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Building Permit #188-2017 - 1600 OSGOOD STREET 8/23/2016
�1ORTFj BUILDING PERMIT °F I-T Eo '6 q�o 1� OWN OF NORTH ANDOVER io - APPLICATION FOR PLAN EXAMINATION _ Permit No#: ..Gu Date Received gSSACHUS Date Issued: Z- 'Z46 9 �� ___1 IMPORTANT: Applicant must complete all items on this page LOCATION /,/ !.)Q �S 1> - Pri t PROPERTY OWNER Print 100 Year Structure yes o MAP _PARCEL: 77 ZONING DISTRICT:,, Historic District yes o Machine Shop Village yes TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential ElNew Building ElOne family El Addition El Two or more family ❑ Industrial Alteration No. of units: ❑ Commercial ❑ Repair, replacement ❑Assessor y Bldg ❑ Others: Demolition Other El - O [ Septic ❑1Nell' ❑ `FloodI- p Wetlands D UVatershed,District p Vllater/Sewer DESCRIPTION OF WOFZ TO BE FORMED: �^ l�Pf's�► �t'f�� ��� �� �i�- i�vRJ�tJ" �'t.✓1� 1fel�,S3�� >�'�GD/��P.�.�i� �� � �h7�-�� Identification- Please Type or Print Clearly Phone: OWNER: Name:(��� Address: MA FF Contract% Name: �" Phone: 96 Email: Address: m Supervisor's Construction License:C��© Exp. Date: )77� Home Improvement License: Exp. Date: IJ ARCH ITECT/ENGINEER27 1V�j,r3 Phone: /7 Address: �"U A►> �o �-` o U.�►i'S l Idu> Reg. No. FEE SCHEDULE:BULDING PERMIT:$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. Total Project Cost: $ t>z 17-`—�IZ19 FEE: $ � Check No.: Receipt No.: 0 " NOTE: Persons contractin -th unr gistered contractors do not have access to uaranty nd C =- - - r- J Plans Submitted ❑ Plans Waived ❑ Certified Plot Plan ❑ Stamped Plans ❑ TYPE OF SEWERAGE DISPOSAL Public Sewer ❑ Tanuing/Massage/Body Art ❑ Swimming Pools ❑ Well ❑ Tobacco Sales ❑ Food Packaging/Sales 11Private(septic tank, etc. ❑ Permanent Dumpster on Site ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM PLANNING & DEVELOPMENT Reviewed On 23,I1� Signature_ COMMENTS �a AJOTIcE -S0ec�c,l Ee2ac�T #-r- -AIS 77N&7. T�o f- CONSERVATION Reviewed on Signature COMMENTS HEALTH Reviewed on Signature COMMENTS Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Comments Conservation Decision: Comments Water & Sewer Connection/Signature & Date Driveway Permit DPW Town Engineer: Signature: - 84 O FIRE4DEPARaTMENT = T.ernpDumpster on site ,yes _ ._. no �f~ z_ Located 3sgood Street Located�af 12.41MamrStreet Fire Depar"stment signature/date, COMMENTS Dimension Number of Stories: Total square feet of floor area, based on Exterior dimensions. Total land area, sq. ft.: ELECTRICAL: Movement of Meter location, mast or service drop requires approval of Electrical Inspector Yes No DANCER ZONE LITERATURE- Yes No MGL Chapter 166 Section 21A—F and G min.$100-$1000 fine NOTES and DA,T'A,— (For department use) ❑ Notified for pickup Call Email Date Time Contact Name Doc.Building Permit Revised 2014 r Building Department The following is a list of the required forms to be filled out for the appropriate permit to be obtained. Roofing, Siding, Interior Rehabilitation Permits Building Permit Application Workers Comp Affidavit Photo Copy Of H.I.C. And/Or C.S.L. Licenses, Copy of Contract Floor Plan Or Proposed Interior Work Engineering Affidavits for Engineered products OTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit Addition Or Decks Building Permit Application Certified Surveyed Plot Plan Workers Comp Affidavit Photo Copy of H.I.C. And C.S.L. Licenses Copy Of Contract Floor/Cross Section/Elevation Plan Of Proposed Work With Sprinkler Plan And Hydraulic Calculations (If Applicable) Mass check Energy Compliance Report (If Applicable) Engineering Affidavits for Engineered products OTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit New Construction (Single and Two Family) Building Permit Application Certified Proposed Plot Plan Photo of H.I.C. And C.S.L. Licenses Workers Comp Affidavit Two Sets of Building Plans (One To Be Returned) to Include Sprinkler Plan And Hydraulic Calculations (If Applicable) Copy of Contract 2012 IECC Energy code Engineering Affidavits for Engineered products OTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg. Permit In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals that the appeal period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording must be submitted with the building application Doc:Building Permit Revised 2014 Location No. Date ' vz�r� TOWN OF NORTH ANDOVER Certificate of Occupancy $ ►� Building/Frame Permit Fee $ 2L`- - Foundation Permit Fee $ w_ Other Permit Fee $ TOTAL n Check r ' . e� Building Inspector Enter construction cost for fee cal - North Andover Fee Calculation Construction Cost $ 11620,293.00 m $ - $ 19,443.52 Plumbing Fee $ —,2,A-10-44- Gas -_.2,Gas Fee 100 comm. $ 100.00 Electrical Fee $ 2,430.44 Total fees collected $ 24,404.40 1600 Osgood Street Solar Plans Submitted ❑ Plans Waived ❑ Certified Plot Plan ❑ Stamped Plans ❑ TYPE OF SEWERAGE DISPOSAL Public Sewer ❑ Swim7nin Tanning/Massage/Body Art ❑ g Pools ❑ Well Tobacco Sales ❑ Food Packaging/Sales ❑ Private(septic tank, etc. PermM tDumpster on Site ❑ THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORK( PLANNING & DEVELOPMENT Reviewed On ( 2211� Signature_ COMMENTS A'()-"C'E s ,zoo- DCL-6 �;LrL t,l..c. - �lnr Tro >cccL CONSERVATION Reviewed on Signature COMMENTS HEALTH Reviewed on Signature COMMENTS Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Comments Conservation Decision: Comments Water& Sewer Connection/signature Date Driveway Permit DPW Town Engineer: Signature: FIRE DEPAR... Located 4 Osgood z � 38 Street IVT T,�e►7p�Dumpster;on situ ,yes fi Located1at124,MainrStreef ._ �� t Fire b� nsi < < epartmetrygnature/date , COMME `` `` NTS NORTJI q Town of 6 ndover p - 0 No. rl h ver, Mass a o L coc.uCHEcMewIcw y �d ADRgTED HPy s U BOARD OF HEALTH Food/Kitchen PERMIT L D Septic System OD 014 �C THIS CERTIFIES THAT ........ BUILDING INSPECTOR has permission to erAct .......................... buildings on ..... ......V.3. ,041.... ....... Foundation ........... Rough to be occupied as .................. .........i. ....� ........I... I....M. Chimney provided that the person accepting this permit shall in every respect confo..rm to the terms of the application Final on file in this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. 11�'W, �CQ PLUMBING INSPECTOR Rough VIOLATION of the Zoning or Building Regulations Voids this Permit. Final PERMIT EXPIRES IN 6 MONTHS ELECTRICAL INSPECTOR UNLESS CONS TIO Rough ervice .. .. . . .. . ... ...... .. BUILDING. . . INSP. TFinalO GAS INSPECTOR Occupancy Permit Required to Occupy Building Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Instd and Approved y the Building Inspector. Burner PWIP.Twit"LMao �wN 4 �+ Street No. Smoke Det. Purchase Order Osgood Solar, LLC Date: July 15,2016 1600 Osgood Street,North Andover,MA 01845 P.O.#: 3.6aPC Vendor Costa Nicolaou Ship to Orit Goldstein PanelClaw Osgood Solar 1600 Osgood Street 1600 Osgood Street North Andover,MA 01845 North Andover,MA 01845 978.688.4900 978.496.3460(Dan Leary,Project Coordin, LFreight f DDP NLT August 12,2016 R L sem''1 As defined by the PanelClaw quote for 95%dated July 15,2016 and Terms and Conditions agreed June 30,2016TH IPI i 1 I 1.Enter this order in accordance with the prices,terms,delivery method,and Subtotal $ 344,133.30 specifications listed above.See attached PanelClaw Quate dated 7/15/16. Sales 2.Please notifiy us immediately if you are unable to ship as specified. _ 3.Send all correspondence to: corresP / � T al $ 344,133'30 Dan Leery dleary [978.4 6.3460 owners.com X978.496.3460 As Agent of Osgood Solar,LLC Authorized by Date Daniel P Leary Agent of Osgood Solar,LLC Purchase Order Osgood Solar,LLC Date: August 9,2016 1600 Osgood Street,North Andover,MA 01845 P.O.k: 3.60C Vendor James Worden Ship to Orit Goldstein Solectria Renewables Osgood Solar 360 Merrimack Street,BLDG 9,FLR 2 1600 Osgood Street Lawrence,MA 01843 North Andover,MA 01845 978.683.9700 978.496.3460Dan Leary,ary,Project Coordinator) Freight DDP 1600 Osgood Street,Nrth Andover,MA 01845 NLT OCT 31,2016 53kW Transformerless Inverter,1000VDC,480VAC,Wireless 79 SLX53M480-WN-US-A Mesh Connectivity with Wireless 1-]Ml,10 Year Standard 4,405.00 347,995.00 Warranty,Must Order Wiring Box 79 WB53M480NFNTUSA Wiring Box for 53kW Transformerless Inverter,16 Fused Inputs 100.00 7,900.00 (4 per Zone) 1.Enter this order in accordance with the priom,terms,delivery method,and Subtotal $ 355,895.00 specifications listed above.See attached Solectria Quate exp,8131/16. 219case mNfiv us immediately if you are unable to ship as spedfmd. //}} 3.Solectt shipped sba0 provide 1,2016,to erlers ara1 hat allationsched support ci fled inverters Total $ 355,$95.00 tint shipped r.October 31,2016,to that metalled at a e Esse lc as d the by inverters Osgood Solar.Sulectria recognizes that Tune is of the Essence and the inverters mysl be installed and approved by all approving authorites for coranerolai AS Agent f QSg00d Solar,LLC 8/9/207.6 operation by November 15,2016 on order to qualify for tax incentives 4.Send all correspondence to: .Vufhariaa!by -te Dan Leary dlearyaporverowrtemcarn Daniel P Leary 1978.496.3460 Agent of Osgood Solar,LLC Osgood Solar Osgood Solar -------- — Duration 5/20/2016 6/14/2016 7/9/2016 8/3/2016 8/28/2016 9/22/2016 10/17/2016 11/11/2016 12/6/2016 12/31/2016 1/25/2017 Task Name Start End (days) Planning Board Planning Board 6/7/2016 7/5/2016 28 NMC/PILOT NMC/PILOT 6/10/2016 7/30/2016 50 Order Modules Order Modules 6/10/2016 8/13/2016 64 Order Mounting Order Mounting 6/17/2016 8/13/2016 57 Order Inverters Order Inverters 6/17/2016 10/31/2016 136 Tecta Contract and Mob. 6/17/2016 7/20/2016 33 Tecta Contract and Mob. OWN m" 100%Design 6/17/2016 8/13/2016 57 100%Design BLDG 70 Roof 8/15/2016 10/11/2016 57 BLDG 70 Roof Now BLDG 70 Solar 8/30/2016 10/30/2016 61 BLDG 70 Solar BLDG 20/21 Roof 7/18/2016 9/18/2016 62 BLDG 20/21 Roof BLDG 20/21 Solar 8/1/2016 10/30/2016 90 BLDG 20/21 Solar ` North Lot Fence and prep 8/15/2016 9/5/2016 21 North Lot Fence and prep North Lot Solar 9/1/2016 11/15/2016 75 North Lot Solar West Lot Fence and prep 9/1/2016 9/22/2016 21 West Lot Solar 9/20/2016 11/30/2016 71 west Lot Fence and prep Inverter and LV Wiring 9/15/2016 11/15/2016 61 West Lot solar MV Wiling 8/1/2016 9/30/2016 60 Inverter and LV Wiring Nr id Design Approvals 6/7/2016 8/5/2016 59 MV wiring N rid Substation Upgrades 9/15/2016 10/15/2016 30 Nrgld Design Approvals Inspector Sign Off 10/15/2016 11/15/2016131 Ngrid Substation Upgrades _ NGrid Authority to Interconnect 11/1/2016 12/31/2016 1 60 Inspector Sign Off NGrid Authority to Interconnect 8/2/2016 Anchor Concrete Anchor 30 Budloag Rd w Cranston,RI 02920 an Oldcastle®company 401-942-4800 Customer Purchase Order Number: ECHELON"" Sales Rep:Al Markella "M"°°r. Sales order to:Os ood Solar LLC Address:1600 Osgood Street AMW Ci State,Zip:North Andover MA 0I945 Attention:Dan Leary AMERIMIX' Ship to Address:1600 Osgood St. Site Contact:Dan Leary, 978.4963460 City,State Zi :North AndoverMA Delivery Time: Special Instructions(gate code,door#,etc):call 978.4963460 when arrived Boom/Flat Bed/Moffett CMU Block TY FOB Freight TOTAL $ $ $ $ $ $ 4x8x16 solid ASTM 01491 Half Pallets $ $ $35,000 $ 1.45 $ $ 1.45 $ 50,750.00 uanti Per Pallet-60 Units Delive $ $ $Charge 27 $ 385.00 $ 385.00 $ 10,395.00 $ $ $ $ $ $ $ 4'pallet charge 60 units Uha Per a1lelf pallets 205016s/341bs $13 refundable upon return $ $ 584 $ 15.00 $ $ 15.00 $ 8 760.00 Pallet Return PolicySub Total $ 69 905.00 $15 pallet charge per 48x48 pallet,S13 refundable upon return Sales Tax $ $10 pallet charge per West Pallet,$9 refundable upon return Changes in delivery less than 48hours notice will receive an additional$150 restocking charge TOTAL $ 69 905.00 62,313.00 et with returned palle PRICES ARE SUBJECT TO APPLICABLE SALES TAX. FREIGHT RATES ARE SUBJECT TO CHANGE Hard hats are required on Premises. All Equipment must be air BASED ONAVAILABILITY. EVERY EFFORT WILL BE n ride.All loads must be tarped or have sideboards. Due to MADE TO PROVIDE YOU WITH THE BEST RATE. Anchor's limited yard space,all material must be picked upINVOICED RATE WILL BE THAT AT TIME OF SHIPMENT. �Op 'f7 (b� or shipped within two weeks of manufacture. The material on your order is produced from various natural raw materials. Anchor is at the mercy of nature for inherent color range in these materials. The natural aggregates dictate the color of the blocks,and give the unit exceptional character and beauty. In order to control color variation,Anchor checks the raw materials,uses the most updated equipment,and controls moisture in the manufacturing and curing process. We will strive to match colors,however,we cannot guarantee color consistency on any add orders that are placed after the original orders been produced. We strongly urge our customers to place complete orders so that a//units will be manufactured with the some lot ofrow materials. Solectria Renewables Terms&Conditions SKAWA November 5,2015 SOLECTRIA SOLAR These terms and conditions govern the sale of products("Products") by Solectria Renewables, LLC('"Seller")to its customer("Purchaser") 1. Price and Terms: Back as a service to the Purchaser. Once the total order is shipped,it is • Prices contained in Seller's price lists,if any,are subject to change without considered complete;therefore,additions thereto cannot be made.Under notice. Prices contained in individual quotations or proposals are valid for such circumstances, a new order must be placed which will be priced 30 days unless otherwise specified in writing by Seller. Unless otherwise according to the quantity or quantities being ordered.All freight&insurance specified in writing by Seller all payments shall be in United States currency charges paid by Seller will be added to Purchaser's invoice. in accordance with the terms and conditions contained herein. The purchase price for the goods sold shall be, EXW-ExWorks our plant, 7. Freight Service: Sellers designated freight carrier shall be used unless Lawrence Massachusetts,for International shipments and FOB our plant, otherwise requested by the Purchaser. Freight and handling will be prepaid Lawrence Massachusetts for Domestic shipments unless otherwise agreed and billed to the Purchasers Invoice. to in writing by the parties.Purchasers acceptance of a quotation or proposal,however,shall not result In a contract of sale until approved by a 8. Packaging and Shipping: Seller will pack and ship products delivered in duly authorized representative of the Seller. accordance to general Standard Commercial practice unless specific • Payments are NET 30 days subject to credit approval. instructions are supplied by Purchaser.Any additional costs incurred by Seller • Purchasers who do not receive prior credit approval will be required to as a result of special packaging or shipping requests will be the responsibility submit a 100% deposit upon issuance of purchase order (prior to of the Purchaser. commencement of the order). • All Purchasers who have prior credit approval must submit a 30%deposit 9. Drop Shipments: in most cases,Seller will drop ship an order to another within four weeks of the issuance of purchase order for Sellers Megawatt location.However,the Purchaser must have an established account(Net 30 Solar Station or Decentralized MW Solution (AC Panelboard(s), AC Days)and account must be current. No drop shipments will be made to Switchboard(s),AC Switch(es),and Medium Voltage Transformer(s))or locations outside the United States. within one week of the issuance of purchase orderfor Sellers inverters with Stainless Steel enclosure option. 10. Returned,Rejected Or Defective Material: • All invoices rendered in accordance with the agreed terms which are not • Any material from Seller,which the Purchaser has rejected or determined paid within 30 days from the date ofthe invoice,shall be subject to interest defective may be returned to Seller upon authorization by Seller via at the rate of 1.5%per month until it is paid(subject to applicable law).A assignment of a Returned Material Authorization number (RMA#). Purchaser whose account remains unpaid 30 days from the date of the Transportation charges for Product with prior authorization shall be invoice will be placed on credit hold and no additional shipments will be prepaid by Seller.Seiler will not be responsible for any goods shipped made to such an account until the past due balance is paid in full. without such prior authorization. Rejected material must be packed carefully to prevent any damage in transit In order that Seller may properly 2.Taxes:Ail taxes,government fees and duties relating to the goods and their assess the validity of rejection or defect.After such material has been sale are the responsibility of the Purchaser,including but not limited to sales inspected by Seller, proper credit or replacement will be issued if the taxes and personal property taxes.The Purchaser shall indemnify the Seller rejection or defect is valid. against any and all claims relating to the payment of such taxes. Such • Minimum restocking charge is 25%.Materials or equipment built to order indemnification shall include,but not be limited to,attorney's fees and other are not subject:to return for credit under any circumstances. legal expenses relating to such claims.If exemption from taxes is claimed, Purchaser must provide a certificate of exemption. 11. Loss,Shortage,or Damage: In case of loss, damage,or shortage which occurred in transit;the Purchasershould immediately notify both the carrier 3. Bank Fee:The Purchaser will be responsible for any Bank charges incurred for and Seller and promptly file a claim with the carrier.Any delay may result in processing wire transfers,Canadian and/or International checks, returned a loss to the Purchaser.Sellers responsibility for delivery of goods ends upon check fee or letters of credit. delivery to the carrier at which time all risk of loss and damage pass to Purchaser. 4.Cancellation:The Purchaser's acceptance of a quotation or proposal creates a contract with the Seller which thereafter can be terminated or cancelled only 12. Umited Warranty:The Seller's limited warranty is provided by Solectria upon the Purchasers written request and the Sellers written consent thereto, Renewables,LLC for defects in workmanship and materials for the specified subject to such conditions as the Seller may reasonably require.Normally,and term of the specified product. For products under the Decentralized MW in the absence of special circumstances, the Seller's consent to such a Solution(AC Panelboard(s),AC Switchboard(s),AC Switch(es),and Medium cancellation will be contingent upon the Purchasers agreement to pay a Voltage Transformer(s)) warranty shall be provided directly by the Original cancellation charge equal to the cost of the percentage of completion of the Equipment Manufacturer,no additional Solectria warranties are provided. order(as estimated by the Seiler)or 25%of the list price of the equipment • Forthe PVI 1800/PVI 2500/PVI 1OKW/PVI 13KW/PVI 15KW/PVI SOKW included in the order,whichever is greater, plus any cancellation charges /PVI 60KW/PVI 75KW/PVI 82KW/PVI 85KW/PVI 95KW/PVI 100KW/ which may be charged back to the Seller on items which the Seller may have SGI 225/SGI 250/SGI 266/SGI 300/SGI 500/SGI SOOPE/SGI SOOXT/ ordered to complete the Purchasers order. All products ordered with a SGI SOOXTM/SGI 750XTM and all String Combiners:The shorter of 60 stainless steel option are NON-CANCELLABLE and NON-RETURNABLE. All months from the date of purchase by the end user or 64 months after the orders for Megawatt Solar Station and/or the Decentralized MW Solution(AC delivery date from Solectria Renewables to the installer, dealer, or Panelboard(s), AC Switchboard(s), AC Switch(es), and Medium Voltage distributor(merchant).If a warranty extension has been purchased,the Transformer(s))are NON-CANCELLABLE and NON-RETURNABLE.Any special term is defined as extension beyond 60 months, acceptance procedures must be agreed to by Sellers authorized • For the PVI 3000/PVI 30005/PVI 3800TL/PVI 4000/PVI 40005/PVI representative in writing and may be subject to additional charges. 5000/PVI 50005/PVI 52OOTL/PVI 5300/PVI 6600TL/PVI 6500/PVI 7500/PVI 7600TI./PVI 14TL/PVI 20TL/PV123TL/PVI 28TL and PVI 36TL: 5. Rescheduling: Purchaser may reschedule the delivery date for a purchase The shorter of 120 months from the date of purchase by the end user or order upon written notice to Seller. However,the rescheduled delivery date 124 months after the delivery date from Solectria Renewables to the must be within 30 days of the originally agreed upon delivery date. In the installer,dealer or distributor(merchant). event that Purchaser is unable to take delivery within 30 days of the originally agreed upon delivery date,then Seller will ship Product to an off-site storage 13. Warranty Conditions: All warranties are subject to the following facility and charge Purchaser storage fees of$300 per inverter/product pallet conditions: per month. • The Purchaser must notify the Seller of the alleged defect in writing, promptly after the Purchaser learns, or should reasonably have 6.Shipments: For Domestic shipment, Seller will arrange shipping FOB learned,of such defect. Lawrence,MA for Inverters and one of the designated plant locations for the • Sellers warranties only apply to normal use of Product for its Decentralized MW Solution (AC Panelboard(s), AC Switchboard(s), AC intended purpose and shall be void if Seiler determines that defects Switch(es),and Medium Voltage Transformer(s))Freight Pre-Paid and Billed or non-conformities of the Product were caused by abnormal use, Yaskawa—Solectria Solar•360 Merrimack Street,Lawrence,MA 01$43 USA•TEL 978-683-9700•invertersidlsolectria.com•www.solectria.com Solectria Renewables Terms&Conditions v.AASKAWA November 5,2015 SOLECTRIA SOLAR accident, misuse, abuse, neglect, deterioration due to erosion, hereafter at any time be asserted by the Purchaser,any subsequent corrosion or by chemical action, owner,Purchaser or user of the goods or by any third party arising from • The Product must have been transported,installed,operated,and any purported defect(s)in the goods or by reason of the use of the maintained properly.Failure to do so will void the warranty. goods. Such indemnification shall include, but not be limited to, • If it is determined the product has failed within the warranty period, attorneys' fees and/or legal expenses relating to such claims. The due to defect in material or workmanship,and the Seller agrees at its Purchaser agrees to assume all responsibiliity in connection with the option to repair the item,or to furnish a new unit in exchange for the goods upon delivery thereof to the Purchaser or to a common carrier, defective item the warranty continues for the remaining portion of whichever occurs first. the original warranty period or 90 days from the date of the return shipment to the Purchaser,whichever is greater. 17. General: • The Product in question must be returned intact and securely packed • Complete Agreement:These terms and conditions constitute the to avoid damage,for repair or replacement to the Seller's plant. entire agreement between Seller and Purchaser and they supersede • The Seller will pay for the parts,the labor and the shipping costs any previous communications, representation or agreements necessary to repair the Product. Logistics will be handled via the between the parties,whether oral orwritten,regarding transactions Seller on a non-expedited surface freight basis within the United hereunder. Purchaser's additional or different terms and conditions States,Canada and Mexico. are objected to and will not apply. Purchaser's submission of a • The Seller will attempt to repair the unit within a reasonable time purchase order is deemed an acceptance of these terms and period and there is no reimbursement for lost energy production conditions,without modifications. In the event of a discrepancy unless an uptime guarantee is purchased separately, between these terms and conditions and a Purchaser's purchase • The warranty provided herein is null and void if Purchaser does not order,these terms shall govern.No modification of this Agreement pay the contract price in full. shall be in effect unless in writing signed by the parties,and no • SolrenView monitoring services will be null and void and suspended modification shall be effected bythe acknowledgment or acceptance if Purchaser does not pay the contract price in full. of purchase order forms containing different terms or conditions. • Any description and/or specifications with respect to items offered • Modification: No modification of this Agreement shall be in effect for sale are not warranted by the Seller to be accurate or complete. unless in writing signed by all parties. The description is solely for the purpose of offering the item for sale. • Reasonable Control: Seller will not be liable for performance delays The Seller shall not be responsible for the consequences of the or for non-performance due to causes beyond its reasonable control, Purchaser's failure to Inspect the goods for any inaccuracies, but the contract shall otherwise remain unaffected. Insufficiencies or omissions in such descriptions and/or • No Waiver. Neither party's failure to exercise any of its rights under specifications. these terms and conditions will be deemed a waiver or forfeiture of • The employees or representatives of the Seller are not authorized to those rights make any statements or representations as to the quality,character, • Export-import Compliance: A Purchaser who exports,re-exports or size, condition, quantity, etc, of the items offered for sale imports Products,technology ortechnical data purchased hereunder, inconsistent with these conditions of sale or the terms on the front assumes responsibility for complying with applicable laws and hereof.Any such statements made will not be binding on the Seller regulations, and for obtaining required export and import or be grounds for any subsequent claim. authorizations. Seller may suspend performance if Purchaser is in • Full warranty information is included within every product manual. violation of applicable laws or regulations. The warranty description printed in the product manual will take • Insolvency: If either party becomes insolvent,is unable to pay its precedence over this Terms and Conditions warranty description. debts when due, files bankruptcy, is the subject of involuntary • The Seller makes no other representation or warranty,express or bankruptcy,has a receiver appointed or has its assets assigned,the Implied,including but not limited to warranties of merchantability or other party may cancel any unfulfilled obligations. fitness for a particular purpose or any other matter with respect to • Assignment:The Purchaser may not assign its rights or delegate its the goods sold. In no event shall the seller be responsible for performance in whole or in part hereunder without the prior written incidental,special or consequential damages,shipping costs,or lost consent of the Seller,and any attempted assignment or delegation profits,relating to the goods,whether alleged in contract,warranty, without such consent shall be void. tort(including negligence)or otherwise. • Governing Law:Disputes arising in connection with these terms and • For the Decentralized MW Solution (AC Panelboard(s), AC conditions will be governed by the laws of the Commonwealth of Switchboard(s),AC Switch(es),and Medium Voltage Transformer(s)), Massachusetts,and the venue for any claim or controversy arising warranty shall be provided directly by the Original Equipment from or relating to this Agreement or performance or breach thereof Manufacturer. shall be exclusively laid and limited to the Essex Superior Court of Essex County,Massachusetts. 14. Product Details: The Purchaser is solely responsible for specifying and • Severability:if any one or more of theterms and conditions set forth ordering Products,including options or special(non-standard)items, herein is determined to be invalid or unenforceable, such which must be included as separate line items on the purchase order determination shall not affect the validity or enforceability of the and identified with Solectria order codes.Seller assumes no liability for remaining terms and conditions.Waiver by the Seiler of a breach of Purchaser's failure to specify and order Product options or special items. any one of the terms and conditions shall not be construed as a Seiler assumes no liability for the appropriateness of the PV system waiver of any other breach. design when the buyer is choosing a Decentralized MW Solution • Legal Fees etc.:In the event any party institutes arty action or legal Decentralized MW Solution(AC Panelboard(s),AC Switchboard(s),AC proceedings to enforce their respective rights arising out of this Switch(es),and Medium Voltage Transformer(s))components. Agreement,the prevailing party shall be entitled to the award of attomey's fees and court costs, plus cost of executing,enforcing 15. Limitation of Liability and Remedies:Seller's liability with respect to and/or collecting any judgments at trial and appellate levels. Products and related services sold to Purchaser shall be limited to refunding payment made or cancelling the invoice-whichever shall apply.in no event shall Seller be liable for:incidental,special,indirect, exemplary, multiple, or consequential damages, including but not limited to lost profits,goodwill or any expenses,including but not limited to shipping cost regardless of legal theory even if advised of the possibility of such damages.The remedies in these terms and conditions are the Purchaser's sole and exclusive remedies. 16. indemnification:Except for claims covered by the limited warranty set forth above, the Purchaser expressly agrees as a condition of its purchase of the goods that itwill indemnify and hold harmless the Seller, its agents,servants and employees,from any and all claims that may Yaskawa—Solectria Solar 9 360 Merrimack Street,Lawrence,MA 01943 USA•TEL 978-683-9700•inverterstbsolectria.com•wwwsolectria.com Contracts for Permit Fee Calculation Vendor Work Description Ground Mount (3.4 MW)Total North West V' PD Hyundai Solar Modules $ 2,196,000 $ 904,235 $1,291,765 I© PanelClaw Mounting System $ 378,940 $ 156,034 $ 222,906 1/ PP Solectria Inverters $ 197,200 $ 81,200 $ 116,000 Ballast Block TBD Ballast Block $ 34,000 $ 14,000 $ 20,000 Other Electrical Direct Transformers and Switchgear $ 40,000 $ 16,471 $ 23,529 Dowgiert Demo,site work,paving $ 15,000 $ 6,176 $ 8,824 Dowgiert Fence and parking curbs $ 125,000 $ 51,471 $ 73,529 Dowgiert Low voltage eletrical work-Ground $ 646,000 $ 266,000 $ 380,000 3C Electrical High voltage electrical work $ 100,000 $ 100,000 MISC and Contingency $ 60,000 $ 24,706 $ 35,294 ToNA Permit Fees Permit Fees $ - $ - Total $ 3,792,140 $ 1,620,293 $2,171,847 Permit Fee(@.012/$1000) $ 45,506 $ 19,444 $ 26,062 Osgood Solar, LLC 1600 Osgood Street North Andover,MA 01845 Purchase Order #3.6a Date:7/8/2016 BILL TO: For product delivery to POSCO DAEWOO AMERICA CORP Your delivery location 300 Frank W.Burr Blvd.#23 OSGOOD SOLAR,LLC Teaneck,NJ 07666 1600 Osgood Street Tel:201-591-8040 Att:Han Sol Mun North Andover,MA 01845 Item D Unit Price Unit Total Price 01 350W 72 cell $21.3.50 3,456 His-S350TI(1,00 V) Monocrystaline module $737,856.00 Sales Tax $0.00 9 Shi m included � '1C •LIM?" Total $737,856.00 Remark -Items to be delivered to 1600 Osgood Street,North Andover,MA 01845 NLT August 19,2016 -Please call your PIC at least 2 weeks prior to shipment to confirm on-site logistics -25%prepayment and 75%Standby L/C(Net 30 days ),per Terms and Conditions dated June 16,2016 - Delivery terms:DDP to job site in MA Reference Terms and Conditions dated June 16 2016 Buyer Seller Signature Signature Name: / ,y� Name: Chang S Lee Title: � ,Q ©S Title: Director Date: �/g f Date: 06/09/2016 Contracts for Permit Fee Calculation PWO05 V dor Work Description nd Mount (3.4 MW) Hyun Solar Modules $ 2,196,000 PanelClaw Mounting System $ 378,940 Solectria Inverters $ 197,200 Ballast Block TBD Ilast Block $ 34,000 Other Electrical Direct Trans a and Switthgear $ 40,000 Dowgiert Demo ' e k' paving $ 15,000 Dowgiert Fe a and parkin rbs $ 125,000 Dowgiert ow voltage eletrical w -Ground $ 646,000 3C Electrical High voltage electrical work $ 100,000 MISC and Con ' gency $ 60,000 Total $ 3,792,,1=:�7,>cf2�! Permit Fee (@.012/$1000) $ - Oe— The Commonwealth ofMasscachusetts Department of 1'ndustrial Accidents �.� :•, -. d X Congress Street,Suite 100 'F Boston,MA.02114-2017 =` www mass.gov/dia sY• Workers'Compensation Insurance Affidavit:Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. _Applicant Information nn � • Please Print LeQiblY Name(Business/Organization/Individual): Address: City/State/Zip: ) ino lil— -tA ni Phone#: g70- YU -Sy,60 Are you an employer?Check.&e apliropriate box: Type of project(required): 1.141 am a employerwith_0employe,(full and/or part-time).* 7. FJ New construction 2.0 I am a sole proprietor or partnership and have no employees working for me in 8. Remodeling any capacity.[No workers'comp.insurance required.] 9. ❑Demolition I Q I am a homeowner doing all work myself.[No workers'comp..insurance required.] 10 Building addition 4.F]I am a homeowner and will be hiring contractors to conduct all work on my property. I will ensure that all contractors either have workers'compensation insurance or are sole 11.❑Electrical repairs or additions proprietors withno employees. 12: Plumbing repairs or additions 5.❑I am a general contractor and I have hired the sub-contractors listed on the attached sheet. 13.[f Roof repairs These sub-contractors have employees and have workers'comp,insurance. 6.Q We are a corporation and its,of�cers have exercised their right of exemption per MGL c. 14. Other )�`'� 152,§1(4),andwe have no,employees.Wp workers'comp.insurance required.] -Any applicant that checks box 41 must also fill out the section below showing their workers'compensation policy information. T Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit anew affidavit indicating such. Contractors that check this box must-attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-coniracinrs fiave employees,ley-' must provide their workers'comp.policy number. I afire an employer that is piovidhig workers'compensation insurance for my employees.'Beloit/is the policy acid job site information. Insurance Company Name: 1-l 1✓� n�yt'O"nG�� — Policy#or Self-ins.Lic.#: 092-JeCC 77)Z-V ExpirationDate: 1 I Job Site Address: A,543P City/State/Zip: Attach a copy of the workers' compensation policy declaration page(showing the policy number and exOra ' a date). Failure to secure coverage as required under MGL c. 152,§25A is a criminal violation punishable by a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator.A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby cert' nd the ain a d penalties ofpeijury that the information provided above i7s True and correct Signature: Date: VV 2 Phone#: Official use only. Do not-write in this area,to be completed by city or town official. City or Town: Permit/License# Issuing Authority(circle one): i 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other Contact Person: Phone#: Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers'compensation for their employees. Pursuant to this statute,an employee is defined as"...every person in the service of another under any contract of hire, express or implied,oral or written." An employer is defined as"an individual,partnership,association,corporation or other legal entity,or any two or more of the foregoing engaged in a joint enferprise,and including the legal representatives of a deceased employer,or the receiver or trustee of an individual,partnership,association or other legal entity,employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commons alth fox any applicant who rias not produced acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152,§25C(7)states"Neither the commonwealth nor any of its political subdivisions shall. enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fll•out-the workers'compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub=contractors)name(s),address(es)and-phone number(s)along with their certificate(s)of insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees'other than the members or partners,are not required to carry workers' compensation insurance. If an LLC or LLP does have employees,a policy is required. Be advised that this affidavit maybe submitted to the Department of JAdustrial Accidents foi•confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law ox if you'are required to obtain a workers' compensation policy,please call the Department•at the number listed below. Self-iir'sured companies should' enter their' self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition,an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information(if necessary)and under"Job Site Address"the applicant should write"all locations in (city or town)."A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e.a dog license or permit to bum leaves etc.)said person is NOT required to complete this affidavit. The Department's address,telephone and fax number: The Commonwealth of Massachusetts Department of Industrial Accidents 1 Congress Street, Suite 100 Boston,MA 02114-2017 Tel. # 617-727-4900 ext.7406 or 1-877-MASSAFE Fax#617•-727-7749 Revised 02-23-15 www.mass.gov/dia ACO e DATE(MM/DDIYYYY) COO CERTIFICATE OF LIABILITY INSURANCE F6/1/2016 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(les)must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT Michael Laorenza NAME: MTM Insurance Associates PHONE (978)661-5700 1 AIC No:(978)681-5777 1320 Osgood Street E-MADDRESS:certificates@mtminsure.com INSURERS AFFORDING COVERAGE NAIC# North Andover MA 01845 INSURERANatitilus Insurance Company INSURED INSURERB:Hartford Accident & Indemnity 22357 PowerOwners, LLC, DBA: Attn: Dan Leary INSURER C: 857 Turnpike Street INSURER D: Suite 233 INSURER E: North Andover MA 0184$ INSURER F: COVERAGES CERTIFICATE NUMBER:15-16 & 16-17 Master 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. ILTR TYPE OF INSURANCE IR ADL R POLICY NUMBER MM/DDI EFF MM/DD EXP LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 A CLAIMS-MADE ❑X OCCUR PREMISES EaDAMAGE TO ENTED occurrence $ 100,000 BN961699 1/14/2016 1/14/2017 MED EXP(Any one person) $ 5,000 PERSONAL&ADV INJURY $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 R POLICY❑ PRCT O [7] LOC PRODUCTS-COMP/OPAGG $ 2,000,000 JE OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ Ea accident ANY AUTO BODILY INJURY(Per person) i$ ALL OWNED SCHEDULED BODILY INJURY(Per accident)1$ AUTOS AUTOS NON-OWNED PROPERTY DAMAGE $ HIRED AUTOS AUTOS Per accident UMBRELLA LIAR OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED I I RETENTION$ $ WORKERS COMPENSATION PER OTH- AND EMPLOYERS'LIABILITY Y/N STATUTE ER ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ 100,000 B OFFICER/MEMBEREXCLUDED? N/A (Mandatory In NH) 08WECCL7124 1/10/2016 1/10/2017 E.L.DISEASE-EA EMPLOYE $ 100,000 If yes,describe under Or OF OPERATIONS below E.L.DISEASE-POLICY LIMIT 1$ 500,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached If more space Is required) This certificate of insurance represents coverage currently in effect and may or may not be in compliance with any written contract. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Ozzy PropertiDMA THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 1600 Osgood SACCORDANCE WITH THE POLICY PROVISIONS. North Andover01845 AUTHORIZED REPRESENTATIVE M Laorenza/LAURIN � C 1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD INS025(201401) Massachusetts Department of Public Safety ® Board of Building Regulations and Standards License: CS-093806 Construction Supervisor DANIEL P LEARY 26 ANDOVER STREET NORTH ANDOVER MA 01845 Expiration: Commissioner 12/19/2017 n LJ �I paneffffff 7/27/2016 Claws C CPartner Name: Osgood Solar Project Name: 1600 Osgood GROUND MOUNT Project Location: 1600 Osgood Street North Andover, MA, 01845 Racking System: Polar Bear III HD C Structural Calculations for Ground-Mounted Solar Array LSubmittal Release: Rev 2 Engineering Seal C �,�tiZH 4F o� COLIN I GALLAGHER =`+ v CNfL Na.39114 A�O,�•���lSTEp�� .� AL E �i PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 !!� (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com 7/27/2016 C p a n leffffff claw Table of Contents: Section: Pale# 1.0 Project Information 1 1.1 General 1 1.2 Building Information 1 1.3 Structural Design Information 1 2.0 Snow Load 2 2.1 Snow Load Data 2 2.2 Snow Load Per Module 2 n 3.0 Wind Load 3 3.1 Wind Load Data 3 3.2 Roof/Array Zone Map 3 CI 3.3 Wind Design Equations 3 C 4.0 Design Loads-Dead 4 4.1 Dead Load of the Arrays 4 C 4.2 Racking System Dead Load Calculation 5 4.3 Module Assembly Dead Load Calculations Array 1 5 5.0 Design Loads-Wind 6 5.1.1 Global Wind Uplift Summary Table: 6 a5.1.2 Global Wind Shear Summary Table: 7 6.0 Design Loads-Downward 8 6.1 Downward Wind Load Calculation 8 6.2 Racking Dimensions for Point Loads 8 6.3 Point Load Summary 9 ' 7.0 Design Loads-Seismic 10 n 7.1 Seismic Load Data 10 I 1 7.2 Seismic Design Equations 10 7.3 Lateral Seismic Force Check 11 7.4 Vertical Seismic Force Check 12 n PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com e C pane ffff. 7/27/2016 claw Li Appendix: A. I.F.I 1CM11-5:Wind Loads on the solar ballasted roof mount system 'Polar.Bear 10 deg Gen IIIHD'of PanelClaw Inc.; CFebruary 25,2016 B. B. Building Code and Technical data E �I C E C E E E C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 E (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com pa n effff7/27/2016 Claws c C1.0 Project Information: 1.1 General: Project Name: 1600 Osgood GROUND MOUNT Project Locaton: 1600 Osgood Street North Andover, MA,01845 Racking System: Polar Bear III HD n Module: Hyundai HiS-S350TI Module Tilt: 10.40 degrees Module Width: 39.29 in. n Module Length: 77.17 in. L Module Area: 21.06 sq.ft. Ballast Block Weight= 32.60 lbs. C1.2 Buildine Information: n Max Roof Height(h): 5 ft. L Length(L): 2218 ft. Width(B): 1548 ft. C Roof Pitch: 1 degrees Parapet Height: 0 ft. Roofing Material Attachment: Fully Adhered Roofing Material: TBD Coefficient of Static Friction(µ): 0.52 1.3 Structural Design Information: Building Code: MA ST B.C.8th Ed. Risk Cat.: II Basic Wind Speed (V)= 100 mph Exposure Category: C Iw= 1.00 Ground Snow Load(Pg)= 50 C Is= 1 Site Class: D Short Period Spectral Resp.(5%)(Ss): 0.33 1s Spectral Response(5%)(Sl): 0.075 le= 1 n Ip= 1 u PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 LJ (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 1 C C pane ff®ff 7/27/2016 c Claw 2.0 Snow Load: Snow Calculations per ASCE 7-OS, Chapter 7 C2.1 Snow Load Data: Ground Snow Load (Pg)= 50.00 psf (ASCE, Figure 7-1) -� Snow Load on Array(SLA)= 50.00 psf LJ SLA C' C Fig.2.1 -Uniform Roof Snow Load on Array C 2.2 Snow Load Per Module: CSnow Load per Module(SLM)= Module Projected Area* SLA C Where; Module Projected Area (Amp) Module Area * Cos(Module Tilt) Where; Module Area= 21.06 sq.ft. Module Tilt= 10.40 degrees a Amp sq.ft. 20.71 s .ft. SLM = Am,v *SLA = 1035 Ib C nl PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978)688.4900-(978) 688.5100 fax-www.panelclaw.com 2 EI I 7/27/2016 C pane X11 claw C 3.0 Wind Load: Wind Analysis per ASCE 7-05:Method 3-Wind Tunnel Procedure,Section 6.6 3.1 Wind Load Data: Basic Wind Speed(Vult)= 100 mph (ASCE,Flvure 265-1A) Exposure Category: C (ASCE,sea 26.23) (�""i. Topographic Factor(Kzt)= 1 (ASCE,R9.26.8-1) I Directionality Factor(Kd)= 0.85 (ASCE,Table 26.6-1) E. Exposure Coefficient(Kz)= 0.85 (ASCE,Table 2Z}1) Iw= 1.00 - MRI Reduction= NA, (Eo.C26.5-2) CVelocity Pressure(qz)= 0.00256aKzaKztaKd•V^2alw= 18.50 PSF (ASCE,Eon.27.3-1) 3.2 Roof/Array Zone Map: - - A .Y for west winds with wind drraetlons from 180'to 36W. I y >:a....:»Ma van,r..a awes ia„o•m+ta•,rer n+,.mrm.ra r n,..:.e.w- -setback a - North edge n .,.na. .rc.rnr .aJgn�' hteraar rare,w. .,Hoar v.. .,wbr— f ! Can. ,aw - .,..ruw .,t.r,aw tnnrr raw outer rew Lit ae.ta. .>a.far f01 iet a t.,ta 1nw'„x tod t aK.rta. tmsriaw taeHor YNvk ,'t#t•Mh Ytlarfa tntenor aHaifot Merbr kft Mg—ML r raw tro Nft rmv. r�r r� {nNV'�o�M Yflerior {nftY.[#R.17'.. SOr+MM�W I�YMAawY t�Ytr OrtaY td+{Y if aY'raY L. - 1 W xa.us rc.rr r wr yit-'—Y alt-W� t�Yram+Y �ar±��%r mrof' ionh%� E LJ e nYw rOY. IoW sow row{. rw/ a ffNlft afterbr trterb ea.erar .a+Wtar a i:htar>d c t trt. lnwior trMriM YWNar {ar602 ASF (artrY It ,' t 4Y.4� � h� t+brkn YMSOor � � taNYaasraY faMcFf� O . d row. row ,m• rrrartwv d g fa"4 kft d- VA."af Yrbtb {._ 4rrerior Piarioe g . O rtiw arrer row row r ! M. fa64T htenW tMrlrMfr aflrt/Ipr � irtlelfar i1{slbe C - fst-4tH ti trterbt kIM;O h0erior fnt. fbW ti44M hfeflaf 1ntplW 'rtlMb 7J,.. bter{or t%pfor !i tftter rOw u - isIAM tibdor Ltrarfor attarlp hteicor Irawrar Ccaw th.vw ruw N.+ k� iYrl mw .raw tatAth to{4T tMerlor aHerb q. { hMner YYrarlor 'setback a South edge a.+r ea..wv any n.a.Y a.+rr.r..v rr�mb.a .umsea rn..*.cr+a ELS 4 Ib La Typical Roof Zone Mapping for West Winds with Directions from 180°to 360° CRoof Zone Map Dlmenions per IFI Wind Tunnel Study Height(ft) u(ft) L2(ft) L3(ft) L4(ft) L5(ft) L6(ft) L7(ft) L8(ft) Veloci Pressure( z 5.0 98.42 1 2119.58 62.34 36.09 49.21 49.21 36.09 1413.49 18.50 PSF 3.3 Wind Design Equations: WLupu/t/module=9zA,nCCfa,upuft WLsuding/module=4rAmCfxysuding Where qz=Velocity Pressure (Ref.Pg.3,Wind load) Am=Module Area (Ref.Pg.1,Project Information) Cfz and Cfxy=Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) U E PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 C (978)688.4900-(978)688.5100 fax-www.panelclaw.com 3 7/27/2016 paneclaw"ffff ` Lj 4.0 Design Loads-Dead: E There are two categories of dead load used to perform the structural analysis of the PanelClaw racking system;Dead Load of the Array(DLA)and Dead Load of the Components(DLC). L_1 DLA is defined as the weight of the entire array including all of the system components and total ballast used on the array. DLC is defined as the weight of the modules and the racking components within an array.The DLC does not include the ballast used to resist loads on this array. 4.1 Dead Load of the Arrays: Max.Allowable Pressure on Roof= Unknown Array Information Results Sub-Array Roof Sub-Array Numbers of DLC Sub-Array Sub-Array Roof Pressure(DLA) No. modules DLC(lbs.) DLA(lbs.) (lbs.)/module Area(FtA2) Pressure(DLC)(psf) (psf) Acceptable? Li 3 342 23,592 42,370 69 10,464 2.25 4.05 By others 2 570 39,184 68,752 69 17,395 2.25 3.95 By others n 3L 352 24,242 42,694 69 10,757 2.25 3.97 By others 4 372 25,655 45,313 69 11,380 2.25 3.93 By others 5 588 40,425 70,971 69 17,945 2.25 3.93 By others 6 478 32,857 57,666 69 14,587 2.25 . 3.95 By others 7 399 27,490 48,452 69 12,197 2.25 3.9' By others 8 469 32,320 56,999 69 14,339 2.25 3.9F By others {__I 9 432 29,800 52,653 69 13,218 2.25 3.98 By others 10 137 9,529 17,092 70 4,218 2.26 4.05 By others 11 548 37,668 66,095 69 16,722 2.25 3.95 By others - C 12 162 11,204 19,908 69 4,967 2.26 4.01 By others 13 286 19,751 34,975 69 8,758 2.26 3.99 .By others 14 289 19,946 35,268 69 8,846 2.25 3.99. By others 15 514 35,342 62,823 69 15,689 2.25 4.00 - By others 16 .527 36,220 63,539 69 16,080 2.25 3.95 By others 17 527 36,220 63,539 69 16,080 2.25 3.95 By others 18 558 38,352 68,767 69 17,026 2.25 4.04 By others . 19 527 36,220 63,539 69 16,080 2.25 3.95 By others 20 527 36,220 63,539 69 16,080 2.25 3.95 By others 21 539 37,052 66,425 69 16,449 2.25 4.04 By others 22 500 34,374 60,323 69 15,260 2.25 3.95 By others 23 1 510 35,058 61,529 69 15,564 2.25 3.95 By others Totals: 10,153 698,721 1,233,231 CTable 4.1 Array Dead Loads and Roof Pressures c E r E n PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 L (978)688.4900-(978) 688.5100 fax-www.paneiclaw.com 4 C ' 7/27/2016 pane c clawe F1 4.0 Design Load - Dead (Cont. . V RackingSystem: Polar Bear III HD C4.2 Rackine System Dead Load Calculation: The array dead load is made up of three components;the racking assembly, ballast and module C' weights. Array# 1 CComponent Weight: Quanti NORTH SUPPORT= 1.82 lbs. 38 C SOUTH SUPPORT 1.85 lbs. 38 STANDARD SUPPORT=. 2.47 lbs. 646 LONG BALLAST TRAY= 8.44 lbs. 342 C SHORT BALLAST TRAY= 3.99 lbs. 38 CLAWS(2)= 3.88 lbs. 342 MECHANICAL ATTACHMENT= 0.49 lbs. 0 MA Bracket= 2.32 lbs. 0 Hyundai - HiS-S350TI = 51.15 lbs. 342 F Ballast Weight: L CMU Ballast Block= 32.601bs. 576 4. Module Assembly 3 odu a Dead Load Calculations Array 1: CThe following calculation determines the nominal weight of a single module assembly. This value is used to calculate the required ballast for Wind Loads as shown in Section 6.1. CSingle Module+Racking System Weights: Nominal Assembly Weight C Components Array Dead Load (DLC)= 235921bs. CModule Assembly Dead Load(DLC)= Components Array Dead Load(DLC)/#Modules C� C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978)688.5100 fax-www.panelclaw.com 5 C 7/27/2016 c p a nestair c c aw r 5.0 Desien Loads-Wind. S.1.1 Global Wind Uplift Summary Table: The necessity to add mechanical attachments can arise for several reasons.Building code requirements,roof load limits and array shape all LJ may come into play when determiningtheir need.The table below provides the mechanical attachment requirements for each sub-array within this project. li i CApplied Load Resisting Load Code Check Sub-Array W=Total Wind DL=Total Dead Quantity MA MA Capacity Calculated Factor No. Uplift(lb) Load(lb) Provided (lb) of Safety* Check 1 24,693 42,370 0 0 1.72 OK C 2 40,179 68,752 0 0 1.71 OK 3 25,782 42,694 0 0 1.66 OK 4 26,464 45,313 0 0 1.71 OK 5 41,270 70,971 0 0 1.72 OK C 6 34,692 57,666 0 0 1.66 OK 7 28,492 48,452 0 0 1.70 OK 8 33,263 56,999 0 0 1.71 OK 9 31,290 52,653 0 0 1.68 OK 30 C 10,566 17,092 0 0 1.62 OK 11 37,688 66,095 0 0 1.75 OK 12 12,302 19,908 0 0 1.62 OK 13 19,866 34,975 p 0 1.76 OK 14 18,772 35,268 0 0 1.88 OK 15 34,534 62,823 0 0 1.82 OK 16 35,512 63,539 0 0 1.79 OK' 17 33,222 63,539 0 0 1.91 OK. 18 36,446 68,767 0 0 1.89 OK 19 35,512 63,539 0 0 1.79 OK 20 33,222 63,539 0 0 1.91 OK 21 35,284 66,425 0 0 1.88 OK 22 33,848 60,323 0 0 1.78 OK 23 32,189 6"5292 0 1.91 OK Totals: 695,087 lbs. 1,233,231 lbs. 0- - lbs. Table 5.1 Summary of Mechanical Attachment Requirements Back Calculated factor of Safety provided to determine factor of Safety applied to dead load in lieu of O.6 In ASCE 7-05 equation 7,BACK CALCLUATED SAFETY FACTOR=(DEAD LOAD.MECHANICAL ATTACHMENT)/V✓IND LOAD P LJ U n PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 L (978)688.4900-(978)688.5100 fax-www.paneiclaw.com 6 Ep a n effe� 7/27/2016 clawo 5.0 Desien Loads-Wind (Cont.l 5.1.2 Global Wind Shear Summary Table: Applied Load Resisting Loads Code Check Sub-Array Wu=Wind Ws=Wind DL=Total MA MA Capacity Calculated Factor No. Uplift(Ib) Shear(lb) Dead Load(lb) Provided (lb) of Safety* Check 1 14,405 7,621 42,370 0 0 1.46 OK 2 24,411 11,776 68,752 0 0 1.46 OK 3 15,143 7,316 42,694 0 0 1.46 OK h4 16,047 7,765 45,313 0 0 1.46 OK L 5 25,201 12,149 70,971 0 0 1.46 OK 6 20,489 9,871 57,666 0 0 1.46 OK 7 17,175 8,303 48,452 0 0 1.46 OK 8 20,195 9,768 56,999 0 0 1.46 OK 9 18,661 9,020 52,653 0 0 1.46 OK 10 6,018 2,937 17,092 0 0 1.47 OK 11 23,466 11,318 66,095 0 0 1.46 OK 12 7,027 3,421 19,908 0 0 1.46 OK 13 12,383 . 5,995 34,975 0 0 1.46 OK 14 12,473 6,055 35,268 0 0 1.46 OK 15 22,542 10,678 62,823 0 0 1.46 OK 16 22,563 10,881 _ 63,539 0 0 1.46 OK 17 22,545 10,889 63,539 0 0 1.46 OK �I 18 25,018 11,554 68,767 0 0 1.46 OK 19 22,563 10,881 63,539 0 0 1.46 OK 20 22,545 10,889 63,539 0 0 1.46 OK 21 24,154 11,169 66,425 0 0 1.46 OK C 22 21,427 10,331 60,323 0 0 1.46 OK 23 21,826 10,544 61,529 0 0 1.46 OK Totals: 438,278 lbs: 211,1301bs. 1,233,231 lbs. 0 0 Table 5.2 Summary of Mechanical Attachment Requirements. U Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE 7-05 equation 7,BACK CALCLUATED SAFETY FACTOR=(DEAD LOAD+MECHANICAL ATTACHMENT(/((WIND LOAD/FRICTION)+WIND UPLIFT) C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 7 c paneAffff 7/27/2016 c clawe . 6.0 Design Loads - Downward: r' 6.1 Downward Wind Load Calculation: L, WLin = Qz *Am * Cf, * cos 0 Where: qz= 18.50 psf (Ref. Pg. 3, Wind Load) Am = 21.06 sq.ft. (Single Module Area) (Ref. Pg. 1, Project Information) 0= 10.40 deg. (Ref. Pg. 1, Project Information) CfZ = 1.13 (Inward) (Proprietary Wind Tunnel Data) n WLin = 433 Ibs./module c Contact Pad by Location: A= Northern B= Northern f� C= Interior L D= Interior E= Southern CF= Southern 6.2 Racking Dimensions for Point Loads: c f Inter-Module Support 43.31 in. Spacing= IJ 34.86 in. Inter-Column Support c Spacing= � t A A c Typical Array Plan View C (Section A-A on Next Page) E PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, VIA 01845 . (978) 688.4900-(978) 688.5100 fax-www.panelclaw.com 8 pane Arfff 7/27/2016 claws . I � LJ C6.0 DeseEn Loads-Downward(CONT.): 6.2 Racking Dimensions for Point Loads(Cont.): Tray 1:5 Tray 2: 0 Tray 3: 5 Tray 4:5 Tray 5:5 /jam }#` .."�:; C= 1'= 19" X1 X3 X1 X3 X2 17.5" 9" A B C D - E F G H I Section A-A Distances Between Supports(Unless Noted): X1=34.25 in. X2=14.33 in. X3=21.77 in. 6.3 Point Load Summarv: DLsys= 70 Total DL= (Varies on location and ballast quantity) SLm= 1035 lbs./module WLin= 433 lbs./module C Extreme Point Load Summary Table load combinations(ASD) Location Load DL+SLm DL+ Wlin DL+0J5:<SLm+0.75XMin Northern A 192 lbs. 1171bs. 201 lbs. Northern B 165 lbs. 90 lbs. 173 lbs. Interior C 331 lbs. 180 lbs. 347 lbs. Interior D 303 lbs. 153 lbs. 320 lbs. Interior E 331 lbs. 180 lbs. 347 lbs. Interior F 303 lbs. 153 lbs. 3201bs. Southern G 92 lbs. 42 lbs. 98 lbs. Southern H 133 lbs. 83 lbs. 138 lbs. Southern 1 133 lbs. 83 lbs. 138 lbs. For Checking F 1984 lbs. 1080 lbs. 2082 lbs. CTable 6.1-A Extreme Point Load Summary Ballast Block Point Load Summary-(LB/Single Block Applied at Tray Location) Location Point Loads(Ib/single block)at each Tray Location Tray 1 Tray 2 Tray 3 Tray 4 Tray 5 Northern A 11 lbs. Northern B 5lbs. 16 lbs. Interior C 11 lbs. Interior D 5lbs. Interior E 11 lbs. Interior F 5lbs. Southern G n Southern H 8lbs. LSouthern 1 8lbs. Table 6.1-13 Single Block Point Load Summary G PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 Ci (978)688.4900-(978) 688.5100 fax-www.panelclaw.com 9 C C pane ffff7/27/2016 C Claw'& 7.0 Design Loads - Seismic Seismic Calculations per ASCE 7-05, Chapter 11-Seismic Design Criteria L Chapter 13- Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class: D (Ref. Pg. 1, Project Information) Seismic Design Category: C (ASCE,Tables 11.6-1 and 11.6-2) C Short Period Spectral Resp. (5%) (Ss): 0.33 (Ref. Pg. 1, Project Information g 1 ) 1s Spectral Response(5%)(S1): 0.075 (Ref. Pg. 1, Project Information) Bldg.Seismic Imp. Factor(le)= 1 (ASCE;Table 1.5-2) Site Coefficient(Fa)= 1.536 (ASCE,Table 11.4-1) Site Coefficient (Fv)= 2.4 (ASCE,Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms)= Fa*Ss.= 0.50688 (ASCE, Eqn. 11.4-1) . Adj. MCE Spec. Resp. (1 sec.)(Sm1) = Fv*S1= 0.18 (ASCE, Eqn. 11.4-2) �i Short Period Spectral Response(Sds)= 2/3(Sms)= 0.33 (ASCE, Eqn. 11.4-3) One Second Spectral Response(Sd1)= 2/3(Sm1)= 0.12 (ASCE, Eqn. 11.4-4) L� Component Seismic Imp. Factor(Ip)= 1 (ASCE,Sec. 13.1.3) CRepsonse Modification Factor(Rp)= 2.5 (ASCE,Table 13.6-1) Amplification Factor(ap)= 1 (ASCE,Table 13.6-1) 7.2 Seismic Design Equations: Lateral Force(Fp) = o.4ap�Swp(1 + 2(h)� (ASCE, Eqn. 13.3-1) C 1P FPLmin = 0.3SDSlpWp (ASCE, Eqn. 13.3-3) r FPLm.ax = 1.6SDSIpWp (ASCE, Eqn. 13.3-2) L Vertical Force (Fp„) = ±[0.20SDSWp] (ASCE, Eqn. 12.4-4) Lateral Resisting Force(FRL)* _ [(0.6-(0.14 Sds)) (0.7) (mu)(Wp)] (Factored Load,ASD) CVertical Resisting Force(FRV) = 0.6*Wp (Factored Load,ASD) * Per SEAOC PV1-2012-Frictional resistance due to the components weight may be used to resist lateral L-J forces caused by seismic loads.The coefficient of friction for the roof material must be reduced by 30%. C n PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 {L� (978)688.4900-(978) 688.5100 fax-www.panelclaw.com 10 LJ P a n e ffff� 7,27,2016 caw - `n 7.0 Desien Loads.-Seismic(cont.) LJ 7.3 Lateral Seismic Force Check: The necesity to add mechanical attachments can arrise for several reasons.Building code requirements,roof load limits and array shape all may come into play when determining their need.The table below provides the mechanical attachment requirements for each sub-array within this project. I Nomenclature: LJWP=Sub-Array Weight FPI.=Lateral Seismic Force FRL=Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub-Array 0.7 FPL-FRL MA's MA's No. Wp(lbs.) FPL(lbs.) FRL(Ibs.) (Ibs.) Required Provided Acceptable 1 42,370 6,872 8,524 -3,713 0 0 1 Yes 2 68,752 11,152 13,831 -6,025 0 0 Yes 3 42,694 6,925 8,589 -3,742 0 0 Yes 4 45,313 7;350 9,116 -3,971 0 0 Yes 5 70,971 11,512 14,278 -6,220 0 0 Yes 6 57,666 9,354 11,601 -5,054 0 0 Yes 7 48,452 7,859 9,748 -4,246 0 0 Yes 8 56,999 9,245 11,467 -4,995 0 0 Yes 9 52,653 8,540 10,593 -4,614 0 0 Yes 10 17,092 2,772 3,439 -1,498 0 0 Yes 11 .66,095 10,721 13,297 -5,792 0 0 Yes 12 19,908 3,229 4,005 -1,745 0 0 Yes 13 34,975 5,673 7,036 -3,065 0 0 Yes 14 35,268 5,720 7,095 -3;091 0 0 Yes 15 62,823 10,190 12,639 -5,506 0 0 Yes 16 63,539 10,306 12,783 -5,568 0 0 Yes C 17 63,539 10,306 12,783 -5,568 0 0 Yes 18 68,767 11,154 13,835 -6,027 0 0 Yes 19 63,539 10,306 12,783 -5,568 0 0 Yes. 20 63,539 10,306 12,783 -5,568 0 0 Yes E21 66,425 10,774 13,363 -5;821 0 0 Yes 22 60,323 9,785 12,136 -5,287 0 0 Yes 23 61,529 1 9,980 12,378 1 -5,392 0 1 0 1 Yes Totals: 1233231 lbs. 200032lbs. 248101 lbs. -1080781bs. 0 0 C Table 7.1-Summary of Mechanical Attachment Requirements MA's Required=0.7 FPI-FRI/MA strength C PanelClaw, Inc.;.1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978)688.4900-(978) 688.5100 fax-www.panelclaw.com 11 paneffffff 7/27/2016 Clawe Li 7.0 Desien Loads-Seismic(Cont.) 7.4 Vertical Seismic Force Check: CNomenclature: WP= Sub-Array Weight FPV= Vertical Seismic Force CFRV= Vertical Seismic Resisting Force Array Information Vertical Force Verification Results 0.7 Fav-Fav Required Total MA's C Array No: Wp(Ibs.) Fvv(Ibs.) Fav(Ibs.) (lbs.) MA's Provided Acceptable 1 42,370 2,864 25,422 -23,418 0 0 -Yes 2 68,752 4,647 41,251 -37,999 0 0 Yes 3 42,694 2,885 25,616 -23,596 0 0 Yes 4 45,313 3,062 27,188 -25,044 0 0 Yes 5 70,971 4,797 42,583 -39,225 0 0 Yes 6 57,666 3,897 34,600 -31,871 0 0 Yes 7 48,452 3,275 29,071 -26,779 0 0 Yes 8 56,999 3,852 34,199 31,503 0 0 Yes 952,653 3,558 31,592 -29,101 0 0 Yes 10 17,092 1,155 10,255 -9,447 0 0 Yes 11 66,095 4,467 39,657 -36,530 0 0 Yes 12 19,908 1,345 11,945 -11,003 0 0 Yes 13 34,975 2,364 20,985 -19,331 0 0 Yes 14 35,268 2,384 21,161 19,492 0 0 Yes 15 62,823 4,246 37,694 -34,722 0 0 Yes 16 63,539 4,294 38,123 -35,117 0 0 Yes 17 63,539 4,294 38,123 -35,117 0 0 Yes 18 68,767 4,648 41,260 -38,007 0 0 Yes 19 63,539 4,294 38,123 -35,117 0 0 Yes 20 63,539 4,294 38,123 735,117 0 0 Yes 21 66,425 4,489 39,855 -36,712 0 0 Yes 22 60,323 4,077 36,194 -33,340 0 0 Yes 1✓J 23 61,529 4,158 1 36,917 34,006 0 0 Yes Totals: 1233231 lbs. 83347 lbs. 739939 lbs. -6815961bs. 0 0 nl Toble7.2-Summary of Mechanical Attachment Requirements L * MA's aequlred=0.7 FM-FRV/MA strength C C C c PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com 12 E ne ff7/27/2016 pa Clawe u C Appendix A C C C C C E E PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 E (978)688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix A c c pane ff7,27,2016 Clawe c Fi'm"6H Lj n � HochscAale Aa�hert i0Y Y1«.YFC90f «CAH n � - f4wS#1�ifii611fi 37tIdC fi1;k Btvt �+r. Client PanelClaw lnc.;North Andover,MA 01845,USA cReport No,: PCM11-5 L� Date: 0212&2016 C c Wind loads on the solar ballasted roof mount system „Polar Bear 1 Odeg Gen`111 H©4! of PanelClaw Inc.. Design wind loads for uplift and sliding according to the ASCE 7.05 U Reviewed by: Prepared by: Dr.-Ing..Th.Kray Dipi:Ing.(FH)J.Paul 049 ad d d9Pa!WX**or (Caft&*at#W t+;d k$dWVj PVWfodksetY V) I'U' #M��EYt�e�Y'. 9Ff11�'Ila[7'1v^� liLiYiR3led Tx33 tYa CGmiGaRaM��oOy, Va.-ft W KOtYBYi DI-M 4..{},li" NmA Cm 7Y34 OM OW"Mol NRlY0d1Pf*A&C"UCA9M .aQebtttS'�omd. Bt:AA SMM 6MVt3WAWWMV10WR f►d M 4M YL CrMi*MM Pmt,.7r-ft N rml& AM20WI Aadlm C"6W WWr"b 1S*AC1 6rmt of 4V M WWW" W8 451 i1 LXa5 appd4elgCaralwY 1vr YHpC tilrfti..:4 FACadby W.No,Cc 12rA2 74A ituri&m iVe3 auaw04..7C3&v P'eaFor-91C Hl.Ger�YY@:.�'tY3f+"f-tfp C At31t+Rm'LK3si f#senOa`A 34$70 s�nn+.ara3a�.aarenSasw.nrr3xn,weaG4+sa.3w,.3.4+U@:#4at c C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 c (978)688.4900 9 (978) 688.5100 fax •www.panelclaw.com Appendix A ne ffffff Claw7/27/2016 I Cis-'' t F.I.fnstWA Kir kidtistrieaerodynanuk GmbH .2- Wind 2- Wind tunnel tests were conducted on the 'Polar Bear 10degGen Ill tics" solar ballasted roof mount system of PaneVaw Inc_ The tests were performed at I.F.I. Institut fur Industrieaerodynarrik GmbH,(institute for Industrial Aerodynamics).. Institute at the Aachen University of Applied Sciences in accordance with the test: procedures described in ASCE 7-05, chapter 6.6 and in accordance with the specifications of ASCE 49-12. CThe array assemblies of the solar ballasted roof mount system "Polar Bear 10deg Gen Ill HD'with tilt angles of 10deg are depicted In Figure I and Figure 2. The system Is available in fully deflected and partially deflected configurations. Cf l!` I 1J .1001, t i C L Figure 1. Iliray aswmtiy d the fully cWeded solar Wasted roW mo-int system'Polar Bear 10deg Gen Ill Hir with a module lift angle of 10oeg Testing was carried out with a surface roughness of the fetch in the boundary layer wind tunnel equivalent to open country(Exposure C according to ASCE/SEI 7,135) and for a total of 1 i building;configurations with.sharp roof edges and with parapets of varying height. Figure 3 shows one sharp-edged flat-roofed building model C including the mew of the fetch in the targe I.F.I.boundary layer wind tunnel.In Figure 4 a close-up of the Polar Bear 10deg'Gen Ill HD solar ballasted roof mount system Is Report No.:PCM10-3 Wind loads on the solar betiasted roof mount systern„Polar Bear 10drg Gen ill HD'of PanefClaw Inc. Design wind:toads for uplift and sresfing according to the ASCE 7-05 oo+azsts PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978)688.4900 0 (978) 688.5100 fax•www.paneiclaw.com Appendix A c pane ff7/27/2016 C claw" c E:OHI:F.L Institut fur lerdustrierterbdyt>-aamik Gmiti depicted.Pressure coefficients were provided for normalized loadedareasof varying size., seven roof zones and eight array zones. Loaded .areas scale with building dimensionsand are wafid for fiat-tooled buildings with a minimum setback of 1,0m. C from the roof edges. The pressure coefficients may be nxittipked by the design velocity pressure q�,determined depending on the wind zone.-,the exposure category and the roof height in accordance with the American standard ASCE(SEI 7-05 to . determine the wind loads on the solar system. i c M n r i c c Figum 1 ,Array assembly of the par ialty deflected solar ballasted roof mount system"pdar Bear ri ttldeg Lien fit HT v0th a modulo M anglo of 10*g I � Li The test results are likely to be appropriate for upwind Exposures B.C and D on fiat- roofed buildings, assuming use in compliance with ASC EFSEI 7-05, Chapter 13.5:2. } From these results it is possible to calculate the design ballast for uplift and sliding L, safety- sliding of solar elements occurs if the aerodynamic rift has decreased tate down fare due to deadweight sufficiently so that the drag forces are larger than the frictional forces-on flat roofs with pitch angles up to 7•. Report No.:PCMfO-2 Wind foods on the solar traltastad roof mount system„Polar Bear 10deg Gen M W of ParrelClaw lm Design wind loads for uplift and sliding secortling to flu ASCE 7.05 06`49"Ni3 C l PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax •www.panelclaw.com Appendix A C ffffff 7/27/2016 c pa-ne claw '« .:. I•lnititut fur lrrdua4cfeaefodyriait►ik t3mbH .,_ n The pressure coefficients were determined for a. set-up,where wind direction 0` corresponded to wind blowing on the north facade of the fiat-roofed btAling.. However,tare results may be applied if the main axis:of the array is not,•skewred more than 15'with the building edges. LjI n I� f=igure 3. Wind hmrtel.modei of the flat-roofed lildng,With lite solar ballasted roof mount system 1_! -Pour Bear todeg Gen Ut MDr with..e module to angle of todeg mounted an the tumtabie inc3ud ng view of the fetch in the large IYA.boundary layer wind ate;8X12 array in the south-east roof pottim C! The present design loads for wind actions apply without restriction to solar arrays deployed on law-rise buildings as defined in section 6.2 of ASCI` 7-05. The wind tunnel testing also applies to buildings higher than 18.3m (601t) which are C considered rigid.A building may always be assumed as rigid.if it is at least as wide as it is high. The pressure coefficients deternnined from the wind tunnel tests show that the system in question needs very We ballast in the array interior.The sfiding and uplitf loads exertedby the wind on the modules are small due to the aro"angefnent in rows. Higher loads were only observed in array comers and along exposed edges of the Ci array;and these have to be taken inter account.On the basis of the measurements carried out, this may be done directly by increasing the ballast locally on fire array Report Pilo, PCM10-2 Wind loads on the solar ballasted roof mount system Polar Raw 10dog Caen M IfD of PanelCtaw Inc. Design wind loads for uplift and sliding according to the ASCE 745 Lj oa rsr msa Li PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 C (978) 688.4900 • (978) 688.5100 fax •www.panelclaw.com Appendix A C 7/27/2016 pane Claw C C n Li Appendix B n Li n n Ll C iJ C C C C n L C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 F (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B E pane7/27/2016 claw@ n L Chapter 13 SEISMIC DESIGN REOUIREMENTS FOR NONSTRUCTURAL COMPONENTS Lti C:l-tt•�i�i_ t,.i.a F.tremp4Fnns Thc fa"itsg Wasumucal components arc 15.1.1 sm" rurapt from the rcquiscnxnts of dors section. �IThis chmptcr cstablishcs minimum*sign criteria i. fix acinstrumural component u=p'—wryly .Tst c- itr1t:cra eahitsrts as nnxtd in able{t . afta:hrd to structures and fcr ileo =:Tempsuppoiu ani 'rami ;i. attachmpts.a hcxt thea of a atsustructaoal, strary w movable equipment component is greater abet of equal ice 2£percent of x.Architectural i?omponents in Setsafw Demp the efleciive seismic•wet-At.W.of the structure as i m ,,a sulk€bear walls pr vided di t lty C dcf ned in Section t?.7,k the compo salt shall l e comtho walls tanc walk provided taut the etasufied as a i oubtWifin;struat c and shat{be compotuat ia�sxtance fxier./is ccptal G*1_it. a dcsigred in arcixd uu a suith Sectroa 15 R Design Cutzataxlyekctriral cs stgxsncnts in Se emir B. 5.Minchamcul sail clercirieal comgXeents in scisnur C 13.11 teisrrdc Design Category E7csitrs Catz<m C provided that the component RV the rtapxses of this chapter.Wwructurtf comp nciatts shall be assigned in the same seesmmii imprtan c factor.f„b ciqual air 14 design cak_txy ss the strucnnt efeat they occupy or kt o,hlechaarcal coal ekctric a{cangttucnts in Sclerotic which the at-attaelied. tksig a Catcr,ums f?.L ar F a hm alt of the follow-ing app4y- 13.13 Component Impnrtanre Factor a.Tbtr compi ornt importance txlot.G is cquat to All couq%sncots shall be assi=ned it comporieat I.is, imptrrt:mcc fa.tor as indicated m this seaman.The b.Thr ecimfiit m is posers tly atwhed so the cemtptocin irfortarice facm t,„shall be taken as t 5 saruclum: if any of the fotiru in!!conditions apply: c Flcxihk tcrtincclious are provided bctxccn the comp neat and associated drciwrrl.pipmp,and It,The cesm"tcm is required.#v tuactim for cooduit�asI tither hfc-safciy purposes after ua earthquke.including ! Phe ctrrpom.m weighs 4W tis 4138 Ni or Pre pro tc ttoo sprinkler systems and egress kac and has a center of mass kvcaicd 4 R siair%ays, i 122 ml oa less above the adja unci fbxx :.The comp iacm convevs,rshXperts.iw othcrwiu kvc{;or C conatus toxic_highly toxic:,or expinnc sub. a The comltaarnt Vivighs 26 tb 1,54 Nt orins sauces where the quatniq of the material monde or.in dk case of a disucbutcd sysatrn.5lbfft a threshold quantity established t4 the authority 473 Nhni or les& havint jm dnt#,'m and is softicicnt to poet a threat r tttc trippublici ti cis in o t 111.5 Application of`onstrurttrrai Component 71st c tv sxtrns is in d coached to a Risk Car- Requirements to lkonbarifill"Strodurer n err rv;:F�slntcttrtc and it is nrrs{n#pie cunt nor{ L oprration of the€:acihty of as failure could i np- tionbuihat a asirppoes rib)other stwVee tads the continued operation of the facility. and tanksi t air supceeda r ostler iter -4.The conpoocm conrrys.mpperts,cr otherwise shalt be drslztxd m acesrdastee aids Miter{S. contains huatdnos subsunc^cs and is attached to a %liar Section 15 3 requires that uninic forces be (� structure ce porkies themot classified b%the detcrutincd in accrxdatwc with Chapin 13 and L suthtanty havicg jtursdirtiirn as a hum rallies for R,ane cot pnn�sl in Table 135-1 or cxcL y 11 ul b-1.Ra str tal.cn its r4md in the value of X listed in Scc€im is Thr value of o„shalt be deter- AD other components shall be assigned a s`tn Tpioixm mined in acccmttncr with foxmire a of Table 1 S3-1 rmpwnrnte factus:k eyasst to Lo, or I3:(i-1 C ill E C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax •www.panelclaw.com Appendix B L� pane7/27/2016 L .claw." ai1KlStt'M fK?SGt1v tt<shf1S C sbaun that the conirmcm is txsttrrrntly mg*by "I to demmd as an mrvabie me"to corapuism with sunilat srismtcalts qualified detanaw the srn.eschar cnpae'ay W C-q-Waty atter components.Evitksa:c dertwmmTatingctxigtfiancc ttxir supports and ow—auettm Seismic qualithation scah dus n wtenvia stWI be sabruincd kc f y experierkV dates hosed upon njboCA%nrrn� appn+vol in tbC sutho ty has 41;)uisl;etiOn after pec cecimrs atxepta,k t.a the Authority havimg jarisdic- C fmcit XW xm*taatr by a ftj2 kfw tkssgn bee Shari be dcamli to sx)sf' the drsipn and cv"- prafcxst w- 1e.4 rcgwrrmcros pxtrsi,kd that flit stsbstaasuafed 2.Confim"%With Itxardttsrs swwaa ca sort seiitntc opxifics asfaat Or eatxed the stysmic assigned a ctunr}rgtcnt impatancc fk'hsr,f Of 1.5 demands detemied'in Xcmdance x#th Sectiems in acccw axe taint Secum 13.13"1 be certified 133.E and 1112 by the rtunufactumf as,maintaining etmtaitttnrnf fertIrming the drugn e--Ahquate 9--d mwioa by 1XV Comtmcdon Mc mserts 1 f f amtysis.t_!apposed shatr tank testing in 1Vhm design of nensumtmal gnu at jmorda r amt Serbon t 3. t_nr(3)expcncncx their mrp"and aftact.TMwro is nViii Eve Tjh1t data in accordance aith SCttson 13.__6.Zcide-mr pmf.su h design ehait br stnnatr in cixistructzun dcntunatxatittt ewnptiattee with this rquircmeestt d taa C davit be subtt urd fax 11movat to the atuhotitx uarts prepared ht r scFistcrrd seg 3 rs- having prisdictkm after restew and xtxptaz sx.in sinal for tree by ttse saner.atnharitwt taking, It rtilittssed des gn ptnfrxsieutat. .t�vdict o n,Cono-wtors,and ttagacc'&rrs.Sigh dmu- ttwnm sh sit include a quant)asac¢amv plan it !t 23 CenstquMnal Damage required b: Appeodia 1 i A. The fani°tiaLA and phvsn'al inaeaelatiwsfup of a rnponents.theie.sapposts.and their dffm an cacti nether Strad be cttasiskttd 4t that the fail=of an 113 SE1S 1f1C TrFif.4vt>c t>� . essential or nnatescntial arkhikrcu"-rix6mical,a \t).\•rrR[?CTTIR.U:CU3wrrx1--m ciectmal svmponem"I not Caw ttte fsilury of an n essential Ambitectw-A romhxti cat_er etectrkat t r 1.1 Ssdsmtrt Design F"te ' exantptruestt. The It"iumtail sets"&drragn face tF)snarl 1* app!ed at the conte eaten'*,cent"of gravity and WA Flembith" atrsrri wad rclatrs'e to du COMP'snelt t treats.lisnibn- The design tent evaluation of corapooems,their tints and shaft tx dctrnni and tet scctatiatxe a ith strppcots,ntn d their stu'datnems stroll ctttssidrr attar F4 113-1, f-t flexibitily as crit as their strea,th. Fr= islet SCK' i J 13.25 Testbw Alfemtl a for Sthmic `--' f'apac#v Delermtrtistkm �f, As an attematnz to the anafst"i«gnircatteats Of F is not re as`rcd to tic iticia ss eidct than scoioas 13.2 through t3.o.testing shat be decnXcl as " °' n rot accepsbk nw1W tett detem+im the scamic F,-3.hsm,li. (13 3-2) tvpx h Of CW.Wwros and there wpf.m"andL attx b arms, Setsmsc quatiticatiou to testing base and F sting not be tskcn as tcss than up,m a naaonallr tresVavcd testing stxaiard pntre F a(t 3sp4'11, t t 3.x-.3) dwir..,itch as(CC-FS AC M,acmptabte to the where. �--t nut}mvt haying jnuisdtcfisn shall to deemed to satisfy the dCsign aw evatuaucan rcquirtmEms F=secsrnir dcstgn friar prtmidcd that the swstant.atcd seismic eapxatirx S, =speciml accekrAiet-,shoat pcairct,as detmniwd equal Oreacred ter seismic demands determined in fnatt Scraxinn It It i a.rtWdAmc with sectxms'13.1.1 std 1137 2 e,=coflvsxxut amphbrrtion asitr tbat vaax's frt*m �I I oo to 2_4t)(Wk-'1 appropristr vatur frtan 131A131Ftpaitnrt Data AMemati"for Sebmic 1tbic t35.1 Or I3.e>t t f-'ttpocit)Dtte mlaatkm 1,s com vtcnt impartance factor tbat caries farces As an,i.CmativC to the anvytxal tcgpireaterils Of !.fat to t.5e)(ser SC=tioa 13.t 3f S;mtium 13.2 through 1-1,b.nse of eipcTimr data 11,=comportent o{xratin!a eight 113 E, PanelClaw, Inc., 1570 Osgood Street, Suite 2100, !North Andover, MA 01845 E (978)688.4900 9 (978) 688.5100 fax 9 www.panelclaw.com Appendix B I pana ,rr.�r7/27/2016 claw c atter+trash Iaf MMI Lex313s Thr rfferts asf Wismc rcbtivc displaeesrmtots sfaall design sireagth of the mutt fs shall,be at hast he co uidmil is co tNeawn a Ah disptncctnerju hate-the Wooed formes trarzsm ued b7 the caused by;ether low as arpriatm »pnrrxsL l3.�3.3!'� t lnsfteTlrat,irttPubtr in Corvette L1.4�Cl:�'STllttCfttlG'<t... tend Alararrr . CON PONE1TANCHOPLAGE Pon-ittstatkd anchors at coirctetr shell be C p tialified far srrnnic appl.caums in a embncr Nonvitntcturat compQmxms and their std vvm steal b with ACI. 5.2 or othee approved 4ptaliftcatiat attached bur xwbmrd)to the structmt in accsmanet prccedures Post-insulkd atuism in tmsztrtry sdsulf be with the requirrrneata of fhh action and iltr attach- prequaliflcd for Seismic Applications in aceardante threat$lull sausly the requiretnrnts ftrr the parent w aft spprv%rd quatifrrattm- proccdurrs, material as set fttsth elimbere in this stridard. Cofttponrto attarhrumm shall fx wited;ntlded. .13.4-1 9nsLAtatim Canditkms or othcra ise piositively fastened without.omsiderau m IkteertrirutifM of fiures in atrxhments SIL211 take of frictiofut resistance prodULed by thr rffrctS of into acetum the expected conditions of,insuaitation gxavif}.A cunt;ntt wx foal path of sufficient atrcrigtli itgchtding cz xntrwitics and min;effects and wfrtxss berwren the co„m;xumcm arrf the art- tn straeture shall be provided.Loral ekaxhis of 114A Ataltlpte Attacha t ix the wwturc including cntmttu m shall be desi�dDetem nation of tome distribution of mtdtipie and constructed de wted fir rasiq>m m fomes W acre attachunents at oar toraritm shalt isma acixsm thr tfuy i�Mrvl the design of the elements or their stiffness atal du tility sof the csxrtptsxrt,4mrapownt omwdi+m,The ctrsrtpmaseat forces shalt be those Sapp-tris,atiahmmuL and WWtttrr and the abdst)tmr *krmined in Section t t=1.esicrpt that nxx itita• redistribute treads to other Attachments to the group. Cions to F,and&due to aacbueage eooJitnsm aced Imu es of emhorapr in Concede in accordmcc with full be ec wWaed_The drsrgn dacmwr.ts Matt Appcmdix Cs fat ACI 318 4alt be 4WMidered to Sdf maty ioclude ssftvret imfortuation-rchtior to the attach- this mquirmumt t--f menta to verify Imniplomt with the regturctrt au of this securer. 114—It Pawadr Actuated Fasttnm Fmct:Ktwarif fasteners in t-wicic or steel Shall 13.4.1 Design Fence in the AttschmeW tt4 be used fbf mnlaincd tension foals or fru brace 71te farce in the aruchmat shall lr detcmumd applccatipm is Sciunw lksign CAU-,orite V,E..:or F based on the prescribed forces and disptaomwou eta $otic$$ammved for scimnic kuhng.Pssrmer acturtcd the ccsmponcai as ckterm dad in Snt3omu 1.1 t.1 2W fastencts m amsonty are taut pmnsitrd unless 13.3.2;cx"o dud R shall nal he taken as tarcef xpr4mrd for seismic loading, thur b. ECt7•:B`U0-N:Pharr mt=cd fasteners in cam MR UWd for supportof ammiuval tlir cr tav-40 t3:4 t Atubors to Conerelt Or Masonry. panel susprtdcd Ceding arrtim*mis and dished" sysfctms where the satvise&+Al m any iedividnsl l 13.4.3.1 Ankara in Coutrde fasfenor dies amt a red Wr Ib 14foo I+:1,Power Ancfnrs in cuaemmw shall be desigotd in ac-ror- actEwed fastzncrs in steel where the service load on dwxr with Appendix D of ACI 313, any indiv id"fasttnrr Jsxs oaf carred M hh f Y"l 12 N), !3.4.2.3'fintkrrr in minotrrr Anchors.In mawm}shall be designed m accer• 114A FrkUnn Cops dance%ith TMS 44121ACl S131ASGE a Anchors shall friction clips in Scissor Design Categories.D.L be dcsigaxd to be gusem.—J by the temik of shral or F shall tial.be used fix supporting suamacd loads smeartb of a ducxde$keel c1cn a inaddifim tc,resisting seismic fortes.C-type team E.Ct`.EP ON:Aacho"shali he pernu and to be acid targe fLuire clams are peataittrd fm hangers destcwd so that the astachincra dw the anebur a Provided the;:are r4uipprd with trstrarnin straps coca x0iig,to the Armctme uokr ocs ductile ytciding equivakm to those specified in NTPA 13,sectimm at a bad Icvel cerresponJing.to anchor fierce$tint 9.3 7.Lock oats air equivalent shall be ptritidcd'to Prater than their design strrngt#r.ur the miniaumt prevent loosening ofiltr.-aded conawsuunx, 11S n PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 {L� (978) 688.4900 • (978)688.5100 fax • www.panelclaw.com Appendix B c E pane ffffff 7/27/2016 c� caw c datcraltg tamest to the bwkbq ntrucpuc.Such w^hctt tracing shall irr urkpera3em of any ceiling lateral force Is acing:Bracht;shall be spaced tolimit D=relation botrsaaatah fdrnitf ttiapdaccnw ti, horiromul deflection at the purtaion head to be memcrtrd over the height of the ghasa parrot compatible rate cedEan;defkcuote rrgnueraxtfts unlet consider n.which causes hiitial glass•ta-frame cox wl-Kir rectae ular as defc°tmitttd in Section 13.3b for suspc7tdeal glass panels witkin a rrttangudar wan fraar cri}ir.and etsewhrm in this section for other II sydrue't ..=2r: -t�.=. where ):'Ct.'t:I' ON.Partit om that trees all of the � b,e, I lollowir,-rttidifimsi ha=the he ighi ref tbrcrat;wgular plate panel 1. 21ar parb tion hei-hf+lees not exceed 9 ft b,=the width of the rectaagular glass pawl t174D nimf, Ct=the sscsage orthe clearamrs fwt on tenth Z.Thr lawar%eight of the partittms dors not exceed tiler hctwcxss for vertirai F edges and the ptodu,t of 10 lb(il.t7o k?;i times the height Els it«mc L iB or int of der partiuon C,=the acrragc of tear clearamrs(gaps)top and 3.The pardstn horizontal scismic lewd dears not boxtesm between the horizaaw glias edges cueed 5 ptf(1k14 Mitt l• tend the frame rl '_,Folly temprrrl Mpoolithit;kiss hi Risk Catrgoriec R 13.5.3:2 Wan I.It,and lit toted os baler!hart It)It r1 mi UGlass du;tared flara*IM Italy be dcnigncri and ahtssr a x'alki.sg wrfitce need sot comply with th installed in accordance with Scetioa 135.9. 7etlttMnlent. t--� 3.Anisealed to tasritnalrd floss in c 115.9(Aam in Gt=d Curtain Itahhs.Glared sit rk tttic►nr.s with inkslty cr or less than 0.0.141 Stat rtrottts.toil Csla2tetf Parlitlora in.M.70 mini that is capairod mecitatsicailq in a wall s)vrm glazing pocks.Sad%host perimeter is 13.S.g.1 General secured to the frame by arvet.,gtared;unabk cur ug tlasfitnrtit sealant perimeter bead of t1.5 to Glass ter stood stream=1walt relate starefrtxttn. f 1 nem)nate norm glass coaw width.or other text slated pa¢teiloras shalt erect for rrlafsr ttisplare- c runt requirtmal of Eq-1 1.5-1: approved anch►xntgc sydem treed m4 complx with this rcquistmrrd. 7..e,.a12151A, 035-It of(1.5 in.(13 nem),whichever is greater%tete 13.3.9.2 5eistttk Innen 1.rorffs for Ghm Coorpnaewu L yw tic drbl sanatng glass falhutt from the .1.,a„„-the relative seismic dtsptacrawnt WWI)at curtain t all.sutrerttxat.ec partittc*n shall be deter. which"lass fallim fuse the contain wall. mined in artxsrdati e withA.?4'1hA 5?)d.h orbs storefront will.or partition txc-ttrs cngincmn;analstrK Ismion 13.5.921 D,=the rclattre seismic disptaccmrm Out the corttpuneni must be designed to x Cominssdatr I311EC1)l`7t'SI»A Vit) (Scction 133'.1r.D,&all IV applied oTr V%k SrRIC:t1_C[ySII*t�'�rIS the height of me;glass comp anent undo eodsalcraticnt 0.6.1 a Centel 1:=the impxxtancr factor determined rn xor- Mrcharacal xn:1 ck-aical eompment).and their c da ve with Scc 4M It 5 i rrrppatts s1utI n�i.,y the tryitiremrCitts of this sen. rm attachrrA t tzt axchantcal and ekcmcal compo- 1.Glass with sufda icm clearances from its frame amts and lair P*xru to der strwturr shall nice:the torte that pht5ical contact bets err ilk;last and reournrah at Sctvnxt 13.-1.ApptoptWe etxfticients Euler atilt mit occur at the design drift as dcm+,m- sh to he tekrtrd irratn ghtstc t3 fixtures,1. wetted by Eq 13 5-'.wed trot compo%with thus F1f t:PTICly 1.szhd to -ts or pi i nrzns and regsrr€ttrnt: ceiling tarts Wert ct%ttrsted its dua is ca piping,a tiiclt air stippea'trd#n.chasers of ctherw•isc sow' "dcd from 17—a 1 251, (1:3.3! the mixture.are Det required to sw;'08 tete scisinir c led U LJ C PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.paneiclaw.com Appendix B I ' V C ane ffffff 7/27/2016 p c aw - c11, Jz r; sr:�si#c'ta�slc��I rIf;IJ�tR�:+�srw'lx YtsA:ala�'sttt�=c rt*ir.t#.c #�#�4e�,`t� TAble 13.6.1 Set=&Cftm€IMU for Meeh larlcssl and U"tr"Calfpone#tc `..j tltmhann..al and Ekamal iCovalwavus JUr•sW 11i W,(mac,we hsr dkn.au-om duwaning-unit&CANUCt kfahr9,air diMnIwt.<m teases,atd c hff ...,_sµ•. bt .. mochatdtaltmnpvenots csxtetrsa'tni of xbeat retai bawmaiv _ Wet.sidr HVAC.bode x,fwuw.,k x0no k-tanks=d hiax.chdkm valet hears.bras ew-hA gna, I:t3 ::5 evzp wasom an srpw3mrmrs:mawfaerumtr or proem egngamttr,mad tatter'mfc'havwAr ',www mw:n s t:umviaiytedpt htgh-+kfrn°utshxla}exuen»ix l:a,pam 4ttturtes,pus 4> 'ctanprgsxY"'and premstw stswb nol wwp ord on skit»ud taw aftim the sc pr lb L5 - of Chapter Is - n skirt.s4pgcatad pafmare vessels aur ILst1wo tds scope of Chapea 0 ?-5 .15 +1 - 1-7fwattts and excalahe crwtwro srak -1 rt 2-5 L . _I t3rrtetamsrx,.hwmwr intertrts.rseatn.trausinrmnx,mad ttshrr rie„etxat ct»egwax)ac tar catsnl of fatda I.t) 23 - tkfnrnrslalui,�atatrris6x. . Akwasr cxnteul tttxsm,paps#rnwclx,s�ttch gear..Wrdt»mrnisinwt ral,ieters.sttf twdttt crmpnrmeats tswrstraaitd 2S b0 of sheat Metal lnawityp . Casnatmi.attras etfwronew."Mwurrs,Iutunnm%main.sad x:cmr,.ds LU �S IkoaFt-m,rtate.!at—t,*.ca+.dn#.sat zlrc'uisl astern Wesslly fn cd hrkm their ctww t{ou" Roof-named stades_cx*AwfC said ekcA s,sl NYereer furrallr krarr+d a#m e d it cc"of mass 10 V C l.irMmf 6almfa t It ,S.Y #hher.tntx.lsmicad ar tdectrtrad carinp,neatis #.4 #.5 1wi fttm 1-tatrd CV04X*0tsts and'S_vsteffaix . Campmmts attd sysestss it aWe d wing naTtrue fiaarrtts and otcwm w xar4tsed Soon wttb lwth,m m -2.,3 2F sepwase tlammmem uwbhtaa xaaes or onahesn pmsmws swpa Sptartg imldra4 cti4>pWx7rtNt mW gsteau wW islwat"isolated Ikwws dowse rrsirmnrd atwede tw R4x w 2,S in sef+araor ftakWmer,r xxro#tlring drsicrs ar rf ihtat penatetm me" - Intxnw#dy twlved r,wq%amts.oral ay 4cam* - 23 2 A) $uspmded-1,mism isalssed oWgmwm witrdtng m.hoe deur#tk urps an4 mw1vaded irm-rtalle nodared,_..N...-..» .S �v 1 - I�istrSdanstPm 441:xemY Prpigjr m om-ttrdau w wah ASM.''B11,w0udutE w aar cxmr cants vah)rims mase by wdhn4 or twwi;fit 2_! d 2A5 . 111paof as watsttre+tdlss:1.NII B3I.mu kkag in 31x<zeml*tmems.ransswxkai aChtgh or'Beamed 2.5 6.0 - detnrsraItty masetu#s.—Ah jetfnot made ts,thmading,htvdins,reaafnrtsicw cs tpdcaft.'w Enaned csaa}ditsgs - MjvW and oiNng not in a void as e a n}t ASME:##:+1,w dacltaF W-kat ctwpu renis;t-.nstt3rW of 3.3 90 h,0.ktratni1.1m mmtmiers,ai*joints nadc b,""hop a bearing I - njwftr add UINIM cart m m'%Va-m'r rtth ASME B 0.)_wwbustnr is-kite rsutga mcD".,cxrare m j d bosh•a ?4 L dmxikJ-t#r#uemalWAy amic 4,with ttrw ma de M thtemni.bwidrttg.0rVInrssFws sa pn+cnfd camt+linaz Pow arsd iaFiog rxrfrs vd of kr—defonnol-ilitr wwmals smh as..raw t",glass.and non3ucttik plastics .S 1.0 _ I)tw"ks aacttWdtnp at-bov eesur,ettmV,enn mcced of hl}h-detatastEatity mateml.wt*.Irtitas made In ?S 40 �I -Comes car ferumit lhua-twk,i8:;iudtnt ya-bw wmrAwww..rmatw W of bWfi.w kmns+idrtctmclkn3da tnwrmis rab'l m 2 5 hit math hs rm ms mher than srrfdtne m Ik mF llrw'+ mi,gwfmhsrp m.hnr cumpcmrttt,.cMsutk-wd 04 Irawnwmrtalc.svch as east canon,.Flat" :.1 1:9 I"I amts ado tzk plaices . L t C E PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover,MA 01845 (978)688.4900 9 (978) 688.5100 fax 9 www.panelclaw.com Appendix B C c paneffff ff caw c STRUCTURAL ENGINEERS C ASSOCIATION . •- YIA n '-' STRUCTURAL SEISMIC REQUIREMENTS '-' AND COMMENTARY f '-' FOR ROOFTOP SOLAR PHOTOVOLTAIC ARRAYS -� C �-1101 c r By SEAOC Solar Photovoltaic Systems Committee Report SEA OC PVI-2012 August 2012 h C C C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 C (978)688.4900 • (978) 688.5100 fax a www.panelclaw.com Appendix B paneffffff . caw n STRUCTURAL ENGINEERS ASSOCIATION OF • - Requirements and Commentary 1. Structural performance objectives downward forces.Ttieese systems may include additional Consistent with the intent of.the IBC 2009(Section 101.3): weights(ballast)a5 well. C PV arrays and their structural support systems WW be Fullyatramed arrays(stanchion systems)are structural designed to provide We-satetyi pectarmatKe in the Design frarnes that are attached to the roof structure such that Basis Earthquake ground notion arid the design wind event the load path is the same for Moth upward and downward Life-safety performance means that PV arrays are expected faces• not to create a hard to fife,for example as a result of breaidr,g.free from the roof, slidtrng off the roofsedge. Commentar.wSections 1, 2.and 3 of this;document are exceeding the downward bad-carrying capacity of the roof, relevant to all rooftop arrays.Section 4 addresses attached or damaging skylights, electrical systems;.a other rooftop arrays.Sections 5,6,7,and 9 address unattached arrays. features er equipment in a way that threatens rife-safety.For Section 8 applies to attached or unattached roof-bearine fife-safety perfartiance; damage, structural reidi g, and arrays, movement are acceptable,as Song as they do not pose a ^ threat to txuuzan life. Attached arrays can include those witliflexible tethers as well as more rind attachments.Both types of attachments Commentary-:The Design Basis Earthquake ground motion are lobe designed per Section 4 in ASCE 7 has a return period of approximately 500 years, The docummews AC 4-& (1CC-ES 2011b) and AC 365 and desimm wind loads(considering load factors)equate to a (ICC-ES 2011a) provide criteria for other types of PV return period of approitinately 300)tars for Risk Category I systems,uvhich are of covered in the specific provisions structures,700 years Risk Category IL and 1700 years Fisk herein. AC 428 addresses sti=stems flush-mounted on Category IV_(In ASCE 7-10,the importance factor is built building roofs or walls,and free-standing C-o rid-mounted) into the return period for kind).For more frequent events systems.AC 365 addresses buildme.integrated systems such (e,g., events with a 50-year return period), it may be as roofpanels,shingles,cr adhered modules. desirable to design the PV array to remain operationaL•these requirements doof cover bin do not preclude using more 3. Building seismic-force-resisting system zttingmt de ign criteria: For PV arrays added to an existing building•the sesrnic- #hese requirements are applicable to all Occupancy -resisting system of the building shall be checked per Categories. However if_the PV any or any rooftop the requirements of Chapter 34 of IBC 2009. component adjacent to the array have 1. 1.0; post- earthqualt operability of the corm�monenf must be established Commentary:Per Sections 3403.4 and 3403.3 of IBC 2009.. rnnsmsttmitwmthSectioa 13.1.3 of ASCE 7-10, if the added mass of the PV any does of increase the seismic mass tributary to any lateral-force-resisting 2. Types of arrays structural element by n e than 10 the seismic-force- resisting system of the building is permitted to remain For the purposes of these structural requirements,rooftop PV unaltered.Sections 3403.3 and 3403.3 also require that the panel support systems shall be classified as follows: gra ity structural system of the building be ey7ruated if the • Unattached(ballast-only)arrays are root attached to the gravity load to any existing element is increased by more roof structure.Resistance to wind and seismic faces is than 5%_ provided by weight and friction. • Attached roof-bearing arrays are attached to the root structure at one or more attachment points,but they also bear on the roof at support points that may or may not occur at the same locations as attachment points.The bad path for upwardfaces is different from that for E, Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAM PVf-2012 Page 9 U C C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B 1 c c , pane ffffff clawo c STRUCTURAL ENGINEERS c ASSOCIATION OF . - I� u 4 Attached arrays The corift tion of friction snail gaol exceed Py support systems that are attached to the roof structure (0_%-0.2S z)(0. /trill,,,,where w, is the component,weight shard be designed to resist the lateral seismic force F, providing normal torte at the roof bearing locations,and/u is specified in ASCE 740 chapter 13. the coefficient of friction at the bearing interface. UIn the Computation of Fa for attached PV arrays, an The coefficient u shall be deetu rained by friction testing per evaluation of the flemAty and ductility capacity of the PV the requirements in Section 6,except that for Seismic Design support:structure is permitted to be used to establish values Categories A,B,or C,tr is permitted to be taken equal to 0.4 . of at,and.R,. if the lateral strength to resist F,relies on If the roof surface oxmsists of minerat.surfaced.cap sheet, attachments with low defamation capacity,R,shall not be single-ply membrane,or sprayed foam membrane;and is not taken greater than I.S. gravel,wood.or metal.: For low-profile arrays for which no past of the array extends more giaum 4 feet above the-roof surface,the value of a,is Commentary: When frictional resistance is used to resist n permitted to,be taken equal to 1.0, the vakue of Ib is lateral seismic forces: the applicable seismic load. permitted to be taken equal to 1.5t and the ratio adR,need combination of ASC'7 results in a normal force of(0.9- not ©.9not be taken greater than OAT OlSoz)Wo,.This normal force is multiplied by the friction U coefficient,which is reduced b}y a 0.7 factor,bixd.on the Commentary: In the computation of.F.for attached lore- consensus judgmentw of the :committee to provide profile solar arrays.ar is commonly taken as 1.0 and R,,is conservatism for frictional resistance. The factor of 0.1 does rommonfv,taken as i 5,which are the values prescribed for not need to be applied to the frictional properties used in 'other mechanical or electrical components`•in Table 13.6-I evahrati m unattached systems per Section 9. of ASCE 7-10. An evaluation of the flexibility and ductility' capacity,of the PV support Structure can be made according if Bre design lateral strength of attachments is less than 25% to the definitions in ASCE-7 for rigid and flexible of F,,the array shall meet the requirements of Section 6 with components and for high-,limited-,and low-deformability Awv taken equal to 6 inches. elements and attachments. 1 l The provisions of this section forts on low-profile roof Commentary: The requirement abm a is intended to bearing systems. other.types of systems are to be designed prevent a designer from addins relatively fen attachments to by other code requirements that are appficable. .Solar catpoit an otherwise unattached arum for the purpose of not pro c type.structures on the roof of a building are to be designed vidin the nminimmam seismic design displacement. per the applicable requirements of Sections 13.1.5 and 15.3 of ASCE 7-10. S. Unattached arrays Unattached(ballast-only)arrays are permitted waren all of the For attached mot-bearing systems,.friction is pemtifted to following conditions are met: c contribute in combination with Ute design lateral strength of attachments to resist the lateral force F,when all of the The madmu m roof slope at the location of the array is following conditions are met fess than or equal to 7 degrees(12.3 percerill. • The maximum roof slope at the location of the array is • The Bight above the roof surface to the center of mass less than or equal to 7 degrees(12.3 percent): of the solar array is less than the smaller of 36 itches and • The height above the root surface to the center of mass th a the Alarm dimension of the supporting base of of the solar array fir less than the smaller of 36 inches and half the least plan dimension of the supporting base of The array is designed to accommodate die seismic the array,and displacement determined by one of the fallowing pro- cedu2s: • R.shah not exceed 1.5 unless it is stream that the lateral displacement behavior of attachments is compatible with = Prescriptive design seismic displacement per the simultaneous development of frictional resistance. Sections 6,7,and 8; The resistance of slack her attachments shall not be corn- 6,8,and response history analysis per Sections. tet bined with frictional resistance. o Shake table testi ng per Sections 6,6,and 9. CStructural Seismic Requirements for Rooftop Solar Pfatovol a Arrays August 2012 Report SEAOC PV1.2012 Page 2 c c c PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 C (978) 688.4900 • (978) 688.5100 fax•www.panelclaw.com Appendix B n c paneffurff clawe c STRUCTURAL ENGINEERS c ASSOCIATION OF - c Commentary: The provisions of Section 13.4 of ASCE 7 assumed to partly reduce the probability of an away sliding require that `Components ;and their supports shall be off the roof justif,*-the use of Gro.;.rather than 1.5.x,,,-. c attached (or anchored) to the xtrrrc6 tie.." ad that Calculation of the parapet's lateral strength to resist the array "Component attachments shall be bolted welded or other- movement is not requiredbt�this document. mise positiceh fastened ttiithout consideration of frictional resistance.pmduced by fie effects of gratztp' Each separate array shat!be.interconnected as an.site" This document reconrm ends co�itioms for which exception unit such that for my vertical section ugh the may'the C can be taken to the above requirements: dLs A mernbers and connections l have design strength to regttireme Appen resist a tate}trai.ontal farce across ft sectioan,. in both indicates recommended chances to ASCE 7-10. Until such a tension and compression,equal to the Larger of 0.133Sc sl% change.is made in ASCE 7;the provisions of this document and 0.1 Wt can be considered an alternative method per MC 2009 Wlsere Section 104.11. W.— ft weigAt o`the Motion of the array,inckid'ng batt st, G. Design of unattached arrays to on the side of the section that has smaller weight. accommodate seismic displacement The horizontal force shad be applied to the array at the levet Por unattached (ballast-only) arrays, accommodation .of . of the roof surface, and shad:be distributed In plan in proportion to the weight that makes up WI.The computation seismic displacement shall W afforded by providing the of strength across the section shah account for any following mininwm separations.to allow sliding: eccentricity of faces. Condition Mtnimurn Separation Elements of the array that are not interconnected as Between separate sdar arrays of0.5(tslduv specified shall be considered structurally separate-and shall sirsritat construction be provided with the required minimum separation. Between a solar array and a lured (/c}-r,• Commentary: The interconnection force of 0.1336,rr-, or different object t construction the roof or solar array of 0.1 W,accounts for the potential th d$fictional resistance to U sliding will be different tinder some portions of the array as a Between a solar array and a roof WAMPv result of varying normal force and actual imstwtaaeous edge with a quaff ying parapet values of ftfor a given roof surface mmaterial. Between.a solar array and a roof edge without a qualifying parapet The roof structure of the building shall be. capable of U supporting the factored gravity load of the PV array displaced Where AAv is the design seismic displacement of the array from Its ofigina! kacation 'up to &,, in any horizontal relative to the roof,as computed per the requirements herein, direction. l"l k is the importance factor for the budding, and !s is the Roof drainage std not be obstructed by movement of She component importance factor for the solar array a the component importance facto for other rooftop components PV array and bust up to Au,in any tionzontal direction, adjacent to the solar array,whichever is greatest for the Etectrtcar Amy and other items attached to arrays shah be purpose,of this requirement;a parapet is'quafifykV if the flexible and designed to accormnodatethe required miromurn th top of the parapet is not less than 6 inches above e center separation in mariner that meets code fife-safety per- of mars of the solar array,and also riot cess than 24 inches forrnance requirem ts. hails of providing slackness or above the adjacent root surface. movement capability to electrical wiring shall be included on the permit drawings for the solar installation Commentary: The factor of 0.5, based on judgment, accounts for the likelihood that movement of adjacent arrays Commentary: This document provides only stntckaal f--1 will tend to be synchronous and that collisions between requirements. 'The design must also meet applicable arrays do not necessarily represent a life-safety hazard.The requirements of the gommiiag electrical codes. ` factor of 1.5 is added by judgment of the committee, to u protide extra protection against the life safety hazard of an The minimum clearance around solar arrays shalt be the arra}sliding off the edge of a roof A qualifying parapet larger of the seismic separation defined herein and minimum (and the roof slope change that may be adjacent to it)is separation clearance.;required for firefighting,access. t� Structixaf Seismic Requirements for Rooftop Solar PhotwoNam Arrays August 2012 Report SEAQC PVI-2072 Page 3 c c c PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900 • (978) 688.5100 fax •www.panelclaw.com Appendix B c paneffffff caw c I STRUCTURAL ENGINEERS ASSOCIATION OF !' Commentary:Section 605.of the Intsrnadowl Firs Cale S. Friction testing C (ICC 2012) provides requirements for firefighting access pathways on rooftops with solar am)s. based 4 on the The coefficient of friction used in thew requirements stw be recommendations m CAI. FIRE.OSFM (2008). For determined by experimental testing of the interface between commensal and large residential flat roofs(which are the the Pv support system and the roofing surface it bears on. Friction testa shall be carried out for the general type of roof sur roof type on which unattached arrays are feasible) bearing face used for Vie project under the expected C requirements include 4 feet to 6 feet clearance around the w�t conditions,such as stet conditions versus dry perimeter of the roof,maximium array dimensions of 150 conditions. The tests sting conform to applicable requdre- feet between access pathways. and ...cam nm clearances meats o1 ASTM G115,including the report format of section around sky tights:roof hatches and standpipes- 11.An independent testing agency shalt perform or validate ?Mote that the clearance around solar arrays is the larger of to friction tests and provide a report with the results. the two requirements for seismic and firefighting access- The fiction tests shall be conducted using a sled that �1 The tion distances do not need to be added together. realistically represents,at full scale,the PV panel support L system,inducing maters of the friction interface and the. fiexibi* of the support system under lateral sliding- The 7. Prescriptive design seisrreic displacement for notmat force on the friction surface shall be representatm of that in typical installations.Lateral force shat lee applied to unattached aerays the sled at the approximate location of the array mass,using C .4@v is permitted to be determined by the prescriptive displacement controlled loading that.adequately captures eedure below it all of the following conditions are met eases and decreases In resistive force. The loadng velocity shall be between 0-1 and 10 inches per second.H • 1a per ASCE 7-10 Chapter 13 is equal to 1.0 for the solar stick-sip behaviors observed,the velocity Shall be adjusted - array and for all rooftop components adjacent to the solar to minirniae.this behavior.Continuous.electronic.recording army. shall be used to measure the lateral resistance.A.rniiwnum f of three tests shaill be conducted,with each test moving the II The maximum roof slope at the location of the array is sled a minimum of three incties under continuous movement fess than or equal to 3 degrees(524 percent). The force used to calculate the fnefian coefficient shall be the The manufacturer provides triction test results,per the average force measured while the sled is under continuous requirements in Section 8.which estabisti a caeffdent of movement. The fraction tests shell be carried out for the friction between the PV support system and the roof general type of roofing used for the project.. surface of not less than QA: For.Seismic Design Categories A,8,or C,friction test results creed not.be provided if the roof surface consists of mineral-surfaced commentary:Because�ricfioneotcient is not necessarily cap sheet, siugte-lily membrane, or sprayed foam ffi membrane,and is not gravel,wood,or metal constant with normal force or velocity.the normal force is to be representative of typical installations and the velocity is, shag be taken as t tl ows: to be less than or equal to that expected for earthquake LSeismic Design „s,� movement,A hides cetocity of loading coarct over-ptedret Category frictional resistance. Lateral force is to be applied under A,8,C 6inches displacement control to be able to measure the-effective dynamic friction trader movement Force-controlled loading_ 0,E,F ¢(Se„-0.4)')'60 inches.but not less including inclined plane tests, onl• captures the static than 6 inches friction coefficient and does not qualih�,`-. IFriction tests are to be applicable to the general type of U Commentary:the prescriptive denim seismic:displacement. roofing used for the project,such as a mineral-surfaced cap vahres oansen-ativelir bound nonlinear analyvis results for sheet or a ripe of single-ply membrane material such as solar anza s on common roofing matenals.The formula is sheet .3a type of s ft noteinmbra d that different tests based on empirically bounding applicable analysis results, EP]DIwould be required for different brands of roofing or for not a theoretical deyelrwnt. The PV Committee concluded that limits on 3� or The height are not ll differences in roofing or wndirion needed as a prerequisite to using the{prescriptive design For solar arrays or, buildings assigned to Seismic Design seismic displacenrnt. Category 0,E,or F where roaRops are subfect to significant potential for frost or ice that is likely to reduce faction Structural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOC PVI-2012 Page 4 E E PanelClaw, Inc., 1570 Osgood Street, Suite 2100, North Andover, MA 01845 C (978) 688.4900 • (978) 688.5100 fax •www.paneiclaw.com Appendix B n L ffl pane caw c� STRUCTURAL ENGINEERS ASSOCIATION . etc between the solar array and the roof,the.buftng;of ficial at initial building period.T,to aminiimum of 2.0 seconds or 1.5T, their discretion may require increased minknum separation, whichever is greater.The balding is permitted to be modeled further amhii+4,or attachment to the.rod. as knew elastic.The viscous damping used in the response history analysis shad not exceed 5 percent. Commentary:A mrmber of factors affect the potential that . frost on a roof surface will be present at the same time that a Each roof or ground motion shall have a fatal duration of at rare earthquake occum and whether such frost increases the least 30 seconds and shall contain at least 20 secorAs of �1 sliding displacement of an array.These factors include: strong shaking per AC 156 Section$S.2_ r the potential for frost to occur on a roof based.on the For anatyais,a three-dmbe rensionat analysis shall used and e L p the roof motions shall Include iwo horizontal and climate at the site,whether the building is heated.and how one vertical component applied concurrently. well fhe roofis insulated Commentary:Nonstructural components on elevated floors -the number of hours per day and day's per year that frost is or roofs of build: p experience,earthgttake shaking that is C prerri different from the corresponding grotmd-lerei.shakuag. -whether solar modules occur above,and shield from frost P-oof-level shaking is filtered through the building soil tends the roof surface around the support bases of the PV array to cause greater horizontal spectral acceleration at the natural period(s) of vibration of the building and smalia accelerations at other periods. CI 4. Nontinear response history analysis or shake For input method (a). AC 156 is referenced because it tabte.testing for unattached arrays provides requirwtents for input motions to nonsttuctnuat For tmattached solar arrays not complying with the elements consistent with ASCI:7 Chapter 13 desist form. requirements of Section 7,the design seismic displacement The requirement added in this document to include the corresponding to the Design Basis Earthquake shall be portion of the specuumn with 7>0.77 seconds is necessary determined try nonlinear response history analysis or stake to make the mctiaus appropriate for predicting sliding L table testing using irmut motions consistent with ASCE 7-10 displacement, which can be affected by longer period Chapter 13 design forces for non-structural components on a motions. roof. s model or experimental test shall account for The target spectra defined in 156 are broadband spectra, The analysis pertme meaning that they envelopepotential.peaks in spectral r-r friction between the array and the roof surface,rand the slope acceleration over a broad ranee of periods of vibration. ' of the roof.The friction coefficient used in analysis shalt be requirements In.Section representing a range of differen buildings where son based on testing per the req stnrctural components could be located Comparati-m For response history analysis or derivation of shake table test. anahtaeal studies(,Maffei el al 2012)have shown that the motion,either of the folkming input types are acceptable' use of broadband spectra provides a conservative estimate of (a) spectrally matched rooftop motions, or (b) rooftop the sliding displacement of solar arrayx compared to response to appropriately scaled design basis earthquake tnmodifred roof motions. ground motions applied to the baseof a dynamically repre- t__l sentobve model of the building supporting the PVl array being For input method (b). appropriately scaled Design Basis considered. Earthquake grounf motions are applied to the base of a (a) Spectrally Matched Rooftop Motions: T3ss method building anahsis model that includes the model of the solar requires a suite of not less than itiree appropriate roof array on the roof. In such a rase. the properties of the motions,spectrally matched to broadband design spectra per building analysis modem should be appropriate4 bracketed to AC 156{1CC-ES 2010)Figure 1 and Section 6.5.1. The cover a range of possible building dynamic properties spectrum shaft include the portion for T a 4.77 seconds (Walters 2010,Walters 2012). (frequency<1.3 Hz)for which the spectrum is permitted to be proportional to 11T. Because friction resistance depends on normal force.vertical f-1 earthquake acceleration can also affect the harizzorntai (b)ionsAppropriatelyAli Scaled fig Mgr :Thi Earthquake Ground movement of unattached components, so iachnsion of a Motions Applied to Building Model This method requses a 1 r suite of not less it=three appropriate ground mations, 1vertical Component is r stated in eonfomrance with the requirements of Chapter 16 of ASCE 7-10 over at least the range of periods from the For shake table testing,ft rh recounted to orients a d o e- dimensional test ar3irg two horizontal contportercts and one t__r Structural Sefernuc Requirements for Rooftop Solus Photovoltaic Arrays August 2012 Report SEAOC PVI-2012 Page 5 U PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 C (978) 688.4900 • (978) 688.5100 fax • www.panelclaw.com Appendix B C c pane Claw's c I STRUCTURAL ENGINEERS c ASSOCIATION OF ! " Cvertical component, or a two4imensimal test with one Comffientarv:The factor of 1.1 used in defining the design horizontal component and one vertical conVorneffi. In all seismic displacement is to account for the random eases the components of motion shag tie applied cosi uncertainty of response for a single given roof nsDtion Ilii C Y" uncertainty is assumed to be larger far s6cking`stiding Shake table tests:shat::apply the,minimum.of higt�ass response than it u for other types of noon-linear response to .input moliots necessary for testing may considered in stmctuta!en¢ineering.the fac4ar is chosen by equipment capacities. .Fiftering shaft be such that the judsmmt. resulting PN army displacements;are comparable to those analytically computed forunfiltered Input mations: If the input. motions are high-pass filtered or if two-dimenstoiml tests are Analytical and experimental studies.of the seismic response conducted,the tests shalt be:supplemented with ar etytictd of unattached solar anrn-s are reported bg schellenbere et at: studies of tete tests to calibrate the influential variables and (20121. three dimensional analyses to compute the seismic displacement for unfiltered input motions. Notation Commentary: For some input motions and shake table facilities,input records mat need tobr.hugh pass filtered or - component amplification factor(per ASCE 7). (retaining some of the low-frequrac contort of the record) & = component horizontal seismic design farce(per so that the shale-table movement doe>not exceed the table's ASCE 7) displacement capacity. If filierme of motions is needed,it t. = seismic importance factor for the budding(per should be done.in such a way as to have as little effect as ASCE 7) possible on the resulting sliding displacement. Comparative u analyses should be conducted to determine the effect of k = comporent importance factor(per ASCE 7) filterme on shdmg displacement, atter.-nhich unfcltered P, = eornrionmt response modification favor(per motions should be used in the analysis.to determine the ASCE 7) dellen seismic displattment. Sas = design 5%-dmy ped spectral acceleration parameter 1f the shake table bests are tno-dimensional,the tests should at short periods(per ASCE 7) Lj be used to calibrate comparable Rvo-dimensional analyses. T - fundamental period after which three-dimensional analyses should be used to determine the design seismic displacement. W, - total weight ct the array,Including ballast,on the aSom are u suds of Che section(being chethat has for H at least seven roof m used,the design seM..rhnic interconrtectivan strength)that liar smaller weight displacement is permitted to be taken as 1.1 times the t I average of the peak displacement values(in any direction) W. _ �t u9ht providing normal Woe at the roof from the analyses or tests.It fewer than seven root motions bearing focatra are used,the design seismic.displacement shat be taken as .i= design seismic displacement of the anay relative to n 1"1 times the maximum of the peak displacement values from the roof the analysts or tests. # = coefficient of friction at the bearing interface Resulting values for A.,shall not be less than 50%of the between the roof surface and the solar array values specified in Section.6, unless lower values ate validated by independent Peer Review. h V CStructural Seismic Requirements for Rooftop Solar Photovoltaic Arrays August 2012 Report SEAOG PVI-2012 Page 6 I� C C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978)688.4900 0 (978) 688.5100 fax • www.panelclaw.com Appendix B r ENGINEERING LLC 50-S Audubon Road Wakefield,MA 01880 978-774-1884 July 28, 2016 Town of North Andover Building Department artment 1600 Osgood Street CBuilding 20, Suite 2035 North_Andover,MA 01845 CRE: Proposed Ground Mounted Photovoltaic Arrays 1600 Osgood Street,North Andover,MA 01845 BMC Project No. 16-1325 To Donald Belanger(Inspector of Buildings), The intent of this letter is to notify you that BMC Engineering has evaluated the proposed installation of the "Polar Bear 10 deg Gen III HD" ballasted solar array system manufactured by Panelclaw Inc.,North Andover, MA. The solar arrays are to be installed C directly on top of the pavement of the existing parking lots located on the north and west sides of the main building at 1600 Osgood Street. Per the 8th edition of the Massachusetts Building Code 780CMR, design wind load shall be calculated in accordance with ASCE 7-05, Section 6. In accordance with section 6.5.2 of ASCE 7, structures having unusual shapes or response characteristics, (such as solar n panels) shall be designed using recognized literature documenting such wind load effects li or shall use the wind tunnel procedure specified in section 6.6. The Panelclaw Photovoltaic ballasted system has been performed by I.F.I. Institut for Industrieaerodynamik GmbH (institute for industrial Aerodynamics), Institute at the Aachen university of Applied Sciences in accordance with the with the test procedures described in ASCE 7-05 and in accordance with the specifications of ASCE 49-12. The results of the testing have been published in a Final Report No. PCM 10-2. Li ASCE 7-05 limits the results of a Wind Tunnel Study to a lower bound equal to 80% of the wind loads determined from section 6.5. According to ASCE 7-05, this lower bound limitation can be neglected if it can be shown that the Wind Tunnel tests do not consider shielding from nearby structures which is the case for this Panelclaw Wind Tunnel Procedure. Therefore it is our opinion that this ballasted system conforms to the Wind Tunnel Study requirements. I� The panel array system has been designed for this specific building location by Panelclaw L, Inc., North Andover, MA in accordance with the results compiled from the Wind Tunnel Study. The overall ballasted system weighs a maximum of 4.1 pounds per square foot. Ballasted Ground Mounted PV certification 1600 Osgood St. Page 1 of 2 The project specific design criteria for the proposed ballasted ground mounted solar array installation are as follows: - Array Mean Height= 5 feet for design(actual height is less than 1 foot) Array length 145'-3"maximum Array width= 130'-3"maximum Snow Loads Per 780CMR 1608.1, design snow loads on the solar panels,with the exception of the ground snow load, are calculated in accordance with ASCE 7, chapter 7: - Ground Snow Load,pg= 50 psf(780CMR Table 1604.11 updated 12/6/13) Snow load Importance factor, I,= 1.0 (Table 7-4) Thetmal Factor, Cc= 1.2 (Table 7-3) Exposure Factor, Ce= 1.0 (Table 7-2) C Design snow.load,pf= 50 psf �I Wind:Loads , Per 780CMR 1609.1 design wind loads on the solar panels,with the exception of the basic wind speed; are calculated in accordance with ASCE 7, chapter 6: - C, Basic Wind Speed, V= 100 mph(780CMR Table 1604.11 updated 12/6/13) Wind Importance factor, I,= 1.0 (Table 6-1) Wind Exposure Category is considered to be category C (Section 6.5.6.3) The Panelclaw design verification is based on the following: - a. IBC 2009 MBC Chapter 16, Structural Design as amended by MBC 81" ed. C' b. ASCE 7-05—Minimum Design Loads for Buildings and Other Structures C. Wind Engineering Report No. PCM 10-2 By this letter, I certify that the Panelclaw ballasted system, when installed in accordance with the parameters of the Wind Tunnel Study for the above project specific design loads meets the requirements of the building code. Backup calculations are available upon request. Should you have any questions regarding the project,please feel free to contact me. Very Truly Yours, �P-Ili Q¢Mgss (� BMC ENGINEERING,L.L.C. Q�� � t�Gt.W,i. hiEA �l'•✓`�'�'�' c' CML NO.39114 Colin J. Gallagher, P.E. Project Manager �ss�OkpL I Ballasted Ground Mounted PV certification 1600 Osgood St. Page 2 of 2 L, i--1 LJ Initial Construction Control Document To be submitted with the building permit application by a y . Registered Design Professional for work per the 8th edition of the Massachusetts State Building Code;780 CMR,Section 107.6.2 C ' Project Title:Ground Mounted PV Arrays Date:7/28/2016 Property Address: 1600 Osgood Street,North Andover,MA 01845 C' Project: Check(x)one or both as applicable: (X,New construction 0 Existing Construction Project description: Installation of ballasted PV arrays on the paved parking lot CL Colin J.Gallagher,MA Registration Number: 39114 Expiration date:06/30/2014 ,am a registered design professional, and hereby certify that I have prepared or directly supervised the preparation of all design pians, computations and specifications concerning: ( )Entire Project ( ) Architectural (X) Structural { ) Mechanical ( )Fire Protection O Electrical O Other: for the above named project and that such plans,computations and specifications meet the applicableP rovisions of the Massachusetts State Building Code,(780 CMR),and accepted engineering practices for the proposed project. I C understand and agree that I,(or my designee)shall perform the necessary professional services and be present on the construction site on a regular and periodic basis to: 1. Review,for conformance to this code and the design concept,shop drawings,samples and other submittals by the C contractor in accordance with the requirements of the construction documents. 2. Perform the duties for registered design professionals in 780 CMR Chapter 17,as applicable. . 3. Be present at intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine if the work is being performed in a manner consistent with the approved construction documents and this code. When required by the building official, I shall submit field/progress reports(see item 3.)together with pertinent comments,in a form acceptable to the building official. Upon completion of the work,I shall submit to the building official a `Final Construction Control Document'. iH OF Af ls. Enter in the space to the right a"wet"or GOLIN electronic signature and seal: GALLAGHER CIVIL N0.39114 A LJ 9 ��QIsTER�� 4Q Phone number: (978)7744884 Ext 102 Email:cjgallagher@bmcengineers.com `es�l ALS w �(zglts. Building Official Use Only L Building Official Name: Permit No.: Date: r-I Note 1.Indicate with an'x'project design Plans,computations and specifications that you prepared or directly supervised.If'other'is chosen, provide a description. n r L, 1---3 1-3 n n F-3 n 1---j 1 m c— 1-71 E—�] C—� E—D C-� C—:1 C c -1 8 7 6 5 4 3 2 1 She,Design aRatla-Flat Roof PV Sntem Bad.of Dasl[n GENERAL NOTES: SHEET INDEX pane =39 Roof LHa Lned(pfll 20(xe mte 3) 1. ALLSOE,PROJEC'T,ANDBUILDING DETAILSARE PROVIDED BY CUSTOMER OR GENERATED VIA SATELLITE IMAGERY FROM NO. DESCRIPTION claw, Ground Snow Pf(pd) 50 INFORMATION PROVIDED BY CUSTOMER.PANELCLAW IS NOT RESPONSIBLE FOR SITE INACCURACIES THAT COULD LEAD TO PC-1 COVER SH EET Flat Roof Snow Pf(psf) r� CHANGES TO THESE DRAWING DETAILS AND ARMY LAYOUT CONFIGURATIONS.ALL INFORMATION CONTAINED WITHIN PC-2 ARRAY SITE MAP PANELCLAW,INC.. THESE DOCUMENTS ARE TO BE FIELD VERIFIED BY CUSTOMER AND INSTALLER.ANY CHANGES OR MODIFICATIONS TO 1570 OSGOOD ST.SUITE 2100 Snow lmportanro FaRor(Iz) 1.0 PC-3 TYPICAL ARRAY DIMENSIONS TMFSE DOCUMENTS,CONTAINED INFORMATION,Ofl FINAL ARRAY AND MOUNTING SYSTEM INSTALLATIONS MUST BE NORTH ANDOVER,MA 01895 SUBMITTED TO PANELCLAW AND OTHER PROIECTAUTHORITIES FOR APPROVAL.- PC-4 RACKING COMPONENTS TEL 978.688.4900 D Wind Design Data 2. REFER TO AND FOLLOW THE APPROPRIATE PANELO.AW INSTALLATION MANUALS AND PROCEDURES DURING THE PC-5 BALLAST LEGEND - FAX:978.688.5100 Ult.Wind Speed(mph) N/A INSTALLATION PROCESS.NOT FOLLOWING SUCH PROCEDURES AND METHODS COULD RESULT IN DAMAGE TO THEpC-6 BALLAST LAYOUT-1 Y-'ww.paneldaw.com D COMPONENTS OR MAY VOID THE PRODUCT WARRANTY. NPm.Wind Speed(mph) 300 3. ARMY SETBACKS:ALL ARRAYS ARE REQUIRED TO BE SETBACK 4-FEET FROM ALL ROOF EDGES UNLESS OTHERWISE PC-7 BALLAST LAYOUT-2 STAMP SPECIFIED AND CALLED OUT ON THE ARMY DIAGRAMS ON THIS PAGE OR ON ADDITIONAL ARMY BALLAST PAGES. . Occupancy Category II 4. REFER TO THE SPECIFIC ARMY BALLAST SHEETS FOR BALUISTING REQUIREMENTS BASED ON THE PROVIDED 59E PC-8 BALLAST LAYOUT-3 INFORMATION. PC-9 BALLAST LAYOUT-4 Internal Pressure CoeHiden[ N/A 5. SYSTEM PS" INCL UDES ALL PANEICIAW RACKING COMPONENTS,MECHANICAL ATTACHMENT5(1F APPLICABLE),PV PC-10 BALLAST LAYOUT-5 Design Life(Yeass) 50 YEARS MODULE AND BALLAST ROOM.FOR MAX IMUM SYSTEM POINT LOAD SUMMARY(PLS),REFER TO CALCULATIONS. PC-11 BALLAST LAYOUT-6 MRI Ad)urtment F—, 1 6. PANELCLAW ANO/OR PANELCLAW CONSULTING ENGINEERS ARE NOT RESPONSIBLE FOR DETERMINING THE ADEQUACY OF PC-12 BALLAST LAYOUT-7 THE STRUCTURE TO SUPPORT LOADS IMPOSED BY THE ARMY AND MOUNTING SYSTEM.SUPPORT STRUCTURE TO BE Wind Exposure C - - CHECKED BY OTHERS. - PC-13 BALLAST LAYOUT-8' C and C Pressu W) (see nate 2) 7. ALWAYS ALLOW 6"CLEARANCE BETWEEN ARRAYS AND ALL FIXED ROOF ORIECTS OR ROOF EDGES,REFER TO LOCAL FIRE PC-14 BALLAST LAYOUT-9 CODES AND ELECTRICAL CODES FOR ADDITIONAL REQUIREMENTS WHICH MAY GOVERN DESIGN. PC-15 BALLAST LAYOUT-10 EaM9uaga Design Data RISE Category PC-16 BALLAST LAYOUT-IS II PC-17 BALLAST LAYOUT-12 Importance FaRor(le) 3,00 Cumponem Importance F.—(Ip) 1.0 Mapped Acceleration Parameter(Ss) 0.330 Mapped Acceleration Parameter(SI) 0.075 b b D C Sekmlc She Class D-ASSUMED C Design Sp—1 Acceleration Parameter(Sd I) 0.338 Design Sp—al Acceleration Parameter(Shc) 0.12 Sekmlc Design Category(SDC) C Basic salsmic-force-resistin[system(s)' ee note3 Base Design Shear=Fp a W s 0.16 W Seismic Response Coefficiem(Cs) N/A(see note 4) Response ModiRratlon Factor(R) 2.5 Analysis Procedure sea note 3 Design Code(with Inset amendments) MA ST B.C.8th Ed. ASCE 7-05 50 S O ADDBBONALCODE PROVISIONS SEAOC PVI-2012 'g s '� SEAOC PV2-2012 F wrwe.4.mamrm.wism,.mewwimw..wAn O ` f �.aMyinrmK.rv�w mnnmrmer.an,mmrwrum 45J D rap 14 t B r 3 SMLE: ORIGINAL SIZE 36"K24" SHEET SIZE ARCH"D" PREPARED FOR: +f, OSGOOD SOLAR PROJECT: r, 1600 OSGOOD J GROUND MOUNT LOCATION: A 1 1600OSGOOD STREET A NORTH ANDOVER MA 01845 SHEET TRIS: COVER SHEET AERIAL PHOTO/SITE DIAGRAM NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-1 8 7 6 5 4 3 2 1 1^-7 [—] 1.3 [--7 C-73 F--] 1-3 1-7 [--3 C-71 C-3 F-3 C-1 8 7 6 S 4 3 2 1 PROJECT SUMMARY panel17.7.'r L9Rs• m�"+ �N69� caw• R�MaR.oL �� Noouu wrmc.Lw sxl �� PANDOD ST.,INC. 1570 ss�vesof Icw nc) NORTH ANDOST.S ITE A02900 NORTH ANDOVER,MA 0194S we�a.nn Ti 4900 1 }- www o�ROldaw.Tom D ❑ -= r STAMP: 4 clPi _ PART QUANTITY L _ J J- So - = I t C" 3 c c Oq Q IT o w• ♦ to �= wT.T 99M;M0INASHORT BALAST T—A— E� PRRaT 20D0' 5 11 E s GROUND MOUNT W - ' ARRAY IN PARKING LOT 0 � f ARMY#ITYP) > E B B MEN - z SCALE: /© ORIGINAL 512E 36"%24" d " SHEET HEETSSE ARfH"D" IZ G 21 23 22 � N PREPARED FOR d _ _ OSGOOD SOLAR PROTECT: Efl 1600 OSGOOD _.E.: E GROUND MOUNT 71 A 1600OSGOOD STREET A r s" NORTH ANDOVER MA 01845 -3.- __ SHEETTLRE: ARRAY SITE MAP - NOTES: - - ARRAY SITE MAP �� LA SCALE: NTS PC-2 1 ELDVERFYALL DIMENSIONS PPORTOCOINSTRUCLIONOFTHE ISOLAR ARMY.LNOTIFY NOT APPROVED FOR CONSTRUCTION SHEET PANElC1AW OF ANY OISfflEPANCIES. REVISION: : 2 PC-2 8 7 6 5 4 3 2 1 1-73 F-7 F 7 C -:1 C-3 1-7 F--j C-1 C 1-3 1-3 n E 3 F 3 CC 8 7 6 S 4 3 — 2 1 pancl13 aaw, c THE cuwroSUPPORT - - - - — — — — — -- - PANELCLAW,INC. COHNECDON A—USES 1S70 OSGOOD ST.SUITE 2300 HOLE 1 ON THE HIGN SIDE. NORTH ANDOVER,MA 01045 TEL 97B.M.4900 D PT .. .. .. - FAX:9]8.688.5100 www.panelclaw.com D �E3 STAMP: D Ir B (REPEAT DIMENSION NORTH SOUTH) M (PROTECTED MODULE WIDTH) LAG + uwiq�Qi�a�iain L d �6 ° ......._. ._.._._ _.._iY1 - _ 0 C s g y�ySS PL u o x (CLAW (PANELLENGTH) - VH c f W HOLES D.C.) LL �Q (REPEAT DIMENSION EAST WESP j F B B 15" 'C E: ORIGINAL SIZE 36"X24" SHEET 512E ARCH"Cr 4 ARRAY CROSS SECTION VIEW ARRAYTOPVIEW B PREPARED FOR: SCALE: NTS PC-3 SCAIE: NTS PC-3 WHENINSTALUNG CLAWS TO MODULES,BE SURE TO USETHE MODULE MOUNTING HOLES WITH THIS SPACING.SLIDE CLANS TOWARD IUNRION OSGOOD SOLAR BOX PRIOR TO TORQUEING TO MAINTAIN CONSISTENT SUPPORT ALWNMENT. PROTECT: 1600 OSGOOD GROUND MOUNT LOCATION: A _ M ARYOIMENSIOM Ifi00OSGOOD STREET A PL PW PT PH e e C G D ryf e 1 X L M 4 R ° G.c.R.• MODULE BACK VIEW DIMENSIONS �� NORTHANDOVER MA01845 w (DEG) 14:11 _ -3 �� 196° 998 5p 9b 1985 1122 231 WI 361 0)8 182 SCALE: NTS SHEETTTLE:]03 885 982 1100 330 2TL8 l0A 0,69 - 37.32 )8.1) 56.00 9.13 17.35 14.26 34.56 ).1] ].09 3.p6 33.86 38.65 33.31 16.93 10,66 ]OA 2.4 -0.69 - - - TYPICAL ARRAY G.CR ntlo-1.6 4=(POM)/(A•B) DIMENSIONS NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-3 8 7 6 5 Ilk 4 3 2 1 8 7 6 5 4 3 2 1 '. panel=7 claw, PANELCLAW,INC. 15700S000D SF.541 E 2100 ® NORTH ANDOVER,MA 01845 - - - TEL:978.688.4900 D .. .. .. FAX:978.64w X00 D \ www.pane SEE DETAIL"F"ON THIS PAGE CLAW ISOMETRIC VIEW F SCALE: NTS PCd C C SEE DETAIL"O"ON THIS PAGE R SEE DETAIL'C'ON THIS PAGE F iO O g a BALLAST BLOCK SEE DETAIL"B"aN THIS PAGE _NORTH SUPPORT ISOMETRIC VIEW .. .. .. SCALE: NTS Pfd . GENERIC ISOMETRIC VIEW 8 SCALE: NTS PCd g > t B B . SCALE ORIGINAL SIZE 36"X24" \ \ SHEET SIZE ARCH"D" PREPARED FOR: OSGOOD SOLAR \ \ \\ PROTECT: \ 1600 OSGOOD \�\ GROUND MOUNT 4 \ LOCATION: A �\ � 160005GOODSTREET A SOUTH SUPPORT ISOMETRIC VIEW / e 1 STANDARD SUPPORT ISOMETRIC VIEW �f� BALLAST TRAY ISOMETRIC VIEW (D� NORTH ANDOVER MA 01845 SCALE: NTS Pfd SCALE: NTS Pfd SCALE: NTS PC-4 SHEET TITLE: - - - RACKING NOT APPROVED FOR CONSTRUCTION COMPONENTS REVl510N: SHEET: 2 PC-4 8 7 6 5 4 3 2 1 171 C`7 C3 I 8. . 7 6 51 4 3 2 1 panel=v claw* 1 0 20 NELC SL9URE. 15]0O NORTH ANDOVER,MA 01845 D " - .. .. .. .. TEL:9Z8.688.4900 FAX:9]8.688.5TOO -- — w.panelclaw.com D STAMP: a .- - USE CLAW HOLE 1 TO SECURE HIGH SIDE OF MODULE TO SUPPORTS SUPPORT TO CLAW HOLE CONNECTION �A - SCALE: NTS PC-5 C s C MODULENORTH < m m W ALLEDD„DERMDDUH —_ = S2 1 S2 w„Erv=PECfIEDD„Lr L2 „=TALL„ PF.IET,eAn ♦ „LATHE.EAa._A N=TAHEo--GA 1 _ S1 1 S1 ego f a 5 o f f v c ]h x v B S1— — �1 gF B o � _� .... _... [ALE' --- — — -- --�-� ORIGINAL SIZE 36'%24” f Ll Ll S 1 — S 2 SHEET SIZE ARCH"D” PREPARED FOR: OSG D 00 SOLAR - � PROIECf: L3 Sl L2 Sl 1600 OSGOOD GROUND MOUNT �m AwsT nuA„nrr AEr:� A rA DeAOTE LOCATION: GENERIC BALLAST PLACEMENT LEGEND R BALLAST MAP GENERIC TRAY,BALLAST,AND ATTACHMENT PLAN C TABLEp"=¢un„rmof9AuwsTBLOCN SHEET—""R” 16000SGOODSTREET A srwtE: NTS PC-5 SCALE:Nis ve-s SQPROIEUPanrauA„nnes Bna°fAND eH>s NORTH ANDOVER MA 01845 BLOCK nu"NTITY mar—TNUMBERs..'HOR RE¢meEMErvrs.. SHEETTITLE: BALLAST NOT APPROVED FOR CONSTRUCTION LEGEND REVISION: SHEET: 8 7 6 2 PC-5 S 4 3 2 1 8 7 6 5 4 3 . 2 1 ARRAY 1 ARRAY 2 pane = ROOF INFORMATION ROOF INFORMATION claw" ROOF.—HT(FT) S ROOf HEGM IF T) s PANELCLAW,INC. PARAPETWGMIFTI 0 PARAPET NEGNT IfH 0 1570 OSGOOD ST.SUITE 2100 NORTH ANDOVER,MA DIMS ROOF TILT IDEG) 1 ROOFTILT(DCG) 1 TEL:9]6.686.49(10 D ROOF—E TBD ROOF TYPE TBD FA%:97B.688.SIOO www.panelclaw.com D SPECIFICATIONS SPECIFICATIONS 'U"IP OFMODUIES 343 NUMBEROFMODULES 11 STAMP; MODULE POWEP(WI 350 MOOUIEPOWER(WI 350 ARRAYOUTPUT(Kw) 119.7 ARRAY OMPUT(Kw) 199.5 ARRAY AZIMUTH 167' ANRAYA2IMUTH 167 PARTQUANTTTHM PARTQUANTMES REM QTY UFM QTY STANDARDSUPPOM w6 STANDARDSUPPOM 1102 123'-9" NORTH SUPPORRNORTH SUPPORTS 38 —SUPPORTS 38 —SUPPORTS 38 LONG RALLAST TRAY 342 LONG BALLAST TRAY S. HORFMUASTTRAY 38 ORT BALLAST TRAY 67 CLAWS 681 CLAWS 1110 Q Q: fn-4—P CBALLAST BLOCKS 576 RALUST BLOCKS 9O7 C d .—� LOADING DETAILS LOADING DETAILS SINGLE MODULE WT(B) 51.1 SINGLE MODULE WT I LB) 51.1 84-7, SINGLECMUWT(LBI 32.6. SINGLECMUWT%BI 32.6 a ¢ 1-4-4-4 TOTAL ARMY WT(B) 4237o TOTALARMY wr(LBI 6a>5z f—T—T—?7=7—f—y Ty f T T t T T 123'-9n ARRAY AREA(sQ FT) law ARRAY AREA(SQ frl 1i39s - .. IOAO IMF) 1.0 ARRAY LOAD IPSP) 4.0 0 50 T-9 Q.5 5 5 S o a f BALLAST LAYOUT-ARRAYI SCALE: 1/16"=1'-0" PCfi w 4—�4' vl gs B B SCALE: 140'- ORIGINAL SIZE 36"%24" SHEET 512E ARCH"D" PREPARED FOR: NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION Iv NORTH AND f—f '�'R '�-'-F—'F--P' �F 'P�-�(' ��—'�� P v� ISOUTHARMYEDGE.DMENSIONSNTHENCLUDE THE RACKING OVERHANG ON EEASTWESTT OSGOOD SOLAR F—T—T—B7i7—?—f DIRECTION ARE TO THE MODULE EDGES.DIMENSION"R" FROM Y BE USED OFFSET THE NORTH SHEET ALI —_ �_�� SOUTH ARMY BUILD ALIGNMENT FROM THE MODROOF ULE PROJECT:�. $ _� �T�} PEDGE TO OTECTTHE PAM TO EDGE.THIS ALLOWS HANA MODULE THAT SEVERAL BE FF THE ROOF.TFIANAMODUIE 1600 OSGOOD _ THAT SITS SEVERAL INfHE50FFTHE ROOF. GROUND MOUNT LOCATION: A1600OSGOOD STREET A NORTH ANDOVER MA 01845 n u u u u u u u u u u U u u u a SHEETTITLE: - .. .. _ BALLAST BALLAST LAYOUT-ARRAY 2 LAYOUT-1 SCALE: 1/16"=1'-0" PC-6 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-6 8 7 6 5 AIIII 4 3 2 1 C-7 C�7 C-7 1-3 C--3 3 E-3 3 C---j C-73 [--1 C- C- C-71 F-7 1-3 1---3 L� 8 .. 7 6 5 4 3 2 1 ARRAY3 ARRAY4 panelG27O ROOF INFORMATION ROOF INFORMATION claw* RGOFHEHIHT(FT( s ROOF HEIGHT(FT) s PANELCLAW,INC. MMPETHF.HT(FN 0PAMPEI HEXiHT(FT) 0 1570 OSGOOD ST.SUITE 21M NORTH ANDOVER,MA DIMS ROOF TILTIUEGI 1 ROOFTILTIDEGI t TEL 97 8.689.4900 ROOF TYPE TBO ROOF IYPF TBD FM.978.688.5100 D Y,Ww.Pa¢RId,WCom D SPECIFICATIONS SPECIFICATIONS UMBER OF MODULES 353 NUMBER OF MODULES 371 STAMP: MODULE POWER(W) 350 OULE POW ER IWI 350 ARRAY OUTPUT1 123.1 ARMY OUTPUT(Kwl '130.2 - 104'-3" ARMY AZIMUTH 167ARMY AZIMUTH 167' PARTQUANTRIES PARCQUANTMES RFM OTY REM DN STANDARDSUPPORTS 67Z STANDARDSUPPORTS 704 INORTH SUPPORTS 32 —SUPPORTS CO SOUTH SUPPORTS 32 SOUTHSUPMATS 40 LONG BALLAST TRAY 345 LONG BALLAST TRAY 3Tl 1_I—I Y.�._I.-�.._.�•.._.� L_L__L_L_L_1-.LJ. n�nwosa�v.oaircme,o sITDRrBALusTmor sITDRrBALusrTMr CLAWSoa Cuwi 744 $ $ $ ("-Yom'— -4- -��- -� V-4�1 MllAsr 9Loa5 s66 BALIAsr eLoas 603 C 103'-3" fTF--- ----@---�- LOADING DETAILS LOADING DETAILS SINGLE MODULE NT(1BI 51.1 SINGLE MODULE WF ILEI 51.1 $INGLECMVINT(LBI SINGUCMUYIT(LB) 32.6 �'F--'P- -'F�-T°1 - TOTALARMY INT(LB) TOTALARRA (LB) 45313 YT f T T f T tF-11 .. 'ARMY AREA ISO ]0757 ARMY AREA ISO.M 11380: ARRAY WAD(PSF) 1.0 ARMYLOAD(PSN 4.0 o o s o s s \ o � BALLAST LAYOUT ARRAY 3 SCALE: 1116-- PC-7 u E B I g W B UT [n-p---y--f—F-3-f-_gyp—a--4-4---4.,_-4-4--4-��I. —ff—F-9�4—Y-YT—VIF TF---P�--'pf--'�T�T�1 SCALE: —_t1Ltl_L__L.�� SCT: L_ f--F q ORIGINAL SIZE 36"X24" —F 1 -Q—>F- f ff SHEET SIZE ARCH PREPARED FOR: f T� � NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION INCLUDE THE MCXING OVERHANG ON THE NORTH AND SOUTH ARMY EDGE.DIMENSIONS IN THE EAST WEST OSGOOD SOLAR 89'-3" DIRECTION ARE TO THE MODULE EDGES.DIMENSION"R" FROM SHEET PC-3 MAYBE USED TO OFFSET THE NORTH SOUTH ARMY BUILD ALIGNM ENT LINE FROM THE MODULE PROJECT: EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF PROTECTION PADS TO BE ALIGNED BATHER THAN AMODULE 1600 OSGOOD THAT SITS SEVERAL INCHES OFF THE ROOF. GROUND MOUNT LOCATION: A 1600OSGOOD STREET A NORTH ANDOVER MA 01845 a u u u u u u u u u u u u u u u u SHEETTITLE: ., _ . . . . BALLAST BALLAST LAYOUT-ARRAY 4 / z l LAYOUT-2 SCALE: I/W=1•-0•• -7 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-7 8 7 6 5 4 3 2 1 1--3 173 n n n n •[73 F-71 C F-3 C—J 8 7 6 5 4 3 2 1 ARRAYS ARRAY paneOOO ROOF INFORMATION ROOF INFORMATION claw, RooF HEGHr IFTI - s RooFHDGIIT(FT) s PANELCLAW,INC. PAAA'EF.EIGFrr(0 0 PARAPET HEIGHT(IT) 0 "M OSGOOD ST.SUITE 21M 130'-3" NORTH ANDOVER,MA 01845 ROOFFILIF(M.) 1 ROOF TILT(DEG) 1 TEL:970..688.4900 D ROOFTYPE FBD ROOT ttPE TBD F�:9]8.688.5200 .p4neldaw.cum D SPECIFICATIONS SPECIFICATIONS NUMBER OF MODULES SM NUMBEROFMODULES 4M STAMP: IJ__I_I.-IL.¢ � Y ��� �-IF�Vr MOOUIEPoWFR(W) 350 MODULE POWER(WI 350 4_-4-W--Y-�4-�� _ - ARMY OUFPUF IKw) 105.8 ARRAY OUTPUT(XwI 162.3 ARMY AZIMIRH 167' ARMY AZIMUTH 167 PARi QUANTITIES PARE QUANTITIES RFM Qtt REM QTY.. STANDARDSUPPORTS 1136 STANOARDSUPPORTS 924 W-YT T-T-T-f-If y-9 NORTH SUPPORTS 40 NORTNSUPPORTS 32 SOLZTHSUPPORTS 40 UFHSUPPoRTS 3Z LONG MUASTTMY S75 LONG BALLAST TMY 462 SHORT MLLAST MY 66 SHORTMLLASTTMY 64 40'-T CLAWS IlT6 CLAWS 956 n 'p 6 LUST BLOCYS 93> MILATT BlOCYS 761 dO O C W�R-V-W-'�--V�W #Y--W-T LOADING DETAILS LOADING DETAILS SINGLE MODULE WT DBI 51.1 SINGLE MODULE WT(LB) S1.1 SINGLECMUWT(LB) 32.6 SINGLECMUWT(LB) 32.6 TI-LARMYWT(LB) ]09]1 TOTALARMYWT(UR S7666 'ARMY AREA(SO.FT) 12945 ARMY AREA(SQ,FTI 101'-3" ARMY LOAD(PSI) 4.0 ARMY LOAD(PSF) 4.0 z. fag � BALLAST LAYOUT-ARRAYS - SCALE: 1116•=1'-0 PC-8 spi BL �_ IFF�� B ._�.._p_-�_�-_�"�" � .. o W SCALE: 140'-]" ORIGINAL SIZE 36"X24" SHEET SIZE ARCH"D" T 7 T T 'DIY T I PREPARED FOR: NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION INCLUDE THE RACING OVERHANG ON THE NORTH AND SOUTH ARRAY EDGE.DIME NSIONS IN THE EAST WEST OSGOOD SOLAR DIRECTION ARE TO THE MODULE EDGES.DIMENSION"R" FROM SHEET PC-3 MAYBE USED TO OFFSETTHE NORTH SOUTH ARRAY BUILD ALIGNMENT LINE FROM THE MODULE PROJECT: EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE 16OO OSGOOD THAT SITS SEVERAL INCHES OFF THE ROOF. GROUND MOUNT LOCATION: A 1600OSGOOD STREET A ry-��'1 1144:- n NORTH ANDOVER MA 01845 v u v U v v H N SHELF TITLE: . .. _. - .. . . BALLAST BALLAST LAYOUT-ARRAY 6 z LAYOUT-3 SCALE: 1116'=1'-0- PC-B NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-8 8 7 6 5 4 3 2 1 C-71 C-73 1-71 1-T7 C-3 L 1---3 C-7 C 7 CTS C-3 1-71 C^J C-7 C-7 8 7 6 5 4 3 2 1 . ARRAY7 ARRAYS pane 27127 ROOF INFORMATION ROOF INFORMATION claw* ROOFHEGNF(FTI 5 ROGIIII FIFE) s PANELCLAW,INC. PAMPEf HEGHT�fQ 0 PARAPETHEGHT(FQ 0 1570 OSGOOD ST.SUITE 21M NORTH ANDOVER,MA 01845 ROOFTRTIDEGI ROOFTRT(OEI TEL:978.688A900 D ROOFTYPE TBD ROOF TYPE TBD FAX:978.688.S1w D ww.pene SPECIFICATIONS SPECIFICATIONS NUMBER OF MODULES 399 NUMBER OF MODULES 469 STAMP: MODULE POWER IW) 350 MODULE POWER 111 350 AMAYOUFP.F-) 139.> RAYOMPUTIKw) 164.2 ARRAY AZIMUTH 167 ARRAYAZIMUFN 167 123'-9" PAREQUANFITIES PARTQUANTITIES NEM QTY REM QTY STANDARDSUPPORIS 760 STANDARD SUP.- 892 L�� NOR HSUPPOR S 38 NORTH SUPPORTS 46 SOUTH SUPPORTS 38 —SUPPORTS 46 LONG IMLIAST TRAY LONG&IOASTTIUT 666 SHORT BALLAST TRAY ORTIM—TRAY 11 C— )98 CIAWS 938 S Q C �Lr�r--q�—y BALLAST B.. 643 BALLAST BLOCXS 757 a U 98'-7" 7 7 f T If 7 T T T 7 1 7 T I T LOADING DETAILS LOADING DETAILS SINGLE MODULE IT 51.1 SINGLE MODULE IT ILS) 51.1 SINGLE CMU NT(LB) 32.6 SINGLE CMU WT(LB) 33.6 n TOTALARMY Wi(l01 48452 TOTALARMYWTDBI 56999 T AREA ISQ FTI 12197 ARMY AREA(S4 FT) 14339 ARMYLOAO IPSH 4.0 ARMY LOAD(PSF) 4.0 _ H O 2 f 6 BALLAST LAYOUT-ARRAY? s SCALE: 1/16"•2'-0' PG9 w B B TI N v r r t p N1 SCALE: ORIGINAL SIZE 36"124" SHEET SIZE ARCH"D" 112'- PREPARED FOR: NOTE:DIMENSIONS IN THE NORTH SOUTH -�� ---f--f—�� RA INCLUDE ARMY EWE.DIMENSIONS WT THEE EAST A ST WESTO OSGOOD SOLAR DIRECTION ARE TO THE MODULE EDGES.DIMENSION"R" FROM SHEET PC-3 MAY BE USED TO OFFSET THE NORTH SOUTH ARRAY BUILD ALIGNMENT LINE FROM THE MODULE PROIECT: I. f f T EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF PROTECTION PAM TO BE ALIGNED RATHER THAN A MODULE 1600 OSGOOD THAT SITS SEVERAL INCHES OFF THE ROOF. GROUND MOUNT 4 1� v LOCATION: A 1600OSGOOD STREET A a H N u N N N N N N N . .. H ,. ,. . a NORTH ANDOVER MA 01845 SHEETTITLE: .. .. - .. .. — .. BALLAST BALLAST LAYOUT-ARRAY 8 �2� LAYOUT-4 SCALE: 1/16'=1'-0' PC-9 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-9 8 7 6 5 4 3 2 1 E-3 E J C—7 C-7 C-71 C__j F-3 L73 E___j C-7 E71 C-3 C __3 C --I 8 2 6 S' 4 - 3 2 1 ARRAY ARRAY 30panelAMU ROOF INFORMATION ROOF INFORMATION claw* ROOF HEIGHT ITT) s ROOF HEMPT(FT) s PANELCLAW,INC. . AMPETHEGxr IFR RAPEf HEGHT(FQ 0 1570 OSGOOD V.SUITE 2100 OOF TILT IDEGI ROOF TILT IDEGI. 1 NORTH ANDOVER,MA 01845TEL:978.688.4900 D ROOFTYPE TBD ROOF TYPE TBD FM:978.688.5100 www.P Idaw.com D SPECIFICATIONS SPECIFICATIONS 130'-3" NUMBER OF MODULES 432 NUMBER OF MODULES 137 STAMP: MODULE POWER IW) 350 MODULE POWER IW) 350 ARMY OUTPUT(K) 151.2 ARMY OUTPUT(K) 48.0 ARRAYAZIMUTH MY AZIMUTH 167' - . — � .. .. .. PARTQUANTMES PARTQUANTITIES. HEM QTY RFM 4TY '_F—f_ STANDARDSUPPORTS 816 STANDARDSUPPORTS 144 l_—q-- — -���� ¢� NORTH SUPPORTS NORTH SUPPORTS �a u u u a SOUTH14.1 TS 48 SOUTHSUPPORTS 30 LONG MLLASTTRAY 430 LONG MLUST TRAY L. SHORT BALLAsr TRAY sz SNORT MLIISTTRAY 24 yr-r "— cLAws eBs cow's 274 $ Q .Y.-�C�£ 4_ —. g. =F= �J MLASTBL«u D3 ML AS BL«a x32 LOADING DETAILS LOADING DETAILS SINGLE MODULE NT(LB) 51.1 SINGLEMODULEWT(W) 51.1 SINGLECMUWT(LB) 32.6 SINGLECMUWTILB) 32.6 —may—p— TOTALARMYWTILBI 52653 TOTALARMYWT(L)I 17092 `J q—q-�9rsl ARMY AREA ISq'TI 13218 ARRAY AREA(Sq R) 4218 ARRAY LOAD(15F) 4.0 ARMY LOAD(FSF) u u u u u u u u u u u u u u u u u v u u B O O O 5 5 5 s o f c BALLAST LAYOUT-ARRAY 9 - SCALE: 1/16•=1'-0' B t 8 . SCALE: ORIGINAL SIZE 36"K34" 9r-9" SHEET SIZE ARCH"D" PREPARED FOR: NOT DIMENSIONS IN THE NORTH SOUTH DIRECTION INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTH ARRAY EDGE.DIMENSIONS IN THE,EAST WEST OSGOOD SOLAR. DIRECTION ARE TO THE MODULE EDGES.DIMENSION"R" FROM SHEET PC-3 MAY BE USED TO OFFSET THE NORTH SOUTH ARRAY BUILD ALIGNMENT LINE FROM THE MODULE PROTECT: EDGE TOTHE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF - PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE 1600 OSGOOD THAT SITS SEVERAL INCHES OFF THE ROOF. sr-n" GROUND MOUNT LOCATION: A 1600OSGOOD STREET A NORTH ANDOVER MA 01815 u . . u u u u u u a � � SHEETTITIE: . H H _ BALLAST BALLAST LAYOUT-ARRAY 10 / z 1 LAYOUT-5 SCALE: 1/26"=V- PC-30 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-10 8 7 6 5 4 3 2. 1 C 7 L7 C--7 1-71 E-71 F-] F-1 E-3 I- 7 C-71 E---I C---j 8 7 6 5 4 3 2 1 ARRAY 11 ARRAY 12 pane =17 ROOF INFORMATION ROOF INFORMATION claw, ROOF E..ITT) 5 ROOF HEIGHT EFT) S PANELCLAW,INC. PAM-HEIGHT IfTI 0 MRAPFTHEGHT(FN 0 IS70 OSGOOD ST.SUITE 21W NORTH L:97&6ANDOVER,MA 01845 FTIIT(pEG) 1 ROOF TIIT IDEG) 1 TEL:9]8.688.4900 D ROOFTYPE TBD ROOFTYPE TBD FAX:978.688.51 GO Y.wW.vR�P1dRW4on. D SPECIFICATIONS SPECIFICATIONS If NUMBEROFMOOULES 548 NUMBER OF MODULES 162 STAMP: MODULE POWER(W) 350 MODULE POWER(WI 350 PG71(T-..Y-..�...'>p-fir-rp -T� ,�,� ,�T� ,�-�,-��, ARMY OUTPUT IK.) 191.8 ARMY OUTPUT IKw) ARMYAZIMUTH161 ARMY—UT. 16] -- �- — �� PARTOUANTmES PARr QUANTITIES REM CRY fFEM QTY 1 SFANDARDSUPPORTS 1060 STANDARD SUPPORTS 300 Til NORTH SUPPORTS 36 NORTH SUPPORTS 24 SO—SUPPORTS 36 SOUTHSUPPORTS 14 LONG BALLAST TRAY 534 LONG MIUSTTMY 156 145'-3' � ���-� SHORT BAlIASiIMY SHORT BALLAST TRAY' 36 CLAWS 1096 CEAWS 324 Q Q ME—BEOCKS 872 BALLAST BLOCKS 267 D a C LOADING DETAILS LOADING DETAILS SINGLE MODULE WT(LB) 51.1 SINGLE MODULE WT(LB) 51.1 SINGLECMUWI(LBI 32.6 SINGLECMUWT(LB) 32.6 i u TOTALARRAYMT(W) 66095 TOTALARRAYWT(UH 19908 ARMY AREA RQ FF) 16T12 ARMY AREA ISO FTI 4967' ARMY MAD(ME) 4.0 ARMY LOAD IPSFI 4.0 o � v g E w BALLAST LAYOUT ARRAY 11 SCALE: 1/16'=1'-0' PC-11 w D B W e SCALE: .. .. .. .. RmLPIr•LP� ORIGINAL SIZE 36"1(24" SHEET SIZE ARCH"O" T If NOT DIMENSIONS IN THE SOUTH DIRECTION PREPARED FOR: INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTH AN ARE THE S IN EDGES.DIMENSEAST ION OSGOOD SOLAR FROM SHE AREA THE MODULE EDGES.DIMENSION H FROM SHEET PC-3 MAY BE USED TOOFFSETTHE NORTH 79-5+ SOUT EDGETATRAY HESUPPOALIGNMENT(INE ALLOW SUPPTHEORT MODULE PROTECT: If P EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT RDUL PROT TNCHESALIGNED F THERORATHER THAN AMODULE 1600 OSGOOD THAT SITS SEVEML INCHES OFF THE ROOF. GROUND MOUNT LOCATION: .A IvT F-11 J� 1600OSGOOD STREET A NORTH ANDOVER MA 01845 u u u u u u u v SHEET TITLE: - - BALLAST BALLAST LAYOUT-ARRAY 12 LAYOUT-6 SCALE: 1/IV-I'-0" PG-11 NOT APPROVED FOR CONSTRUCTION flEVI510N: SHEET: 2 PC-11 8 7 6 S 4 3 2 1 E F-3 r-3 1-1 �� �� � � r� 1-71 1 n m 8 7 6 5 4 3 2 1 .. ARRAY 13 ARRAY 14 pane =7 ROOF INFORMATION ROOF INFORMATION claw, ROOFHEIGHT(FT) 5 ROOFHEIGHT(FT) s PANELCLAW,INC. PARAPET HEDHT(FT O MRAPETNFIGHT(FT) 0 ISMOSG0 DST.SUITE21D0 NORTH ANDOVER,MA 01845 ROOFTHT(DEG) ROOFTILTIDEGI 1 TEL9]8.688ASOO D - ROOFTYPE TBD ROOFTYPE TBD FA%:9]8.688.SIM www.PAQIdBw.— D SPECIFICATIONS SPECIFICATIONS NUMBER OF MODULES 286 NUMBER OF MODULES 189 STAMP' MODULE POWER(1) 350 MODULE POWER(W) 350 ARMY OUTPUT IKw) 100.1 ARMYOUTPUTIK.1 101.2 ARMY AZIMUTH 16J ARMY AZIMUTH 167' -PART QUANTITIES. PARTQUANTITIES REM QTY TEM QTY STANDARDSUPPORTS 536 STANDARDSUPPORTS 544 110'-9" NORTH SUPPORTS 36 NORTH SUPPORTS 34 SOQTN SUPPORTS 36 SOUTH SUPPORTS 34 LONG BALLAST286 LONG MUAST TMY Z. LFL-➢—�1���Q—�-Q"—I�--'I�-4--tp—IE--1�-IF—T'-35L� SHORT BAlU1STTMY 36 SHOPT MLIASTTRAY 36 C.— - 1. d s o C MLI-ASTBLOCKS 467 BALLAST BLOCKS 4)0 C LOADING DETAILS LOADING DETAILS SINGLE MODULEWTHBI 51.1 SINGLE MODULE YVT IBI 51.1 79'-11" SINGLE CMU WT(LB) 32.6 SINGLFCMUWT(UB) 33.6 TOTALARMYWT(L9) 349>5 TOTALARMW YT(UB) 35368 ARMV AREA (SQ m 8]58 ARMY ARG ISO.FT) —6. ARMY LOAD(PSF) 4.0 ARMYLOADIPSFI 4.0 N 5 5 5 BALLAST LAYOUT ARRAY 13 SCALE: 1/lfi"=1'-0" PC-IZ B g c 1101-9" B . SCALE: Ur ORIGINAL S1ZE 36"X24" SNEETSIZE ARCH"D" NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION PREPARED FOR: INCLUDE THE MIXING OVERHANG ON THE NORTH AND SOUTHARMYARE THE S IN EDGES. EASTWESTOSGOOD SOLAR FROM ION METO THE MODULE EDGES.DIMENSION"R" FROM SHEEP BUIMAYBEUSEDTOOFFSET THENORTH 79'-11" SOUT ARMYBUILD LINE FROM THE CIRTROMODULE PROJECT: - EDGE TO THE SUPPORT EDGE.THIS ALLOW55UPPOflT ROOF - -- PROTECTION PADS TO BE ALIGNED BATHER THAN A MODULE 1600 OSGOOD THAT SITS SEVERAL INCHES OFF THE ROOF. -may-pT T IF f GROUND MOUNT LOCATION: A ��� � ��� J _ 1600OSGOOD STREET A - -- -� � NORTH ANDOVER MA 01845 a u u u u u u u u u SHEET TITLE: �\ .. .. BALLAST BALLAST LAYOUT-ARRAY 14 / z \ LAYOUT-7 SCALE: 1/16'=1'-0' PC-12 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-12 8 7 6 5 4 3 2 1 C�7 8. . . . 7- 6 . . 5 - . . 4 - 3 .. - . .2 1 ARRAY 15 ARRAY 16 pane =ff ROOF INFORMATION ROOF INFORMATION C aW ROOFHEIGHI(FT) 5 W--PE 5 PANELCLAW,INC. 117'3" PAMPETHEGHT(FT) 0 0 1570OS000DST.SUITE 2300 NORTH ANDOVER,MA GEMS . ROOFTILT(DEG) 1 TEL 928.668.4900 D ROOFTYPE TBO TBO FA%:978.688.S100 www.p...I't w— D SPECIFICATIONS SPECIFICATIONS NUMBER OF MODULES 514 NUMBER OF MODULES 522 STAMP: MODULE POWERL1/1 350 MODULE POWER(WI 350 UTPUL(-) 179.9 ARRAY OUTPUT(K.) 184.5 ARMY AZIMUTH 167 ARMY AZIMUM 167 PARTOUANTITIES PARTOUANTMES - REM QTY ITEM 0" STANDARDSUPPORTS 992 STANDARDSUPPORTS 1020 NORTH SUPPORTS 36 NORM sUPPORTS NSUPPORTS 36 SOUTH SUPPORTS 34 MLLA9T TMY 500 LONG MLLSTTMY 512 145'-3" �Sr-q,__��—�Y—� �.� _� �_� ..y� sxoxr MlLwsrrMr sxoRr MLunTMr 64 —_0__�-4._�.—Y_�_Dl .: CLAWS - 1020 C— 1— LOADING os4 $ $ Q BALLAST BLoua s43 MLIwn BLoas a3a C Loao NG oEraLs WADING LB)DETAILS < m m -------- — a a A.......... ... .� SINGLE MODULE Wf(LBI 51.1 SINGLE MODIIIE Wt(lBl Sl.l SINGLE CMU WT(LB) 32.6 SINGLECMU Wf(IO) 32.6 TOTALARMYWT(IB) 62923 TOTALARMYWT'ILBI 63S39 AR AR (D—>f�—�-1f—L�— MY AREA(5411) 15669 MY ARFA(54 fT) 161100. (�— ARMr Lo4o(PSH ARRAYLOAD(PSF) 4.0 LAY-4�4� V��4�1 i E 's 's f �\ BALLAST LAYOUT-ARRAY 15 SCALE: 1/16"•1'-0' PC-13 r = �'- .-P--. P—V-�'F�-4—'F- -S��-�1 W B 8 SCALE: 14S'-3' DID INALSIZE36�X24 SHEET SIZE ARCH"D" NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION PREPARED FOR: INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTH ARRAY EDGE.DIMENSIONS IN THE EAST WEST OSGOOD SOLAR DIRECTIO FROM SHIM PC-3OMAN BETHEOUSED ETO OFFSET THE NORTH SOUTH ARRAY BUILD ALIGNMENT LINE FROM THE MODULE PROJECT: EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE 16000SGOOD THAT SITS SEVERAL INCHES OFF THE ROOF. f If IF GROUND MOUNT LOCATION. A 16000SGOODSTREET A . NORTH ANDOVER MA 01845 SHEETTTTLE: - - .. BALLAST BALLAST LAYOUT-ARRAY 16 / Z 1 LAYOUT-8 SCALE: 1/16"=1'-0" x'13 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-13 8 7 6- 5 - 4 3 2. - 1 . C-3 Cr7 C-3 1-3 1-3 1--7 E-3 C--I C-7 C-7 1-71: F-3 C-7 [---j 8 7 6 S: 4 3 2 ARRAY 17 ARRAY 18 pane =7 ROOF INFORMATION ROOF INFORMATION aw• . ROOFHEIGHT(FI) s RooF xE�cHr IFR s PANEICIAW,IFIC. 110'-9' MMPET HECHTjm o PAMPET HEKiHT1FT1 0 157005GOODST.SURE2100 M ` NORTH ANDOVER, A 01845 ROOFTIIT(OEG) 1 ROOF NIT(DEG) 1 TEL 978.688.4900 D ROOF TYPE T.D ROOF TYPE TBD 978.688.5100 WW.Pa�BIaAY..�Pm D SPECIFICATIONS SPECIFICATIONS LD---4—�—�-4 NUMBER OF MODULES Si) NUMBER OF MODULES S. STAMP: MODULE POWER(W) 350 MODULE POWER(W) 350 ARMY OUTPUT(K.) 1M.5 ARMY OUTPUT(Kw) 195.3 AR—..M— 167 AFRA(MIMUIN 167 PARTQOANrmES PARTQUANTmEs QTY rtEM n ' '-"�r If�— — - , STANDARD SUPPORR 30)0 STANDARD SUPPORTS 3080 "r--IF- NOUN SUPPORTS 34 NORTH SUPPORTS 36 SOUTHSUPPORTS 34 SOUTLISUPPORTS 36 LONG M—TW SIi LONG MILASTTMY 544 145'-3" SHORT MLUSTTMY 61 SHORT BALLAST MY 61 CLAWS 3054 CLAWS - U16 C BALLAST BLOCKS B38 BALLAST BLOCKS 933 0 0 o G C LOADING DETAILS LOADING DETAILS SINGLE MODULE WT(UH 51.1 SINGLE MODULE WT(W) SINGLECM—HB) 32.6 SINGLE CMU VIT HE) 32.6 n TOTALARMYMT(LB) 63539 TOTALA"-(LB) 68)6J �A ��Y-Y-1P-���—�— .. .LETT"... .. ARMY AREA ISO FTI 16OB0 ARMY ARFA ISn R) 1m26. ARMY LOAD IPSFI 4.0 ARMYLOAD IPSF) BALLAST LAYOUT-ARRAY 17 IL3�-�i��—�� '-� 6•=1•.0• SCALE: 1/1PC-14 �1-'ltN= w B If d B If I SCALE: . .. IN91IT• 145'-3" ORIGINAL SIZE 36"%24" SHEET SIZE ARCH"D" NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION PREPARED FOR: INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTHARRAYARE TO E.THE MODULE S IN EDGES. EASTWESTOSGOOD SOLAR DIRECTION ARE TO THE MODULE EDGES.DIMENSION"R" FROM SHEET BUILD MAY BEUSED TOOFFSET RO THENORTH SCIU EDGE TORRAYBUPO ALIGNMENT LINE ALLOVIMTHE MODULE PRO1ECf: EDGE PROTECTION SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF - THAT SITS SEVERAL O BE FF THERGNED HEROF.THAN AMODULE 1600 OSGOOD THAT SRS SEVEML INCHES OFF THE ROOF. T -f GROUND MOUNT LOCATION: Af —���—F��—���-f� gyp=] 1600OSGOOD STREET A NORTH ANDOVER MA 01845 a u u u u u u u u u u u SHEET TITLE: . .. _ BALLAST BALLAST LAYOUT-ARRAY 18 LAYOUT-9 suLE: 3/16•.1'-0• Pc-l4 NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-14 8 7 6 5 4 3 2 1 e� E-3 C-71 1-71 F-3 F-71 U-3 C-3 F---j n C-3 C-3 8 7 6 5 4 3 2 1 ARRAY 19 ARRAY 20paneM47 - ROOF INFORMATION ROOF INFORMATION claw I10-9•- ROIFHEIGM(FT) I ROOFHEIGHT(F1) s PANELCIAW,iNC. _ PAMPETHEGM(FT) PAMPETHEGHIIFT) 0 1S7005G000ST,1UHEx1UD ROOFTILT(DEG) ROOFTILT(DEG) 1 NORTH ANDOVER,MA DIMS D " TEL:978.688.4900 ROOFTYPE TBD ROOFTYPE TBO FAX.,PBORIBBWS 00 D SPECIFICATIONS SPECIFICATIONS NUMBER OF MODULES 527 NUMBE R OF MODULES 52) STAMP: MOOUIf POWER(VI) 350 MODULE POWER(W) 350 ARMY OUTPUT(K.1 184.5 ARMY OUTPUT(K.) 184.5 ARRA—MUTH 167 ARMY-MUTH 167 . PARTQUANRNES PART QUANTITIES F- 91 . .. OEM QJY REM STANDARDSUPPORTS 1020 STANDAROSUPPORR 1020 NORTH SUPPORTS 34 NORTH SUPPORTS 34 SOUTHSUPPORTS 34 SOUTHSUPPORTS LONG BALLAST TRAY s1x LONG"I—TMY sl: SHORT BAIUSTTMY 61 SNORT BAINTTTMYAA O CLAWS Lou CLAWS los4 •" Q. BALJ73T eLocKs Bae BALLAsr BLorxs B3B C DL� 3— y—ten—o —Q, f�tF–v— LOADING DETAILS LOADING DETAILS =F-- SINGLE MODULE WTILB) 51.1 SINGLE MODULE WTILB) 51.1 - SINGLECMUWT(LB) 32.6 SINGLE CMU WT 111) 32.6 TOTAL ARMY WT ILN 63539 TOTAL ARMY WT(LB) 63539 ARMY AREA(SQ FT) 16080 ARMY AREA(SQ R) 16080 ARMY LOAD IMF)) 4.0 ARMY LOAO IPSFI 1U _I-- T a u u u u 0 u u u u u u u u u u u a Z g o F f a g BALLAST LAYOUT ARRAY 19 1 - I T T y T To _ SCALE: 1/]6•=1'-0" PG15 w a B — E B SCALE: I f 145'-3• - RPV'1F�Zt ORIGINAL SIZE 36"K24" SHEET SIZE ARCH"D" NOTE_ PREPARED FOR: —v--m—��m INCLUDE THE RONSIN THE NORTH SOUTH DIRECTION I INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTH ARRAY EDGE.DIMENSIONS IN THE.EAST WEST OSGOOD SOLAR DIRECTION ARE TO THE MODULE EDGES.DIMENSION"R" �'- -e--ar FROM SHEET PC-3 MAY BE USED TO OFFSET THE NORTH SOUTH ARMY BUILD ALIGNMENT LINE FROM THE MODULE PROJECT: EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE 1600 OSGOOD THAT SITS SEVERAL INCHES OFF THE ROOF. GROUND MOUNT A LOCATION: 16000SGOODSTREET A NORTH ANDOVER MA 01845 a u u u u u u u u U u u u u u u u SHEET TITLE: BALLAST LAYOUT-ARRAY 20 x - BALLAST SCAIF: NOT APPROVED FOR CONSTRUCTION LAYOUT-10 1/16•=3'-0• PC-15 REVISION: SHEET: 2 PC-15 8 7 6 5 4 3 2 1 C�7 C7 C-73 C -7 C---j 1-3 C`7 1-7 C 1-3 C-7) C---3 C-3 1-D C J 1-3 J C_-7 8 7 6 5 4 3 - 2 1 ARRAY 21 ARRAY 22 pane�=37. ROOF INFORMATION ROOF INFORMIO ATN aw 117'3" -a{ ROOF HEIGHT IFTI 5 RDof HFwxr lfTl s POSGOODA.SUITE PAMPET HEIGHTIFH 0 PAMPFT HEKiHT(in 0 NORTH ANDOVER,MA NORTHANDOVER,SO01805 ROOF TILTIOEGI 1 ROOF TILT IOEGI - 1 TEl:9]B.fiB8A900 FAX:9]8.6118.5100 D R---O-a-Q-�q--gl ROOf TYPE TBD TYPE TBD WWLy,PanWdaW.[om D t_ -L_IL-J��� SPECIFICATIONS SPECIFICATIONS �D-q-4 STVy-V � L8F-�H-v�-3��p-Jm NUMBER Of MODULES 539 NUMBER Of MODULES 500 STAMP: MODULEPOWER(W) 350 MODULEPOWER(W) 350 UT(R) 80.) UT(K) 175.0 ARMYAZIMUTH 161 16) PART(QUANTIIIES. PARTQUANTRIES UEM OXY OLM QTY STANDARD SUPPORTS ]013 STANDARD SUPPoRTS 966 �1 1- RTHSu- 36 NORTH SUPPORTS 31 SOUTH SUPPORTS 36 SOUTHSUPPORTS 30 LONG M1-TMY 526 LONG MIVST TRAY 086 100'J" ' SHORT BALLAST TMT 62 SHORT MLUST TMY C CLAWS - CLAWS - 1000 --w-- -��-�-y-� BALLAST BLOCKS 901 BALLAST.1- J9s 0 0 s R r C T IF T T y T LOADING DETAILS LOADING DETAILS SINGLEMODULEWT(W)1 51.1 SINGLEMODUUWILB) 51.1 �_Y _W_�_4_D TOT LE R-WTLBI 32.6. SINGLE RRAI (LB) 32.6 i IT--T-Y-�-T-T-T--4 f-¢-W-¢ �-OI TOTAL ARMY-WT6W25 TOTAL ARMY WTll01 60133 1�J� ..(54 M 16M9 M D4 m 15260, ARMY ARMYAR ARMYLOAD(PSH 1.0 ARMYIOAO(PSH 0.0 ia H H .. H H ,. ,. a o 4=��3 �-4-AL1 6 6 BALLAST LAYOUT-ARRAY 21 1 L PI-���-{-1-�-I WALL: 1/36•=1'-0" �f�-¢-f_il, . A T��-fes o m IVBIII -ff-? F'-#�I B B WALE: N' 100'4" RPY`LP� ORIGINAL SIZE 36"X20• SHEET SIZE ARCH"D" NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION PREPARED FOR: INCLUDE THE RACKING OVERHANG ON THE NORTH AND SOUTH ARRAY EDGE.DIMENSIONS IN THE EAST WEST OSGOOD SOLAR DIRECTION ARETO THE MODULE EDGES.DIMENSION"R" FROM SHEET PC 3BUI MAY BE USED TO OFFSET THE NORTH SOLTDGE TO THE SUPPLD ORT LINE ALLOWFROM SUPPORT MODULE PROJECT: - � - EDGE TO THE SUPPORT EDGE.THIS ALlOW55UPPORT ROOF PROTECTION PADS TO BE ALIGNED RATHER THAN A MODULE 1600 OSGOOD THAT SITS SEVERAL INCHES OFF THE ROOF. GROUND MOUNT If LOCATION: A _ 1600OSGOOD STREET A - NORTH ANDOVER MA 01845 u u u u u u u u u u u SHEET TITLE: BALLAST BALLAST LAYOUT-ARRAY 22 �z1 LAYOUT-11 SCALE: LAG--1'-0• PC-]fi NOT APPROVED FOR CONSTRUCTION REVISION: SHEET: 2 PC-16 8 7 6 5 4 3 2 1 F71 C7 1-3 C--_] C --] C- F-3 C--7 C-3 C7 C-3 C J L 1 1-71 C—J 8 7 6 5 4 13 2 1 .. 110'-9" ARRAY 23 pane =17ROOF INFORMATION C aW, 2 - - ROOFILUGHT" S PANELCLAW,INC._ -- - PAMPO xFGHTjifj 157OOGGOODST.SUOE21W NORTH ANDOVER,MA D384S $1 ROOF TILT IOFGI TEL:970.60 ASOO D ROOF TYPE TBD FAX:97 8.668.5100 $1 wvrv2.PBneldaw.com D SPECIFICATIONS NUMBER OFMODULES510 STAMP: I 1 1 L I J 1 MODULE POWER(W) 350 ARMY OUTPUT(K.) 178.5 ARMY AZIMUTH 167 - PARE QUANTITIES Sl $1 ITEM OFY STANDARDSUPPOM 966 S2 $2 NORTH SUPPORTS 34 152 51 SOUT.SUPPD— 34 LONGMLIASTTMY 496 SHORTMLLASTTMY 62 $2 CLAWS 1020 c C $2 51 MLIASTBLOCrs 012 C $2 $2 LOADING DETAILS SINGLE MODULE WT(UL) 51.1 52 $1 SINGLE CMU WT(LB) A32.6TOTALARMYWT(10)$2 $2 _ _ ARMY AREA(SQ FTI ARMYIOADIPSq S2 52 get B $1 $1 B s2 $2 S ALE: $1 $1 n• S2 T If $2 ORIGINAL SIZE 36"X24" SHEET SIZE ARCH'0' Sl NOTE:DIMENSIONS IN THE NORTH SOUTH DIRECTION PREPARED FOR: INCLUDE THE RACKING OVERHANG ON THE NORTH AND 52 SOUTH ARRAY EDGE.DIMENSIONS IN THE EAST WEST OSGOOD SOLAR. DIRECTON ARE TO THE MODULE EDGES.DIMENSION'R' - FROM SHEET PC-3 MAYBE USED TO OFFSET THE NORTH $ 51 SOUTH ARRAY BUILD ALIGNMENT LINE FROM THE MODULE PROTECT: EDGE TO THE SUPPORT EDGE.THIS ALLOWS SUPPORT ROOF - PROTECTION PADSTOBEALIGNED RATHER THAN AMODULE 1600OSGOOD $2 T T T $2 THAT SITS SEVERAL INCHES OFF THE ROOF. GROUND MOUNT l T T s2 sl LOCATION: A s2 L2 Ls L2 Ls L2 . L5 L2 Ls L2 L4 L3 L3 L4 L3 L4 L3 sz1f000SG00DSTREET A NORTH ANDOVER MA 01845 SHEETTITLE: .. .. .. - - BALLAST BALLAST LAYOUT ARRAY 23 .. T-12 SCALE: IX-1•-0' P<-17 NOT APPROVED FOR CONSTRUCTION [7712..'. SHEET: PC-17 8 7 6 5 4 3 2 1 1 C p-ane ffff 7,27,2016 clawe C r, Partner Name: Osgood Solar Project Name: 1600 Osgood GROUND MOUNT C Project Location: 1600 Osgood Street (� North Andover, MA, 01845 V n Racking System: Polar Bear III HD L, Now— C C (� Structural Calculations for Ground-Mounted Solar Array LSubmittal Release: Rev 2 Engineering Seal C C C C C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978) 688.4900-(978) 688.5100 fax-www.paneiclaw.com C C, a n V Affff 7,27;2016 p Claw" C 2.0 Snow Load: Snow Calculations per ASCE 7-05, Chapter 7 2.1 Snow Load Data: n Ground Snow Load (Pg)= 50.00 psf (ASCE, Figure 7-1) Exposure Factor(Ce).= 1 (ASCE, Table 7-2) n Thermal Factor(Ct) = 1.2 (ASCE,Table 7-3) I V Importance Factor(Is) = 1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf)= 0.7*Pg*Ce*Ct*Is= 42.00 psf :Snow Load on Array(SLA)= 42.00 psf n V SLA ` ,, u Fig. 2.1 -Uniform Roof Snow Load on Array n 2.2 Snow Load Per Module: I Snow Load per Module (SLM)= Module Projected Area* SLA Where; Module Projected Area (Amp)_ Module Area * Cos(Module Tilt) u Where; EModule Area= 21.06 sq.ft. Module Tilt= 10.40 degrees EAmp= 20.71 sq.ft. ESLM = A,,,p *SLA = 869.78 Ib C PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 (978)688.4900-(978) 688.5100 fax-www.paneiclaw.com 1 (1 pane 7/27/2016 Claw" C 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: L, WLin = aZ *A,, * Cf, *cos 0 Where: sf 18.50=z q p (Ref. Pg. 3, Wind Load) Am = 21.06 sq.ft. (Single Module Area) (Ref. Pg. 1, Project.Information) 0= 10.40 deg. (Ref. Pg. 1, Project Information)Li . Cf, = 1.13 (Inward) (Proprietary Wind Tunnel Data) WLin = 433 Ibs./module Contact Pad by Location: LA= Northern B= Northern C C= Interior D= Interior E= Southern CF= Southern C6.2 Racking Dimensions for Point Loads: a Inter-Module Support 43.31 in. Spacing= i 34.86 in. - Inter-Column Support Spacing i A q CILA Typical Array Plan View (Section A-A on Next Page) I n PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover, MA 01845 Ike (978) 688.4900-(978)688.5100 fax-www.paneiclaw.com 2 ` 7/27/2016 L� pane claw" 1 6.0 Desien Loads-Downward(CONT.1: fV 6.2 Racking Dimensions for Point Loads(cont.): '--) Tray 1:5 Tray 2:0 Tray 3:5 Tray 4:5 Tray 5: 5 LiI 19" Xl X3 Xl X3' X2 17.5 9.. n A B c D E F G H LJ Section A-A �l Distances Between Supports(Unless Noted): L X1=34.25 in. X2= 14.33 in. X3=21.77 in. 6.3 Point Load Summary: CDlsys= 70 Total DL= (Varies on location and ballast quantity) SLm= 1035 lbs./module CWLin= 433Ibs./module Extreme Point Load Summary Table load combinations(ASD) Location Load DL+SLm DL+Win DL+0.75 X SLri+0.75 X WLin Northern A 192 lbs. 117 lbs. 201 lbs. n Northern B 165 lbs. 90 lbs. 173 lbs. Interior C 331 lbs. 180 lbs. 347 s. Interior D 303 lbs. 153 lbs. 320 lbs. Interior E 331 lbs. 180 lbs. 347 lbs. E interior F 303 lbs. 153 lbs. 320 lbs. Southern G 92 lbs. 42 lbs. 98 lbs. Southern H 133 lbs. 83 lbs. 138 lbs. Southern 1 133 lbs. 83 lbs. 138 lbs. E For Checking E 1984 lbs. 1080 lbs. 2082 lbs. Table6.1-A Extreme Point Load Summary Ballast Block Point Load Summary-(LB/Single Block Applied at Tray Location) Location Point Loads(Ib/single block)at each Tray Location C Tray 1 Tray 2 Tray 3 Tray 4 Tray 5 Northern A 11 lbs. Northern B 5lbs. 16 lbs. Interior C 11 lbs. Interior D 5lbs. Interior E 11 lbs. Interior F s lbs. Southern G Southern H 8lbs. Southern 1 8lbs. Table 6.1-B Single Block Point Load Summary C �I PanelClaw, Inc., 1570 Osgood Street,Suite 2100, North Andover,MA 01845 L (978)688.4900-(978) 688.5100 fax-www.panelclaw.com 9 n www.hhi-green.com/solar/en O nw ® Lj unQm o so ar �vqadu o Hyundai Heavy Industries was founded in 1972 and is a Fortune 500 company.The company employs more than 48,000 people,and has a global leading 7 business divisions with sales of 51.3 Billion USD in 2013.As one of our core businesses of the company,Hyundai Heavy Industries is committed to develop and invest heavily in the field of renewable energy. Hyundai Solar is the largest and the longest standing PV cell and module manufacturer in South Korea.We have 600 MW of module production capacity and provide high-quality solar PV products to more than 3,000 customers worldwide.We strive to achieve one of the most efficient PV modules by establishing an R&D laboratory and investing more than 20 Million USD on innovative technologies. Multi-crystalline Type .' HiS-M305TI l Hi5-N4310TI I H6-M315TI 1.1167M320TI I HIS-M325T.IHi5 ,l -M330TI TI. Senes' Mond-crystallineType.:. C = HiS-S325TI]HiS-533071 l HiS-S335TI l Hi.S-S340TI l HiS-S345TI l FiiS-S350TI CMechanical Characteristics xSeveral mc,delsare under certification process o • 998 mm(39.29")(W)x1,960 mm(77.1.7")(L)x 50 mm(1.97°)(H) CI Approx.23.2 kg(51.1 lbs) Cr.1hTrC 72 cells in series(6 x 12 matrix)(Hyundai cell,Made in Korea) 4 mm'(12AWG)cables with polarized weatherproof connectors, IEC certified(UL listed),Length 1.2 m(47.2) C &ffiwOw•. I067;weatherproof,IEC certified(UL listed) FI:�•�xss[•irr:[s� 3 bypass diodes to prevent power decrease by partial shade Front:High transmission low-iron tempered glass(Anti.reflection coated),3.2 mm(0.126") z, �� Encapsulant:EVA. ` Back Sheet:Weatherproof film "- Gtr7u Clear anodized aluminum alloy type 6063 �I High Quality •UL listed(UL 1703),Type 1 for Class A Fire Rating 1'-I Output power tolerance+3/-0% ISO 9001:2000 and ISO 14001:2004 Certified •Advanced Mechanical Test(5,400 Pa)Passed(IEC) /Mechanical Load Test(40 lbs/ft')Passed(UL) Ammonia Corrosion Resistance Test Passed IEC 61701(Salt Mist Corrosion Test)Passed Fast and Inexpensive Mounting Delivered ready for connection IEC(UL)certified and weatherproof connectors Integrated bypass diodes Limited Warranty n 10 years for product defect ILJ •10 years for 90%of warranted min.power 25 years for 80%of warranted min.power C x Important Notice on Warranty The warranties apply only to the PV modules with Hyundai Heavy Industries Co.,Ltd's logo(shown below)and product serial number on it. E C®u i , Pv m , ME A HYU N DAI C ' %` v HEAVY INDUSTRIES C Ir, Electrical Characteristics �..1 Multi-crystalline Type Gtix net.. .z�7•� Nominal output(Pmpp) W 305 310 315 320 325 i 330 Voltage at Pmax(Vmpp) V 36.0 36.1 36.2 t 36.4 36.6 i 36:8 n Current at Pmax(Impp) A 8.5 8.6 8,7 1 8.8 I 8.8 8.9 Open circuit voltage(Voc) V 45.1 + 45.3 45.5 45.7 45.9 46.1 L1 Short circuit current(Isc) A 8.8 -8.9 9.0 9.0 9.1 9.2 Output tolerance %. +3/-0 No.of cells&connections PCs 72 in series Cell type 6"Multi-crystalline silicon(Hyundai cell,Made in Korea) `j Moduleefficiency % 15.6 15.8 I 16.1 + 16.4 16.6 1 16.9 TerrtperaturetoefficientofPmpp o/o1K 0.47r1 0.47 Iz 0.41 -0.41 t -0.41 ; -0.41 Temperature coefficient of Voc %/K I 0.32 # -0.32 0.32 -0.32 0.32 I -0.32 Temperature coefficient of Isc �' %/K f 0.039 ( 0.039 0,039 0.039 0.039 ! 0.039 X All data at STC(Standard Test Conditions).Above data may be changed without prior notice. 4� Mono-crystalline Type L_f � IalEi�•c!�c •S r t s3�511 }Y] Nominal output(Pmpp) W 325 330 33S 340 345 350 P PP Voltage at Pmax(Vmpp) V ] 37.8 38.0 1 38.2 38.4 +i 38.6 38.7 Current at Pmax(Impp) A 8.6 8.7 8.78 ! 8.9 i 9.0 9.0 Open circuit voltage(Voc) V 46.1 46.3 #1 46.5I 46.7 FF 46.9 47.1 Short circuit current(Isc) A I 9.2 9.3 i 9.4 9.5 9.6 9.6 { Output tolerance % +3/-0 No.of cells&connections PCs 72 in series Cell type I 6"Mono-crystalline silicon(Hyundai cell,Made in Korea) t") Module efficiency % 16.6 16.9 17.1 i 17.4 I 17.6 17.9 f Temperature coefficient of.Pm ' %/K 0.42. -0.42 -0.42 0.42 0.42 I -0.42 U Temperature coefficient of Voc %/K 0.30 I -0.30 -0.30 -0.30 0.30 l 0.30 Temperature coefficient of Isc %/K 1. 0.047 1 0.047 z 0.047 III} 0.047 0.047 0.047 r ;':e All data at STC(Standard Test Conditions).Above data maybe changed without prior notice. (U Module Diagram (unit:mm,inch) IN Curves eurtent[Al. IIILJ m q c 9 4x67-01 HOLES a - b '[} \ oerAI�A s - ,�mewa+t I-Mntzn t vaCa � GaLEa InCM.Mad=1.000 W/m' Ca ox cnw+AToa y OW-tJ,,gc,1T_P=5c U 8$7 SLOT THOU OPaadng CeAT-P-25'C t -Operadng Celli p=45'C pperadng CH'Temp_65'C ei o to <yrreotfA] Vdtage fV] C GiOUNDMMK DETAILS q a Incid.{trail-1,000W/rr�-. Celstemp. ax6sz GAOUNDFIC/E 810.32 a -Iriud.tiiad=800Wlm 948(37321 8(032) 4 -indd.Mad 600Whn' 8; Inritl.lrtad=400W1rN 15 0.59") 5.710.22 � � 8013.14' 1 _Infid.lrtad=200 W/m' ADETAILC 998(3929 C 24(9.9 a 5 to is 20 u an 11 40 '41 w Installation Safety Guide ,ty, ;, e.xr. „`f.,.,��_� ,C+2 Only qualified personnel should install or perform maintenance. m. ,.IJA-: i - -40-85•C Be aware of dangerous high DC voltage. DC11,000V(IEC) trl �GiLtsU i1+}iTU tf�L]C�l=' - •Do not damage or scratch the rear surface of the module. DC 1,000 V(UL) �t •Do not handle or install modules when they are wet. '' ' ' "'� 15A - - -_- [Printed Date:P,pr 1217161 �/^` Sales&Marketing .r HYUNDAI , prmTedunYr-,' Hyundai 75,Yu1 ok-ro,Jon no- u,Seoul 03058,Korea �In edyPPe. Y 4 7 9 9 FSC Tel:+82-2-7468406,7422,8525 Fax:+82-2-746-7675 HEAVY INDUSTRIES I