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HomeMy WebLinkAbout41216-Z FED(,Y. TOWN OF SOUTHOLD BUILDING DEPARTMENT o - TOWN CLERK'S OFFICE Qy • o� SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 41216 Date: 12/9/2016 Permission is hereby granted to: Butkus, Nancy 655 Town Harbor Ln Southold, NY 11971 To: install roof mounted solar panels as applied for. At premises located at: 655 Town Harbor Ln., Southold Nolb SCTM # 473889 Sec/Block/Lot# 63.-4-8 Pursuant to application dated 12/2/2016 and approved by the Building Inspector. To expire on 6/10/2018. Fees: CO -ALTERATION TO DWELLING $50.00 SOLAR PANELS $50.00 C $100.00 Tota : $200.00 Building Inspector Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal(S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of l% lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool$50.00, Accessory building$50.00,Additions to accessory building$50.00,Businesses$50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential $15.00, Commercial$15.00 Date. 'Zq^(6 New Construction: Old or Pre-existing Building: x (check one) Location of Property: 655 Town Harbor Lane Southold House No. Street Hamlet Owner or Owners of Property: Nancy Butkus Suffolk County Tax Map No 1000, Section 06300 Block 0400 Lot 008000 Subdivision Filed Map. Lot: Permit No. C Date of Permit. Applicant: Michael Passantino Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate:v (check one) Fee Submitted: $ l)0 Applicant Signature ® Nassau County Home Improvement Contractor License#H240978010 Suffolk County Home Improvement Contractor License#52821 SOLAR New York City General Contractor License#GC-612990 Building Department Town of Southold 54375 Route 25 Southold, NY 11971 Attention: Sue 'Reference: Permit number 41216 (Solar Panels) Nancy Butkus 655 Town Harbor Lane Southold, NY 11971 Trinity is kindly requesting for the Town of Southold to void building permit number 41216, as the customer is no longer interested in moving forward with solar. Please, note that Trinity Solar did not install any solar system on the above property and we take no liability. If you have any further questions, please do not hesitate to contact the undersigned. Thank you for your attention to this matter. Respectfully, Jason Kupperblatt DIME D NY Operations Manager AUG 1 d 2017 RUMDING DEPT. TOWN OF SOUWOLD Page 1 of 1 Trinity SOLAR-Corporate Headquarters Trinity SOLAR-NYC/L1 Office 2211 Allenwood Rd 2180 5th Avenue-Unit#1 Wall,NJ 07719 Ronkonkoma, NY 11779 Ph 732-780-3779 Ph 631-319-7233 Fax 732-780-6671 Fax 631-218-3134 800-FREE-SOLAR-www trinity-solar com-Made with Earth-Friendly Products FIELD INSPECTION REPORT DATE COMMENTS FOUNDATION(IST) ------------------------------------ C FOUNDATION (2ND) Z O �Hi t91 ROUGH FRAMING& `�y PLUMBING o r INSULATION PER N.Y. y STATE ENERGY CODE FINAL T ADDITIONAL COMMENTS Ic k® `4 Z M S ® H 1 � • H d - tai H i TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before'applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans TEL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 Survey SoutholdTown.NorthFork.net - PERMIT NO. 1=:"Z Check Septic Form N.Y.S.D.E.C. Trustees C.O.Application Flood Permit Examined ,20 Single&Separate �i Storm-Water Assessment Form Contact: Approved ,20 11, lbiati-taDami 01111,. Disapproved a/c Phone: 7o23 Expiration _'20 ,Building Inspector APPLICATION FOR BUILDING PERMIT Date , 20 INSTRUCTIONS a:This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plan to scale.Fee according to schedule. b. Plot plan showing location of lot and of buildings on premises,relationship to adjoining premises or public streets or areas, and waterways. c.The work covered by this application may not be commenced before issuance of Building Permit. d. Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f.'Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Building Inspector may authorize, in writing,the extension of the permit for an addition six months. Thereafter,a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County,New York, and other applicable Laws, Ordinances or Regulations,for the construction of buildings, additions, or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances, building code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. _ I (Signature of applicant or name,if a corporation) 2180 5th Avenue, Unit 1, Ronkonkoma, NY 11779 (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder General Contractor Name of owner of premises Nancy Butkus (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer General Manager Michael Passantino (Name and title of corporate officer) Builders License No. 52821-H Plumbers License No. Electricians License No. 522774-ME Other Trade's License No. 1. Location of land on which proposed work will'be done: 655 Town Harbor Lane Southold House Number Street Hamlet County Tax Map No. 1000 Section 06300 Block 0400 Lot 008000 r Subdivision Filed Map No. Lot 2. State existing use-and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy b. Intended use and occupancy 3. Nature of work(check which applicable):New Building own Alteration Repair Removal Demolition Other W rk (Description) 4. Estimated Cost $13,933.92 Fee (To be paid on filing this application) 5. If dwelling, number of dwelling units Number of dwelling units on each floor If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front Rear Depth Height Number of Stories Dimensions of same structure with alterations or additions: Front Rear Depth Height Number of Stories 8. Dimensions of entire new construction: Front Rear Depth Height Number of Stories 9. Size of lot: Front Rear Depth 10. Date of Purchase Name of Former Owner 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO 13. Will lot be re-graded? YES NO J Will excess fill be removed from premises? YES NO 655 Town Harbor Lane,Southold,NY 11971 631-765-8837 14.Names of Owner of premises Nancy Butkus Address Phone No. Name of'Architect Richard B. Gordon Address Po Box 264,Farmvllle,VA zsso, Phone No 434-574-6138 Name of Contractor Michael Passantino Address`5th Ave,Unit 1,Ronkonkoma,NY 11 Phone No. 631-319-7233 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO V * IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO * IF YES,PROVIDE A COPY. STATE OF NEW YORK) SS. COUNTY OF `b Michael Passantino being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the Contractor (Contractor, Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief, and that the work will be performed in the manner set forth in the application filed therewith. Sworn to.before me this .317`x' day of 1V0~be4— 20�� Notary Public ALENASANTOS Signature of Applicant Notary Public,State of New York No.01SA6322131 Qualified in Suffolk County Commission Expires 3/30/2019 From:631 285 3428 12/05/2016 10:19 #278 P.002 pF SD(/T,�,o� Tbwn Hall Annex Teleplioale(681)7154802 .54375 Main Roel as(681)7G,4.�:Q`l PU 13ox 1179 roger,richeg -town BOUT o d.ny,us Southold.NY 11471-0959 �M1,1'S BUILDING bEPARTMENr TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: Date: Company Name: Name: License No,: Address: Phone No.: JOBSITE INFORMATION: (*Indicates required information) *Name: Nancy Butkus *Address: 655 Town Harbor Lane Southold NY 11971 *Cross Street: Lhommedieu Ln *Phone No.: 631-ZOS--8837 Permit No,: Tax Map District: 1000 Section. osaop Block: 0400 Lot: ooa000 *BRIEF DESCRIPTION OF WORK (Please Print Clearly) Install solar panels on roof, 3.08kW (Please Circle All That Apply) *Is job ready for inspection: YESNO Rough In Final *Do you need a Temp Certificate: YES Temp Information (If needed) • *Service Size: 1 Phase 3Phase 100 150 200 300 350 400 Other *New Service: Re-connect Underground Number of Meters Change of Service Overhead Additional Information: PAYMENT DUE WITH APPLICATION 82-Request for Inspection Form YORK Workers' CERTIFICATE OF INSURANCE COVERAGE STATE Compensation Board UNDER THE NYS DISABILITY BENEFITS LAW PART 9. To be completed by Disability Benefits Carrier or Licensed Insurance Agent of that-Carrier 1a.Legal Name&Address of Insured(use street address only) 1b.Business Telephone Number of Insured TRINITY HEATING&AIR,INC 631-319-7233 DBA:TRINITY SOLAR 2180 FIFTH AVENUE,UNIT 1A 1 c.NYS Unemployment Insurance Employer Registration Number of RONKONKOMA,NY 11779 Insured 49-23097 Work Location of Insured(Only required if coverage is specifically limited to 1d.Federal Employer Identification Number of Insured or Social Security certain locations in New York State,i a,a Wrap-Up Policy) Number 22-3292324 2,Name and Address of Entity Requesting Proof of Coverage 3a Name of Insurance Carrier (Entity Being Listed as the Certificate Holder) Standard Security Life Insurance Company of New York TOWN OF SOUTHOLD 54375 ROUTE 25 3b Policy Number of Entity Listed in Box"1 a" SOUTHOLD,NY 11971 R71757-000 3c Policy effective period 7/1/2013 to 11/3/2017 4.Policy covers. ❑X A.All of the employer's employees eligible under the New York Disability Benefits Law [� B Only the following class or classes of employer's employees. Under penalty of perjury,I certify that I am an authorized representative or licensed agent of the insurance carrier referenced above and that the named insured has NYS Disability Benefits insurance coverage as described above. Dale Signed 11/4/2016 By (AAZ 7�t (Signaune ollnsuranee Can lei's iiiiihorve4 iep escniau c or NYS Liceined Insuauice Ageni of that iosnianca Carl lei relephone Number (212)355-4141 Title SUPERVISOR-DBUPOLICY SERVICES IMPORTANT, If Box"4a"is checked,and this form is signed by the insurance carrier's authorized representative or NYS Licensed Insurance Agent of that carrier,this certificate is COMPLETE.Mail it directly to the certificate holder. If Box"4b"is checked,this certificate is NOT COMPLETE for purposes of Section 220,Subd 8 of the Disability Benefits Law It must be mailed for completion to the Workers'Compensation Board,DB Plans Acceptance Unit,328 State Street,Schenectady,NY 12305 PART 2.Tobe completed by the NYS Workers'Compensation Board(Only if Box"4b"of Part 1 has been checked) State of New York Workers' Compensation Board According to information maintained by the NYS Workers'Compensation Board,the above-named employer has complied with the NYS Disability Benefits Law with respect to all of his/her employees Date Signed By Signiiime of vl'S Worker;C'oinpensauon Board I-inpluwc) -- Telephone Number Title Please Note; Only insurance carriers licensed to write NYS disability benefits insurance policies and NYS licensed insurance agents of those insurance carriers are authorized to issue Form DB-120.1 Insurance brokers are NOT authorized to issue this form. DB-120.1 (9-15) ' (M A� DATEMIDD/YYYY) ® CERTIFICATE OF LIABILITY INSURANCE 11/7/2016 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). PRODUCER - CONTACT NAME: Arthur J. Gallagher Risk Management Services, Inc. PHONE 856-482-9900 FAX 856-482-1888 4000 Medlantic Drive Suite 200 E-MAIL Mount Laurel NJ 08054 ADDRESS- INSURER(S)AFFORDING COVERAGE NAIC k INSURER A•HDI-Global Insurance Company 41343 INSURED INSURER B,:Liberty Insurance Underwriters Inc 19917 Trinity Heating&Air, Inc. DBA Trinity Solar INSURER C: 2180 Fifth Avenue, Unit 1A Ronkonkoma, NY 11779 INSURERD, INSURER E INSURER F: COVERAGES CERTIFICATE NUMBER:2029861375 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS INSR TYPE OF INSURANCEADDLSUBR POLICY EFF POLICY EXP LIMITS LTR INSD WVD POLICY NUMBER MM/DDIYYYY MM/DD/YYYY A X COMMERCIAL GENERAL LIABILITY EGGCC000065616 11/1/2016 11/1/2017 EACH OCCURRENCE $2,000,000 'AGE TO CLAIMS-MADE �X OCCUR PREM SES Ea occur EITEence $100,000 MED EXP(Any one person) $ PERSONAL&,ADV INJURY $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER GENERAL AGGREGATE $2,000,000 POLICY H1 JECT 7 LOC PRODUCTS-COMP/OP AGG $2,000,000 OTHER $ A AUTOMOBILE LIABILITY EAGCC000065616 11/1/2016 11/1/2017 Ea accident $2,000,000 X ANY AUTO BODILY INJURY(Per person) $ OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS ONLY AUTOS HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Per accident A UMBRELLA LIAB X OCCUR EXAGC000065615 11/1/2016 11/1/2017 EACH OCCURRENCE $3,000,000 B X EXCESS LIAB 1000231834-01 11/1/2016 11/1/2017 CLAIMS-MADE AGGREGATE $3,000,000 DED RETENTION$ Limit x of$3,000,000 $21,000,000 A WORKERS COMPENSATION EWGCC000065616 11/1/2016 11/1/2017 STATUTE 0RH AND EMPLOYERS'LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE YN/A EL EACH ACCIDENT $1,000,000 OFFICER/MEMBER EXCLUDED? El (Mandatory In NH) EL DISEASE-EA EMPLOYE $1,000,000 If yes,describe under DESCRIPTION OF OPERATIONS below EL DISEASE-POLICY LIMIT $1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (ACORD 101,Additional'Remarks Schedule,may be attached if more space is required) Named Insured Includes Trinity Heating&Air, Inc and BPTP Future Holdings LLC Richard Guarneri, an employee of Trinity Heating&Air, Inc, is included as an insured for General Liability. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Town of Southold THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 54375 Route 25 ACCORDANCE WITH THE POLICY PROVISIONS. Southold NY 11971 USA AUTHORIZED REPRESENTATIVE r 4,. ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD YORK Workers' rr®RIt CERTIFICATE OF stATE Compensation Board NYS WORKERS' COMPENSATION INSURANCE COVERAGE ,. 1a.Legal Name&Address of Insured(use street address only) 1b.Business Telephone Number of Insured Trinity Heating&Air,Inc.DBA Trinity Solar 732-780-3779 2180 Fifth Ave.,Unit 1A Ronkonkoma,NY 11779 1c.NYS Unemployment Insurance Employer Registration Number of Insured 49-23097-7 Work Location of Insured(Only required if coverage is specifically limited to 1d.Federal Employer Identification Number of Insured or Social Secunty certain locations in New York State,i.e.,a Wrap-Up Pohcy) Number 22-3292324 2.Name and Address of Entity Requesting Proof of Coverage 3a.Name of Insurance Carrier (Entity Being Listed as the Certificate Holder) HDI-Global Insurance Company Town of Southold 54375 Route 25 Southold NY 11971 3b.Policy Number of Entity Listed in Box"1a" EWGCC000065616 3c.Policy effective period 11/1/2016 to 11/1/2017 3d.The Proprietor,Partners or Executive Officers are X❑ Included.(only check box if all partners/officers included) all excluded or certain partners/officers excluded. This certifies that the insurance carrier indicated above in box"3"insures the business referenced above in box"1 a"for workers' compensation under the New York State Workers'Compensation Law.(To use this form,New York(NY)must be listed under Item 3A on the INFORMATION PAGE of the workers'compensation insurance policy). The Insurance Carrier or its licensed agent will send this Certificate of Insurance to the entity listed above as the certificate holder in box"2". Will the carrier notify the certificate holder within 10 days of a policy being cancelled for non-payment of premium or within 30 days if cancelled for any other reason or if the insured is otherwise eliminated from the coverage indicated on this certificate prior to the end of the policy effective period? EYES []NO This certificate is issued as a matter of information only and confers no rights upon the certificate holder.This certificate does not amend, extend or alter the coverage afforded by the policy listed,nor does it confer any rights or responsibilities beyond those contained in the referenced policy. This certificate may be used as evidence of a Workers'Compensation contract of insurance only while the underlying policy is in effect. Please Note:Upon cancellation of the workers'compensation policy indicated on this form, if the business continues to be named on a permit,license or contract issued by a certificate holder,the business must provide that certificate holder with a new Certificate of Workers'Compensation Coverage or other authorized proof that the business is complying with the mandatory coverage requirements of the New York State Workers'Compensation Law. Under penalty of perjury,I certify that I am an authorized representative or licensed agent of the Insurance carrier referenced above and that the named insured has the coverage as depicted on this form. Approved by: 4 y�S�� ' (Pfk ame of authorized rep nta ivo or nsed agent of insurance c ie Approved by: Signature) (Date) Title: :,'; �•� Telephone Number of authorized representative or licensed agent of insurance carder: Please Note:Only insurance carriers and their licensed agents are authorized to Issue Form C-105.2.Insurance brokers are NOT authorized to issue it. C-105.2(9-15) www.wc6.ny.gov ReceiptCopy Page 3 of 3 h i V SUFFOLK COUNTY DEPT OF LABOR, LICENSING & CONSUMER AFFAIRS PAYMENT RECEIPT RECEIPT NO. 308984 r• TRINITY HEATING &AIR INC DBA 3140 VETERANS MEMORIAL HIGHWAY, STE 3 BOHEMIA NY 11716 Recd From.: DIB/A: Date CONDIT RINITY HEATING&AIR INC DBA 12/04/2015 I Payment Type: No: Drawn'On: i CHECK 1394 BANK OF AMERICA Category Service Fee Violation Slip No Remarks 5-H.I. Contractor C- Lic Renew. $400.00 SUFFOLK COUNTY DEPT OF LABOR, LICENSING&CONSUMER AFFAIRS HOME IMPROVEMENT CONTRACTOR V }..2 NUE LIQENSE 46 WILLIAM F CONDIT This Certifies that the BUSNESS NAME bearer IS duly TRINITY HEATING&AIR INC DBA licensed by the as>Lma n o�,,,a1.9 rryyCounty of Suffolk 01!29!2014 52821-H RECD BY: Comna.bnar Exrru a�� 01/01/2018 CL LLSZ I OTAL: Remarks: 1$400.00 ATTENTION HOME IMPROVEMENT CONTRACTORS Suffolk County Code Chapter 563-17(D) states: All advertising for Home Improvement contracting shall contain the number of the Home Improvement license. Customer copy http://suffolkca/receiptcopy.aspx?TD=308984 12/4/2015 �.� ;.;.._�,1 . ;Yr` f '?-. .l"-`... .;.;,..s(i ...-..-x:�..r.c•.... ° .. .�,..ti-- MUM �c� '' /r.�f ate. "'Y �.._.: Srxr�,... t -„- I ;�...�:*tts.. 3�•,<k'n.x,....�\. }':.'�. 'sQ;. ,�� ;r "c "fY-.� •w -�-riw-9•” •,++,.a. ,:,ti+: �'� .. :.��o- •cti � ...Zr)> _t'. 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Fes" ..r. tt �w5 ,+._ -i:�„ .�' *�`<>;'�w, ,i.. •st ,1[I�� \.�kfr, t �.��f �l � .;�• '� �?•`•w-�v� ..ya`�?:"°~ ..u•'.r:' ,�"` •, ,..... _..,�, ._,-�._:.. ,.wn, rl :.z:. 1. ... _ �' v 4y= s ( ,�..� •"ice� ,F �• . :.�4:,....s�r ;, l =t4'.,. -1•.,,.• - _. .�... u� .?., v '. [. :jn n.. ,rw :i a •:. ►4u';r '`,. .a, ,'�'e`�; t w..� � ,. � � :�: �� .�I,--r=�g:�`>w^ � •i�i;�''4 ��-:� '�.�,�.', t,l .:+�. '�.•_ tr» \ �c INSTALLATION O F NEW TOWN HARBOR LANE* RICHARD B. GORDON, P.E. N.Y.P.E. LIC.#079309-1 N j_ ROOF MOUNTED PV SOLAR SYSTEM - ., r . , 9a r 655 TOWN HARBOR LANE '0 ► APPROVED AS NOTED /S� DATE:j&9'1<a. SOUTrHOLD, NY 11971 B.P. C0 -1- • TH ;,�dl COQ: OF FEEJ E-® BY: NEW YO1�1, & TOWN CODES _1 " k A NOTIFY BUILDING DEPARTMENT AT ASREQU1'_AEDA��'P33 �ffiF�I �n 765-1802 8 AM TO 4 PM. FOR THErte 1-96ed4ifevIons FOLLOWING INSPECTIONS: HlL.�Iv 1. FOUNDATION - TWO REQUIRED S 0 Ul; �il '�110 �RD FORPOURED CONCRETE P1 ISSUED TO TOWNSHIP FOR PERM M 11/16p01E 2. ROUGH - FRAMING & PLUMBING ��TPIJSTE"ES 3. INSULATION VICINITY MAP SITE NO DESCRIPTION DATE 4. FINAL - CONSTRUCTION MUST SCALE._NTS Project Title: _'Y OR BUTKUS,NANCY BE COMPLETE FOR C.O. 1L.,;k,_1Ui ALL CONSTRUCTION SHALL MEET THE E IS UNLAWFUL TRINITY 2016-10-106154 REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FORITHOUT CER TECATE Project Address: DESIGN OR CONSTRUCTION ERRORS. V OUF OCCPANCY 655 TOWN HARBOR LANE SOUTHOLD,NY 11971 GENERAL NOTES. GENERAL NOTES CONTINUED GENERAL NOTES CONTINUED ABBREVIATIONS CONTINUED SHEET INDEX Drawing Title: — 1. THE INSTALLATION CONTRACTOR IS B. THE DC VOLTAGE FROM THE PANELS IS 14. B) CURRENT PREVAILING UTILITY JB JUNCTION BOX PV-1 COVER SHEET W/ SITE INFO & NOTES RESPONSIBLE FOR INSTALLING ALL ALWAYS PRESENT AT THE DC COMPANY SPECIFICATIONS, kCMIL THOUSAND CIRCULAR MILS EQUIPMENT AND FOLLOWING ALL DISCONNECT ENCLOSURE AND THE DC STANDARDS,AND REQUIREMENTS kVA KILO-VOLTAMPERE DIRECTIONS RECTIONS AND INSTRUCTIONS TERMINALS OF THE INVERTER DURING 15 THIS SET OF PLANS HAVE BEEN kW KILO-WATT PV-2 ROOF PLAN W/ MODULE LOCATIONS PROPOSED PV SOLAR SYSTEM CONTAINED IN THE DRAWING PACKAGE AND DAYLIGHT HOURS.ALL PERSONS PREPARED FOR THE PURPOSE OF kWH KILO-WATT HOUR PV-3 ELECTRICAL 3 LINE DIAGRAM INFORMATION RECEIVED FROM TRINITY. WORKING ON OR INVOLVED WITH THE MUNICIPAL AND AGENCY REVIEW AND L LINE 2. THE INSTALLATION CONTRACTOR IS PHOTOVOLTAIC SYSTEM ARE WARNED APPROVAL.THIS SET OF PLANS SHALL MCB MAIN CIRCUIT BREAKER Drawing Information RESPONSIBLE FOR INSTALLING ALL THAT THE SOLAR MODULES ARE NOT BE UTILIZED AS CONSTRUCTION MDP MAIN DISTRIBUTION PANEL AP APPENDIX EQUIPMENT AND FOLLOWING ALL ENERGIZED WHENEVER THEY ARE DRAWINGS UNTIL REVISED TO INDICATE MLO MAIN LUG ONLY DRAWING DATE: 11/16/2016 DIRECTIONS AND INSTRUCTION CONTAINED EXPOSED TO LIGHT. "ISSUED FOR CONSTRUCTION". MTD MOUNTED DRAWN BY 1C IN THE COMPLETE MANUAL. 9. ALL PORTIONS OF THIS SOLAR 16 ALL INFORMATION SHOWN MUST BE MTG MOUNTING REVISED BY. 3 THE INSTALLATION CONTRACTOR IS PHOTOVOLTAIC SYSTEM SHALL BE CERTIFIED PRIOR TO USE FOR N NEUTRAL RESPONSIBLE FOR READING AND MARKED CLEARLY IN ACCORDANCE WITH CONSTRUCTION ACTIVITIES NEC NATIONAL ELECTRICAL CODE UNDERSTANDING ALL DRAWINGS, THE NATIONAL ELECTRICAL CODE NIC NOT IN CONTRACT System Information: COMPONENT AND INVERTER MANUALS ARTICLE 690&705. No 9 NUMBER PRIOR TO INSTALLATION.THE INSTALLATION 10 PRIOR TO THE INSTALLATION OF THIS ABBREVIATIONS NTS NOT TO SCALE DC SYSTEM SIZE: 3.08kW CONTRACTOR IS ALSO REQUIRED TO HAVE PHOTOVOLTAIC SYSTEM,THE OCP OVER CURRENT PROTECTION AC SYSTEM SIZE. 3kW INSTALLATION CONTRACTOR SHALL AC ALTERNATING CURRENT PEI PULL BOX TOTAL MODULE COUNT 11 ALL COMPONENT SWITCHES IN THE OFF AMP AMPERE P POLE POSITION AND FUSES REMOVED PRIOR TO ATTEND A PREANSTALLTION MEETING AL ALUMINUM PHO PHASE MODULES USED. TRINA 280 THE INSTALLATION OF ALL FUSES BEARING FOR THE REVIEW OF THE INSTALLATION AF AMP FRAME PVC POLY-VINYL CHLORIDE CONDUIT �,C)F N6 MODULESPEC#. TSM-280 DD05A 05 SYSTEM COMPONENTS PROCEDURES,SCHEDULES,SAFETY AND AFF ABOVE FINISHED FLOOR PWR POWER 4. ONCE THE PHOTOVOLTAIC MODULES ARE COORDINATION. UTILITY COMPANY PSEG-U AWG ABOVE FINISHED GRADE CITY QUANTITY GO 0 UTILITY ACCT# 9651018006 MOUNTED,THE INSTALLATION 11. PRIOR TO THE SYSTEM START UP THE AWG AMERICAN WIRE GAUGE RGS RIGID GALVANIZED STEEL CONTRACTOR SHOULD HAVE A MINIMUM OF INSTALLATION CONTRACTOR SHALL p. ONE ELECTRICIAN WHO HAS ATTENDED A ASSIST IN PERFORMING ALL INITIAL C CONDUIT (GENERIC TERM OF RACEWAY,PROVIDE AS JSCO SNWBD SWITCHBOARD SOLID NEUTRAL UTILITY METER 41845162 SOLAR PHOTOVOLTAIC INSTALLATION HARDWARE CHECKS AND DC WIRING SPECIFIED) TYP TYPICAL 0 DEALTYPE SUNRUN COURSE ON SITE. CONDUCTIVITY CHECKS CEI COMBINER BOX U.O.I. UNLESS OTHERWISE INDICATED 5 FOR SAFETY,IT IS RECOMMENDED THAT 12. FOR THE PROPER MAINTENANCE AND CTT CIRCUIT WP WEATHERPROOF THE INSTALLATION CREW ALWAYS HAVE A ISOLATION OF THE INVERTS REFER TO CT CURRENT TRANSFORMER XFMR TRANSFORMER r– Rev.No. Sheet MINIMUM OF TWO PERSONS WORKING THE ISOLATION PROCEDURES IN THE cu COPPER TOGETHER AND THAT EACH OF THE OPERATION MANUAL. +72 MOUNT 72 INCHES TO BOTTOM DC DIRECT CURRENT OF ABOVE FINISHED FLOOR OR INSTALLATION CREW MEMBERS BE TRAINED 13. THE LOCATION OF PROPOSED ELECTRIC DISC DISCONNECT SWITCH0 IN FIRST AID AND CPR. AND TELEPHONE UTILITIES ARE SUBJECT DWG DRAWING GRADE 79 6. THIS SOLAR PHOTOVOLTAIC SYSTEM IS TO TO FINAL APPROVAL OF THE EC ELECTRICAL SYSTEM INSTALLER 9 P 1 PV 1 BE INSTALLED FOLLOWING THE APPROPRIATE UTILITY COMPANIES AND EMT - ELECTRICAL METALLIC TUBING S CONVENTIONS OF THE NATIONAL OWNERS. FS FUSIBLE SWITCH ELECTRICAL CODE.ANY LOCAL CODE 14. ALL MATERIALS,WORKMANSHIP AND FU FUSE WHICH MAY SUPERSEDE THE NEC SHALL CONSTRUCTION FOR THE SITE GND GROUND GOVERN. IMPROVEMENTS SHOWN HEREIN SHALL GFI GROUND FAULT INTERRUPTER 7. ALL SYSTEM COMPONENTS TO BE BE IN ACCORDANCE WITH HZ FREQUENCY (CYCLES PER INSTALLED WITH THIS SYSTEM ARE TO BE A) CURRENT PREVAILING MUNICIPAL SECOND) "UL"LISTED ALL EQUIPMENT WILL BE NEMA AND/OR COUNTY SPECIFICATIONS, 3R OUTDOOR RATED UNLESS INDOORS STANDARDS AND REQUIREMENTS This installation design Will be in general conformance to the manufacturer's specifications,and is in compliance with all applicable laws,codes, IL I i I–LJLL—Y and ordinances,and specifically,International Residential Code/IRC 2015 2nd Printing Appendix E,H,J,2015 IECC 2nd Printing,2010 Building GENERAL NOTES Code of NY&NYS 2016 Uniform Code Supplements Section R324, including Energy Conservation Code and ASCE 7-10 SOLAR " IF ISSUED DRAWING IS MARKED WITH A REVISION CHARACTER OTHER THAN"A",PLEASE BE ADVISED THAT FINAL EQUIPMENT AND/OR SYSTEM CHARACTERISTICS ARE SUBJECT TO CHANGE our TO AVAILABLITY OF EQUIPMENT 2211 Allenwood Road 877-797-2978 Wall,New Jersey 07719 wwwTriniry-Solarcom NOTES-*REFER TO MODULE SPECS FOR MODULE DIMENSIONS *DEPICTED MODULES MAY BE PORTRATE OR LANDSCAPE IRON RIDGE CLAMP RICHARD B. GORDON, P.E. NEW PV SOLAR MODULE,TYPICAL (REFER TO SPEC SHEET FOR DETAILS) N.Y.P.E. LIC.#079309-1 (REFER TO EQUIPMENT SCHEDULE FOR SPECS AND QUANTITIES) SOLAR MODULE SOLAR MODULE ♦ _ NEW MOUNTING FOOT/ATTACHMENT POINTS,TYPICAL (REFER TO IRON RIDGE"L"FOOT IRON RIDGE RAIL 1 I / ENGINEERING LETTER FOR SPACING (REFER TO SPEC SHEET FOR DETAILS) (REFER TO SPEC SHEET FOR DETAILS) \ 315 / AND DETAILS) SUNMODO EZ MOUNT FOOT 14 NEW IRON RIDGE RAIL,TYPICAL (REFER TO SPEC SHEET FOR DETAILS] N \�� 41/ TO BE MOUNTED PERPINDICULAR To SUNMODO FLASHING EXISTING ASPHALT SHINGLES STRUCTURE(REFER TO IRON RIDGE (REFER TO SPEC SHEET FOR DETAILS) (REFER TO ENGINEERS LETTER FOR SPECS) SPECIFICATON/DATA SHEET FOR — DETAILS) NEW END CLIP,TYPICAL S.S LAG BOLTS APOC SEALANT _n (REFER TO IRON RIDGE - - - SOLAR MODULES SHALL NOT —�' —— ♦ SPECIFICATON/DATA SHEET FOR DETAILS) __ _- _ — EXISTING RAFTER EXCEED PEAK HEIGHT. / /I NEW MID CLIP,TYPICAL (REFER TO ENGINEERS LETTER FOR SPECIFICATIOrr) ---- — (REFER TO IRON RIDGE - SPECIFICATON/DATA SHEET FOR ATTACHMENT&CLIP DETAIL DETAILS) nPV MODULE ATTACHMENT ON ASPHALT SHINGLE ROOF HEIGHT FROM GROUND LEVEL TO PEAK OF ROOF SCALE.NOT TO SCALE SCALE NOTTO SCALE SCALE•NOT TO SCALE I" Issued/Re ions Pi ISSIIEDTOTOWNSHIPMRPERMM 11/I6/i016 NO. DESCRIPTION DATE DC,71 F AC I Project Title. BUTKUS,NANCY M TRINITYACCi# 2016-10106154 EP Project Address: W y CONDUIT TO BE TRENCHED APPROX 70' GD 655 TOWN HARBOR LANE O o ■ y „ LL L L_ SOUTHOLD,NY 11971 \ ..- -, _.L` x Drawing Title: LL •�li m PROPOSED PV SOLAR SYSTEM Drawing Information DRAWING DATE, 11/16/2016 DRAWN BY, JC REVISED BY: System Information: DC SYSTEM SIZE. 3.08kW AC SYSTEM SIZE. 3kW TOTAL MODULE COUNT: 11 f MODULES USED- TRINA280 Ir * MODULESPEC#• TSM-280 DDOSA 05 UTILIYCOMPANY• PSEG-LI NOTES. t; I C�' UTILITYACCr#. 9651018006 1)ALL EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE n \\� UTILITY METER#• 41845162 WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS \ 2.)ARRAY BONDING TO COMPLY WITH MANUFACTURER SPECIFICATION DEALTYPE, SUNRUN 2CS� ��4,30 '� G' 3)ALL LOCATIONS ARE APPROXIMATE AND REQUIRE FIELD VERIFICATION FU 4) AN AC DISCONNECT SHALL BE GROUPED WITH INVERTER(S) NEC 690.13(E) �C I 5) ALL OUTDOOR EQUIPMENT SHALL BE RAIN TIGHT WITH MINIMUM NEMA 3R RATING �OFES S IONP Rev.No. Sheet 6) OVERCURRENT PROTECTION FOR CONDUCTORS CONNECTED TO THE SUPLY SIDE OFA SERVICE SHALL BE LOCATED WITHIN 10'OF THE POINT OF CONNECTION NEC 705.31. `~��`- 7) ROOFTOP SOLAR INSTALLATION ONLY PV ARRAY WILL NOT EXTEND BEYOND THE EXISTING BUILDING ENVELOPE. ^ �� /j- 2 ARRAY SCHEDULE SYMBOL LEGEND PLUMBING SCHEDULE EQUIPMENT SCHEDULE 'P V R3 QTY SPEC# ARRAY ORIENTATION 130°= R� INDICATES ROOF DESIGNATION REFER TO INDICATES NEW UTILITY DISCONNECT TO BE ARRAY SCHEDULE FOR MORE INFORMATION UD INSTALLED OUTSIDE 11 TRINA 280(TSM-280 DD05A.05) MODULE PITCH=23° INDICATES NEW PV SOLAR MODULE RED MODULES 1 SE3000A-US M INDICATES EXISTING METER LOCATION INDICATE PANELS THAT USE MICRO INVERTERS. REFER TO EQUIPMENT SCHEDULE FOR SPECS. ) OTHER OBSTRUCTIONS INDICATES EP LOCATION NISTING BASEMENT�RICAL PANEL INSTALLED OUTS ENOICATES NEW ODUCTION METER TO BE SOLAR ,' INDICATES NEW MAIN DISCONNECT ® INDICATES NEW INVERTER TO BE INSTALLED OUTSIDE. 2211 Allenwood Road 877-797-2978 RWaII,NEnv)ersey07719 wwwTnmry-Solarcom REFER TO EQUIPMENT SCHEDULE FOR SPECS. Engineer/License Holder: RICHARD B. GORDON, P.E. N.Y.P.E. LIC. #079309-1 SOLAR MODULES MOUNTED TO ROOF ON 1 ARRAY 11-280W MODULES W/1 SOLAR EDGE P300 PER MODULE - 15 ADC MAX PER STRING 811xII" 1STRING OF21MODULES INSERIES-350Vmax --- ------ JUNCTION ---------------------------------------------------------------------------------- 'TERMINATED INSIDE INVERTER 1 BOX I ` I 1 I I I ' I I - I I Issued/Revisions I I I ARRAY CIRCUIT WIRING NOTES �+ 1. LICENSEDELECrRICIAN ASSUMES ALL RESPONSIBILITY —� Pi HUED M M"SHIP MR PEW R 1]/161016 FOR DETERMINING ONSITE CONDITIONS AND EXECUTING / [� INSTALLATION IN ACCORDANCE WITH NEC 2014 "j Ne:- j N0. DESCRIPTION DATE 2.)LOWEST EXPECTED AMBIENT BASED ON ; �p,Rp GProject Title: TEMASHPERATURE E MINIMUM MEAN ME DRY BULB g'RATUREF RASHRAELOCATIONMOSTSIMILARTO 0 00 V O INSTALLATION LOCATION. LOWEST EXPECTED AMBIENT ( Q Zj BUTKUS,NANCY TEMP=-16°C TRINITY ACCT#:2016-10-106154 3.)HIGHEST CONTINUOUS AMBIENT TEMPERATURE BASED r I ON ASHRAE HIGHEST MONTH 2%DRY BULB Pro ect Address: TEMPERATURE FOR ASHRAE LOCATION MOSTSIMILARTO GFCI RECEPTACLE n �/ I ) INSTALLATION LOCATION. HIGHEST CONTINUOUS TEMP= EXISTING O 14/2 NM CAKER BLE 9309 �\ I 33°C 120/240V 240V 1¢ 14/2 NM CABLE t (,� 1 \\ UTILITY J i 200A MAIN BREAKER Q tJ, 655 TOWN HARBOR LANE 4.)2005 ASHRAE FUNDAMENTALS 2%DESIGN METER 200A BUSBARI SOUTHOLD,NY 11971 TEMPERATURES DO NOT EXCEED 47°C IN THE UNITED F_-- i QFESSIONP�'/ STATES(PALM SPRINGS,CA IS 44.1°C). FOR LESS THAN 9 ., I CURRENT-CARRYING CONDUCTORS IN A ROOF-MOUNTED SUNLIT CONDUITAT LEAST 0.5"ABOVE ROOF AND USING I I THE OUTDOOR DESIGN TEMPERATURE OF 47°C OR LESS I I Drawing Title: (ALL OF UNITED STATES) I I 5)PHOTOVOLTAIC POWER SYSTEMS SHALL BE PERMITTED �-- PROPOSED PV SOLAR SYSTEM TO OPERATE WITH UNGROUNDED PHOTOVOLTAIC I PRODUCTION 30A UNFUSED SOURCE AND OUTPUT CIRCUITAS PER NEC 690.35 I METER DISCONNECTD70: 6)ALL EQUIPMENT INSTALLED OUTDOORS SHALL HAVE A I - ° 1 240w m" 1 Drawing Information NEMA 3R RATING a e e a a IDRAWING DATE. 11/16/2016 7)ALL SOLAR SYSTEM LOAD CENTERS TO CONTAIN ONLY ----- IDRAWN BY JC GENERATION CIRCUITS AND NO UNUSED POSITIONS OR L- a a_ I REVISED BY• LOADSe J° JL ,_" r8)PV SYSTEM CIRCUITS INSTALLED ON ORIN BUILDINGS f --- --_- ° ° - , II S stem Information: SHALLINCLUDEARAPIDSHUTDOWNFUNCTIONTHAT �-----------f 1 I DCSYSTEMSIZE• 308kW CONTROLS SPECIFIC CONDUCTORS IN ACCORDANCE WITH NEC 690.12(1)THROUGH(5) I EXISTING MAIN BREAKER LOAD SQUARE D �J Lr------- AC SYSTEM SIZE 3kW CENTER DU221RB L---------- TOTAL MODULE COUNT 11 9.)ALL WIRE LENGTHS SHALL BE LESS THAN 100'UNLESS 2p20A BACK FEED BREAKER MODULES USED TRINA 280 OTHERWISE NOTED NEC 705.12(D) MODULE SPEC#. TSM-280 DDOSA.OS SO)ALL PV WIRE SHALL BE PROTECTED BY CONDUIT UTILITYCOMPANY, PSEG-LI WHERE EXPOSED TO SUNLIGHT UTILITY ACCs#. 9651018006 CALCULATIONS FOR CURRENT CARRYING CONDUCTORS UTILITY METER# 41845162 REQUIRED CONDUCTOR AMPACIPER STRING DEALTYPE• SUNRUN (NEC 690.8(B)(1)].(15 00'1.25)1=18.75A PV MODULE SPECIFICATIONS AWG#10,DERATED AMPACITY TRINA 280(TSM-280 DD05A.05) AMBIENT TEMP 55°C,TEMP DERATING FACTOR:.76 Rev.No. Sheet RACEWAY DERATING=2 CCC:1.00 Imp 1884 (40'.76)1.00=30.40A Vmp 1317 NOTE:CONDUITTYPE SHALL BE CHOSEN BYTHE INSTALLATION CONTRACTOR �� TO MEETOR EXCEED NEC AND LOCALAHID REQUIREMENTS _ 3 30 40A'_18.75A,THEREFORE WIRE SIZE IS VALID Voc 39 Isc 9.35 A #6 THWN-2 GEC TO EXISTING GROUND ROD G 1"PVC W/2-Ii10 THWN-2,1-#10 THWN-2,1-#10 THWN-2 GROUND Pi TOTAL AC REQUIRED CONDUCTOR AMPACITY (TRENCHED APPROX.70') 12.SOA'1.25=15.63A AWG#10,DERATED AMPAC17Y INVERTER#1-SE3000A-US B 1"CONDUIT W/3-410 THWN-2,1410 THWN-2 GROUND AMBIENT TEMP:30°C,TEMP DERATING:1.0 DC AC RACEWAY DERATING!3 CCC:N/A 40A'1.0=40A Imp 8.8 Pout 3000 D 1"CONDUIT W/2-#10 THWN-2,1430 THWN-2 GROUND ' 40A'_15.63A,THEREFORE AC WIRE SIZE IS VALID Vmp 350 Imax 125 Isc 15 Vnom Voc 500 OCPDmin 15.625 E 1"CONDUIT W/3-#SOTHWN-2,1-#10 THWN-2 GROUND C O L e R CALCULATION FOR PV OVERCURRENT PROTECTION TOTAL INVERTER CURRENT:12 50A 240 J !l F #12 PV WIRE(FREE AIR)W/#6 BARE COPPER BOND TO ARRAY 12.50A'125=15 63A 2211 Allenwood Road 877-797-2978 ->20AOVERCURRENTPROTECTION ISVALID Wall,Newjersey 07719 wwwTnnicy-Solarcom Richard B. Gordon, P.E. P.O. Box 264.Farmville•VA 23901 Ph: 434.574.6138.E-mail: grichardpe@aol:com_ November 29, 2016 Town of Southold Building Dept. Town of Southold, NY Re: Solar Panels Roof Structural Framing Support To Whom It May Concern: I hereby certify that I am a Licensed Professional Engineer in the State of New York. Please note the following conclusions regarding framing structure, roof loading,and proposed site location of installation: 1. Existing roof framing: Conventional framing 2x6 at 16"o.c.with 11'span(horizontal rafter projection). This existing structure is definitely capable to support all of the loads that are indicated below for this photovoltaic project. 2. Roof Loadinq • 4.33 psf dead load(modules plus all mounting hardware) • 12 psf snow live load (20 psf ground snow live load reference) • 6.2 psf roof materials (2x6 framing 1.7 psf, 1.5 psf V wood sheathing,3 psf fiberglass shingles) • Exposure,Category B, 120 mph wind uplift live load of 21.27(wind resistance) 3. Address of proposed installation: Residence Nancy Butkus, 655 Town Harbor Lane, Southold, NY 11971 This installation design will be in general conformance to the manufacturer's specifications,and is in compliance with all applicable laws,codes,and ordinances,and specifically, International Residential Code/ IRC 2015 2nd Printing Appendix E,H,J,2015 IECC 2nd Printing, 2010 Building Code of NY&NYS 2016 Uniform Code Supplements Section R324, including Energy Conservation Code and ASCE 7-10.The spacing and fastening of the mounting brackets is to have a maximum of 64"o.c.span between mounting brackets and secured using 5/16"diameter STAINLESS STEEL lag bolts. In order to evenly distribute the load across the roof rafters,there shall be a minimum of 2 mounting brackets per rafter&min.3" penetration of lag bolt per bracket,which is adequate to resist all 120 mph wind live loads including wind shear. Please also note the following: A. The Design Criteria for the Town of Southold, is in conformance with the International Residential Code/IRC 2015 2nd Printing Appendix E,H,J, 2015 IECC 2nd Printing,2010 Building Code of NY&NYS 2016 Uniform Code Supplements Section R324, including Energy Conservation Code and ASCE 7- 10 and 2001 WFCM as per referenced standards.Wind speed design is 120 mph. B. The mounting brackets and hardware meet or exceed 2010 NYS Code requirements for the design criteria for the Town of Southold. C. The actual in-field attachment to the roof will meet or exceed International Residential Code/IRC 2015 2nd Printing Appendix E,H,J,2015 IECC 2nd Printing, 2010 Building Code of NY&NYS 2016 Uniform Code Supplements Section R324, including Energy Conservation Code and ASCE 7-10 requirements. Very truly yours, o� N�t� t n, E. � S. GO 0 en a o.079309-1 � 0 CIO 079309"1 C�Lu \���ryOFESS00' PROQUCTS POWER RANGE ELECTRICAL DATA(STC) � � - TSM-DD05A 08(11), 275-295W )Peak Power Watts-Pwx(Wp)" i ,270 275 280 285 290 295 TSM-DD05A,05(II) 270-290W PdweiOutputToleronce-PMnx(W) 0-+-5 Maximum Power Voltage-VMPp(V) ) 31 2,-_( 31.4 31.7 31.8 32.2 32.5 j I Moximurlr;Power Current-ln pa(A)`" 8.66 f', 8.76 8,8'4 8 97a ~.. 9.01 r, 9.08' DiMEN51ONS Or,PV MODULE,-- ' OpenCircuitVoltage-Voc(V) 38.4 i 38 7, 39.0 39.3 395- , 39 7 unit.mm/inches a Short ircuif Current-Isc(A) M 918 ;,• '926 =9,35' 9.45x' 4.50' 9.55 35; 941/370 „ ,., ..... :. ___ _. - «. ,.• .... ,s. ( Module Efficiency Tim I[%) r' 16:5 16,8' 17:1 '17:4 17.7•. 18.0' ^ J..I,.n Box $ STC Irradiance 1000 W/m',Cell Temperature 25°C.Air Mass AMI 5 'Test tolerance t3% s Instalr ' 'Nameplate , ELECTRICAL DATA(NOCT) - Maximum Power-PMAx(Wp), . 201 205 209 212 :216 220 AL JA, " - ;Maximum Povver.Voltage-VMPP(V)+ 28.9 ' '29:2 29:4'' 29.6 29,9 30,2 1 w Maximum'Power Current-IMPp(A) 696 702< 7.10 717 723 7.28 ` Open Clrcuit Voltage-Voc(V) 35.7 36.0 36.3 i, 36.6; .36,7 369 6043 _ Short Circuit Current-Isc(A) 741 ' 748 755 763 767' 771 Grounding Hofe ' NOCT Irradiance at Boo W/m',Ambient Temperature 20°C.Wind Speed 1 m/s ' 12-Drool Hofe MECHANICAL DATA 1-11 Solar Cells Monocrystdlline 156 x 156.mm(6 Inches), Bo.k Yew' i i'Cell.Orientatlon 60 cellsy(6 x 10) - Module Dimensions 1650 x 992 x 35 mm(65 0 x 391 x 1.38 Inches) smconSecianl (Weight 18.6 kg,(41.0lbf,, 11/043 Laminate Glass 3 2 mrin(0 13 inches),High•Transmission,AR Coated Tempered Glass Backsheet White t(DD05A.08(11))'Blaok(DD05A.05(II)) _ 5 Frame. Black(DD05A 08(11),DD05A 0.5(11)) 'Frame, J-Box IP 67.orvIP'68 rated 35111338 - ,Photovoltaic Technology Cable 4 Omm''(O 006 inches'), Cables q-A 1000 mm(39.4 Inches) . Connector MC4 Compatible or Amphenol H4/UTX. Fire Type Type for Type 2` ` -I-V CURVES OF RV MODULE(29SW). 10 9 - ' cTEMPERATURE RATINGS MAXIMUM RATINGS= 4 Nominal Operating CellO Operational Temperature -40-+85°C 44°C(±2°C) P P -- Temperature(NOCT) -. ' i '1000V,DC(IEC).,i;l Temperature Coefficient of�P,MAx =0 39%/°C Maximum'System Voltage 1000V DC(UL) d 4 00N1m' Temperature Coefficient of Voc , -0 29%/°C' Max Series Fuse Rating Temper -15A 3 zaox m, ," „,. t of 0.05%/ Temperature Coefftcient o I - ° i v°ne°avt - .•) WARRANTY - - P-V CURVES OF PV MODULE(295W) 10 year-Product Workmanship Warranty 25 year Linear Power Warra--nty 2. (Please-------- -100°w�m�- (Please refer to product warranty for details( `/y�-�'^•F'_woW/m�i"` .. t n,.,�.»,...,......,.... V "- 0.PACKAGING CONFIGURATION o' Modules per box 30 pieces211/01 - w Modules per 40',container:840 pieces, w N • o Js 10 is m n so 35 ao 45_ ~ vo°.eMvl ` CAUTION READ SAFETY AND INSTALLATION INSTRUCTIONS BEFORE USING THE PRODUCT � HI-I Solar ©2016 Tnna Solar Limited All rights reserved Specifications included in this datasheet are subject to change without notice Smart E"i�ie�rryy Toy�}ether 031SIl TM AO Ad sn 4.1%a Un Oop 071 OSI OC);71 C) I - i i k F o T, rii J v JCQ6 )IN*V'dHVPA DNVINUOPM UV3NII sa�,,Oogjpao UuapAs PUD SID(IpOld GAISU-aqaidLuo-,) Pi)gUillmlos r)uIll �PA f,U6,jS D 31-1 oujuj ;1,,',Jl -0 So-L-DIS OL, :O;pl,0 1 J 11 r"J CCC S Ii! G it PU I'A 0 0 b 3,.),d I ki,M P'I-iW- Sl uol )��joq s .11puo:) [DIU-91.A.lUOIIAUG BUIBU-.-JIDLID PUDSLIJ!M 01 pag!lJaZ) m butpD-qj sv ROVINY11RI01 IIRMOd g'AIIISOd 9 joiluoo AtjjDnb 4u,;a5ups o;arip alqoileA A, H kowowa vynwixvw A:)uapUja PU--4-dO4 LIJIM a:)Dds PDI!Wll GZIWIXDVV 3ONVII indino uamod Z "Zz RIACOW RN111VISAMOONOW 1710 09 -17,77, R- [fll(17JI Oz YtV snid IN "EY suolinjos !Ilnw ouow September 9,2014 SnapNrack " SnapVrack orman 775 Fiero Lane, Suite 200 PV oUnt°nn Systems n San Luis Obispo, CA 93401 Scheel Series 100.Roof Mount Summary Letter To Whom It May Concern, t r u c t u r a 1 This letter is to clarify that we have performed calculations -for the 100 series roof mount PV system based on the information provided by SnapNrack. Included with this letter is,the report and calculations. The,calculations were done in accordance with the 2009 IBC, ASCE`7-05, 2005 NDS, and guidelines Engineer stated in•the Solar America'Board for Codes'and:Standards,. For some of the components the SnapNrack test data was used to determine so22 sunrise Blvd. capacity and section properties of materials. The test data was collected usin Fair Oaks,CA 95628 p Y p p g (916)536-9585 the-procedures outlined in the 2009 IBC Chapter 17. (916)536-0260(fax) 1989-2012 The calculations were performed for the following wind,seismic, and snow load 23 years of excellence combinations and building parameters. o ASCE 7-05 wind speeds ,from 85 mph to 150 for B and C exposure categories • ASCE 7-05 Seismic Design Category E • ASCE 7-05 Snow Loads up-to 120 psf ground snow Norman Scheel,S.E. o Buildings with mean roof heights,up to 60 foot-tilt angles /-roof,pitches 'LEED AP BD+C from 0 degrees to 60 degrees. LEED AP Homes Fellow—SEAOC • Complies with New York State Residential'Building'Code 2010 and.NDS Fellow-ASCE Standards2005." E-mail:nommCaftsse.com Rob Coon General Manager E-mail:mbcoonCa�nsse.com In our opinion the mounting system as outlined in the SnapNrack Series 1.00 PV Mounting System Code Compliant Installation,Manual 2012 is acceptable and Steve Smith P.E. meets 'the loading requirements as stated above.. See report and calculations Pmject Manager E-mail:stc"vesmith(a`nsse.com included with this letter Steven Cooksey If there are•any further• uestions,please contact Norm Scheel, CAD Supervisor E-mail:stevernsse.coin Jackie Winslow �`��' [� SCIS► `��; Office Manager E-mail:.iackie<a_nssexom Norman Scheel-P , SE ,LEED-AP BD+C,LEED-AP Homes Fellow SEAOC Fellow A.S.C.E. F �i Y It is a violation o G law to alter-this drawing In any way. A T Series 100 Snap�"�4 rack- Structural , Report and Calculations P'V ,�U'Lloxu rlltcJnS' ��S�,.5ta dl5 Structural Report and Calculations Series 100 Roof Mount For SnapNrack 775 Fiero Lane, Suite 200 San Luis Obispo, CA 93401 Prepared By Norman Scheel Structural Engineer 5022 Sunrise Boulevard Fair Oaks, CA 95628 (916) 536-9585 January 30,2014 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 2 Series 100 Snaph,4rack Structural Report and Calculations F-'IV 1fN ,un l ng Spy stenns Building Department Support Calculations Calculations 0 to 30 ft.Mean Roof Height(6005 Rail) C33 to C48 Wind Calculations Velocity Pressures &MFRS C33 Component and Cladding C35 Seismic Calculations C39 Snow Loads C4O Rail Properties C41 65"PV Panel Connection to Rail C42 78"PV Panel Connection to Rail C43 Lag Bolt Connection to Roof C44 Rail Span Chart Tilt Angle 0-19 degrees C45 Rail Span Chart Tilt Angle 20-36 degrees C46 Rail Span Chart Tilt Angle 37-45 degrees C47 Rail Span Chart Tilt Angle 45-60 degrees C48 Building Department Support Calculations Calculations 31 to 60 ft. Mean Roof Height(6005 Rail) C49 to C64 Wind Calculations Velocity Pressures &MFRS C49 Component and Cladding C51 Seismic Calculations C55 Snow Loads C56 Rail Properties C57 65"PV Panel Connection to Rail C58 78"PV Panel Connection to Rail C59 Lag Bolt Connection to Roof C6O Rail Span Chart Tilt Angle 0-19 degrees C61 Rail Span Chart Tilt Angle 20-36 degrees C62 Rail Span Chart Tilt Angle 37-45 degrees C63 Rail Span Chart Tilt Angle 45-60 degrees C64 Appendix: ASCE-2010 to 2005 Conversion Sheet Al NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 4 Series 100 S na P�`,;JJI rack- Structural Report and Calculations 6005 Alloy Rail Tables 0-30 ft. Roof Height Table 2A: Rail Spans (in)for Roof Slopes and Tilt Angles 0°to 19° 6005 Alloy Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 qh 15.5 16.9 18.4 20.0 21.6 23.3 25.1 269 28.8 30.7 32.8 37.0 41.5 46.2 Ps P5 -107 -11.7 -127 -13 8 -149 -161 -173 -186 -199 -212 -226 -255 -286 -319 4~ 0 0 140 132 125 119 114 109 104 100 96 93 89 84 79 74 a 10 8 137 132 125 119 114 109 104 1 100 96 93 89 84 ,79 74 0 20 15 106 106 106 106 106 106 104 100 96 93 89 84 79 74 4 30 23 90 90 90 90 90 90 90 90 90 90 89 84 79 74 40 31 79 79 79 79 79 79 79 79 79 79 79 79 79 74 o 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 72 D R60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 A58100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 48 48 48 48 48 48 0-30 ft. Roof Height Table 26: Rail Spans(in)for Roof Slopes and Tilt Angles 20°to 36° 6005 Alloy Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 qh 15.5 169 18.4 200 21.6 23.3 25.1 269 28.8 30.7 32.8 370 41.5 46.2 PB P5 -7.0 -76 -83 -90 -9.7 -105 -113 -121 -130 -13 8 -14.7 -166 -187 -20.8 CZ 0 0 144 144 144 144 144 141 135 129 124 119 114 107 100 94 v 134 133 132 130 129 128' 127 125 124' 119 114 107 100 94 g 10 8 p 20 15 106 106 106 106 106 106 106 105 •105 104 103 101 100 94 3 30 23 90 90 90 90 90 90 90 90 90 90 90 90 89 88 40 31 79 79 79 79 79 79 79 79 79 79 79 79 79 79 1 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 72 0 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 1 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 1 48 48 48 48 48 48 48 48 48 48 48 48 48 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 10 f Series 100 S n a pra ck- Structural Report and Calculations 'l ';1, Ct!}G`Ii�i 117 ' 0-30 ft.Roof Height Table 2C: Rail Spans(in)for Roof Slopes and Tilt Angles 37°to 45° 6005 Alloy Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 9h 15.5 16.9 18.4 20.0 21.6 23.3 25.1 26.9 28.8 30.7 32.8 37.0 41.5 46.2 P9 PS -6.7 -7.3 -7.9 -86 -93 -10.0 -108 -11.6 -12.4 -13.2 -14.1 -15.9 -17.8 -199 0 0 144 144 144 144- 144 144 139 133 127 122 118 109 102 96 p. 10 8 134 133 132 130 129 128 127 125 124 122 118 109 102 96 C20 15 106 106 106 106 106 106 106 105 105 104 103 101 100 96 a30 23 90 90 90 90 90 90 90 90 90 90 90 90 89 88 40 31 79 79 79 79 79 79 79 79 79 79 79 79 79 79 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 72 0 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 621 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 48 48 48 48 1 48 48 48 0-30 ft.Roof Height Table 21): Rail Spans(in)for Roof Slopes and Tilt Angles 46°to 60' 6005 Alloy Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 9h 15.5 16.9 18.4 20.0 21.6 23.3 25.1 26.9 28.8 30.7 32.8 37.0 41.5 46.2 Pg PS -6.3 -69 -76 -82 -8.9 -9.6 -10.3 -110 -11.8 -126 -13.4 -152 -17.0 -18.9 0 0 144 144 144' 144 142 139 135 132 129 126 121 113 105 99 10 8 128 126 124 123 121 120 118 116 115 113 112 109 105 99 C 20 15 106 106 105 104 103 102 101 100 99 98 97 95 93, 91 3 30 23 90 90 1 90 1 90 90 1 90 90 1 89 88 88 1 87 85 84 1 82 40 31 79 79 79 79 79 79 79 79 79 79 79 78 77 76 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 71 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 C7 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 1 77 1 52 1 52 1 52 1 52 1 52 52 1 52 1 52 1 52 1 52 52 52 52 52 120 1 92 148 1 48 1 48 1 48 1 48 48 1 48 1 48 1 48 1 48 48 48 48 48 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 11 Series 100 Snap"",,. rack- Structural Report and Calculations `.-`' 31-60 ft. Roof Height Table 2E: Rail Spans(in)for Roof Slopes and Tilt Angles 0°to 19° 6005 Alloy Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 Qh 179 19.5 21.2 23.1 249 26.9 28.9 31.0 33.2 35.4 37.8 42.6 47.8 53.3 PB P: -123 -13 5 -147 -15.9 -172 -186 -200 -214 -229 -245 -26.1 -29.4 -33.0 -367 0 0 128 121 115 109 105 100 96 92 89 86 83 77 73 69 g 10 8 128 121 115 109 105 100 96 92 89 86 83 77 73 69 0 20 15 106 106 106 106 105 100 96 92 89 86 83 77 73 69 3 30 23 90 90 90 90 90 90 90 90 89 86 83 77 73 69 40 31 79 79 79 79 79 79 79 79 1 79 79 79 77 73 69 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 69 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 48 48 1 48 48 48 48 48 31-60 ft. Roof Height Table 2F: Rail Spans(in)for Roof Slopes and Tilt Angles 20°to 36° 6005 Alloy Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 9h 17.9 19.5 21.2 23.1 24.9 26.9 28.9 31.0 33.2 35.4 378 42.6 478 53.3 P8 PS -80 -88 -96 -10.4 -112 -121 -13.0 -140 -14.9 -160 -170 -192 -215 -240 0 0 144 144 144 142 135 129 123 118 114 109 105 98 92 87 a 10 8 132 131 129 128 127 125 123 118 114 109 105 98 92 87 0 20 15 106 106 106 106 106 105 105 104 103 102 101 98 92 87 4 30 23 90 90 90 90 90 90 90 90 90 90 90 89 87 86 40 31 79 79 79 1 79 79 1 79 79 1 79 1 79 79 1 79 79 1 79 79 c 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 72 0 6046 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 1 52 52 1 52 52 1 52 52 52 52 52 52 52 1 52 52 120 92 48 1 48 48 1 48 1 48 1 48 48 48 48 48 48 1 48 1 48 48 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 12 Series 100 SnapNrack- Structural Report and Calculations 31-60 ft.Roof Height Table 2G: Rail Spans(in)for Roof Slopes and Tilt Angles 37°to 45° 6005 Alloy Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 9h 17.9 19.5 21.2 23.1 24.9 26.9 28.9 31.0 33.2 35.4 37.8 42.6 47.8 53.3 P9 PS -7.7 -8.4 -91 -9.9 -10.7 -11.6 -12.4 -13.3 44.3 -15.2 -16.2 -18.3 -206 -229 0 0 144 144 144 144 139 133 127 122 117 112 '108 101 94 89 a 10 8 132 131 129 728 127 125 124 122 117' ` 112 "-108 101 ` 94 89 c20 15 106 106 106 106 106 105 105 104 103 102 101 99 94 89 a30 23 90 90 90 90 90 90 90 90 90 90 90 89 87 86 40 31 79 79 79 79 79 79 79 79 79 79 79 79 79 79 p 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 72 O 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 48 48 48 48 48 48 48 31-60 ft. Roof Height Table 21-1: Rail Spans(in)for Roof Slopes and Tilt Angles 46°to 60° 6005 Alloy Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 qh 17.9 19.5 21.2 23.1 24.9 26.9 28.9 31.0 33.2 35.4 37.8 42.6 47.8 53.3 P9 P5 -7.3 -8.0 -8.7 -9.5 -10.2 -11.0 -119 -12.7 -136 -14.5 -15.5 -17.5 -19.6 -21.8 0 0 144 144 143 139 136 132 129 125 120 115 111 104 97 91 p 10 8 125 123 122 120 118 116 ,115 , 113 111 110 108 104 97 91 0 20 15 105 104 103 102 101 100 99 98 97 96 95 92 90 88 a30 23 90 90 90 90 90 89 88 87 87 86 85 83 82 80 = 40 31 1 79 1 79 79 79 79 79 79 79 79 1 79 78 77 76 74 50 39 72 72 72 72 72 72 72 72 72 72 72 71 70E522 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 c7 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 48 48 48 48 48 48 48 NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 13 Series 100 S n ;� �; rc�c k- Structural Report and Calculations z Rail Testing The aluminum rails have been designed in accordance with the 2010 Aluminum Design Manual (ADM) as referenced in the IBC. Testing was conducted per the standards set forth by the IBC Section 1715; Preconstruction Load Test. The results of this testing procedure were used in comparison with the calculated values to establish the maximum uplift load allowed for the rails. Racldng Connections to the Existing Roof Contained within the calculation packet are calculations for the connection of the rails to the roof framing. Using the sizes provided by SnapNrack, we have calculated the maximum forces that will be resisted based on the withdrawal value of the lag screws, and the strength of the aluminum components which are involved in transferring these forces from the rail to the roof framing. These components consist of the flashed L-foot (SnapNrack Drawing PEN-DO1), Standoff (PEN-D02, D03), Seam Clamp (PEN-D04), Corrugated Block(PEN-D05), Metal Roof Base (PEN-D09, D10, D11, D12) and Hanger Bolt (PEN-D06). All (6) options are acceptable under the parameters shown in SnapNrack's plans. The results from our analysis have been integrated into the summary charts. The connection of the PV racking system to the roof will use a 5/16" diameter Lag Bolt installed with a minimum 2 '/2" embedment into the framing member. Bolts shall be installed to a rafter or blocking capable of supporting both wind and seismic loads along with the weight of the PV system. When PEN-D07 is involved, use minimum quantity 2 '/4-20 lag bolts with minimum 1.25" embedment. In addition, SnapNrack's Tile Roof Hooks (Drawing PEN-D13, D14) are also acceptable attachment components when the following limitations are followed: 1. tile roof hooks have been reviewed up to 120 mph, Design Wind Speed 2. rail span is limited to 6 feet with tile roof hooks NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 14 Series 100 S n a _V4 rack Structural Report and Calculations Summary Charts and Topographic Factors The attached pages of this summary contain some of the most common building configurations with varying wind speeds. These charts serve as quick references for looking up maximum rail spans based on the building and site conditions. However, it must be noted that for any building where a topographic factor is applied (e.g. hills, mesas, seashore), the rail span lengths given might exceed what is allowed for the given site condition. In that case, a registered structural engineer shall evaluate the exact topographic conditions for the specific site. End Zone and Edge Distances The edge zones and/or end zones of the roof area shall be determined based on the building's least horizontal dimension (LDH). The edge zone, "a", is equal to 10% of the LDH where a= .1 * LDH. It should be noted that if the solar panels installed cross two different roof sections,the smaller LDH shall be used. Rail spans in the corner zone shall be a maximum of 24 inches and this restriction will only apply to the rail attachments located in the end and edge zones (does not apply to modulus or rails that overhang into the zone). Furthermore, all edge zones requiring an adjustment (shaded cells in chart) shall be reduced by 24 inches to a minimum of 32 inches. END/EDGE ZONE z o / M 0 Z a d ca z N O x F+ W a CORNER ZONE Detail 1 roof end/edge and corner zones NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev. 12/31/2013 Page 15 Series 100 Snap �l"\':,,_I',ijrack- Structural Report and Calculations �'`'`,' i Yip-.< �,�'I,�.tiCi! :;':! �`°r'•a'e �5 J'd` Site—Specific Analysis A site-specific analysis is required if the location of the solar panel installation corresponds to any of the following criteria: • The total pitch of the solar panel(solar panel pitch &roof pitch)is greater than 60 degrees above the horizontal. • A topographic factor applied to a location. Generally, topographic factors are applied when the structure is on a hill,mesa or bluff, or is adjacent to a large body of water. For complete descriptions of topographic factors, please refer to ASCE 7-10 section 26.8 • The mean roof height of the structure that the solar panels will be installed on is greater than 60 ft. above grade. • A combination of loads and/or site conditions applied that is not addressed in the attached rail span charts. If one or more of these factors corresponds to the project location, please contact NSSE, and we will analyze the site conditions and recommend standoff spacing for each specific site. Existing Building Limitations This summary letter addresses the structural adequacy of the solar racking system only and does not investigate or validate the adequacy of the structure the racking system is being placed upon. It does not address the ability of the existing roofing or roof framing to support the new loads imposed upon them by the new system, nor does it address the new localized forces between the roofing and the roof framing which might be imposed by the new standoff connections. It also does not address the additional lateral forces imposed upon the building due to the seismic and wind forces that the new system will add to the existing roof. These various building-specific issues need to be evaluated by the appropriate registered professional(s) prior to the addition of the photovoltaic and racking systems. NSSE may be consulted for building-specific structural evaluation. NSSE assumes the systems will be installed to the specifications presented here and the installer will use good structural judgment. NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Rev 12/31/2013 Page 16 Series 100 Snap,�''I'irack- Wind Design ASCE 7-10 Main Force Resisting System _ 6005 Alloy Rail � a1:1 iL�l f3�1 u rIg" S Y `LIn�11� Mean Roof Height 0 to 30 ft Velocity Pressure 28.3.2 ASCE 7-10 Risk Category: II(Table 1.5-2) %=qh=0.00256 k k�t kd V2 Wind Exposure Category C kc = 0.98 Velocity Pressure Exposure Coefficients(Table 26.8-1) K, = 1.00 Topographic Factor(Fig.26.8-1) Kd = 0.85 Wind Directionality Factor(Table 26.6-1) Velocity Pressures Wind Speed 110 115 120 125 130 135 140 145 150 155 160 170 180 190 qh 25.80 28.20 30.71 33.32 36.04 38.86 41.80 44.84 47.98 51.23 54.59 61.63 69.09 76.98 ASD(0.6W) 15.48 16.92 18.42 19.99 21.62 23.32 25.08 26.90 28.79 30.74 32.75 36.98 41.46 46.19 P qh �GCPf-GCpi qh = Velocity Pressure(psf) = 1 GCp, = +/-Internal Pressure Coefficient GCpf = External Pressure Coefficient GC f Roof Zones Fig 28.4-1 ASCE 7-10 Notes Pitch Slope Zone 2 Zone 3 Zone 2E Zone 3E 1) GCpi equal+-0.10 based on published data from the Solar 0/12 0.0 -0.69 -0.37 -1.07 -0.53 America Boardfor Codes and 1/12 4.8 -0.69 -0.37 -1.07 -0.53 Standards. 2/12 9.5 -0.69 -0.40 -1.07 -0.53 2) Wind Exposure B and C covered 3/12 1 14.0 -0.69 -0.44 -1.07 -0.53 in this document. 4/12 18.4 -0.69 -0.47 -1.07 -0.54 5/12 22.6 -0.45 -0.35 -0.72 -0.65 6/12 26.6 -0.10 -0.15 -0.19 -0.58 7/12 30.3 0.21 -0.43 0.27 -0.53 8/12 33.7 0.21 -0.43 0.27 -0.53 9/12 36.9 0.21 -0.43 0.27 -0.53 10/12 39.8 0.21 -0.43 0.27 -0.53 11/12 42.5 0.21 -0.43 0.27 -0.53 12/12 45.0 0.21 -0.43 0.27 -0.53 21/12 60.0 0.32 -0.41 0.40 -0.51 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C33 of C64 Series 100 Sna rack- Wind Design ASCE 7-10 Main Force Resisting System p 6005 Alloy Rail ' Mean Roof Height 0 to 30 ft 6 G i r.%, "'• " S j_ Cal 1 ' fiT" TE�r �'• , ® ,— T r" rim CID �r, r� ° '�,�} +�' s • cst � =�`c%may P.1�nx� aCassv °ewe e• e , _431 - �� •�,�. ��a - �• •ti.• � 1'C Q btu o `A R" Transverse Direction c c :so:,7 r=11ti!^` - e ) -:.6Cv'IESYffitU-•,•- -ji(_r•' ,.*1 1V _C r1Eb irei7�cYtj— C .61 -_..r.. .h ~~tir� '^ Mt••' �'.�'\}fit ��� Ob 40 Longitudinal Direction Zone Locations Main Force Resisting Systems ASCE 7-10 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair-Oaks CA 95628(916)536-9585 Page C34 of C64 Series 100 Snap,Nrack Wind Design ASCE 7-10 Components and Cladding Wallsv � 6005 Alloy Rail 4 " lsCis a _ I;M , y Mean Roof Height 0 to 30 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 P=qh [GCp-GCpi] qh = Velocity Pressure(psf) GCP, = +/-Internal Pressure Coefficient GC = External Pressure Coefficient 10 .500. -1.4 h 4 i, 8 -0s q 9 ® -48 -0.0 ,.S �P V -0.4 Y 5 /11 -0.2 �l en 8 — o. +0.4 is +U 6 +0.7 E 4D.B A S GC Walls (Fig.30.4-1) +1.0 I +1.0 Slope in Degrees Zone 4 Zone 5 Zone 4&5 W +1.2 1 10, 20 550'100 200, 5001000' 0 to 10 -1.00 -1.27 0.91 10 to 45 -1.10 -1.39 -1.00 Effective Wild Al'ea,-ft2,(erg) Notes 1) Roof slopes from 0" to 45" 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a=0.1 *LDH(Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PV panel 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C35 of C64 Series 100 i ► . Wind Design ASCE 7-10 Components and Cladding Roof Sna rack- 0 to 7 degrees for 6005 Alloy Rail `` Mean Roof Height 0 to 30 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 P=q6 [GCP-GCPi] qh = Velocity Pressure(pso GCP1 = +/-Internal Pressure Coefficient GCP = External Pressure Coefficient is 1C0 -32 I L -3.0 - 3 Roo -2B L3 U' 24 L 1 m -2.0 I B I .� 't•a 3 1 k C-> 1.4 at , 0, �9 I EwI 4 6 I 12 I .a4 to 2a sa.iw= saoiaao (P•lI (031-(11) til jai (24 (44 M Effective VAnd Areof 1t2,.(W) GC Roofs Fig.30.4-2A Slope in Degrees Zone 1 Zone 2 Zone 3 Zone 1,2,3 0 to 7 -0.99 -1.71 -2.59 0.29 Notes 1) Roof slopes from 0° to 45" 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a=0 1 *LDH(Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PVpanel 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C36 of C64 Series 100 S�� �°�:.�� rc�c kT!A Wind Design ASCE 7-10 Components and Cladding Roof - Y 7 to 27 degrees for 6005 Alloy Rail P ` � Mean Roof Height 0 to 30 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 P=qh (GCp'GCpi 9h = Velocity Pressure(psf) GCP, = +/-Internal Pressure Coefficient GCP = External Pressure Coefficient 1 J p 1 1 ® 1 '1 - - tea'• r. _ 1- 0 1 1 1 1 1 1 - 1 " �' Rs n 1 1 .�• .�. . ,,2 _.�. 1 1 1 4)lm 2Z P 1 1 1 1al GC Roofs Fig.30.4-2B 1 10 100 Slope in Degrees 20 3 P t;� Zone 1 Zone 2 Zone 3 Zone 1,2,3 o- -izN —00 7 to 27 -0.89 -1.64 -2.53 0.48 -,20 ;20 y� -t9 !E 4.t ! Notes 1) Roofslopes•from 0° to 45" 10 2) Wind loading from 110 mph to 190 mph 3-s Gust. n' -174 _ 42 3) Edge distance a=0.1 *LDH(Least Horizontal Dimension) , ! 4) Based on an area equal to the maximum area of one 5 i 39"x 78"PVpanel 4" - i to,2i 56 Ibd 2ca_ 500IODO laA lei tul''i+A'-MIM VgW4• Effedtive VVIM-Area.ft 2(M)" 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C37 of C64 Series 100 ra c rM Wind Design ASCE 7-10 Components and Cladding Roof 27 to 45 degrees for 6005 Alloy Rail Mean Roof Height 0 to 30 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 P=qh GCp-GCpl 9h = Velocity Pressure(psf) � GCPI = +/-Internal Pressure Coefficient GCP = External Pressure Coefficient I I tl - �7 Q t -- mai - ° 1 - --- - `CT ° Q_= 2 I ° 1 1 9 ! 1 '•� 2 1 D 1 i , __ , f `a , a 9 1 1 1 1 i 1 1 1 1 1 1 1 a 1 1 u 1 1 1 • a -"7—aa -- 1 10 100 GC Roofs Fig.30.4-2C 4.4 Slope in DegreesZone 1 Zone 2 Zone 3 Zone 1,2,3 2 3 �c 1.2 ca -1.0 -1A 27 to 45 1 -0.98 -1.18 -1.18 0.89 -0.8 t as a as .oz Notes 0 e, 1) Roof slopes from 0" to 45° ai a4 is 2) Wind loading from 110 mph to 190 mph 3-s Gust. m ,� s 3) Edge distance a=0.1 *LDH(Least Horizontal Dimension) 9+1.0 1 10 20 50 100 200 5001000 4) Based on an area equal to the maximum area of one {O.i) (0.49(13) [QB)p41a_OJ?(,3b c) 39"x 78"PV panel Effective Und Area,lit(In ) 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C38 of C64 Series 100n� ra c'k- Seismic Design ASCE 7-10 Chapter 11 and 13 plu"�\" 6005 Alloy Rail �L >�G �G3 SIG Mean Roof Height 0 to 30 ft ASCE 7-10 Seismic Design Section 13.6.9 Site Classification D Default"D" Seismic Use Group II Table 11.5-1 Rp = 2.5 Input from Table 13.6-1 ASCE 7-10 Ap = 1.0 Input from Table 13.6-1 ASCE 7-10 IP = 1.0 Input from Table 11.5-1 ASCE 7-10 SS = 3.0 Input from USGS Program S, = 1.5 Input from USGS Program F8 = 1.0 Site Coefficient Table 11.4-1 F„ = 1.5 Site Coefficient Table 11.4-2 S' = 3.0 ASCE 7-10 Section 11.4.3 Smi = 2.3 ASCE 7-10 Section 11.4.3 S& = 2.0 ASCE 7-10 Section 11.4.3 Sdi = 1.5 ASCE 7-10 Section 11.4.3 z = 30.5 Height at point of Attachment(ft.) h = 30.0 Average Roof Height of Structure(ft.) FP = 0.97 Wp (Eq.13.3.1) Fp� = 3.20 Wp FP_ 0.4 ap SDs Wp 1+2 z FP MM = 0.60 Wp (_p ( h ) Ip Use FP = 0.97 Wp (Eq.13.3.2) Fp=1.6 SDs Ip Wp Max (Eq.13.3.3) Fp=0.3 SDs Ip Wp Min Vertical Accelerations 0.20(Sds)Wp Notes 1) Based on an average deal load of 4 psf the anticipated maximum seismic load is approximately 4 psf with a vertical accelerations of 1.6 psf wind loads govern the design of the PV system. 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C39 of C64 Series 100 Sna rac kr- Snow Loads ASCE 7-10 Chapter 7 _- 6005 Alloy Rail �,-= 1+ ;-JIB G``i; J`1` } __ ✓'`_. - `_ 1 �' Mean hoof Height 0 to 30 ft ASCE 7-10 Snow Loads Chapter 7 Snow Load Chart Pf=0.7 Ce Ct I Pg Sloped Roof PS Sloped Roof PS Ground Snow Pg Flat Roof Pf Ps=Cs Pf Slope<9/12 Slope 9/12 to 12/12 10 psf 8 8 8 20 psf 15 15 15 30 psf 23 23 23 40 psf 31 31 31 50 psf 39 39 39 60 psf 46 46 46 70 psf 54 54 54 80 psf 62 62 62 100 psf 77 77 77 120 psf 92 92 92 3 4 6 8 12 on on on on on 12 12 12 12 12 Calculations for Snow Loads Chapter 7 37.b° Ce = 1.00 Exposure Factor(Section 7.3.1) Ci = 1.10 Thermal Factor(Section 7 3.2) \ 1 = 1.00 Importance Factor(Section 7.3.3) \ \ All Other Surfaces Unobstructed \ Slippery Surfaces 0 30° 600 900 Roof Slope 7-2b:Cold roofs with C1=1.1 6005 Allov Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C40 of C64 Series 100 5 na �� i.raC Rail Properties for 6005 Alloy Rail ;v a, Mean Roof Height 0 to 30 ft Rail Properties for Downward Loads Section Properties A' = 0.63 int S = 0.34 in' I = 0.46 in c Stresses N Fb = 21.9 ksi F„ = 21.9 ksi E = 10000 ksi Mallow = 7.45 k-in _Rail Section Vallow = 6.38 k Rail Properties for Upward Loads Section Properties A = 0.41 inz S = 0.25 in3 I = 0.11 in4 Stresses Fb = 21.9 ksi F„ = 21.9 ksi E = 10000 ksi Mallow = 5.53 k-in SnapNrack Standard Rail Vallow = 4.16 k Keyed 6005 Alloy Notes 1) Rail section properties determined from test data. 2) Rail test date performed per guidelines of chapter 17 of the 2012 IBC. 3) This report is using 6005 alloy rails 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C41 of C64 . i Series 100 S rack� PV panel Calculations&Component and Cladding Forces for ■ , 6005 Alloy Rail G- Mean Roof Height 0 to 30 ft PV Panel Calculations for 39" x 65" Panel Connections Panel Dimensions 65"Long Panels t Panel Width = 39.0 in Panel Length = 65.0 in —�- _ Panel Weight 70.4# Panel Area = 17.6 ft' Universal End Clamp Wind Loading ASCE 7-10 Component and Cladding Wind Speed 110 to 190 mph Exposure Cat. C —" Edge Distance(a) 4 Ft i Component and Cladding Loading Zone 1 Zone 2 Zone 3 Zones 1,2,&3 Max -22.96 -30.71 -30.71 68.51 Min -76.21 -128.56 -197.85 12.64 1) Roof slopes from 0' to 450 ° 2) Wind loadingfrom 110 mph to 190 mph 3-s Gust. 3) Edge distance a=0.1 *LDH(Least Horizontal Dimension) Adjustable End Clamp X-Clamp Maximum Force at Mounting Bracket Component and Cladding � - Loading Zone 1 Zone 2 Zone 3 Zones1,2,&3 ✓ I End Clamp -335 -566 -871 302 Int.Clamp -671 -1132 N/A 603 1) 4 brackets minimum per PV panel to rail connection 2) Only one corner of one PV panel may be located in zone 3 _ Y 3) Zone 2 may have multiple panels located in this zone Mid Clamp 1 Mid Clamp 2 6005 Allov Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C42 of C64 Series 100 SnapP\,\�rack- PV panel Calculations&Component and Cladding Forces for a 6005 Alloy Rail ��/ v -LC ff 4I Lr(1 G-11 ' a t itwn Mean Roof Height 0 to 30 ft PV Panel Calculations for 39" g 78" Panel Connections Panel Dimensions 78"Long Panels Panel Width = 39.0 in Panel Length = 78.0 in t . Panel Weight = 84.5 # Panel Area = 21.1 ftZ Wind Loading Universal End Clamp ASCE 7-10 Component and Cladding Wind Speed 110 to 190 mph Exposure Cat. C — = = Edge Distance(a) 4 Ft Component and CladdingF1 '`' Loading Zone 1 Zone 2 Zone 3 Zones 1,2,&3 „�- �v Max -22.96 -30.71 -30.71 68.51 1 1; i Min -76.21 1 -128.56 1 -197.85 1 12.64 _ 1) Roof slopes from 0' to 45" 2) Wind loading from 110 mph to 190 mph 3-s Gust. " 3) Edge distance a=0.1 *LDH(Least Horizontal Dimension) Adjustable End Clamp X-Clamp Maximum Force at Mounting Bracket Component and Cladding Loading Zone 1 Zone 2 Zone 3 Zones 1,2,&3 End Clamps 402 -679 -1045 362 Int.Clamp -805 -1358 N/A 724 1) 4 brackets minimum per PVpanel to rail connection "s 2) Only one corner of one PV panel may be located in zone 3 \ 3) Zone 2 may have multiple panels located in this zone ' Mid Clamp 1 Mid Clamp 2 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C43 of C64 Series 100 ��. {� �^ SnaP11 J-Irac t ,R Fl Lag Bolt Design 2012 NDS for 6005 Alloy Rail [ L7 ,'•;,,�, }11 G it �t `. L Mean Roof Height 0 to 30 ft Lag Bolt Calculations for Roof Connection 65" long Panel Bolt Connection to Roof Structure 65"Long Panels 2012 National Design Specifications Maximum Wind Uplift(psf)per Span Based On Lag Bolt 5116"Diameter Lag Bolt 2 112"min.embedment into framing member Span Zone 2 Zone 3 Zone 2E Zone 3E Allowable Tension = 258 Win Embedment length = 1.81 in 2 ft 62.7 62.7 62.7 125.4 Duration of Load = 1.6 wind 4 ft 31.3 31.3 31.3 62.7 Allowable Tension = 747.2 # 6 ft 20.9 20.9 20.9 41.8 Allowable Uplift = 339.6# 8 ft 15.7 15.7 15.7 31.3 Lag Bolt Calculations for Roof Connection 78" long Panel Bolt Connection to Roof Structure 78"Long Panels 2012 National Design Specifications Maximum Wind Uplift(psi)per Span Based On Lag Bolt 5116"Diameter Lag Bolt 2 112"min.embedment into framing member Span Zone 2 Zone 3 Zone 2E Zone 3E Allowable Tension = 258 Nin Embedment length = 1.81 in 2 ft 52.2 52.2 52.2 104.5 Duration of Load = 1.6 wind 4 ft 26.1 26.1 26.1 52.2 Allowable Tension = 747.2 # 6 ft 17.4 17.4 17.4 34.8 Allowable Uplift = 339.6# 8 ft 13.1 13.1 13.1 26.1 ALLOWABLE UPLIFT VA M+ 4` 11Sm c fi Al LOWABLT TENSION v r.,• r. JY ii' STANDOFF OR L-FOOT BASE Notes 1) Only one corner of one PV panel may be located in zone 3E 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C44 of C64 Series 100 v rac_ ERail Spans per ASCE 7-10 Loads - PI 6. •Snap�tAO,, Tilt Angle 0 to 19 degrees for 6005 Alloy Rail •u n !i L - yz--te 3 Mean Roof Height 0 to 30 ft Rail Spans(in)Based on Load Combinations for ASCE 7-10 Chapter 2 Load Combinations 3,5,6,7 and Lag Bolt Tension Values Tilt Angle 0 to 19 Degrees Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 9h 15.5 16.9 18.4 20.0 21.6 23.3 25.1 26.9 28.8 30.7 32.8 37.0 41.5 46.2 Pg PS -10.7 -11.7 -12.7 -13.8 -14.9 -16.1 -17.3 -18.6 -19.9 -21.2 -22.6 -25.5 -28.6 -31.9 0 0 140 132 125 119 114 109 . 304 100 96 93 89 84 79 -74, 10 8 137• 132 125 . 119 114 109 104 100 96 93 89 84 79 74 a 20 15 106 106 106 106 106 106 104 100 96 93 89 84 79 74 30 23 90 90 90 90 90 90 90 ' 90 90 90 89 '84 79 74 0 a 40 31 79 79 79 79 79 79 79 79 79 79 79' 79 79 74 0 Cr.n 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 72 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 48 48 48 48 48 48 48 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. 1 D 2. D+ L 3 D+(Lr orSorR) 4. D+0.75L+0.75(LrorSorR) 5. D+(0.6W or 0.75L) 6a. D+0.75L+0 75(0.699+0.75(Lr or S or R) 6b. D+0.75L+0.75(0.7E)+0.75S 7. 0.6D+0.6W 8. 0 6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C45 of C64 Series 100 Snao!'N, rack- Rail Spans per ASCE 7-10 Loads Tilt Angle 19 to 37 degrees for 6005 Alloy Rail Mean Roof Height 0 to 30 ft Rail Spans(in)Based on Load Combinations for ASCE 7-10 Chapter 2 Load Combinations 3,5,6, 7 and Lag Bolt Tension Values Tilt Angle 20 to 36 Degrees Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 qn 15.5 16.9 18.4 20.0 21.6 23.3 25.1 26.9 28.8 30.7 32.8 37.0 41.5 46.2 Ps P, -7.0 -7.6 -8.3 -9.0 -9.7 -10.5 -11.3 -12.1 -13.0 -13.8 -14.7 -16.6 -18.7 -20.8 0 0 144 144 144 144 144. 141 135 129 124 119 114 107 100 94 10 8 134 133 132 130 129 128 127 125 124 119 114 107 100 94 3 20 15 106 106 106 106 106 106 166 105 105 104 103 101 100 94 � 30 23 90 90 90 90 90 90 90 90 90 90 90 90 89 88 0 1� 40 31 79 79 79 79 79 79 79 79 79 79 79 79 79 79 3 a 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 72 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 48 48 48 48 48 48 48 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2 4 Allowable Stress Design. 1. D 2 D+ L 3 D+(Er orSorR) 4. D+0.75L+0.75(Lr or S or R) 5. D+(0 6W or 0.75L) 6a. D+0.75L+0.75(0.6W)+0.75(Lr or S or R) 6b. D+0.75L+0 75(0.7E)+0.755 7. 0.6D+0.6W 8. 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. 6005 Allov Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C46 of C64 Series 100 Sn aI � ra a k- Rail Spans per ASCE 7-10 Loads Tilt Angle 37 to 45 degrees for 6005 Alloy Rail1 Mean Roof Height 0 to 30 ft Rail Spans(in)Based on Load Combinations for ASCE 7-10 Chapter 2 Load Combinations 3,5,6, 7 and Lag Bolt Tension Values Tilt Angle 37 to 45 Degrees Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 9h 15.5 16.9 18.4 20.0 21.6 23.3 25.1 26.9 28.8 30.7 32.8 37.0 41.5 46.2 Ps Ps -6.7 -7.3 -7.9 -8.6 -9.3 -10.0 -10.8 -11.6 -12.4 -13.2 -14.1 -15.9 -17.8 -19.9 0 0 144 144 144 144, 144 144 139 133 127 122 118 109 102 96 10 8 134 133 132 130 129 128 127 125 124 122 118 109 102 96 a 20 15 106 106 106 106 106 106 106 105 105 104 103 101 100 96 0 30 23 90 90 90 90 90 90 90 90 90 90 90 90 89 88 40 31 79 79 79 79 79 79 79 79 79 79 79 79 79 - 79 3 0 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 72 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 1 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 1 48 48 48 48 48 48 48 48 48 48 48 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. 1. D 2. D+ L 3. D+(Lr orSorR) 4 D+0.75L+0.75(Lr or S or R) 5. D+(0.6W or 0.75L) 6a. D+0.75L+0.75(0.699+0.75(Lr or S or R) 6b. D+0.75L+0.75(0.7E)+0.755 7. 0.6D+0.6W 8. 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C47 of C64 Series 100 rack,- Snap���;Rail Spans per ASCE 7-10 Loads .a Tilt Angle 45 to 60 degrees for 6005 Alloy Rail Mean Root'Height 0 to 30 ft Rail Spans(in)Based on Load Combinations for ASCE 7-10 Chapter 2 Load Combinations 3,5,6, 7 and Lag Bolt Tension Values Tilt Angles 46 to 60 Degrees Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 4h 15.5 16.9 18.4 20.0 21.6 23.3 25.1 26.9 28.8 30.7 32.8 37.0 41.5 46.2 Ps P, -6.3 -6.9 -7.6 -8.2 -8.9 -9.6 -10.3 -11.0 -11.8 -12.6 -13.4 -15.2 -17.0 -18.9 0 0 144 144 144 144 142 139 135 132 129 126 121 113 105 99 10 8 128 126 124 123 121 120 118, 116 115 113 112 109 105 99 20 15 106 106 105 104 103 102 101 100 99 98 97 95 93 91 30 23 90 90 90 90 90 90 90 89 88 88 87 85 84 82 0 '4 40 31 79 79 79 79 79 79 79 79 79 79 79 78 77 76 0 0 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 71 a 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 48 48 48 48 48 48 48 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. 1. D 2 D+ L 3. D+(Lr or S or R) 4. D+0.75L+0.75(Lr or S or R) 5. D+(0.6W or 0.75L) 6a. D+0.75L+0.75(0.6W)+0.75(Lr or S or R) 6b. D+0.75L+0.75(0.7E)+0.755 7. 06D+0.6W 8 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C48 of C64 Series 100 S n a p��!; r�ckTMWind Design ASCE 7-10 Main Force Resisting System 6005 Alloy Rail r 'h ' A` i Mean Roof Height 30 to 60 ft Velocity Pressure 28.3.2 ASCE 7-10 Risk Category: II(Table 1.5-2) qZ=qh=0.00256 kZkd V2 Wind Exposure Category C kz = 1.13 Velocity Pressure Exposure Coefficients(Table 26.8-1) Kn = 1.00 Topographic Factor(Fig.26.8-1) Kd = 0.85 Wind Directionality Factor(Table 26.6-1) Velocity Pressures Wind Speed 110 115 120 125 130 135 140 145 150 155 160 170 180 190 qh 29.75 32.52 35.41 38.42 41.56 44.81 48.19 51.70 55.32 59.07 62.95 71.06 79.67 88.77 ASD(0.6W) 17.85 19.51 21.24 23.05 24.93 26.89 28.92 31.02 33.19 35.44 37.77 42.641 2.64 47.80 53.26 P=qh [GCpf'GCpi qh = Velocity Pressure(psf) GCp, = +/-Internal Pressure Coefficient GCpf = External Pressure Coefficient GC f Roof Zones Fig 28.4-1 ASCE 7-10 Notes Pitch Slope Zone 2 Zone 3 Zone 2E Zone 3E 1) GCpi equal+-0.10 based on published data from the Solar 0/12 0.0 -0.69 -0.37 -1.07 -0.53 America Board for Codes and 1/12 4.8 -0.69 -0.37 -1.07 -0.53 Standards. 2/12 9.5 -0.69 -0.40 -1.07 -0.53 2) Wind Exposure B and C covered 3/12 1 14.0 -0.69 -0.44 -1.07 -0.53 to this document. 4/12 18.4 -0.69 -0.47 -1.07 -0.54 5/12 22.6 -0.45 -0.35 -0.72 -0.65 6/12 26.6 -0.10 -0.15 -0.19 -0.58 7/12 30.3 0.21 -0.43 0.27 -0.53 8/12 33.7- 0.21 -0.43 0.27 -0.53 9/12 36.9 0.21 -0.43 0.27 -0.53 10/12 39.8 0.21 -0.43 0.27 -0.53 11/12 42.5 0.21 -0.43 0.27 -0.53 12/12 45.0 0.21 -0.43 0.27 -0.53 21/12 60.0 0.32 -0.41 0.40 -0.51 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C49 of C64 Series 100 S na p Vkl ra C k- Wind Design ASCE 7-10 Main Force Resisting System 6005 Alloy Rail [-2)v }sIYh ra ij7-it" n Yzz�fsas Mean Roof Height 30 to 60 ft c C C2) w,° °• r °`'ti B L.S !� H11Wiht7- - 4bREm Q� rsts+C C CI " - ^. Transverse Direction ftE. C C :aa27[-.�f.r'-.�, :aci,2EtPsffi6 is}� .t-_-m� ` �•(3s ^,;}tib;., -;.iE� _'"�' '.ti':��``•.t�•, '. CO. .•,' t�; - ,..�' - - lei tii " 8r tiff�� 'j'+'�+s��''` Lo'-hgIWdiaai Direction Zone Locations Main Force Resisting Systems ASCE 7-10 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C50 of C64 Series 100Snaprr�\,[.,i r�� TMWind Design ASCE 7-10 Components and Cladding Walls 6005 Alloy Rail `'Uj' ' feu 11 cj L I(ti Mean Roof Height 30 to 60 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 P=qb [GCp-GCp;] qh = Velocity Pressure(psf) GCp, = +/-Internal Pressure Coefficient GCp = External Pressure Coefficient 10 .500 •-1.4 5 --- •7.4- h 4 iC a' -1.0 a i as re 1 4 -18 -08 4 qO 4 m -0.6 5 5 -0.2 6 ) CCA 0 — ) +0 Y M 4.4 GC Walls (Fig.30.4-1Uj Slope in Degrees Zone 4 Zone 5 Zone 4&5 i' 10 20, 50''100 200 6001000 0 to 10 -1.00 -1.27 0.91 91) ;(0.9}:.(1,9) ,0.0 Aims {465}029) 10 to 45 -1.10 -1.39 -1.00 1 i ffeativaWilid Avea,•ft,(trig Notes 1) Roof slopes from 0' to 45' 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a=0.1 *LDH(Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PV panel 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C51 of C64 Series 100S�� 1` ';Ili rack- Wind Design ASCE 7-10 Components and Cladding Roof . 0 to 7 degrees for 6005 Alloy Rail Mean Root'Height 30 to 60 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 qh = Velocity Pressure(psf) P=qh [GCp-GCp;] GCp = -+-/-Internal Pressure Coefficient GCp = External Pressure Coefficient 10, 100 a Road- -as 1 6 3 -� C3 ; L3 C9 -Z4 1 Z2 I m -20 t9 1 V 1B 1 l2�.�i m •1,2 - 1 1 a (D I 1 m ttB 1 a -9Jf I 1 44 1i2 +02 I I E Q I I 9 I .0.4 Y 7 I qua 1 10 20 50-100 200 5001000 (D,11 051 (!:) 14.81 91:31(04 (44 04 Effective Wind Area,ft GC Roofs Fig.30.4-2A Slope in Degrees Zone 1 Zone 2 Zone 3 Zone 1,2,3 0 to 7 -0.99 -1.71 -2.59 0.29 Notes 1) Roof slopes from 0' to 45' 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a=0.1 *LDH(Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one 39"x 78"PVpanel 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C52 of C64 Series 100Snap�.`,,,,Trock- 7 Wind Design ASCE 7-10 Components and Cladding Roof n.to 27 degrees for 6005 Alloy Rail r U n-4 hg S-Y cs tr- Mean Roof Height 30 to 60 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 P=qh [GCp-GCpi] 9h = Velocity Pressure(psi) GCp, _ +/-Internal Pressure Coefficient GCp = External Pressure Coefficient �a' 9^ :a 1, r`d � 4� ��m 1 3 -'✓ c_''_'_ �� �—mow - _; _ p.. 31_ 1 m r 1 1 e 7 r• .Y t . a• 1 Q k 1 i .i3 � , ♦ ' 9 1 1 1 t 1 1 1 � ♦, b 1 1 1 1• a`„l 2 .` e a 1 1 1 _✓a 21 1 1 1 , �f 9 1 � r, I 1 1 - M 1 1 1 - t# � GC Roofs Fig.30.4-2B 1< 10 !m Slope in Degrees Zone 1 Zone 2Zone 3 Zone 1,2,3 -22c 3 a o 7 tO 27 -0.89 -1.64 -2.53 0.48 -2.0 _ •Lt Notes m .1.2 3: 4.0 , 1) Roofslopesfrom 0" to 45" �: dB -un .� as 2) Wind loadingfrom 110 mph to 190 mph 3-s Gust. _ az 3) Edge distance a=0.1 *LDH(Least Horizontal Dimension) 4) Based on an area equal to the maximum area of one : +4ae ' 39"x 78"PV panel ! '10 20 50`100?A0 500l000' la0 M Mil: {l.)' 72 EfTecM Wind Area,R 2(m2)- 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C53 of C64 Series 100 Snap racks- Wind Design ASCE 7-10 Components and Cladding Roof 27 to 45 degrees for 6005 Alloy Rail IiJ �?� ?:'�.', Mean Roof Height 30 to 60 ft Components and Cladding Low-Rise Buildings ASCE 7-10 30.4-1 P=qh [GCp-GCpl] q,, = Velocity Pressure(pso GCP, _ +/-Internal Pressure Coefficient GCP = External Pressure Coefficient as i— 1 1 ° e 1 - �• sr 1 9 M 1 r • - 2 , 01 ----------- 1 e f I � 1 , • 1 1 I 9 1 1 1 1 u 1 1 1 1 1 1 A 1 1 1 �•••• u 1 1 1 1 1 1 b 1 1 1 CI 3 /l 9 4 C95 16 a __�_ 10 100 GC Roofs Fig.30.4-2C Slope in Degrees Zone 1 Zone 2 Zone 3 Zone 1,2,3 2 a �a to 27 to 45 -0.98 -1.18 -1.1II 0.89 44 La 4M Notes 0 a, 1) Roofslopesfrom 0" to 45" ci 4a4 m 2) Wind loading from 110 mph to 190 mph 3-s Gust. ,y t z a 3) Edge distance a=01 *LDH(Least Horizontal Dimension) A.0 eu� 1 10 20 50 100 260 5fA1000 4) Based on an area equal to the maximum area of one 10.1 (059 11.91 U 04(1fl01 (4559 ) 39"x 78"PV panel Effective IBMd Area,ft2(RI ) 6005 Allov Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C54 of C64 Series 100 SnapI`,,,,�..,`jrack- Seismic Desi n ASCE 7-10 Cha ter 11 and 13 6005 Alloy Rail 1 '� G G � 'E: -G' � Mean Roof Height 30 to 60 ft ASCE 7-10 Seismic Design Section 13.6.9 Site Classification D Default"D" Seismic Use Group II Table 11.5-1 Rp = 2.5 Input from Table 13.6-1 ASCE 7-10 Ap = 1.0 Input from Table 13.6-1 ASCE 7-10 IP = 1.0 Input from Table 11.5-1 ASCE 7-10 SS = 3.0 Input from USGS Program S, = 1.5 Input from USGS Program FA = 1.0 Site Coefficient Table 11.4-1 F, = 1.5 Site Coefficient Table 11.4-2 S„ = 3.0 ASCE 7-10 Section 11.4.3 Sm, = 2.3 ASCE 7-10 Section 11.4.3 S& = 2.0 ASCE 7-10 Section 11.4.3 Sd1 = 1.5 ASCE 7-10 Section 11.4.3 z = 60.5 Height at point of Attachment(ft.) h = 60.0 Average Roof Height of Structure(ft.) FP = 0.97 Wp (Eq.13.3.1) Fp= = 3.20 Wp F0.4 ap SDs WP Z Fp,,,", = 0.60 Wp P= RP (1+2 h ) ( I ) P Use Fp = 0.97 Wp (Eq.13.3.2) FP=1.6 SDs IP WP Max (Eq.13.3.3) FP=0.3 SDs IP WP Min Vertical Accelerations 0.20(Sd)WP Notes 1) Based on-an average deal load of 4 psf the anticipated maximum seismic load is approximately 4 psf with a vertical accelerations of 1.6 psf wind loads govern the design of the PV system. 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C55 of C64 Series 100 SnaP,,i,'-',,"" l S ra c krSnow Loads ASCE 7-10 Chapter 7 6005 Alloy Rail Mean Root'Height 30 to 60 ft ASCE 7-10 Snow Loads Chapter 7 Pf=0.7 Ce Ct I Pg Snow Load Chart Ground Snow Ps Flat Roof Pf Sloped Roof PS Sloped Roof PS Ps=CSPf Slope<9/12 Slope 9/12 to 12/12 10 psf 8 8 8 20 psf 15 15 15 30 psf 23 23 23 40 psf 31 31 31 50 psf 39 39 39 60 psf 46 46 46 70 psf 54 54 54 80 psf 62 62 62 100 psf 77 77 77 120 psf 92 92 92 3 4 6 B 12 on on on ons on 12 12 12 12 12 Calculations for Snow Loads Chapter 7I 37.5° Ce = 1.00 Exposure Factor(Section 7.3 1) Ct = 1.10 Thermal Factor(Section 7.3.2) \ I = 1.00 Importance Factor(Section 7.3.3) \ All Other Surtaces Unobstructed \ Slippery Surfaces 0; 30° 60° 90° Roof Slope 7-2b:Cold,roofs.with Cf=1.1 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C56 of C64 Series 100 na o-���,�.rc�ck- Rail �Properties for 6005 Alloy Rail p 'RR0.0 0 i'..1 n - Y On ,7�'� Mean Roof Height 30 to 60 ft Rail Properties for Downward Loads Section Properties A = 0.63 int S = 0.34 in I = 0.46 in 4 c Stresses Fb = 21.9 ksi F,, = 21.9 ksi E = 10000 ksi Mallow = 7.45 k-in P Rail Section Vallow = 6.38 k Rail Properties for Upward Loads Section Properties A = 0.41 int S = 0.25 ln3 I = 0.11 in Stresses Fb = 21.9 ksi Fv = 21.9 ksi E = 10000 ksi Mallow = 5.53 k-in SnapNrack Standard Rail Vauow = 4.16 k Keyed 6005 Alloy Notes 1) Rail section properties determined from test data. 2) Rail test date performed per guidelines of chapter 17 of the 2012 IBC. 3) This report is using 6005 alloy rails 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C57 of C64 Series 100 Snap," � '� rc�ckTMII-, PV panel Calculations&Component and Cladding Forces for - 6005 Alloy Rail Mean hoot'Height 30 to 60 ft PV Panel Calculations for 39" x 65" Panel Connections Panel Dimensions 65"Long Panels Panel Width = 39.0 in Panel Length = 65.0 in f' Panel Weight = 70.4# Panel Area = 17.6 ft Universal End Clamp Wind Loading ASCE 7-10 Component and Cladding Wind Speed 110 to 190 mph --- Exposure Cat. C Edge Distance(a) 4 Ft Component and Cladding Loading Zone 1 Zone 2 Zone 3 Zones 1,2,&3 Max -26.48 -35.41 -35.41 79.00 lam` Min -87.88 -148.24 -228.13 14.58 't 1) Roof slopes from 0' to 45' 2) Wind loadingfrom 110 mph to 190 mph 3-s Gust. 3) Edge distance a=4 ft based on a 40 ft least width or depth and a Adjustable End Clamp X-Clamp mean roof height less than 60ft. Maximum Force at Mounting Bracket _ f Component and Cladding , 1 - Loading Zone 1 Zone 2 Zone 3 Zones 12 3 ir! End Clamp -387 -652 -1004 348 Int.Clamp -774 -1305 N/A 695 1) 4 brackets minimum per PV panel to rail connection 2) Only one corner of one PV panel maybe located in zone 3 ~� 3) Zone 2 may have multiple panels located in this zone Mid Clamp 1 Mid Clamp 2 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C58 of C64 Series 100 S n a p ri,y''� rack- PV panel Calculations&Component and Cladding Forces for 6005 Alloy Rail " f�f^StE C� P,r`)�i;I41y91 's � !��r�j Mean Roof Height 30 to 60 ft PV Panel Calculations for 39" x 78" Panel Connections Panel Dimensions 78"Long Panels Panel Width = 39.0 in Panel Length = 78.0 in Panel Weight = 84.5 # Panel Area = 21.1 ft2 Wind Loading Universal End Clamp ASCE 7-10 Component and Cladding Wind Speed 110 to 190 mph Exposure Cat. C -- Edge Distance(a) 4 Ft •!' r Component and Cladding Loading Zone 1 Zone 2 Zone 3 Zones 1,2,&3 Max -26.48 -35.41 -35.41 79.00 Min -87.88 -148.24 -228.13 14.58 1) Roof slopes from 0' to 45" 2) Wind loading from 110 mph to 190 mph 3-s Gust. 3) Edge distance a=4 ft based on a 40 ft least width or depth and a mean roof height less than 60 ft. Adjustable End Clamp X-Clamp Maximum Force at Mounting Bracket Component and Cladding r: Loading Zone 1 Zone 2 Zone 3 Zones ,z ;,3 `s,' 1,2,&3 n End Clamps -464 -783 -1205 417 Int.Clamp -928 -1566 N/A 834 1) 4 brackets minimum per PV panel to rail connection �> �. 2) Only one corner of one PV panel maybe located in zone 3 3) Zone 2 may have multiple panels located in this zone Mid Clamp 1 Mid Clamp 2 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C59 of C64 Series 100 Snap� ra c k� Lag Bolt Design 2012 NDS for 6005 Alloy Rail ��tw' i, �'�1 u,'j- l;it u ZI-3;rte it----n,71 S Mean Roof Height 30 to 60 ft Lag Bolt Calculations for Roof Connection 65" long Panel Bolt Connection to Roof Structure 65"Long Panels 2012 National Design Specifications Maximum Wind Uplift(psf)per Span Based On Lag Bolt 5116"Diameter Lag Bolt 2 112"min.embedment into framing member Span Zone 2 Zone 3 Zone 2E Zone 3E Allowable Tension = 258 #/in Embedment length = 1.81 in 2 ft 62.7 62.7 62.7 125.4 Duration of Load = 1.6 wind 4 ft 31.3 31.3 31.3 62.7 Allowable Tension = 747.2# 6 ft 20.9 20.9 20.9 41.8 Allowable Uplift = 339.6# 8 ft 15.7 15.7 15.7 31.3 Lag Bolt Calculations for Roof Connection 78" long Panel Bolt Connection to Roof Structure 78"Long Panels 2012 National Design Specifications 5116"Diameter Lag Bolt 2 112"min.embedment Maximum Wind Uplift(psf)per Span Based On Lag Bolt into framing member Span Zone 2 Zone 3 Zone 2E Zone 3E Allowable Tension = 258 #lin Embedment length = 1.81 in 2 ft 52.2 52.2 52.2 104.5 Duration of Load = 1.6 wind 4 ft 26.1 26.1 26.1 52.2 Allowable Tension = 747.2 # 6 ft 17.4 17.4 17.4 34.8 Allowable Uplift = 339.6# 8 ft 13.1 13.1 13.1 26.1 ALLOWABLE ' UPLIFT = VA M+ r 111 .75" 1.5" 1.25" -�-f rf• ALLOWABLE TENSION = ��r ✓' �� STANDOFF OR L-FOOT BASE Notes 1) Only one corner of one PV panel may be located in zone 3E 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C60 of C64 Series 100 Snap.[K,11 ,rack- Rail Spans per ASCE 7-10 Loads Tilt Angle 0 to 19 degrees for 6005 Alloy Rail PIV J '� Mean hoof Height 30 to 60 ft Rail Spans(in)Based on Load Combinations for ASCE 7-10 Chapter 2 Load Combinations 3,5,6,7 and Lag Bolt Tension Values Tilt Angle 0 to 19 Degrees Wind Load Vult 110 115 120 . 125 130 135 140 145 150 155 160 170 180 190 9h 17.9 19.5 21.2 23.1 24.9 26.9 28.9 31.0 33.2 35.4 37.8 42.6 47.8 53.3 Ps Ps -12.3 -13.5 -14.7 -15.9 -17.2 -18.6 -20.0 -21.4 -22.9 -24.5 -26.1 -29.4 -33.0 -36.7 0 0 128 121 115 109 105 100 96 92 89 86 83 77 73 69 10 8 '128 121 115 109, 105 100 96 92 89 86 -83 77 73 69 a 20 15 106 ,106. 106 106 105 100 96 92 89 86 83 77 73 69 0 30 23 90 90 90 90 90 90 90 90 89 86 83 77 73 69 `a 40 31 79 79 79 79 79 79 79- 79 79 79 79 77 73 69 3 o " 50 39 72 72 72 72 72 72 72 72 72 72 -72 72 72 69 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62, 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 1 48 48 48 48 48 48 48 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. 1. D 2. D+ L 3. D+(Lr orSorR) 4. D+0.75L+0.75(Lr or S or R) 5. D+(0.6W or 0.75L) 6a. D+0.75L+0.75(0.699+0.75(Lr or S or R) 6b. D+0.75L+0.75(0.7E)+0.75S 7. 0.6D+0.6W 8. 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C61 of C64 Series 100 Jr cW Rail Spans per ASCE 7-10 Loads Tilt Angle 19 to 37 degrees for 6005 Alloy Rail ��+ .l; _ap' - ���i#l '1 �i '^ -Fy r t Mean Roof Height 30 to 60 ft Rail Spans(in)Based on Load Combinations for ASCE 7-10 Chapter 2 Load Combinations 3,5,6, 7 and Lag Bolt Tension Values Tilt Angle 20 to 36 Degrees Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 9n 17.9 19.5 21.2 23.1 24.9 26.9 28.9 31.0 33.2 35.4 37.8 42.6 47.8 53.3 Pg P, -8.0 -8.8 -9.6 -10.4 -11.2 -12.1 -13.0 -14.0 -14.9 -16.0 -17.0 -19.2 -21.5 -24.0 0 0 144 144 144 142 135 129 123 118 114 109 105 98 92 87 10 8 132 131 129 128 127 125 123 118 114 109 105 98 92 87 20 15 106 106 106 106 106 105 105 104 103 102 101 98 92 87 0 30 23 90 90 90 90 90 90 90 90 90 90 90 89 87 86 3 40 31 79 79 79 79 79 79 79 79 79 79 79 79 79 79 rn 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 72 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 48 48 48 48 48 48 �48 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design 1. D 2. D+ L 3. D+(Lr orSorR) 4. D+0.75L+0 75(Lr or S or R) 5. D+(0.6W or 0.75L) 6a. D+0.75L+0.75(0.6W)+0.75(Lr or S or R) 6b. D+0.75L+0.75(0.7E)+0.75S 7. 0.6D+0.6W 8. 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C62 of C64 Series 100 Sna■• rt b r �a•'�c k Rail Spans per ASCE 7-10 Loads Tilt Angle 37 to 45 degrees for 6005 Alloy Rail •U "; ff La� Is Mean Roof Height 30 to 60 ft Rail Spans(in)Based on Load Combinations for ASCE 7-10 Chapter 2 Load Combinations 3,5,6, 7 and Lag Bolt Tension Values Tilt Angle 37 to 45 Degrees Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 9h 17.9 19.5 21.2 23.1 24.9 26.9 28.9 31.0 33.2 35.4 37.8 42.6 47.8 53.3 Pg PS -7.7 -8.4 -9.1 -9.9 -10.7 -11.6 -12.4 -13.3 -14.3 -15.2 -16.2 -18.3 -20.6 -22.9 0 0 144 144 144 144 139 133 127 122, 117 , 112 `108 101 94 89 10 8 132 131 129 128 127 125 124 122 117 112 108 101 94 89 a. 20 15 106 106 106 106 106 105 105 104 103 102 101 99 94 89 30 23 90 90 90 90 90 90 90 90 90 90 90 89 87 86- 0 40 31 79 79 79 79 79 79 79 79 79 79 79 79 79 79 0 r. 50 39 72 72 72 72 72 72 72 72 72 72 72 72 72 72 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 '66 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 5252 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 48 48 1 48 48 48 48 48 48 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. 1. D 2. D+ L 3. D+(Lr or S or R) 4. D+0.75L+0.75(Lr or S or R) 5 D+(0.6W or 0.75L) 6a. D+0.75L+0.75(0.699+0.75(Lr or S or R) 6b. D+0.75L+0.75(0.7E)+0.75S 7. 0.6D+0.6W 8. 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C63 of C64 Series 100 Sna,...,'!"*.") rack- Rail Spans per ASCE 7-10 Loads Tilt Angle 45 to 60 degrees for 6005 Alloy Rail Mean Roof Height 30 to 60 ft Rail Spans(in)Based on Load Combinations for ASCE 7-10 Chapter 2 Load Combinations 3,5,6, 7 and Lag Bolt Tension Values Tilt Angles 46 to 60 Degrees Wind Load Vult 110 115 120 125 130 135 140 145 150 155 160 170 180 190 9h 17.9 19.5 21.2 23.1 24.9 26.9 28.9 31.0 33.2 35.4 37.8 42.6 47.8 53.3 Pg PS -7.3 -8.0 -8.7 -9.5 -10.2 -11.0 -11.9 -12.7 -13.6 -14.5 -15.5 -17.5 -19.6 -21.8 0 0 144 144 143 139 136 132 129 125 120 115 Ill 104 97 91 10 8 125 123 122 120 118 116 115 113 111 110 108 104 97 91 3 20 15 105 104 103 102 101 100 99 98 97 96 95 92 90 88 30 23 90 90 90 90 90 89 88 87 87 86 85 83 82 80 0 , 1� 40 31 79 79 79 79 79 79 79 79 79 79 78 77 76 74 3 c 50 39 72 72 72 72 72 72 72 72 72 72 72 71 70 69 60 46 66 66 66 66 66 66 66 66 66 66 66 66 66 65 70 54 62 62 62 62 62 62 62 62 62 62 62 62 62 62 80 62 58 58 58 58 58 58 58 58 58 58 58 58 58 58 100 77 52 52 52 52 52 52 52 52 52 52 52 52 52 52 120 92 48 48 48 48 48 48 1 48 48 48 48 48 48 48 48 Notes 1) Tables are based on critical rail span for load combinations as specified in chapter 2 of the ASCE 7-10 and lag bolt withdraw values per the 2012 NDS. 2) Basic Load Combinations from ASCE 7-10 Section 2.4 Allowable Stress Design. 1. D 2. D+ L 3. D+(Lr orSorR) 4. D+0.75L+0 75(Lr or S orR) 5. D+(0.6W or 0.75L) 6a. D+0.75L+0.75(0.6W)+0.75(Lr or S or R) 6b. D+0.75L+0.75(0.7E)+0.75S 7. 0.61)+0.6W 8. 0.6D+0.7E 3) Edge zone reductions are only required at shaded spans where reduction is 24 inches to a minimum of 32 inches. 6005 Alloy Rail NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page C64 of C64 Series 100 S n a p'i� rack- Structural Report and Calculations n I�i",i0,-UU "Hng,, c ystem Appendix A: ASCE-2010 to 2005 conversion sheet The 100 Series report's results have been calculated according to the ASCE-2010 guidelines. If the results would rather be examined in terms of the ASCE-2005 codes,the following conversions must be applied for the two codes' results to be of equivalence. This appendix also applies for converting to different years for IBC codes. For 2006 and 2009 IBC,use the ASCE-2005 codes, and for the 2012 IBC,use the ASCE-2010 codes. Factors specific to this report 1) The roof-mounted solar panels are in terms of Risk Category II 2) The importance factor for the ASCE-2005 code is I= 1.0 3) The ASCE-2010 code has no importance factor for the wind loads 4) The snow load's importance factor remains the same for both the 2005 and 2010 codes 5) Thus, calculations that utilize wind loads are the ONLY ones that need conversions Velocity Equivalence (mph) V3-sec ASCE-2005 Vult. ASCE-2010 85 110 90 115 100 120 110 130 120 140 130 150 140 160 150 170 160 180 170 190 180 200 190 210 The following velocities listed in the graph refer to some V2005 being equal to some V2010. In other words,use the following velocities in accordance with either ASCE-2005 or ASCE-2010. NSSE 5022 Sunrise Boulevard Fair Oaks CA 95628(916)536-9585 Page Al SNAPNRACK SERIES 100 ON FLASHED L-FEET REVISION FLASHED L-FEET ARE OPTIMIZED FOR QUICK - AND ROBUST INSTALLATION ON STANDARD — COMPOSITION SHINGLE ROOF SURFACES FOR OTHER ROOF TYPES STANDOFFS ARE RECOMMENDED CEE=®® SNAPNRACK STANDARD RAIL ROOF RAFTER TYP(ROOF ATTACHMENTS SHOULD ALWAYS BE EMBEDDED INTO ROOF RAFTERS OR STRUCTURAL MEMBERS SUCH AS STEEL PURLINS❑ ROOF SHEATHING, UNDERLAYMENT, AND ROOFING MATERIAL® ����n�pn\�IJ�n���n nMAINSTREAM6ENERGY CORP DESIGNER G McPheeters SCALE ® PART NUMBER DESCRIPTION REV �lll - OEE(U;),,,,M,•�(,�)„^^" I DRAFTER D Ryan S100 D01 SERIES 100 OVERVIEW,ON FLASHED C DATE ® L-FEET r APPROVED BY SNAPNRACK SERIES 100 RACKING SYSTEM TYPICAL ROOF LAYOUT REVISION- NOTES: — -STANDARD LAG BOLT SPEC ASSUMES 5/16" LAG BOLTS WITH 2.5" — EMBEDMENT IN ROOF STRUCTURAL MEMBERS/RAFTERS -TORQUE ALL-N"HARDWARE TO THE FOLLOWING: ROOF RAFTERS OR -SILVER S.S. 10-16 FT-LBS STRUCTURAL MEMBERS -BLACK S.S. 7-9 FT-LBS RAIL CAN MOUNT TO EITHER SIDE OF POST(UPSLOPE 00 DOWNSLOPE) SNAPNRACK MODULE -FOR UNEVEN ROOF SURFACES, USE UP TO TWO LEVELING SPACERS PER L MID CLAMPS MODULE OVERHANG FOOT OR STANDOFF. SEE DRAWING // (NOT TO EXCEED 300 "STANDARD RAIL LEVELING" FOR / // OR MANUFACTURER'S DETAILS AND LIMITATIONS RECOMMENDATIONS) X/11// // /// MODULE OVERHANG STANDOFFS ARE BOLTED Li INTO ROOF RAFTERS OR i STRUCTURAL MEMBER /// "RAIL SPAN" DISTANCE BETWEEN ROOF ATTACHMENTS tL/ "RAIL END OEERHANQ'(NOT TO EXCEED ® OF ACCEPTABLE RAIL SPAN) ����^n���n nMAINSTREAMfiENERGPo CORP.` DESIGNER GMcPheeters SCALE DNS PART NUMBER DESCRIPTION REV L"SI�J�\U�� Ilfr �E°°s°'°"°s{^�'°"°"°' DRAFTER o Ryan S100 D05 SERIES 100 TYPICAL LAYOUT DATE PV NA OUfflQ g SYS%= APPROVED BY 120113 NOTES: REVISION -5/16" LAG BOLTS MUST EMBED 2.5"INTO ROOF STRUCTURAL MEMBERS/RAFTERS STEP 3: PLACE L FOOT - -TORQUE ALL 5/16" HARDWARE TO ON TOP OF FLASHING — SNAPNRACK THE FOLLOWING: AND TIGHTEN NUT COMPOSITION L FOOT -SILVER S.S. 10-16 FT-LBS CAN BE MOUNTED IN S.S. FLANGE NUT -BLACK S.S. 7-9 FT-LBS STEP 2: SLIP FLASHING OVER ANY ORIENTATION -RAILS CAN MOUNT TO EITHER SIDE L FOOT BASE AND UNDER ROW -a X 1"(OR 1.25") OF L FOOT(UPSLOPE VS DOWNSLOPE) OF SHINGLES ABOVE SNAPNRACK S.S. BOLT AND CHANNEL NUT SPLIT WASHER ® O "S.S. LAG SCREW WITH FLAT WASHER SNAPNRACK 2.5"MINIMUM EMBEDMENT STANDARD RAIL IS STANDARD SNAPNRACK COMPOSITION ROOF FLASHING STEP 1: BOLT L FOOT BASE TO ROOF WITH LAG BOLT SNAPNRACK L FOOT BASE ROOF DECKING TYP. 0 ROOF DECKING TYP. FLASHED L FOOT MOUNTING POINT FOR USE ON COMPOSITION ROOF SURFACES WITH LOW TO MODERATE TILT RAILS CAN BE LEVELED UP TO 3"USING UP TO TWO LEVELING SPACERS AS SHOWN IN"SERIES 100 RAIL LEVELING" COMPLETED INSTALLATION RAFTER TYP. �����n���n MAINSTREAM ENERGY COpRPsq DESIGNER G McPheeters SCALE DNS PART NUMBER DESCRIPTION REV �IJn\\�J� �UUl[l� P.=.E1U01I-1 l..l--- DRAFTER D Ryan DATE S100 PEN D01 PEN DETAIL 01,FLASHED L FOOT TO F GPMIOO�W�QD�J APPROVED BY 120113 J � solar o o , SolarEdge Single Phase Inverters For North Americap.' ? SE3000A-US / SE330OA-US/ SE500OA-US/ SE6000A-US / SE760OA-US / SE1000OA-US/ SE1140OA-US \,,vertex ., ,. The best choice for SolarEdge enabled systems Integrated arc fault protection(Type 1)for NEC 2011 690.11 compliance Superior efficiency(98%) ® Small,lightweight and easy to install on provided bracket n Built-in module-level monitoring ® Internet connection through Ethernet or Wireless Outdoor and indoor installation Fixed voltage inverter, DC/AC conversion only Pre-assembled Safety Switch for faster installation o Optional—revenue grade data,ANSI C12.1 USA-GERMANY-ITALY-FRANCE-JAPAN-CHINA-AUSTRALIA-THE NETHERLANDS-ISRAEL www.solaredge.us solar OI Single Phase Inverters for North America SE3000A-US/SE380OA-US/SE5000A-US/SE6000A-US/ SE760OA-US/SE10000A-US/SE1140OA-US _ -- — — SE3000A-US SE380OA-US !-SE5000A-US�SE6000A-US SE7600A-US SE10000A_US SE11400A-US .OUTPUT — _- ._,,._..---- 9980 @ 208V Nominal AC Power Output 3000 3800 ( 5000 6000 1 7600 10000�240V 11400 I VA ............ ...... Max.AC Power Output 3300 4150 5400 @ 208V 6000 ( 8350 i 10800 @ 208V 12000 VA 5450 240V 10950 240V ! ...............1.54 . ..... ......... ...... G°�....... ................ ,!........... AC Output Voltage Min.-Nom-Max Itl 183 208-229 vac AC Output Voltage Min.-Nom.-Max Ili ✓ I i 211-240-264 Vac .. . . . .. ... .. .. ..i ... ... .......... .. .... ..... ............i .......... fiC Frequency Min.-Nom;Max Itl 59.3-60-60.5(with HI country setting 57:60: 60 5 ) Hz Max.Continuous Output Current 1 125 16 1 21 25 32 l .42 47.5. A 24 @ 208V 48 @ 208V ,.. .: .. 240V i.... ..... ...1..�a 240V...1...... .... ... .. ........ .. ..: . GFDI Threshold i1 I A Utility Monitoring,Isianding Protection,Country Configurable Thresholds Yes Yes INPUT -------._.__-------- - Maximum DC Power(STC) 4050 5100 ! 6750 8100 l 10250 1 13500 15350 W Transformer-less,Ungrounded Yes p ... ... ....... ... .. ........ . ........ Max Innput Voltage 500 Vdc Nom.DC Input Voltage 325 @ 208V/350 @ 240V I Vdc ............. i 165 @ 208V � •��• •� ! •• � �•- -••••••33 @ 208V•- ••�• I 9 5 13 i 18 23 I 34.5 ( Ad, Max.Input Current(') . . 1.15 5 ala 240V.. ... ... ..I . ... ! 30.5 240V Max Input Short Circuit Current 45 Adc Re,7erse:Polarity Protection Yes Ground-Fault Isolation Detection I 600kQ Sensitivity . ............ .. . ..... . ...... . Maximum inverter Efficiency 97 7 98 2 1 98 3 98.3 98 98 98 CEC Weighted Efficiency 97.5 98 97 5 97 5 �' 97 @ 208V� 97 5 " ,!i:i . . ........................ ..�......... ..... !!! 1 .............. . � 97 5 @ 208V l ... ...! ............... 98.P.240V.. ...... . .,..... ............... 97 5�,240V t.. ................. ...... Night-Lime Power Consu_mption _ <2 5— -_-------_. _.._ _ —<.4 _ _.__—W_--_ ADDITIONAL FEATURES — Supported Communication Interfaces RS485,RS232,Ethernet,ZigBee(optional) tecl .... ...., ,.... Revenue Grade Data,ANSI C12 1optional") i ,. Rapid Shutdown—NEC 2014 690.12 r'unction ality enabled when SolarEdge rapid shutdown kit is insta lied)4i 'STANDARD COMPLIANCE I Safety i UL1741i UL1699B,UL1998,CSA 22.2 :................. .... .......... . ...... . . ...... . .... Grid Connection Standards IEEE1547 mis .................. ............ ................... 15 class ..... .......... ... ... ...... .... Emissions FCC partly class 6 i INSTALLATION SPECIFICATIONS AC output conduit size/AWG range i 3/4"minimum/16-6 AWG 3/4"minimum/8-3 AWG 1. .. .. ................ . DC input conduit size/9 of strings/ 3/4"minimum/1-2 strings/16-6 AWG I 3/4"minimum/1-2 strings/ AWG range I . . .. .... ..... ... . .... .. . ... .. .. 1.............14 6 AWG............. . 30125x72/775x315x184 Dimensions with Safety Switch 30 5 x 12 5 x 10 5/ in/ 5x (HxWxD)..,.,... 775.x 315 x 260... . .mm.... Weight with Safety Switch 5-1-.2../..23-12- ( 547/247 ............88 4/4'6Y-. .. _ ._ Ib/kg Natural convection Cooling Natural Convection and internal Fans(user replaceable) fan(user I.................. .. . ...... ................... ...... ..... .. .replaceable). . ..... .. . ..... . .. ........... .. Noise <25 ;.... �50...... .................. ...dBA I . .. ... . .. .... Min-Max Operating TemperatureE -13 to+140/ 25 to+60(-40 to+60 version available ) Rang?.... .. . . .. . ..... . ..... ...�....-............. ... ........ ... .... Protection Rating NEMA 3R .......... .......................................................... ..... ........................... ..... . ..... ... . ......... For other regional settings please contact SolarEdge support ILIA higher current source may be used,the inverter will limit its input current to the values stated Iii Revenue grade inverter P/N SEmxxA-USOOONNR2(for 7600W inverter SE7600A-U5002NN112) I4i Rapid shutdown kit P/N SE1000-RSD-Sl isl 40 version P/N SExxxxA-U5000NNU4(for 7600W inverter SE7600A-US002NNU4) >��."'.�':;,i�..,>� :�;.°.' ..y <">: ,: _"�. b� g�� c' :.t,a2-».;� :.."°.�'^�,�s,�. ..�.,. '�;- {, i. :ary. V• Y, 17_ °rags � c°„�� a`" :�```i:�r.., ? 'C.*,r.';"p,>i.' -..t•r'' t' ,q .�.+' y.�y A;,..+. ,�•it"' 3,'„° ��. ' .�.. - y•e 4e.eve, - @ ,®4 a: "'a.� �<:: a