design with built-in aesthetics • No grounding lugs required for modules • All bonding hardware is fully integrated • Rail splices bond rails together, no rail jumpers required • No drilling of rail or reaching for other tools ,, _ required -d • Class A Fire Rating for Type 1 and 2 modules System Features Include o � � Snap in Single Tool Easy No Cutting Hardware Installation Leveling or Drilling tfl el° Integrated Wire Preassembled Integrated bonding UL 2703 Certified Management hardware Resources snapnrack.com/resources I Design snapnrack.com/configurator a Where to Buy snapnrack.com/where-to-buy ` SnapN rack" snapnrack.com Solar Mounting Solutions _Stainless Bolt with Stainless Steel Bonding Splice -- Standard Rail Split-Lock Washer Bolt with Split- - - _Insert 015-09916 Lock Washer Bonding Adjustable Bonding -�`_`�"��{ End Clamp Top Splice Mid Clamp Base \; Bonding Bonding Adjustable Channel Nut i. End Clamp Bottom Bonding Stainless Channel Nut Stainless Hardware with Bolt with Split-Lock Washers Split Lock Bonding Adjustable —# Bonding Mid Clamp _ Bonding Standard Washer End Clamp ` 242-02053 '� Rail Splice —..• Ground Lug '''''.3";, ,,,. - 242-02057 242-04015 242-02101 12-6 AWG -- _- --- Copper Wire Ground Lug Assembly _,, i '„i'-- ei - - (ONE REQUIRED PER ROW OF { i, i-1 I ,d MODULES) Universal End Clamp(UEC)Wave ' ' —.-�y UEC Pull Strap p g� UEC Wedge Stainless Steel Bolt i / — / ""° with Flat Washer k Universal End Clamp 242-02215 Standoff ` � Clamp Assembly Rubber_/'�� ' ,, ` Serrated Stainless_f 'Channel -Channel Nut Rain Collar Steel Flange Nut Nut Stainless Serrated Stainless '' Flange Nut Mill Finish Steel Flange Bolt 92 Degree " Stainless 11 Standoff L Foot Flange ., Bolt 41> All Purpose L Foot Mill StandoffFinish Metal Roof Base(1-Hole Mill Finish L Foot Base Assembly Base Shown) L Foot Base Flashing L Foot Base with Flashing Metal Roof Base L Standoff ` _�` with L Foot 242-92057 242-92050 242-02037 SERIES 100 TECHNICAL DATA • 6000 Series aluminum Materials • Stainless steel • Galvanized steel and aluminum flashing • Silver and black anodized aluminum • Mill finish on select products Material Finish • Silver or black coated hardware Note:Appearance of mill finish products may vary and change over time. Wind Loads 110 - 190 mph (ASCE 7-10) Snow Loads 0 -120 psf Array Pitch 0- 60 degrees 877-732-2860 I www.snapnrack.com I contact@snapnrack.com ril Cellular Plug -in with with Commercial Data Plan For North America SE-CELL-B-R05-S-S4, SE-CELL-B-R05-S-S5 C z il+i01.sw••�s• 'IV, ■oeeeeee"w __ r41 6 1 HIS oa)iw Vies iftiRiiRiiiifuu rs:e+• / WV ( _' :,00 ' .:' - 045`00 J,..5.1, s , >___I Handel LISA-C200 •, ,r, 1-m a 820509.9306.010 51 w>'i :1 1 IIIIA100905031I1C32 i. -gi ! ..�e OrS I IIIIIIIllIIII III II HIIIIIIII f-s•••®sees• • ,,, y..y I : sa , , 1 QG 0 Cellular Internet Connectivity for Commercial Installations / Compatible with inverters with SetApp / Enables remote analysis and configuration troubleshooting / Connects SolarEdge inverters wirelessly to / Supports high bandwidth monitoring of the Internet inverters,optimizers, meters and weather / No need for Internet infrastructure at site stations / Installed in inverter / Future proof solution solaredge.com solar 9 / Cellular Plug-in with Commercial Data Plan for North America SE-CELL-B-R05-S-S4(1), SE-CELL-B-R05-S-S5(1) SExxxx-xxxxxBxx4 Compatible Inverters (Inverters with SetApp configuration) SE-CELL-B-R05-S-S4 SE-CELL-B-R05-S-S5 UNIT COVERAGE Refer to the following link and select the Voice coverage option: https://coveragesprint.com/IMPACT.jsp FUNCTIONAL Supported Commercial Systems up to 200 1000 kW AC Monitoring Continuous conncctient with 5 minute telemetry from all connected devices Number of Monitored Inverters with a Single Cellular Plug-in Up to 32,limited by the system AC size' Plan Duration 5 years RF PERFORMANCE Modem transmit 824-849 Operating Frequency Min.-Max.CDMA 800 MHz Modem receive:869-894 Modem transmit:1850-1910 Operating Frequency Min.-Max.CDMA 1900 MHz Modem receive:1930-1990 Antenna Included,2dBi outdoor; Dual band antenna:824-960MHz/1710-2170MHz Antenna Connector RP-SMA Maximum output power:850MHz band 24 dBm Maximum output power:1900MHz band 24 dBm Receiver Input Sensitivity Typ.-107,Min.-106(Forward Link RF Level @ FER<0.5%) dBm STANDARD COMPLIANCE Emissions and Radio FCC parts 15,22,24 class B INSTALLATION SPECIFICATIONS Dimensions(L x W) 3.08 x 1.26/78.3 x 32.2 in/mm Operating Temperature -40 to+185/-40 to+85 °F/°C Available only in the US.Customer is responsible for verifying that the region of installation is covered by the 2G COMA network prior to any installation by accessing Sprint coverage map.SolarEdge shall not be responsible or liable for unavailability or discontinuance of network coverage in a specific area or region or any network downtime. For larger systems,use multiple Cellular Plug-ins. Single or Multiple Inverters — ..»,a . , • • . . IRS485-1 i...25485-Lj 1 RS485-1 t RS485-2 L1 L2 L3 SolarEdge Technologies Inc.All rights reserved.SOLAREDGE,the SolarEdge logo,OPTIMIZED 8V SOLAREDGE are trademarks or registered trademarks of SolarEdge Technologies,Ltd RoHS IaC All other trademarks mentioned herein are trademarks of their respective owners 02/2019N01/NA Subject to change without notice. Three Phase Inverter Z with Synergy Technology for the 208V Grid for North America 70_1 SE43.2KUS 12-20 m YEAR WARRANTY 7C1 • a e � of }} -- .•err — e 7 ! Specifically designed to work with power optimizers / Easy two-person installation—each unit mounted / Fixed voltage inverter for superior efficiency(97%) separately, equipped with cables for simple and longer strings connection between units / Integrated DC Safety Switch / Balance of System and labor reduction compared to using multiple smaller string inverters / Built-in RS485 surge protection, to better withstand surges caused by lightning or other Independent operation of each unit enables higher events uptime and easy serviceability / No wasted ground area:wall/rail mounted, or / Built-in module level monitoring with Ethernet or horizontally mounted under the modules cellular GSM (10° inclination) / 150% DC oversizing, enabling higher energy / Integrated arc fault protection and rapid shutdown production for NEC 2014, NEC 2017 and NEC 2020 per article 690.11 and 690.12 solaredge.com solar • • W 1 Three Phase Inverter with Synergy Technology for the 208V Grid for North America SE43.2KUS SE43.2KUS OUTPUT Rated AC Power Output 43200 VA Maximum AC Power Output 43200 VA AC Output Line Connections 4-wire WYE(L1-L2-L3-N)plus PE or 3 wire Delta AC Output Voltage Minimum-Nominal-Maximumm(L-N) 105-120-132.5 Vac pic Oudp , ;,y,;Li I I-Maximumm(L-L) 183-208-229 Vac ACFre�1u n 59.3-60-60.5 Hz Maxi c•.'au us PCurrent(per Phase)@208V 120 A GFD( 0 Y 1 A i Utility,Mpr1(' Imo: ending Protection,Configurable Power Factor, Country`C a' .arable Thresholds Yes INPUT MINII•DC Power(Module STC),Inverter/Unit 64800/21600 W Transformer-less,Ungrounded Yes Maximum Input Voltage DC to Gnd 300 Vdc Maximum Input Voltage DC+to DC- 600 Vdc Nominal Input Voltage DC to Gnd 200 Vdc Nominal Input Voltage DC+to DC- 400 Vdc Maximum Input Current N 38 x 3 Adc Maximum Input Short Circuit'Current 135 Adc Reverse-Polarity Protection Yes Ground-Fault Isolation Detection 350k0 Sensitivity per Unit CEC Weighted Efficiency 97 % Nighttime Power Consumption <12 W ADDITIONAL FEATURES Communication Interfaces RS485,Ethernet,Cellular GSM(optional) Rapid Shutdown NEC2014,NEC2017 and NEC2020 compliant/certified,upon AC Grid Disconnect RS485 Surge Protection Built-in DC SAFETY SWITCH DC Disconnect 1000V/3 x 40A STANDARD COMPLIANCE Safety UL1741,UL1741 SA,UL1699B,UL1998,CSA 2.22 Grid Connection Standards IEEE 1547,Rule 21,Rule 14(HI) Emissions FCC partly class A INSTALLATION SPECIFICATIONS Number of units • 3 AC Output Conduit Size/Max AWG/Max PE AWG 2"/4/0/4 DC Output Conduit Size/Terminal Block AWG Range/ 2 x 1.25"/6-14/9 strings 1 i ref Stringsal g Dimensions(H x W x D) Primary Unit 37 x 12.5 x 10.5/940 x 315 x 260; in/mm Secondary Unit:21 x 12.5 x 10.5/540 x 315 x 260 Weight Primary Unit:105.8/48;Secondary Unit 99.2/45 lb/kg Operating Temperature Range -40 to+140/-40 to+60(31 "F/"C Cooling Fan(user replaceable) Noise <60 dBA Protection Rating NEMA 3R Mounting Brackets provided (1)For other regional settings please contact SolarEdge support (1 Sln e'-inpLtbptibiilptF unit(up to 3AWG)available (3)For power de-rating information refer to:https://www.solaredge.com/sites/default/files/se-temperature-derating-note-na.pdf ¢1 solaMgg Technologies,Ltd.All rights reserved.SOLAREDGE,the SolarEdge logo,OPTIMIZED BY SOLAREDGE are trademarks or registered trademarks of SolarEdge Technologies,Inc C E Ro H S AB$tfikr'trademarks mentioned herein are trademarks of their respective owners.Date:03/2021 DS-000030-1.0-NA.Subject to change without notice.