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HomeMy WebLinkAbout2810 CARIBOU CT; ; CBC2023-0400; PermitPrint Date: 06/23/2025 Building Permit Finaled Commercial Permit CBC2023-0400Permit No: Job Address: Permit Type: Parcel #: Valuation: Occupancy Group: 2810 CARIBOU CT, CARLSBAD, CA 92010 BLDG-Commercial 2091200300 $367,000.00 Work Class: Lot #: Project #: Cogen Status: Applied: Issued: 12/12/2023 03/08/2024 Finaled Close Out:06/23/2025 #of Dwelling Units: Track #: Plan #: Closed - Finaled Plan Check #: Orig. Plan Check #:Bathrooms: Final Inspection:08/14/2024Bedrooms:Construction Type: Occupant Load: Code Edition: Sprinkled: INSPECTOR:Kersch, Tim INSTALLING 204.00KWDC ROOF MOUNTED PHOTOVOLTAIC SYSTEM (E-REVIEW)Description: Project Title: Applicant: SUNRENU GREEN BUILDERS BARRY COE 16674 N 91ST ST, # STE 105 SCOTTSDALE, AZ 85260-2761(480) 789-2049 Contractor: SUN RENU GREEN BUILDERS 16674 91ST ST, # 105 SCOTTSDALE, AZ 85260-2761 (480) 789-2049 AMOUNTFEE BUILDING PLAN CHECK $1,110.10 FIRE Special Equipment (Ovens, Dust, Battery)$524.00 SB1473 – GREEN BUILDING STATE STANDARDS FEE $15.00 SOLAR–COMMERCIAL: per kW $1,707.84 STRONG MOTION – COMMERCIAL (SMIP)$102.76 Total Fees:$3,459.70 Total Payments To Date:$3,459.70 Balance Due:$0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad CA 92008-7314 ï 442-339-2719 ï 760-602-8560 f ï www.carlsbadca.gov Building Division Page 1 of 1 {"Cityof Carlsbad I ( City of COMMERC IAL BUILDING PE 'RMIT Plar Check Est. Value Carlsbad APPLICATI ON PC I )eposit B-2 Date Job Address2810 Caribou Ct, Carlsbad, CA 92010 . I ~ uIte: APN:2091200300 rl,<5<7J/,:J.o0,J<JO \ I ot : Year Built: 2020 Tenant Name#: L?~ B (k...~.e.:e, Year Built: 2020 Occupancy: c,Z. 50 Construction Type: "~ Fire sprinkle11s@'ESQ NO A/C:(:}YESQ NO BRIEF DESCRIPTION OF WORK: Install 204.12kWDC rooftop solar D Addition/New: New SF anc Use, I New SF and Use SF Deck, SF Patio Cover, SF Other (Specify) OTenant Improvement: SF, Existing Use: P~oposed Use: SF, Existing Use: Prr posed Use, D Pool/Spa: SF Additional Gas or Electrical Features? I Ii' I Solar: 204.12 KW,378 Modules, Mounted: ~of 0( round I D Reroof: D Plumbing/Mechanical/Electrical I Oother: I I APPLICANT (PRIMARY CONTACT) PROPERl IV OWNER I Name: Barry Coe Address: 16674 N. 91st ST. Suite 105 Name: Bien Bad1ee Address 1261 Prospect St. 1Suite 9 City· Scottsdale State: CA Zip: 85260 City:La j Ila I State:_C_A __ Zip: 92037 Phone:480-789-2049 Phone: 88-815-8886 Email: barry@sunrenu.com Email: B1en@badieedevelopment.com DESIGN PijOFESSIONAL CONTR CTOR OF RECORD Name: Genom Energy Busine s Name: Barry Coe -'""""---+------------- Address: ________________ Addre5is: 16674 N. 91st ST. Suite 105 City: _______ State: CA Zip: _____ City: Sc~ottsdale State: CA Zip: 85260 Phone: 213-431-6334 Phone: ~80-789-2049 I +--------+-------------Em a i I: jasper.kings I e y @genome n erg y. com Email:_a_rry_@_s_un_r_e_nu_._co_m ... '. ___________ _ Architect State License: E 22566 CSLB Li ense #: 1076679 I Class: B ------- Carlsb d Business License\# (Required): BLOS014263-08-2023 APPLICANT CERT/FICA TION: I certify that I have read the application a7? state that theabo~e information is correct and that the information on the plans is accurate. I agree to comply with all City ortna es and State /laws relating to building construction. ,0 n · I NAME(PRINT): /?~~ . . SIGN: 1 1 ATE: ;,z._/;g;6._? 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-60 -85 Email: Building@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN OHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENS D CONTRACTOR O~ A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTH RIZATION FORM r R LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaffirmunderpenaltyofperjurythatlam /icensedunderprovisi nsofChapter9(comf encingwithSection7000)of Division3 of t he Business and Professions Code, and my license is in full force and [f eet. I also affirm nder penalty of perjury one of the f ollowing declarat ions (CHOOSE ONE): ~e and will maintain a certificate of consent to self-insure for workers' compensati n provided by Section 370 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. ______________ --+--------+---------------- DI~~:~ and will maintain worker's compensation, as required by Section 3700 of the La or Code, for the performa~ce of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompan Name: {?t,/'i;r.._~ 0'7"..£3 £ 0.-86 Policy No. __________________________ Expiration Date:I -OR- O certificate of Exemption: I certify that in the performance of the work for which this pe mit is issued, I shall not eri7ploy any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure wo kers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compei sation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the wor this permit is issued (Seer• 3097 (i) Civil Code). Lender's Name: ____________________ ,Lender's 1 dress: CONTRACTOR CERTIFICATION: I certify that I have read the applicatiof and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and Stdte laws relating to building construction. 1 I NAME (PRINT): <1-,,,:.~..;;;:...-1-_::;:;;;,MC,or::::;;;,. __ SIGNATURE:~+--&~~._-+--I __ DATE: ~b-3 -OR (OPTION B): OWNER-BUILDER DECLARATION: n co]tractor letterhead. . I hereby affirm that I am exempt from Contractor's License Law for the following r rason: q I, as owner of the property or my employees with wages as their sole compensation, ill do the work and the structure is not intended or offered for sale (Sec. 44, Business and Professions Code: The Contractor's License Law does not apply to an o ner of property who builps or improves thereon, and who does such work himself or through his own emplo:,,ees, provided that such improvements are not int nded or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he id not build or improve for the purpose of sale). ~ I I iii, as owner of the property, am exclusively contracting with licensed contractors to con truct the project (Sec. 704!4, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves t ereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I -OR- [_ilt am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for thi-reason: I ~ I D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for ny permit issued to a proplerty owner. By my signature below I acknowledge that, except for my personal residence in which I m st have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as a owner-builder if it has n9t been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044of the Business an Professions Code, is available upon request when this application is submitted or at the following Web site: http:Ilwww.leginfo.ca.govl ca/aw.html. I OWNER CERT/FICA T/ON: I certify that I have read the application ands ate that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordJinances and State l ws relating to building construction. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner include f rm B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-60 • -8558 I Email: Building@carlsbadca.gov 2 REV. 07/21 Building Permit Inspection History Finaled PERMIT INSPECTION HISTORY for (CBC2023-0400) BLDG-Commercial 12/12/2023Application Date:Permit Type:Owner: Cogen 03/08/2024Work Class:Issue Date:Subdivision:CARLSBAD TCT#97-13-01 CARLSBAD OAKS NORTH PHASE 1 02/03/2025Expiration Date:Status: IVR Number: 53768 Closed - Finaled 2810 CARIBOU CT CARLSBAD, CA 92010 Address: Scheduled Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection InspectionActual Start Date 08/07/2024 08/07/2024 BLDG-35 Solar Panel 257131-2024 Passed Tim Kersch Complete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-Final Inspection 257130-2024 Partial Pass Tim Kersch Reinspection Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final Yes BLDG-Electrical Final Need fire rating of electrical room.No 08/14/2024 08/14/2024 BLDG-Final Inspection 257858-2024 Passed Tim Kersch Complete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Need fire rating of electrical room.Yes Monday, June 23, 2025 Page 1 of 1 {cityof Carlsbad True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T | 562.733.8030 Transmittal Letter December 17, 2023 City of Carlsbad FIRST REVIEW Community Development Department - Building Division City Permit No: CBC2023-0400 1635 Faraday Ave. True North No.: 23-018-1256 Carlsbad, CA 92008 Plan Review: Commercial PV System Address: 2810 Caribou Ct, Carlsbad CA Applicant Name: Barry Coe Applicant Email: barry@sunrenu.com True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. Drawings: Electronic copy dated November 30, 2023, by Genom. 2. Structural Calculations: Electronic copy dated November 15, 2023, by Neal Nutan. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: See Notes Below Scope of Work: Confirmed Floor Area: See Notes Below Notes: Valuation and floor area were not provided per the permit application. Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Ali Al-Murshid - Plan Review Engineer Quality Review By: Alaa Atassi - Plan Review Engineer .JTrue North ~ COMPLI ANCE SERV ICES Commercial PV System City of Carlsbad– FIRST REVIEW 2810 Caribou Ct City Permit No.: CBC2023-0400 December 17, 2023 True North No.: 23-018-1256 Page 2 Plan Review Comments HARD COPY - RESUBMITTAL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. ELECTRONIC - RESUBMITTAL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Corrected sets can be submitted as follows: Email the revised plans and comment response letter(s) to building@carlsbadca.gov for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer’s stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. Commercial PV System City of Carlsbad– FIRST REVIEW 2810 Caribou Ct City Permit No.: CBC2023-0400 December 17, 2023 True North No.: 23-018-1256 Page 3 OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: N/A Occupant Load: N/A Type of Construction: N/A Sprinklers: N/A Stories: N/A Area of Work (sq. ft.): N/A sq. ft. STRUCTURAL COMMENTS: S1. Revise the connection details on the structural calculations to be provided on plans. Engineer of record who stamped structural calculations to stamp plans. S2. It appears the proposed location of the new PV panel ballasted system is a relatively flat roof area. Therefore, please clarify the existing roof slope and drainage systems on the plans. Also, please review the roof deflection resulting from additional PV system installation to confirm potential for water ponding issues on the flat roof areas will not be created. CBC 1607.14.4.5 If you have any questions regarding the above comments, please contact Alaa Atassi via email alaa@tncservices.com, or telephone (562) 733-8030. [END] Prepared by: NS Structural Engineering, Inc. for STRUCTURAL DRAWINGS & CALCULATIONS CARLSBAD OAKS FEASIBILTIY STUDY AND ANCHORAGE DESIGN NOVEMBER 15, 2023 Neal Shah neal@ns-se.com www.ns-se.com 4642 Rockland Place, La Canada Flintridge, CA 91011 SCOPE OF WORK: NSSE SCOPE OF WORK INCLUDES THE FOLLOWING ITEMS: 1. VERIFICATION OF (E) ROOF FRAMING DUE TO PANELCLAW PV SYSTEM 2. ANCHORAGE OF (N) PANELCLAW PV SYSTEM TO (E) BUILT UP ROOF DECK SCALE: N.T.S. PANELCLAW ROOFTOP ATTACHMENT @ BUILT UP ROOF SCALE: N.T.S. PROJECT NAME: CARLSBAD OAKS PV PROJECT DATE: 10/23/2023 SK-1 FIBERTIGHT MEMBRANE (BY OTHERS)(E) BUILT UP ROOF (E) 2X @ 24" O.C. 41 8" 51 2" TYP. PANELCLAW RACK U-ANCHOR 2600 (DESIGNED BY OTHERS) (8) #14 OMG HEAVY DUTY FASTENER SCREWS (OR EQUIVALENT) PANELCLAW RACK U-ANCHOR 2600 (DESIGNED BY OTHERS) (E) 12" PLYWOOD SEE NOTE 1 (8) #14 OMG HEAVY DUTY FASTENER SCREWS (OR EQUIVALENT) NOTES: 1. SCREWS SHALL EXTEND A MINIMUM OF 58" OR THREE THREADS PAST BOTTOM OF PLYWOOD, WHICHEVER IS GREATER. 2. ALL EXPOSED WOOD OR STEEL SHALL BE WEATHER PROTECTED. 3. PROVIDE PILOT HOLE AS REQUIRED TO AVOID SPLITTING PRIOR TO SCREW INSTALLATION. 4. SEE SK-2 FOR IN-SITU PULL TEST REQUIREMENTS 5. CONTRACTOR SHALL VERIFY U-ANCHOR COMPATIBILITY WITH (E) ROOFTOP MEMBRANE PRIOR TO INSTALLATION. I NS.3-TIU.IG.TJlR_AI,_ __ Fl\'(;ll\'ITR!l\'C I'\;('• -- I SCALE: N.T.S. MECHANICAL ATTACHMENT REACTIONS (BY OTHERS) SCALE: N.T.S. PROJECT NAME: CARLSBAD OAKS PV PROJECT DATE: 11/15/2023 SK-2 ATTACHMENT IN-SITU TESTING 1. ATTACHMENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER RECOMMENDATIONS. 2. THE ATTACHMENT TESTING PROTOCOL SHALL BE PROVIDED TO NS-SE A MINIMUM OF (2) WEEKS PRIOR TO TESTING FOR REVIEW AND APPROVAL. 3. TENSION AND SHEAR TEST LOAD VALUES SHALL BE BASED ON A MINIMUM OF 2.0x THE ALLOWABLE LOADS NOTED, UNLESS OTHERWISE INDICATED BY THE MANUFACTURER TESTING PROTOCOL. 4. TEST EQUIPMENT IS TO BE CALIBRATED BY AN APPROVED TESTING LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES 5. QUANTITY OF ANCHORS TESTED SHALL BE IN ACCORDANCE WITH ICC-AC467. 6. TESTING SHALL BE PERMITTED BY A TESTING LABORATORY AND A REPORT OF THE TEST RESULTS SHALL BE SUBMITTED TO THE AHJ AND NS-SE. REQUIRED PULL TEST LOADS:W/ FS = 2 SHEAR USE 1,208 LBS TENSION USE 918 LBS MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) 1. HORIZONTAL LOAD H MAY ACT IN ANY DIRECTION 2. WORKING LOADS = ALLOWABLE LOADS (i.e. NON-FACTORED) HORIZONTAL (H)VERTICAL (V) WIND SEISMIC WIND MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL (V) 0 604 459 650 525 V MA STRUT BOLTED CONNECTIONS 82.4 mm (3.25 in) -------------H NS.3-TIU.IC.TJlR_AI,_ __ Fl\'(;ll\'ITR!l\"C I'\;("" --- 55.8 mm (2.2 in) PANELCLAW MANUFACTURED COMPONENTS COMPONENTS MANUFACTURED BY OTHERS EXISTING ROOF. BUILDUP VERIFIED BY OTHERS. FASTENERS DESIGNED AND PROVIDED BY OTHERS. SIZE FASTENERS FOR REQUIRED WORKING LOADS. STRUCTURAL CALCULATIONS Scope of Work: NSSE Scope of work includes the following items: 1. Verification of (E) Roof Framing due to Panelclaw PV System 2. Anchorage of (N) Panelclaw system to (E) Built Up Roof Deck References: ASCE 7-16/CBC 2022 PanelClaw Calculation Package PanelClaw Construction Set Drawings 202 Carlbad Oaks PV Project Feasibility Study DATE: Summary: The purpose of this roof qualification report is to show that by addition of 55,363 lbs of solar modules and racking system to the building roof, as shown on sheet PC-3 of the panelclaw drawings, will not require strengthening existing framing members due to vertical loads as well as triggering a seismic upgrade based on CBC. We have included in this qualification report the calculations for the above conclusions and recommendations. We recommend that the final PV layout and all details for the support of the proposed PV solar panels be reviewed by NS Structural Engineering, Inc. prior to construction. In general, NS Structural Engineering, Inc. lateral analysis is based on the final PV layout to be installed uniformly throughout the roof area to avoid any mass irregularities to the performance of the building due to lateral loads. A roofing report for the PV installation for the building was not provided. NSSE takes no responsibility for the (E) roofing conditions. NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. Conditions for Panels Being Classified as Exposed are as follows Distance from Roof Perimeter to Edge of Array d1 <ft And Max Inter Array Spacing d1 >ft 4h2 Or Max Inter Panel Spacing d2 <ft 4h2 Yes or No Exposed Panels Zone 1 Zone 2 Zone 3 Wt 70.11 lbs 14 2.96 2.96 Yes Yes Yes Panel Chord Length Lp 3.72 ft Exposure Category Panel Clearance h2 0.74 ft Panel Weight C Width of Building (Shortest) WS 120.00 ft Importance Factor 1 Width of Building (Longest) WL 415.00 ft Wind Speed V 96 mph Parapet Height hpt 6.0 ft Risk Category II Building Height h 28.0 ft Panel Tilt 5° Building And Solar Panel Variables Roof Slope < 7°Panel Area TA 27.8 ft² CHECKED BY: NS PAGE NO. 202 Carlbad Oaks PV Project Feasibility Study DATE: NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 I_ - - ---@ - --- - --LQ) I I I I : © ;@ I I I @-,-- - - - -CT>-- - - - - - -r@ Building Roof Plan Design Wind Pressure (Joist) Wind Pressure P = where,qh = = Design Wind Speed V = Velocity Pressure Coefficient Kz = Topographic Factor Kzt = Wind Directionality Factor Kd = Ground Elevation Factor Ke = Net Pressure Coefficient GCrn = Normalized Wind Area An = = Lb = = * Note: Wind Load is based off tributary area of Purlin * Based on Fig. 29.4-7 (γp)= = (γc)= = (γE)= Zone 3 Zone 2 Zone 1 * Min. Wind Pressure = 16 psf (LRFD), 9.6 psf (ASD) Zone 3 Zone 2 Zone 1 * Min. Wind Pressure = 16 psf (LRFD), 9.6 psf (ASD) 8.16 psf 8.16 psf 4.90 psf 4.90 psf 6.34 psf 6.34 psf 3.81 psf 3.81 psf Uplift Downforce 9.08 psf 9.08 psf 5.45 psf 5.45 psf 9.51 psf 6.34 psf 5.71 psf 3.81 psf Wind Pressure (Non-Exposed) LRFD ASD Uplift Downforce 13.62 psf 9.08 psf 8.17 psf 5.45 psf 12.25 psf 8.16 psf 7.35 psf 4.90 psf 1.0 (Downforce) Wind Pressure (Exposed) LRFD ASD Uplift Downforce Uplift Downforce min(1.2,0.9+hpt/h) 1.114 max(0.6+0.06Lp,0.8) 0.82 1.5 (Uplift) 2 0.460 0.665 0.46 3 0.512 0.818 0.51 Roof Zone:0°  w  5°5°  w  15°(GCrn)nom for w 1 0.358 0.560 0.36 [1000/max(Lb,15)2]*TA 479.6 ft²Fig. 29.4-7 min(0.4(hWL)0.5,h,Ws) 28.0 ft Table 1: (GCrn)nom 0.85 26.6 1 26.9 (γp)(γc)(γE)(GCrn)nom 29.4.3 96 mph Fig. 26.5-1A 0.96 26.10.1 1 26.8.2 202 Carlbad Oaks PV Project Feasibility Study DATE: qh*GCrn Section 0.00256KzKztKdKeV2 19.3 psf 26.10.2 NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. Design Criteria Roof Dead Loads (E) Built Up Roof - 4 Ply 1/2" Plywood 2x6 @ 24" O.C. Misc. Purlin Joist (See As-Built Purlin Schedule) Girder Joist (See As-Built Girder Schedule) Solar Dead Loads Solar Panels (Max Array Load) Ballast Weight (As Occurs per Plan View) On Module Base Spacing "S" Between Module Base Spacing "L" Live Loads Tributary Area = LL = 2x6 DF#1 Tributary Area = LL = Joist Wind Load Downward Wind Load (Joist) 9.4 psf 17.0 psf 32.60 lbs * No Live load is applied underneath modules due to being less than 24" from the roof surface. Live load is only applied at walkway locations and is averaged over solar array area. 9.6 psf 16.0 ft²20.0 psf 376.0 ft²16.5 psf 2.0 psf 6.61 psf Before Solar 4.09 ft 3.44 ft 1.5 psf 0.9 psf 19.0 psf 5.0 psf 202 Carlbad Oaks PV Project Feasibility Study DATE: 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. NS STRUCTURAL ENGINEERING, INC MADE BY: JL Check Existing Roof Framing Check 2x6 RR @ 24" O.C. Beam Properties Max Simple Span L1 =(Simple Span Distance) Tributary Spacing tw = (Member Spacing) Section Modulus S =bd2/6 Allowable Bending Stress Fb =DF #1 (Per As-Builts) Modulus of Elasticity E = Duration Factors CD =Dead Load CD =Live Load CD =Wind Load Size Factor Cf = Repetitive Factor Cr = Allowable Moment M'Dead =Sx * (Fb * CD * CF * Cr)= M'Live =Sx * (Fb * CD * CF * Cr)= M'Wind =Sx * (Fb * CD * CF * Cr)= Check 2x6 RR @ 24" O.C. Solar + Ballast Dead Load DLE =wDL_E =PDL = @ Live Load LL =wLL = Wind Load WL =PWL = @ Moment MDL_1 = lb-ft wDL * L2 / 8 MDL_2 = lb-ft PDL * 3.28' MLL = lb-ft MWL = lb-ft PWL * 3.28' 1. LC. 1.0DL Required Moment MDL = lb-ft Allowable Moment MAll = lb-ft Interaction Check DCR = 2. LC. DL+0.6WL Required Moment MDL+0.6WL = lb-ft Allowable Moment MAll = lb-ft Interaction Check DCR = 3.28 ft 3.28 ft 1110.6 1507.5 469.0 641.6 847.9 0.76 0.74 1,178 lb-ft 1,507 lb-ft Roofing 0.9 1.25 1.6 1.3 1.15 848 lb-ft 10.00 ft 2.0 ft 7.6 in³ 1,000.0 psi 9.6 psf 143 lbs 234.8 406.7 0.0 9.4 psf 18.79 plf 124.0 lbs 0.0 psf 0.0 plf 1,400.0 ksi 202 Carlbad Oaks PV Project Feasibility Study DATE: NS4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: PAGE NO. JLNS STRUCTURAL ENGINEERING, INC MADE BY: Load Comparison - Purlin DLE LL * Conservative 1. DLE + LL New Design Loads Max Base Reaction DLNew =DL Max Base Reaction 0.6WL =0.6WL Live Load LL = New Load Combinations 1. DLE + DLN 2. DLE + DLN + LL 3. DLE + DLN + WL < 1.05 Okay 4. DLE + DLN + 0.75(LL+WL) NS STRUCTURAL ENGINEERING, INC MADE BY: DATE: 17.0 psf 16.5 psf 33.5 psf JL 33.21 psf 0.99 30.81 psf 0.92 Purlin DCR 23.61 psf 0.71 23.61 psf 0.71 6.61 psf 9.60 psf 0.00 psf * No Live load is applied underneath modules due to being less than 24" from the roof surface. NS 202 Carlbad Oaks PV Project Feasibility Study 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: PAGE NO. Address: 2810 Caribou Ct, Carlsbad, CA 92010, USA Roof Mass: Per As-Builts Description Flat Roof Wall Mass 6.5" Concrete Wall Building Height Description Exterior Walls Interior Walls Total Seismically Involved Mass Wtotal =WRoof +WWalls = Pallow =0.1 * Wtotal = Total Provided Weight on Rooftop, WDemand = = DCR =Wdemand / Pallow = 2,036,942 lbs 203,694 lbs 55,363 lbs DATE: JL NS Weight NS STRUCTURAL ENGINEERING, INC MADE BY: 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: PAGE NO. Weight 19.0 psf Area 0.27 202 Carlbad Oaks PV Project Feasibility Study 1053.0 ft 14.00 ft 1,197,788 lbs 0.0 ft 0.00 ft 0 lbs 44,166 ft² 839,154 lbs 81.3 psf 28.0 ft Perimeter/Length Tributary Height ROOF FRAMING PLAN (FOR REFERENCE ONLY) 8'-8"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-8"8'-0"8'-0" 60'-8"60'-0"60'-0"60'-0"60'-0"60'-0"64'-8" 425'-4" 52 ' - 0 " 48 ' - 0 " 10 ' - 0 " 12 ' - 0 " 12 2 ' - 0 " 42'-0"36'-0"42'-0"42'-0"36'-0"42'-0"32'-0" 38'-0" 38'-0" 28'-5" 18 ' - 1 1 1 8" 27 ' - 0 " 24 ' - 0 " 27'-8" 22 ' - 0 " 34'-4"26'-0"30'-2"30'-2"26'-0"34'-0" 12 ' - 0 " 24'-0"36'-0"24'-0"36'-0" 10 ' - 0 " 23'-8"36'-0" 30 ' - 0 " 27 ' - 0 " 23 ' - 0 " 23 ' - 0 " ZONE A - 23/32" STRUCT 1 (5 PLY) (32/16) (HIGH LOAD HORIZ. BLOCKED DIAPHRAGMS) w/ 10d NAILS @ 12" @ FIELDS w/ 10d NAILS @ 6" @ EDGES w/ 10d NAILS @ 4" @ BOUNDARIES & CONT. PANEL EDGES ZONE C - 19/32" STRUCT 1 (5 PLY) (32/16) BLOCKED DIAPHRAGMS w/ 10d NAILS @ 12" @ FIELDS (USE 4" MIN. NOMINAL WIDTH OF NAIL FACE AT ADJOINING PANEL EDGES & BOUNDARIES) w/ 10d NAILS @ 4" @ EDGES w/ (2) LINES 10d NAILS @ 2-1/2" @ BOUNDARIES & CONT. PANEL EDGES ZONE B - 23/32" STRUCT 1 (5 PLY) (32/16) (HIGH LOAD HORIZ. BLOCKED DIAPHRAGMS) w/ (2) LINES 10d NAILS @ 4" @ BOUNDARIES & CONT. PANEL EDGES 1. DO NOT SCALE THESE DRAWINGS. PRIOR TO START OF CONSTRUCTION, ALL DIMENSIONS AND ELEVATIONS MUST BE VERIFIED WITH THE APPROVED SET OF ARCHITECHURAL DRAWINGS. IN CASE OF DISCREPENCIES, STRUCTURAL ENGINEER OF RECORD MUST BE NOTIFIED IN WRITING. 2. PRIOR TO BIDDING, THE GENERAL CONTRACTOR MUST REVIEW THE STRUCTURAL PLANS THOUGROUGHLY FOR ALL THE INFORMATION NEEDED IN ORDER TO PROVIDE ACCURATE BID. IF THERE ARE ANY MISSING DETAILS OR INFORMATION THAT WOULD IMPACT THE COST ON THIS PROJECT, THE GENERAL CONTRACTOR MUST NOTIFY THE ENGINEER OF RECORD IN WRITING. 3. THE GENERAL CONTRACTOR SHALL PROVIDE LADDERS OR OTHER APPROVED METHOD OF MAKING REQUIRED INSPECTIONS. LADDERS ARE REQUIRED TO HAVE A MINIMUM OF 2 RUNGS ABOVE THE ROOF EDGE. SCALE: N.T.S. 39'-10"13'-2" 36'-0" S 1/2 8x8 S 1/2 8x8 S 1/2 8x8 S 1/28x8 M.J.P.J.P.J.P.J.P.J.P.J.P.J.M.J. P.J. P.J. P.J. M.J. P.J. P.J. P.J. P.J.P.J.P.J. P.J. P.J. P.J. P.J.P.J.P.J. P.J. P.J. P.J. S 3/8 8x8 S 3/88x8 S 3/88x8 S 3/88x8 S 3/88x8 SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHTSKYLIGHT SKYLIGHT SKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHT SKYLIGHTSKYLIGHT SKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHT GT-1 60G8N GT-2 60G8N GT-3 60G8N GT-4 60G8N GT-5 60G8N GT-6 60G8N GT-7 60G8N GT-8 60G8N GT-9 60G8N GT-10 60G8N GT-11 60G8N GT-12 60G8N PJ # 1 A 30 K PJ # 3 PJ # 4 PJ # 5 PJ # 6 PJ # 7 PJ # 1 6 PJ # 1 5 PJ # 1 4 PJ # 1 3 PJ # 1 2 PJ # 1 1 PJ # 1 0 PJ # 9 PJ # 8 M.J. M.J. M.J.M.J. M.J. PJ # 1 8 PJ # 1 7 PJ # 1 8 PJ # 1 8 PJ # 1 8 PJ # 1 7 PJ # 1 7 A PJ #19 -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - 30K PJ # 2 0 -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - RIDGE LN. SL O P E P E R AR C H ' L . SL O P E P E R AR C H ' L . RIDGE LN. SL O P E P E R AR C H ' L . SL O P E P E R AR C H ' L . S 1/48x8S 1/48x8 S 1/4 8x8 S 3/8 8x8 S 1/4 8x8 W 1 8 x 4 6 W 1 8 x 4 6 8" SPRINKLER MAIN - 50 PLF ** 6" SPRINKLER MAIN - 32 PLF ** 4" SPRINKLER MAIN - NO ADD * A. THE LOADS INDICATED IN JOIST GIRDER AND BAR JOIST SCHEDULE ARE NOT FACTORED B. VERIFY THE LOCATION OF THE HEAVY SPRINKLER LINES AND INCLUDE IN THE DESIGN C. VERIFY THE LOCATION OF THE MECHANICAL EQUIPMENT AND INCLUDE IN THE DESIGN 3x SUB-PURLINS MAY BE REQUIRED REGARDLESS, BASED ON THE ROOF DIAPHGRAGM NAILING REQUIREMENTS. UP TO 10'-0" SPAN: 2x6's @ 24" # 1 DFL (U.N.O. ON PLYWOOD SHEATING & NAILING SCHED.) WHERE STRAPS ARE USED OVER SUB-PURLINS USE A MIN. OF 4x # 1 DFL (U,N.O.) ON DETAILS. FIRE SPRINKLER SYSTEM MAY IMPACT THE SIZE OF THE ROOF FRAMING MEMBERS, SHOP DRAWINGS FOR THE FIRE SPRINKLER SYSTEM SHALL BE SUBMITTED TO "DELTA ENGINEERING" & THE METAL JOIST MNFR. FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION OF ANY ROOF FRAMING MEMBERS. DESIGN OF JOIST SHALL BE ADJUSTED FOR ANY ROOF MOUNTED LOADING FOR MECHANICAL EQUIPMENT THAT EXCEEDS 500#. ANY DEVIATION FROM THE ABOVE SHALL BE REVIEWED AND APPROVED BY "DELTA ENGINEERING" AND THE METAL JOIST MNFR. 1. OPEN WEB STEEL JOIST SHALL BE ENGINEERED AND FABRICATED IN ACCORDANCE WITH THE LATEST EDITION OF UNIFORM BUILDING CODE AND THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE (SJI). THE MANUFACTURE SHALL DESIGN JOISTS AND GIRDERS FOR UNIFORM LOADS SHOWN, PLUS ADDITIONAL CONCENTRATED LOADS, AXIAL LOADS, ETC. AS NOTED ON THE FRAMING PLANS, OR THESE NOTES. 2. SEE THE FIELD INSTALLED EXTRA WEB DETAIL IN THESE DRAWINGS FOR POINT LOADS WHICH DO NOT OCCUR AT A PANEL POINT. 3. JOIST MANUFACTURE TO DESIGN AND FURNISH BRIDGING AND OR BRACES FOR JOISTS AND GIRDERS AS REQUIRED. 4. ROOF TOTAL LOAD DEFLECTION SHALL BE LIMITED TO L/180 AND LIVE LOAD DEFLECTION TO L/240. 5. WHERE STEEL JOIST OR GIRDER SLOPE EXCEEDS 1/4" PER FOOT, PROVIDE SLOPED BEARING SEAT. 6. THE STEEL JOIST AND GIRDER MANUFACTURER SHALL SUBMIT ERECTION DRAWINGS AND STAMPED CALCULATIONS BY A LICENSED CIVIL OR STRUCTURAL ENGINEER TO THE ENGINEER OF RECORD FOR REVIEW. THE STEEL TRUSSES SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL 7. ALIGN JOIST PANEL POINTS TO FACILITATE DUCT PASSAGE WHERE REQUIRED BY THE ARCHITECTURAL OR MECHANICAL DRAWINGS. 8. ALIGN JOIST PANEL POINTS TO FACILITATE SPRINKLER BRANCH LINE 9. FURNISH BRACES FOR LATERAL SUPPORT AS IS REQUIRED FOR JOIST DESIGN CRITERIA A. PROVIDE JOISTS FABRICATED IN COMPLIANCE WITH THE FOLLOWING AND AS HEREIN SPECIFIED. 1. STEEL JOISTS INSTITUTE (SJI) STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS K-SERIES. 2. STEEL JOISTS INSTITUTE (SJI) STANDARD SPECIFICATIONS FOR JOISTS GIRDERS. B. QUALIFICATION OF FIELD WELDING: QUALIFY WELDING PROCESSES AND WELDING OPERATORS IN ACCORDANCE WITH AMMERICAN WELDING SOCIETY (AWS) LATEST "STRUCTURAL WELDING CODE" AWS D1.1 . 1. JOIST SHALL BE DESIGNED FOR ADDITIONAL 500 LBS. CONCENTRATED. 2. JOISTS SHALL BE DESIGNED FOR AN ADDITIONAL 500 LBS** CONCENTRATED LOAD AT ANY ONE PANEL POINT. 3. GIRDERS SHALL BE DESIGNED FOR AN ADDITIONAL 1000 LBS** CONCENTRATED LOAD AT ANY ONE PANEL POINT. 4. AXIAL LOADS ARE FROM SEISMIC OR WIND FORCES AND ARE TO BE COMBINED PER LOAD COMBINATION BASED ON ASCE7-10 5. JOIST MANUFACTURER TO ADD THE FOLLOWING ADDITIONAL SPRINKLER MAIN LOADS TO PANEL POINT OF GIRDERS AND JOISTS WHERE APPLICABLE. 32'-8"40'-8" 40'-8" 24'-0"28'-0"20'-0" 12" 3 4" 12" 12" 3 4" 1 2" 3- 12" 11 4"11 4" w/ 10d NAILS @ 12" @ FIELDS w/ 10d NAILS @ 6" @ EDGES 38" 1 2" 38" 38" 1 2" 3 8" 2- 1 / 2 " 2"2" TYP. TYP. (ALLOWABLE LOAD = 1175 PLF) (USE 3" MIN. NOMINAL WIDTH OF NAIL FACE AT ADJOINING PANEL EDGES & BOUNDARIES) (ALLOWABLE LOAD = 710 PLF) (ALLOWABLE LOAD = 425 PLF) TYP. TYP. TYP. TYP. TYP. TYP.@ LOCATION WHERE PURLIN JOIST. IS MIN. 3-1/2" AWAY FROM THE PANEL JOINT TYP. @ PURLIN JOIST TO WALL CONNECTION TYP. BETWEEN THE PURLIN JOIST TYP. @ PURLIN JOIST TO WALL CONNECTION TYP. BETWEEN THE PURLIN JOIST TYP.TYP. TYP. TYP. PJ # 1 PJ # 1 7 PJ # 1 7 PJ # 1 7 TYP. TYP. 30 K PJ # 1 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K PJ # 1 7 A 30 K 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K 30 K 30 K PJ # 2 0 30 K TYP. 1. ALL METAL HANGERS SHALL BE "STRONG TIE" BY SIMPSON COMPANY. UNLESS OTHERWISE NOTED. 2. NOTHING IS TO BE HUNG FROM SUB-PURLINS (I.E. SUSPENDED ACOUSTICAL TILE CEILINGS, FIRE SPRINKLERS SYSTEMS, ETC.. U.N.O. 3. PROVIDE 4x6 DFL #1 SUBPURLIN UNDER THE MECHANICAL EQUIPMENT PLATFORMS, FIRE SPRINKLERS SYSTEMS, ETC.. 4. PROVIDE 4x DFL WOOD NAILER ATTACHED TO THE TOP CHORD OF JOISTS. SEE DETAIL 5. SUPPORT SUB-PURLINS AT SKEWED TILT-UP WALLS W/ SKEWED MODEL OF 'U' JOIST HANGER. 6. JOIST AND JOIST GIRDERS SHALL BE DESIGNED AS SET FORTH IN THE LATEST EDITION OF THE CBC2013 & ASCE/SEI 7-10. 7. ALL JOIST SHOE DEPTHS AT MAIN AREA TO BE 3" DEEP. NOTIFICATION TO "DELTA ENGINEERING' OF ANY DEVIATION FROM THESE JOIST SHOE DEPTHS IS REQUIRED. P.J. P.J. 4'-3" 6'-95 8" 3'-91 4" 8'-53 8" S 3/84x4 SIM. O.H. TYP. PJ # 1 7 Design Development Construction Set Sheet Number Job Number Scale Drawing Date Check By Drawn By Plan Check Permit Set Planning Bid Set Issue Dates Revision Dates SEE PLAN 2016-06 EC AZ/ FH 6-4-2019 6/4/2019 SDP 2018-0023 2 0 1 5 S m i t h C o n s u l t i n g A r c h i t e c t sc Suite 125 13280 Evening Creek Drive South 858.793.4777 858.793.4787 Fax San Diego, CA 92128 w w w . s c a - s d . c o m ConsultingSmith Architects B A D I E E D E V E L O P M E N T 8736 PRODUCTION AVENUE SAN DIEGO, CA 92121 TEL: (858)566-8855 FAX: (858)566-8955 Email: ahmad@deltase.com Web Site: www.deltase.com FIELD BULLETIN #1 6/4/2019 B I D S E T 6 / 4 / 2 0 1 9 0' 0 0 ROOF NOTES QUALITY ASSURANCE SUB-PURLIN SCHEDULE NOTE OPEN WEB STEEL JOIST AND GIRDER NOTES: FOR PURLIN JOIST ( PJ) SCHEDULE & LOADING SEE SHEET S-4.1 VERTICAL LOADS FOR GIRDER TRUSS ( Gl) SCHEDULE & LOADING SEE SHEET S-4.2 FIRE SPRINKLER SYSTEM ROOF MOUNTED EQUIPMENT HORIZONTAL SEISMIC LOADS GENERAL NOTE er cp cp 1. ,J I I "····................. 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I ~ "· 1 .,,..1 : 1 __ 1_=1.J_1==[J={]={]=tJ=1J=1J=1J = ~ 11 ~ ~~ ; 1--1-----II---_ --11±/0 --1--1~ ~ I : / ., • , , 1--1---+ -7"'-.~:===:===:===:--1 ~::===: ' ~ ±E ==!:==~:===:===:===: / I < ' ~ /',_□ / ,~~ ' --'--7' S2!' r-7 _L_..L, ; I :r:_js "'-L'lc::::L I I i--i--i_ ~ .CL I I ' ' -~l~I--I--~ I I -, ~ ~ CJ_ -~' ,,_/_V_. -.+----+---- I ' / I a'\/ 1L----' '- 1--1--1--L.J -I I ' ' ' l . l ·1 . . I I I G) cb 0 0 ~ ROOF FRAMING PLAN NORTH ~ ~ SCALE: 1/16"=1'-0" PLYWOOD SHEATHING & NAILING SCHEDULE TWO LINES OF PLYWOOD NAILING FOR ZONE A ON 4x NOMINAL FRAMING TWO LINES OF PLYWOOD NAILING FOR ZONE BON 3x NOMINAL FRAMING □ <( w z 2 B ' _L_I ~ ~I I ~I ,.-..,--~ ' ~I I SD3.1 I ~I I I ·" a • /•-□ 4 lzoNE cl IZONECI ROOF DIAPHGRAM KEY PLAN ' 0 0 0 BADIE E DEVE LOPMENT ~ ....I <( I-I- :a: cc => (j) w c:: ~ "<t I- 0 ....I <( :.::: (.) c:: <( Cl. Cl z <( 0 cc I-(j) <( ....I 0 > c:: 0 <( z z (.) (j) :.::: <( 0 Cl <( cc (j) ....I c:: <( (.) DELTA EN GIN EERIN G ZS: ZS: ZS: ZS: 8 S-4 Design Development Construction Set Sheet Number Job Number Scale Drawing Date Check By Drawn By Plan Check Permit Set Planning Bid Set Issue Dates Revision Dates SEE PLAN 2016-06 EC AZ/ FH 6-4-2019 6/4/2019 SDP 2018-0023 2 0 1 5 S m i t h C o n s u l t i n g A r c h i t e c t sc Suite 125 13280 Evening Creek Drive South 858.793.4777 858.793.4787 Fax San Diego, CA 92128 w w w . s c a - s d . c o m ConsultingSmith Architects FIELD BULLETIN #1 6/4/2019 OPEN WEB STEEL JOIST NOTES AND SCHEDULE: OPEN WEB JOISTS NOTES: MARK PJ-1A 104 "TC" DL 32 "BC" DL 136 TOTAL DL 128 "TC" L 136 144 272 280 ± 10.6 1. 2. 3. 4. 5. 6. ROOF JOIST SCHEDULE 'TC' DENOTES TOP CHORD, 'BC' DENOTES BOTTOM CHORD. 'TC' AXIAL LOADS GIVEN IN KIPS. AXIAL LOAD 'TC' ACTS AT BASE OF JOIST SEAT. JOIST DESIGN SHALL ACCOUNT FOR ADDED MOMENT DUE TO ECCENTRICITY. LIMIT TOTAL DEFLECTION TO L/180 AND LIVE LOAD DEFLECTION TO L/240. 36 K 288 / 128 SP LIVE LOAD TOTAL LOAD LOCATION OF CONCENTRATED LOAD WHERE OCCURS AS SHOWN ON PLAN. OR SEISMIC BRACING OF FIRE SPRINKLER MECH. UNIT LOADS MAY BE ASSUMED TO BE UNIFORMLY DISTRIBUTED ALONG THE CURB CONCENTRATED LOAD WHERE OCCURS SHOWN ON PLAN OR SEISMIC BRACING OF FIRE SPRINKLER JOIST SERIES TYPE JOIST DEPTH IN INCHES K SERIES TYP. (3) SIDES 1/8 [3] L2x2x1/4 [L51x51x6] (PROVIDED & INSTALLED BY STEEL SUB-CONTRACTOR) THE DESIGN, MANUFACTURE AND USE OF OPEN WEB STEEL JOISTS AND JOIST GIRDERS SHALL BE IN ACCORDANCE WITH ONE OF THE FOLLOWING STEEL JOIST INSTITUTE (SJI) SPECIFICATIONS: 1. SJI CJ-1.0 2. SJI K-1.10 3. SJI LH/DLH-1.1 4. SJI JG-1.1 OPEN WEB JOISTS, JOIST GIRDERS AND BRIDGING SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" OF THE STEEL JOIST INSTITUTE (SJI), LATEST ADOPTED EDITION. THE MANUFACTURER OF THE OPEN WEB STEEL JOISTS AND GIRDERS SHALL BE A MEMBER OF THE SJI, AND SHALL FURNISH TO THE CONTRACT QUALITY CONTROL (CQC) INDIVIDUAL CERTIFICATE OF COMPLIANCE INDICATING COMPLIANCE WITH STEEL JOIST INSTITUTE STANDARDS. ALL JOISTS DELIVERED FOR THIS SPECIFIC PROJECT SHALL BE IDENTIFIED SPECIFICALLY FOR THIS PROJECT. SUCH CERTIFICATE OF COMPLIANCE SHALL BE FURNISHED BEFORE INSTALLATION. JOISTS AND JOIST CONNECTIONS SHALL BE DESIGNED IN ACCORDANCE WITH LOAD AND DEFLECTION CRITERIA PROVIDED HEREIN INCLUDING MECHANICAL EQUIPMENT LOADS, WIND AND SEISMIC LOADS. CONTRACTOR SHALL EXAMINE ALL DRAWINGS INCLUDING ARCH., MEP, FIRE PROTECTION, FURNISHINGS, ETC. TO IDENTIFY ALL BUILDING COMPONENTS THAT IMPACT THE DESIGN OF THE OPEN WEB STEEL JOIST AND/OR GIRDERS AND INCLUDE THEIR IMPACT IN THE DESIGN OF THE JOIST. DESIGN SHALL INCLUDE BRIDGING, BRACING OR SHORING AS REQUIRED DURING AND AFTER CONSTRUCTION. CALCULATIONS AND DRAWINGS SIGNED BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED SHALL BE SUBMITTED TO AND REVIEWED BY THE STRUCTURAL ENGINEER OF RECORD AND QUALITY CONTROL MANAGER PRIOR TO INSTALLATION. WELDING OF OPEN WEB JOISTS SHALL COMPLY WITH SJI STANDARDS AND AWS D1.1. BRIDGING SHALL BE HORIZONTAL FOR "K" SERIES JOISTS AND CROSS TYPE BRIDGING FOR "LH" & "DLH" SERIES JOISTS, CONFORMING TO SJI SPECIFICATIONS. ALL BRIDGING SHALL BE POSITIVELY ANCHORED TO WALLS AND/OR BEAMS AT EACH END. MINIMUM THICKNESS OF JOIST TOP AND BOTTOM CHORD SHALL BE = 1/8" [3mm]. ALL JOISTS SPANNING 40'-0" OR LONGER SHALL HAVE THEIR ROWS OF BRIDGING IN PLACE PRIOR TO SLACKENING OF HOISTING LINES. DO NOT DRILL THROUGH OR WELD TO JOIST MEMBER WITHOUT PRIOR APPROVAL. EXAMPLE OF BAR JOIST CALL OUT: SPECIAL LOADING REINFORCING @ CONCENTRATED LOAD: SEISMIC AXIAL LOAD "TC" (KIP) 'BC' CONCENTRATED LOAD 'B C ' D L BC L L AXIAL LOAD 'TC' DL 'TC' Lr WTC' WIND DOWNWARD 'TC' CONCENTRATED LOAD P DEAD LOADS (PLF)LIVE LOADS (PLF) r - "BC" LL - - SEISMIC LOADS WIND AXIAL LOAD "TC" (KIP) 192 WIND LOADS 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. WTC' WIND UPLIFT GRAVITY LOADS (PLF) TOTAL LOAD (PLF)TOTAL LL WIND UPLIFT "WTC" (PLF) WIND DOWNWARD "WTC" (PLF) LATERAL LOADS SIZE 30K 264/128 144 280- 160 - 160 - 160 - 296 264 ± 4.2 136 136 272- 144 280- 144 128 304-160 56 JOIST TOP & BOTTOM CHORD SHALL BE DESIGNED FOR 500 lbs ADDITIONAL LOAD PLACED ANYWHERE ALONG TOP & BOTT. CHORD. THIS LOAD IS IN ADDITION TO OTHER LOADS SHOWN ON PLAN. THE WEIGHT AND LOCATION OF MECHANICAL UNITS ARE SHOWN ON THE FRAMING PLANS. THE OVERALL WEIGHT OF THE UNIT MAY BE ASSUMED TO BE UNIFORMLY DISTRIBUTED OVER THE LENGTH TO EACH CORNER. NOTE: CONCENTRATED LOADS LESS THAN 500 LBS DOES NOT REQUIRE WEB STIFFENER. PJ-2 PJ-3 PJ-4 PJ-5 PJ-6 PJ-7 PJ-8 PJ-9 PJ-10 30K 304/128 30K 272/136 30K 272/136 30K 280/144 30K 280/144 30K 280/144 30K 296/160 30K 296/160 30K 296/160 160 -PJ-11 30K 296/160 160 -PJ-12 30K 296/160 160 -PJ-13 30K 296/160 160 -PJ-14 30K 296/160 160 -PJ-15 30K 296/160 160 -192 136PJ-16 30K 296/160 136 -272 160 56PJ-17 30K 272/136 144 136 -312 160 56PJ-18 30K 312/136 160 -296 192 136PJ-19 30K 296/160 160 -296 192 136PJ-20 30K 296/160 104 104 104 104 104 104 104 104 104 104 104 104 104 104 104 104 104 32 32 32 32 32 32 32 32 32 32 32 32 3232 32 32 32 32 32 32 176 136 136 136 136 136 136 136 136 136 136 136 136 136 136 136 176 136 136 128 136 144 r 144 160 160 160 136 144 128 160 160 160 160 160 160 136 136 160 160 DL + Lr 296 296 296 296 296 296 296 296 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6± 10.6 ± 10.6 ± 10.6 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 160 160 160 160 160 160 160 160 160 160 160 160 160 56 56 56 56 56 56 56 56 56 56 56 56 56 PJ-1 104 32 136 128 ± 10.6-16030K 264/128 264 ± 4.2 56128 136 -272 192 136PJ-17A 30K 272/136 104 32 136 136 ± 10.6 ± 4.2 B I D S E T 6 / 4 / 2 0 1 9 " " " " -, " ,- \ / , ,, ' -,' ',, ',, - -,- 1 \,\\ I I ' I ' ' '. I < ~ I>'.·• ••. ···· ....... ~ > ""' j\._ I ' -- I I I I I I I I I I I I I I I I I ' I I /\ I\ /\ /\ / 1' / I \ I \ I ,\ I I \ /1 ' 0 ' DEVELOPMENT ~ ....I <( I-I- I-~ [D z => (j) w w c:: ~ ~ '<I" a... I- 0 0 ....I <( :.::: 0 _J c:: <( w Cl. 0 > z <( 0 [D w I-(j) <( ....I 0 > c:: 0 z <( z 0 w (j) w :.::: -<( 0 0 0 <( <( en [D (j) ....I c:: <( 0 DELTA ENG IN EERING CONSUL TING 5lFtLICTURAL ENGINEERS 8736 PRODUCTION AVENUE SAN DIEGO, CA92121 TEL: (858}566-8855 FAX: (858)566-8955 Emeil: ahmad@detlase.com Web Site: www.deltase.com ZS: ZS: ZS: ZS: S-4.1 PANELCLAW ENGINEERING REPORT (BY OTHERS) (FOR REFERENCE ONLY) CARUSO TURLEYSCOTT structural engineers STRUCTURALENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONALREGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy.Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Job No. 23-0242-2926 Sheet No. Cover By NSC/TET Date 11/10/23 CLIENT: 1600 Osgood Street Suite 2023 North Andover, MA 01845 PROJECT: Carlsbad Oaks Rooftop Solar Project 2810 Caribou Ct Carlsbad, CA GENERAL INFORMATION: BUILDING CODE: 2022 CBC, ASCE 7-16 With SEAOC PV1-2012 and PV2-2017 TR O Y E.TUR L E Y 11-14-23® PANELCLAW® CARUSO TURLEYSCOTT structural engineers STRUCTURALENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONALREGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy.Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: November 10, 2023 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Carlsbad Oaks Rooftop Solar Project CTS Job No.: 23-0242-2926 Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw racking system with respect to the system’s ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by CPP, Inc. The system tested was the “clawFR 5 Degree” system. This system consists of photovoltaic panels installed at a 5 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. The wind tunnel testing was performed per Chapter 31 of ASCE 7-16. The parameters of the testing were a flat roof system in both Exposure B and C on a building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PanelClaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast and mechanical attachments provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the “clawFR 5 Degree” system per the wind tunnel testing results. Seismic Evaluation: Arrays 1.3-1.6, 1.8, 1.9 Calculations have been provided utilizing the method found in SEAOC PV1-2012, Section 9 for the use of non-linear response history analysis to determine the seismic displacement of non-structural components located on a roof per SEAOC PV-2012 and ASCE Section 13.6.12. These calculations have determined that the friction generated from the ballast (allowed per CBC Section 1613.3 and ASCE Section 13.6.12 per Section 13.4 exception) is sufficient to restrict displacement due to seismic forces to acceptable distances, and that no mechanical attachments are required. CARUSO TURLEYSCOTT structural engineers STRUCTURALENGINEERINGEXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONALREGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy.Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Seismic Evaluation: Arrays 1.1, 1.2, 1.7, 1.10, 1.11 CTS was asked to review the PanelClaw system to determine attachments required to resist seismic loading of the ballasted solar support system on the roof of the existing building. Following CBC Load Combination 16-16 and ASCE Section 2.4.5, the Dead Load value has been reduced by subtracting the vertical component of the seismic forces (0.6*D - 0.14Sds*D). The contribution of friction due to the component weight was not considered to resist lateral forces caused by seismic loads per ASCE Section 13.4. Utilizing this method, calculations have been provided for the number of mechanical attachments that are required to resist seismic forces that are applied to the system. Conclusion: Therefore, it has been determined that the system as provided by PanelClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. Respectfully, Nick Chassé Troy Turley, SE, PE, LEED AP Structural Designer Partner TR O Y E.TU R L E Y 11-14-23 Partner Name: SunRenu Solar Project Name: Carlsbad Oaks rooftop solar project Project Location: 2810 Caribou Ct, Carlsbad, CA 92010, USA Racking System: clawFR 5 Degree Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 1 Engineering Seal 10/13/2023 APPROVED FOR CONSTRUCTION TR O Y E.TU R L E Y 11-14-23 ® PANELCLAW" Table of Contents Section:Page # 10/13/2023 APPROVED FOR CONSTRUCTION 2 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information 4 1.1 General 4 1.2 Building Information 4 1.3 Structural Design Information 5 2.0 Snow Load 6 2.1 Snow Load Data 6 2.2 Snow Load Per Module 6 3.0 Wind Load 7 3.1 Wind Load Data 7 3.2 Roof / Array Zone Map 7 3.3 Wind Design Equations 7 4.0 Design Loads - Dead 8 4.1 Dead Load of the Arrays 8 5.0 Design Loads - Wind 9 5.1.1 Global Wind Uplift Summary Table:9 5.1.2 Global Wind Shear Summary Table:10 6.0 Design Loads - Downward 11 6.1 Downward Wind Load Calculation 11 6.2 Racking Dimensions for Point Loads 11 6.3 Point Load Summary 12 7.0 Design Loads - Seismic 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check:14 7.3.1 Seismic Displacement of Unattached Solar Arrays:15 7.4 Vertical Seismic Force Check:17 ® PANELCLAW" Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 5° TILT, CPP Project 11828, Dated 24 May 2019. B. Building Code and Technical data 10/13/2023 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 1.0 Project Information: 1.1 General: Project Name:Carlsbad Oaks rooftop solar project Project Location:2810 Caribou Ct, Carlsbad, CA 92010, USA Racking System:clawFR 5 Degree Module:JA SOLAR JAM72D30-540/MB Module Weight:70.11 lbs. Module Tilt:4.44 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Ballast Block Weight:32.60 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 28 6.0 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 1 Modified Bitumen SBS Torch 0.64 1.2 1 Modified Bitumen SBS Torch 0.64 1.3 1 Modified Bitumen SBS Torch 0.64 1.4 1 Modified Bitumen SBS Torch 0.64 1.5 1 Modified Bitumen SBS Torch 0.64 1.6 1 Modified Bitumen SBS Torch 0.64 1.7 1 Modified Bitumen SBS Torch 0.64 1.8 1 Modified Bitumen SBS Torch 0.64 1.9 1 Modified Bitumen SBS Torch 0.64 1.10 1 Modified Bitumen SBS Torch 0.64 1.11 1 Modified Bitumen SBS Torch 0.64 10/13/2023 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:2022 California BC Risk Cat.:II Basic Wind Speed (V):96 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1 Site Class:D Short Period Spectral Resp. (5%) (Ss):0.93 1s Spectral Response (5%) (S1):0.342 Ie:1 Ip:1 10/13/2023 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 2.0 Snow Load: Snow Calculations per ASCE 7-16, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg)=0.00 psf (ASCE, Figure 7.2-1) Exposure Factor (Ce)=1 (ASCE, Table 7.3-1) Thermal Factor (Ct)=1.2 (ASCE, Table 7.3-2) Importance Factor (Is)=1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) =0.7*Pg*Ce*Ct*Is=0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof =Pg*Is =0.00 psf (ASCE 7.3.4) Snow Load on Array (SLA) =0.00 psf SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) =Module Projected Area SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area =27.81 sq.ft. Module Tilt =4.44 deg. Amp =27.72 sq.ft. SLM = Amp SLA = 0.00 lbs. 10/13/2023 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =96 mph (ASCE, Figure 26.5-1A) Exposure Category:C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) =1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) =0.85 (ASCE, Table 26.6-1) Exposure Coefficient (Kz) =0.97 (ASCE, Table 26.10-1) Ground Elevation Factor (Ke) =0.99 (ASCE, Table 26.9-1) Velocity Pressure (qz) =0.00256*Kz*Kzt*Kd*Ke*V^2 =19.16 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. South corner zones – 90-180° wind directions Figure 3-2. North corner zones – 0- 90° wind direction Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 28 28.00 19.16 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel and deflector. FD = qz Aref GCD FD = sum of drag on panel and deflector. FL - D Companion = qz Aref GCL - D Companion FL - D Companion = The accompanying uplift corresponding to maximum drag. Where qz = Velocity Pressure (Ref. Section 3.1, Wind Load) Aref = Module Area (Ref. Section 1.1, General) GCL GCD , GCL-D Companion= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) 10/13/2023 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" n 4 n @ N N @ @ © @ ® -~ ® ® t 4.0 Design Loads - Dead: 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). 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: Array Information Results Sub- Array Name Number of Modules DLC (lbs.) DLA (lbs.) DLC (lbs.)/module Sub- Array Area (ft.^2) Sub-Array Roof Pressure (DLC) (psf) Sub-Array Roof Pressure (DLA) (psf) Max Allowable Pressure on Roof (psf) Acceptable? 1.1 41 3,653 7,174 89 1,346 2.71 5.33 6.00 Yes 1.2 79 6,826 9,238 86 2,587 2.64 3.57 6.00 Yes 1.3 14 1,204 2,150 86 461 2.61 4.66 6.00 Yes 1.4 25 2,148 3,583 86 820 2.62 4.37 6.00 Yes 1.5 15 1,298 2,341 87 493 2.63 4.74 6.00 Yes 1.6 12 1,031 1,976 86 395 2.61 5.01 6.00 Yes 1.7 60 5,222 9,655 87 1,974 2.65 4.89 6.00 Yes 1.8 71 6,075 8,911 86 2,329 2.61 3.83 6.00 Yes 1.9 17 1,531 3,747 90 567 2.70 6.61 6.00 No 1.10 26 2,247 3,942 86 853 2.63 4.62 6.00 Yes 1.11 18 1,537 2,646 85 588 2.61 4.50 6.00 Yes Total: 378 32,771 lbs.55,363 lbs. *Racking component weight range between 13 to 15 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 10/13/2023 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 5.0 Design Loads - Wind: 5.1.1 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 may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub- Array Name FL = Total Wind Uplift (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Calculated Factor of Safety* Check 1.1 10,852 7,174 525 3,913 1.70 OK 1.2 11,390 9,238 525 6,644 2.32 OK 1.3 2,105 2,150 N/A 0 1.70 OK 1.4 3,551 3,583 N/A 0 1.68 OK 1.5 2,321 2,341 N/A 0 1.68 OK 1.6 1,792 1,976 N/A 0 1.84 OK 1.7 9,974 9,655 342 797 1.75 OK 1.8 8,868 8,911 N/A 0 1.67 OK 1.9 3,102 3,747 N/A 0 2.01 OK 1.10 4,348 3,942 227 421 1.67 OK 1.11 2,830 2,646 196 390 1.79 OK Total:61,133 lbs.55,363 lbs. 12,165 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 0.6 in ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6)WIND LOAD 10/13/2023 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 5.0 Design Loads - Wind (Cont.): 5.1.2 Global Wind Shear Summary Table: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub- Array Name FL-D = Wind Uplift (lbs.) FD = Wind Drag (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Check Calculated Factor of Safety* Check 1.1 4,854 1,392 7,174 650 8,450 3.70 OK 1.2 5,696 1,576 9,238 650 9,750 3.88 OK 1.3 1,500 402 2,150 650 0 1.68 OK 1.4 2,444 582 3,583 650 0 1.78 OK 1.5 1,674 415 2,341 650 0 1.68 OK 1.6 1,313 407 1,976 650 0 1.69 OK 1.7 5,007 1,429 9,655 650 2,600 2.82 OK 1.8 5,445 1,171 8,911 650 0 2.04 OK 1.9 2,088 650 3,747 650 0 2.01 OK 1.10 2,455 686 3,942 650 1,300 2.48 OK 1.11 1,680 428 2,646 650 1,300 2.80 OK Total:34,156 lbs.9,138 lbs.55,363 23,400 lbs. Table 5.2 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE7 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND DRAG /FRICTION)+(.6)WIND UPLIFT) 10/13/2023 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =19.16 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =4.44 deg.(Ref. Section 1.1, General Project Information) GCP =0.90 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE 7-16 figure 30.3-5A) WLin(no snow) = 478 lbs./module WLin(with snow) = 159 lbs./module Contact Base by Location: Contact Pad by Information: 1 =South Distance Between C.C. outer Pads =12.5 in. 2 =Interior Typical Pad Area =9 sq.in. 3 =2nd from North 4 =North 6.2 Racking Dimensions for Point Loads: Inter-Module Support spacing (S) = 49.09 in. Inter-Column Support Spacing (L) = 41.34 in. Fig. 6.1 Typical Array Plan View (Section A-A) on Next Page 10/13/2023 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" ree section A-A for pad locations I I -.. .. .. .. . . .. . . -.. .. .. .. .. . . .. . . § § § ~ .. .. .. .. .. .. .. .. f 1 .. .. .. . . .. . . .. .. I 6.0 Design Loads - Downward (Cont.): 6.2 Racking Dimensions for Point Loads (Cont.): Fig. 6.2 Section A-A 6.3 Point Load Summary:Notes: DLsys = 90 lbs./module -Base 2 repeat for larger width arrays. Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 478 lbs./module WLin (with snow) = 159 lbs./module Max Total Load Per Base (lbs.) load combinations (ASD)Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 47 119 65 Interior 2 124 267 160 2nd From North 3 113 257 149 North 4 92 164 110 Table 6.1-A Max Total Load per Base (lbs.) Max Contact Pressure Table Per Base (psi) load combinations (ASD)# of Pads Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 3 6 4 Interior 2 7 15 9 2nd From North 3 6 14 82 North 4 5 9 6 South 1 1 3 2 Interior 2 3 7 4 2nd From North 3 3 7 44 North 4 2 4 3 Table 6.1-B Max Point Load Summary (psi) 10/13/2023 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" u:~ ~ ~ l 40" f 47" l 40" f BASE 1 BASE 2 BASE 3 BASE4 Section A-A 7.0 Design Loads - Seismic: Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class :D (Ref. Project Information) Seismic Design Category :D (ASCE, Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss) :0.93 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.342 (Ref. Project Information) Bldg. Seismic Imp. Factor (Ie) =1 (ASCE, Table 1.5-2) Site Coefficient (Fa) =1.2 (ASCE, Table 11.4-1) Site Coefficient (Fv) =2.0 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.116 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.670 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =0.744 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.446 (ASCE, Eqn. 11.4-4) Component Seismic Imp. Factor (Ip) =1 (ASCE, Sec. 13.1.3) Repsonse Modification Factor (Rp) =2.5 (ASCE, Table 13.6-1) Amplification Factor (ap) =1 (ASCE, Table 13.6-1) 7.2 Seismic Design Equations: * Frictional resistance due to the components weight may be used to resist lateral forces caused by seismic loads. 10/13/2023 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 0.4apSDSWp (l + 2( ~ )) Lateral Force ( Fp) = ( Rp ) h {ASCE, Eqn. 13.3-1) Iv Lateral Force ( FPLmin ) = 0.3SvsJpWp (ASCE, Eqn. 13.3-3) Lateral Force ( FPLmax ) = l.6SvslpWp {ASCE, Eqn. 13.3-2) Vertical Force {Fpv) = ±[0.20SvsWpJ {ASCE, Eqn. 12.4-4) Lateral Resisting Force {FRL)* = [(0.6-(0.14 S05)) {0.7) (mu)(Wp)] {Factored Load, ASD) Vertical Resisting Force (FRV) = O.6*W P (Factored Load, ASD) 7.0 Design Loads - Seismic (Cont.): 7.3 Lateral Seismic Force Check: The necessity to add mechanical attachments can arise 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. Nomenclature: WP = Sub-Array Weight FPL = Lateral Seismic Force FRL = Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub- Array Name WP (lbs.) FPL (lbs.) FRL (lbs.) 0.7 FPL - FRL (lbs.) MA's Required Total MA Capacity (lbs.) MA's Provided Acceptable 1.1 7,174 2,562 0 1,793 3 8,450 13 Yes 1.2 9,238 3,299 0 2,309 4 9,750 15 Yes 1.3 2,150 768 478 60 0 0 0 Yes 1.4 3,583 1,279 796 100 0 0 0 Yes 1.5 2,341 836 520 65 0 0 0 Yes 1.6 1,976 706 439 55 0 0 0 Yes 1.7 9,655 3,448 0 2,414 4 2,600 4 Yes 1.8 8,911 3,182 1,979 248 0 0 0 Yes 1.9 3,747 1,338 832 104 0 0 0 Yes 1.10 3,942 1,408 0 985 2 1,300 2 Yes 1.11 2,646 945 0 661 2 1,300 2 Yes Totals:55,363 lbs 19,771 lbs.5,044 lbs.8,796 lbs.15 23,400 36 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 10/13/2023 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 7.0 Design Loads - Seismic (Cont.): 7.3.1 Seismic Displacement of Unattached Solar Arrays: Per ASCE 7-16, Section 13.6.12, the use of non-linear response history (NLRH) analysis is permitted to determine the seismic displacement of non-structural components located on the roof. μ =specific to each array, see table 7.3 Roof Pitch :specific to each array, see table 7.3 lp =1 for all arrays le =1 for all arrays PanelClaw, Inc. has engaged the services of a 3rd party consulting engineer to perform NLRH analysis on its clawFR product. Utilizing that analysis, and the report contained in the Appendix of this package, we are able to determine the displacement of the arrays during seismic events, for the system design life of 25 years. The distance, called Δ MPV, noted below represents the displacement due to the maximum seismic event with a 700 year MRI. The Δ MPV also incorporates the cumulative displacements, over the arrays design life, of smaller seismic events. As a company policy, PanelClaw, Inc., limits the use of this data to Δ MPV displacement of 48" or less. ΔMPV distances are derived from App. B, "Executive Summary: clawFR Seismic Displacement Demands of Unattached Arrays." Using the ΔMPV value above, ASCE 7-16 has adopted the following equations to set the minimum separation between unattached solar arrays and rooftop obstructions. Table 10.1 below lists the required separation per ASCE 7-16. REQUIRED ARRAY CLEARANCES PER ASCE 7-16 Condition #Condition Description Minimum Separation Equation 1 Between separate solar arrays of similar construction (0.5)(Mpv) 2 Between a solar array and a fixed object on the roof or solar array of different construction (Mpv) 3 Between a solar array and a roof edge with a qualifying parapet (Mpv) 4 Between a solar array and a roof edge without a qualifying parapet (2.0)(Mpv) >= 4 ft NOTE: YOU SHOULD PROVIDE SUFFICIENT SLACK IN ARRAY ELECTRICAL WIRING TO ACCOMMODATE ALL POTENTIAL ARRAY MOVEMENT. 10/13/2023 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 7.0 Design Loads - Seismic (Cont.): 7.3.1 Seismic Displacement of Unattached Solar Arrays (Cont.): Sub-Array Information Required Clearances per Condition (in) Min. Provided Clearance per Condition (in) Is Provided Clearance Acceptable (Y/N) Sub-Array Name(s) μ = Slope (deg) ΔMPV (in)1 2 3 4 1 2 3 4 1 2 3 4 1.3 0.64 1 6 3 6 6 48 50 64 428 428 Y Y Y Y 1.4 0.64 1 6 3 6 6 48 50 61 428 428 Y Y Y Y 1.5 0.64 1 6 3 6 6 48 9 52 254 254 Y Y Y Y 1.6 0.64 1 6 3 6 6 48 9 44 96 96 Y Y Y Y 1.8 0.64 1 6 3 6 6 48 43 32 268 268 Y Y Y Y 1.9 0.64 1 6 3 6 6 48 9 23 494 494 Y Y Y Y Table 7.3 - Sub-Array predicted movement, required clearances, provided clearances, and acceptance 10/13/2023 APPROVED FOR CONSTRUCTION 16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 7.0 Design Loads - Seismic (Cont.): 7.4 Vertical Seismic Force Check: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results Sub- Array Name WP (lbs.) FPV (lbs.) FRV (lbs.) 0.7 FPV - FRV (lbs.) MA's Required Total MA Capacity (lbs.) Total MA's Provided Acceptable 1.1 7,174 1,067 4,304 -3,557 0 3,913 13 Yes 1.2 9,238 1,375 5,543 -4,581 0 6,644 15 Yes 1.3 2,150 320 1,290 -1,066 0 0 0 Yes 1.4 3,583 533 2,150 -1,777 0 0 0 Yes 1.5 2,341 348 1,404 -1,161 0 0 0 Yes 1.6 1,976 294 1,186 -980 0 0 0 Yes 1.7 9,655 1,437 5,793 -4,787 0 797 4 Yes 1.8 8,911 1,326 5,347 -4,418 0 0 0 Yes 1.9 3,747 558 2,248 -1,858 0 0 0 Yes 1.10 3,942 587 2,365 -1,955 0 421 2 Yes 1.11 2,646 394 1,587 -1,312 0 390 2 Yes Total:55,363 lbs.8,238 lbs.33,218 lbs.-27,451 lbs.0 12,165 36 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 10/13/2023 APPROVED FOR CONSTRUCTION 17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" Appendix A Appendix A18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. Appendix A19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNTS" TILT I CPP PROJECT 11828 -WIND ENGIN EERING & AIR QUALITY CONSULTANTS FINAL REPORT CPP PROJECT 11828 24 MAY2019 PANELCLAW ROOF MOUNT 5° TILT PREPARED FOR: Pane!Oaw, Inc. 1600 O.good St., Suite 2023 North Andover, MA 01845 Mika Jovanovic, PhD Vice President, Applications, Codes&Standards m!ovanovi$aneklaw.com PREPARED BY: Anisa Como, Engineering Manager aconto@cpp,vind.rom David Banks, Ph.D., Principal dbanks@cppwind..com CPP, Inc. 2400 Midpoint Drive, Unit 190 Fort comns, COiorado 80525 USA Tel: +1-970-221-3371 www.cppwind.com Appendix A20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNT 5° TILT I CPP PROJECT 11828 INTRODUCTION Testing to determine wind loads on the Pane!Oaw 5° tilt south-facing roof mow1t solar racking system (Figure 1) was perfom1Ni in a CPP bowtdary layer wind tunnel. A scale model of an indicative array was tested on three different sized flat-roofed buildings. The majority of the tests were conducted on a building with a roof area of 6 by 6 building heights (H). An array measuring 7 modules wide by 10 rows long was tested in 9 roof regions on the 6H by 6H roof_ Additional tests were conducted on a 2H by 2H roof and a 6H by 12H roof, to quantify the effect of building size. AU panels were instrum,mted with pressure taps. The testNi building height was 27 ft, but measured loads were divided by reference pressure at roof height so that results can be applied at any roof height with the appropriate reference pressure. The results of this testing were presented as net gust coe.ffidents to be multiplied by a 3-second gust wind pressure at roof height, which is consistent with the procedures of ASCE 7. The wind nmnel study was conducted in accordance with the wind tunnel test procedures descrtbed in Chapter 31 of ASCE 7-16 (also meeting the requirements of ASCE 7-05 and 7-10), and in accordance with the specifications of ASCE/SEI 49-12, "Wind Tunnel Testing for Buildings and Other Structures". Tests and reporting are also consistent with the requirements of SEAOC PV2 2017, "Wind Design for Solar Arrays"_ Guidance regarding appropriate use of the results of this sn1dy was also provided in the CPP report 11828 "Wind Tunnel T,sts and UNld Axalysis for Pam/Claw Roof Mount 5° Tilt South-facing." SCALE MODEL WIND TUNNEL TESTING Scale model wind tunnel testing is a proven method for accurately evaluating the wind loads on a structure. However, the results of the test are only as valid as the assumptions and methods used to design the experiment, conduct the test, and reduce the data. Detailed information is provided in the full version of CPP 11828 south- facing report. The wind tunnel tests were conducted with a roughness equivalent to an ASCE B (suburban environment) exposure at the scale of 1:40. All testing was done in accordance with the wind tWlnel procedures described in Chapter 31 of ASCE 7-16 (7-10 and 7-05), ASCE/SEl 49-12, and SEAOC PV2- Wind pressures were measured using electronic pressure transducers connected via tubing to pressure taps on the surface of a scale model of the roof monnt array. Measurements were taken at tap locations on the upper and lower surfaces of the panels, as well as on the de.fl.ectors. A correction to the pressure signal was made to acrowtt for any resonance or attenuation in the tubing. A representative array consisting of 10 rows of 7 modules (Figure 2) was constructed for a single tilt of 5• at a scale of 1 :40. The panels were offset from the roof edge by -4 ft (fulJ scale). The pressure model was made with stereo-lithography. Important geometric features of the model were included where appropriate. The model was instrumented with approximately 500 pressure taps on the PV modules and deflectors, selected to adequately define the pressure load on each panel. The model was placed on top of three different size low-tise buildings on a turntable in the wind tWlneL The turntable permitted rotation of the building and model for examination of wind pressures and velocities from any approach wind direction. The model was tested from o• (nominal panelJbuild.ing north) to 350° in 10° increments. - WINO ENGINEERING & AIR QUALITY CONSULTANTS Appendix A21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNT 5° TILT I CPP PROJECT 11828 UPLIFT AND DRAG COEFFICIENTS Statistical analysis generates a net gust normal force coefficient, GCw, combining the gust factor, G, and the net normal forc-e coefficient, CN. The GC,. term relates the peak nonnal force expertenced by a stn,ctural element to the dynamic pressure due to a design 3-second gust immediately upwind in the approach flow. 1his definition for GO, is consistent with ASCE 7 definition, so that the design wind force is then given by: (1) and q, (velocity pressure) is computed at roof height for the site. The nonnal force was decomposed into the lift and drag for the panel and the deilector. For consistency with ASCE 7, a positive GCN acts towards the module's upper surface. ThereJore, negative numbers are associated with lift. The acrompanying uplift coefficient corresponding to maximum drag ls also provided. The sliding coefficients (GCs) of the system can be calculated as a function of drag, accompanying uplift, and friction coefficient. Sliding O«'Ul'S when the lift decreases the resistance agai.nst horizontal forces enough that the horizontal force overcomes the friction holding the system in place. GCs is usually negative unless there is significant downforce. The results are presented as net gust coefficients to be multiplied by a 3-second gust wind pressure at roof height, consistent with ASCE 7 procedures. TI,ey were then incorporated into the WindLab®-Solar layout and calculation tool for use by Panelaaw. The tool allows PanelClaw to lay out modules on a roof and have the loads calculated automatically. ille the well-accepted SEAOC PV2 procedure (which has been included in ASCE 7-16), loads are scaled by building size (height and width) and array size, and include the effect of p,uapets. WindLab®- Solar performs these adjustments automatically based on the building and layout specifics. Alternately, a zoned-roof approach is used where wind load coefficients for each corner and edge zone are provided as a function of the normalized tributary area, A.. 1his acrounts for the effect of building size relative to the size of the tributary area of interest. There is no building size limit in the application of these wind tunnel results. A, is a function of the tributaiy area (A,-..,) which is determined by a structural analysis of tl>e system. For a ballasted system, if a panel will not lift off the roof significantly without requiring that neighboring panels also lift, then all of the neighboring panels can be included in a "cluster''. Since the worst-case loads on all panels in a duster do not occur simultaneously (or even at tl,e same wind direction), wind loads are reduced due to the larger tributary area. Parapets of typical heights have consistently been shown to increase wind loads on roof mounted solar panels for the parts of the roof where loads are dliven by the comer vortices. A parapet factor is provided to ac,:ount for this. Edge factors have also been provided and should be applied to all exposed perirl,eter panels. APPROPRIATE USE OF WIND TUNNEL RESULTS The results given in the wind tunnel report are based upon the study of a generic array located on the roof of a building sited in suburban terrain (ASCE 7 exposure category B). The results are appropriate for upwind open country (ASCE 7 expoSUI'e C) or suburban exposures. The tested PV tilt angle was 5° and the module size tested was 3.35 by 6.5 ft .. -WIND ENGINEERING & AIR QUALITY CONSULTANTS Po,g• 3of6 Appendix A22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNT 5° TILT I CPP PROJECT 11828 In the wind tunnel study, it is assumed that no significant taller structures are located near the roof in question_ A taller nearby building can significantly change the wind flow patterns on the roof, and such situations need to be assessed on a case-by-case basis. Caution should be used in applying these results for modules in the direct proximity of any significant objects on the roof, such as HV AC units, screen-walls, penthouses, elevator nms, etc. These objects will shelter some oi the panels from the winds, but accelerated flow will also be seen near the corners of large objects protruding above the roof. A comprehensive list regarding the appropriate use of the wind tunnel results is included in the full version of CPP 11828 5° tilt south-facing report. REFERENCES American Society of Civil Engineers (2006}, Minimum Design I.cads for Buildings a1td Otha Structures (ASCE 7--05}. American Society of Civil Engineers (2010}, Mini1n11111 Design I.cad!. for Buildings a1td Otha Structures (ASCE 7-10). American Society of Civil Engineers (2012), Wind Tunnel Testing for Buildings and Other Structures (ASCE 49- 12). American Society of Civil Engineers (1999), Wind Tllnro:l Studios ef Buildings and Structures (ASCE Manual of Practice Number 67). Structural Engineers Association of California Solar Photovoltaic Systems Committee, 2017. Report SE.AOC PV2- 2017, Wind Design for Solar Arrays. -WINO ENGINEERING & AIR QUALITY CONSULTANTS Pago4of6 Appendix A23 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNT 5° TILT I CPP PROJECT 11828 FiS"r, 1: P•1telCl•w 5• tilt ,owth-f•cing system -WIND ENGINEERING & AIR QUALITY CONSULTANTS Poga5of6 Appendix A24 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNT 5° TILT I CPP PROJECT 11828 ' Figvrr 2: PanrlClaw s• tilt sowth•fsuri.ng tt.rr11.y 111s t<stcd in tht: wi11d tw11nd -WINO ENGINEERING & AIR QUALITY CONSULTANTS Pago 6ol6 Appendix B Appendix B25 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. Appendix B26 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. -----------------MAFFEI Technical Report PanelClaw ClawFR: Seismic Displacement Demand of Unattached (Ballast-Only) Solar Arrays per ASCE 7-16 10 June 2019 Overview This report provides design values for seismic displacemen t demand when the PanelClaw ClawFR solar panel support system is used for unattached (ballast-only) solar arrays on flat and low-slope roofs of buildings. This report addresses the following versions of ClawFR: • South-facing module orientation with 10-degree module tilt • East-west (dual-tilt) module orientation with 10-degree module tllt • South-facing module orientation with 5-degree module tilt Table 3 presents design seismic displacement (4,.,,) considering a range of values for friction coefficient (representing different roofing materials), roof slope, and seismicity parameters. To determine these demands, Maffei Structural Engineering performed seismic nonlinear analyses. The analyses follow the provisions of ASCE 7-161 Section 13.6.12. A summary is provided herein. Design to accommodate seismic displacement The 4,,,,, values in Table 3 are to be used with the coefficients specified in ASCE 7-16 Section 13.6.12 (summarized in Table l and Table 2). These coefficients determine minimum requirements for separation between solar arrays, roof edges, and fixed objects on the roof. Electrical wiring for the solar array Is to be designed to accommodate the seismic displacement demand, and the roof structure must be capable of supporting the gravity load when the array is in the displaced condition. Table 1 Minimum separation distances for unattached arrays Condition Between separate solar arrays of similar construction Between a solar array and a fixed object on the roof (such a.s equipment, curb, solar array of different construction, or any other obstructJon to sliding) Between a solar array and a roof edge with a qualifying parapet•• Between a solar array and a roof edge without a qualifying parapet Separation• O.So,... 1.00 • .,. 2.0001• :!-. 4 ft. • Importance factors are not included in the separalk!n e,cpressions because, in ASCE 7-16, the building importance factor/, is induded in the calculation of 6--(Per the note in Table 3, multiply tabulated values by 1.25 to determine 6-for Risk Category Ill buildings} While not specifically required by ASCE 7-16, ii an unattached solar array is located adjacent to a component with component importance facto,'•> 1.0 and t, > 1,, we recommend that PanelClaw multiply the separation distance to Iha t component by 1,/1,. •• ASCE 7-16 defines a qualifying parapet at a roof edge or offset as ·not less than 12 inches in height and designed to resiSt a concentrated load applied at the probable points of impact between the curb or parapet and the panel of not less than 0.25o,; times the weight of the panel." Table 2 Other requirements for accommodating seismic displacement of unattached arrays ConsJderatlon Accommodate displacement Gravity support Roof drainage to remain unobstructed Electrical cables and other syilems attached to the arra~ 4IS.3?9-6l00 ) rmffri-Jtro:.tU~ ~ San 11'11JX:iJCO :: Oekbn::I Q Appendix B27 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAw· -----------------T«hnK'-AI Re-port MAFFEI l'SmlCb•' Cl,wl'R ScUi"RK D~ba:IDUII Demand of Um&b:111;:~d(&lla.sa cmly)Solar Array, p::r ASCE7-16 IOJwx-2019 !':TA\IC:TUA/\1 ~NC.IN t liAIN (';. vai~2 Table 3 ASCE 7-16 design seismic displacement demand an,. (in.), from nonlinear analysis, for Risk Category I and II bull dings. For Risk category Ill, multiply the values In this table by/,= 1.25. Coefficient Roof Slope s .. of Friction 0.5 0.75 1.0 1.1 1.2 1.3 1.4 l .S 1.6 1.7 o· 6 6 6 7 8 9 10 12 13 14 Up-slope 6 6 6 6 6 6 6 6 7 8 u· crou-slope 6 6 6 7 8 9 10 12 13 14 Down-slope 6 9 14 16 18 20 22 25 27 30 0.40 Up-slope 6 6 6 6 6 6 6 6 6 6 2.4· cross-slope 6 6 6 1 8 9 11 12 13 15 Down-slope 9 16 25 29 33 37 41 45 49 53 Up-slope 6 6 6 6 6 6 6 6 6 6 4.s· • cross-slope 6 6 1 8 9 10 11 13 14 15 Down-slope 15 30 48 56 64 72 80 88 97 105 o· 6 6 6 6 6 8 8 9 10 12 Up-slope 6 6 6 6 6 6 6 6 6 7 1.2" Cros.-slope 6 6 6 6 6 7 8 9 10 12 Down-slope 6 6 9 11 12 14 16 18 20 22 o.so Up-slope 6 6 6 6 6 6 6 6 6 6 2.4· Cross-slope 6 6 6 6 7 8 9 9 11 12 Down-slo~ 6 10 16 18 21 24 27 31 34 38 Up-slope 6 6 6 6 6 6 6 6 6 6 4.8 .. • Cross-slope 6 6 6 6 7 8 9 10 11 12 Down-slope 10 18 29 35 40 46 53 59 66 73 o· 6 6 6 6 6 6 7 8 9 10 Up-slope 6 6 6 6 6 6 6 6 6 6 1.2· Cross-slope 6 6 6 6 6 6 7 8 9 10 Down-slope 6 6 6 1 8 10 12 l3 15 16 0.60 Up-slope 6 6 6 6 6 6 6 6 6 6 2.4' Cross-slope 6 6 6 6 6 6 7 8 9 10 Down-slo~ 6 6 10 12 14 16 18 21 23 26 Up-slope 6 6 6 6 6 6 6 6 6 6 4.8· • Cross-slope 6 6 6 6 6 6 7 8 9 10 Down-slope 6 11 18 22 26 30 35 39 44 50 o• 6 6 6 6 6 6 6 6 7 8 Up-slope 6 6 6 6 6 6 6 6 6 6 1.2· cross-slope 6 6 6 6 6 6 6 6 7 8 Down-slope 6 6 6 6 6 7 8 10 11 13 0.70 Up-slope 6 6 6 6 6 6 6 6 6 6 2.4· cross-slope 6 6 6 6 6 6 6 6 7 8 Down-slope 6 6 7 8 9 11 12 14 17 19 Up-slope 6 6 6 6 6 6 6 6 6 6 4.8· • Cross-slope 6 6 6 6 6 6 6 7 8 9 Down-slope 6 7 12 14 17 20 23 26 30 34 • In seismic Design Category E and F, u...a1tac-hed arrays are not permitted on roof slope greater lhan 1:20 (2.9 degr~l-Per ASCE 7-16 Section 11.6, Seismic Design Category E and F apply to structur~ located "where the mapped spectra I response acceleration at 1•s period, Si_,. is greater than or equal to 0_7s_• Appendix B28 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW® -----------------MAFFEI Design Earthquake T«lmical ~port PmrlC"b.-wCtn,liR Seismic Dilf,bx.mctl. Demand of Utlillbch:d (&]luhanly}Solar Arnys JXI' ASCF.J.l6 IOJ~:?019 ~) Consistent with the design forces for non-structural components specified in ASCE 7 Chapter 13, rhe design seismic displacement presented In this report corresponds to the Design Earthquake in ASCE 7, which In many locations has a return period of approximately 4 75 years. Sites may also experience smaller, more frequent earthquakes. Our analysis shows that the frequent smaller earthquakes tend to produ~ much smaller displacement -in some cases, no sliding displacement. After any earthquake that causes residual displacement or an array, the array should be checked to verify that It still satisfies all requirements of ASCE 7-16 Section 13.6.12, such as minimum separation and nexibility or electrical wiring. Friction, force path, and interconnection strength The analyses are based on values for coefficient of friction provided by PanelClaw and the assumption that the seismic force path and interconnection strength of the ClawFR system is such that an array responds to seismic shaking by sliding as an Integral unil. Evaluation of force path (per ASCE 7-16 Section 13.6.12.4), interconnection strength (Sectlon 13.6.12.3), and friction testing (SEAOC PVl Section 8) are outside the scope of this report. System description and applicability of ASCE 7-16 Section 13.6.12 ClawFR (Figure 1) by PanelClaw, Inc. is a solar panel support system (racking system) for Installing solar photovoltaic arrays on flat and low-slope roofs of buildings. The system can be structurall·y attached to the roof structure, or it can be unattached (ballast-only), depending on the needs of specific applications. ClawFR consists of a planar grid of steel supports, plus two vertical members at each module supporting the module's high edge. For south-facing module orientation, there are two continuous north-south members per row of panels, and one continuous east-west member per row; for dual-tilt module orientation, there are two east-west members per row, and one north-south member per row. Modules are placed in landscape orientation. Ballast Is supported beneath the modules. Rubber pads are attached to the bottom of the supports. For south-facing module orientation, wind deflectors run beneath the high edge of the modules. Figure 1 ClawFR. 10-degree tilt system pictured, 5-degree system similar. (a) South-facing system, example array. (b) East-west (dual-tilt) system, example array. (c) One module. Appendix B29 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAw· -----------------MAFFEI S:fRU CTURA I FNC'IINFFAINC'I f ecbrucal Rcpun l'a=IC'.bw Cln,FR Scdimic Dilip~mct1 DunandofUr.a~h:dfRallul..oaly) So'-1-Aff'a)'s.p::r ASCE7-l6 IOJame 2019 "'a• 4 We find that the ClawFR system is permitted by ASCE 7-16 Section 13.6.12 to be designed as an unattached system based on its conformance with the requirements of that section, summarized In Table 4: • Building Risk Category: For projects governed by ASCE 7-16, we understand that Panelaaw will use the ClawFR only for buildings within the specified Risk Category and height llmlts. • Maximum roof slope: We understand from PanelClaw that the aawFR system is for roof slopes less than or equal to 1:12 (4.8 degrees). • low-profile configuration: The height above the roof surface to the center of mass of ClawFR arrays ls approximately 6 inches, which Is less than 3 feet and less than half of the least spacing of panel supports. • Design to accommodate seismic displacement demand: This report describes non-linear response history analysis performed by Maffei Structural Engineering to assist PanelClaw in determining the seismic displacement per ASCE 7-16 Section 13.6.12. Table 4 Conditions where unattached (ballast-only) rooftop solar arrays are permitted by ASCE 7-16 Condition Building Risk category Building height Roof ~pe Prescriptive procedure (e<iualion) Analysis/testing without peer review Analysis/testing with peer review Height of center of mass of array above roof surface Design for seismic diSplace ment R"quire ment 1,11,111 s 6 stories s 1:20 (2.9 deg,ees) s 1:20 (2.9 degrei,s) s 1:12 (4.8 deg,ees)* s half the least spacing of the panel supports s 3 feet Accommodate without impact, instability, or loss of support a seismic displacement~ .. • Not permitted for structures assigned to Seismic Design Cat~ory E or F. Analysis models and parameters considered The paper by Maffei et al2 identifies the following key variables that affect the design seismic displacement of unattached nonstructural components, such as solar anrays: • Site selsmicity (characterized by the parameter Sru per ASCE 7) • Roof surface interface (coefficient of friction) • Roof slope In addition, the analyses described here consider the direction of dlsplac~ment wit h respect to roof slope (up-slope, cross-slope, or down-slope) as well as the stiffness of the system. To perform seismic nonlinear response-history analysis, we use computer structural analysis models that capture the key properties affecting the seismic displacement of unattached solar arrays: stick-slip (friction) behavior in horizontal directions, bearing (no-tension) support In the vertical direction, and the Appendix B30 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. -----------------T«hn~a.l Rqart P"'iamCb.wCtawFR. MAFFEI Sciumc D"i'laac-OXDI D<mandal"U-mdd(B.llll1-m,ly,Solu A,ny, pa ASICE7-16 10Juno2019 l'\ltd ability to rotate the support surface to simulate roof slope. The models use the structural analysis program OpenSees. Spectral-Matched Earthquake Roof M otions The analyses determine the design seismic displacement 4,"' corresponding to the Design Basis Earthquake using input motions consistent with ASCE 7 Chapter 13 design forces for non-structural components on a roof. This is achieved using roof motions that are spectrally matched to broadband design spectra per AC 1561 (referenced in ASCE 7 Section 13.2.5), plus additional requirements specific to solar arrays per SEAOC PV14 Section 9 (referenced in ASCE 7 Section C13.6.12). Per SEAOC PVl Section 9, Paragraph 4: "Spectrally Matched Rooftop Motions: This method requires a suite of not less than three appropriate roof motions, spectrally matched to broadband design spectra per AC 156 (ICC-ES 2010) Figure 1 and Section 6.5.1. The spectrum shall include the portion for T > 0.77 seconds (frequency 1.3 Hz) for which the spectrum is permitted to be proportional to 1/T." The analyses include seven roof motions. Maffei et al (2014) defines broadband design spectra per these requirements as shown in Table 5. Table 5 Seismic acceleration design spectrum for rooftop solar arrays Pe nod T (sec.) Design spectrum 5, (g) Honzontal acceleration Vertical acceleration for T < 0.01 l.2SM 0.27Sm for 0.01 s T < 0.12 linear interpolauon Linear interpolation for 0.12 S Ts0.7S l .6S,,. 0.67Sm for 0.75 < T. inversely proportional to T inversely proportional to T SEAOC PVl Section 9 Paragraphs 6 and 7 also require: "Each roof motion shall have a total duration of at least 30 seconds and shall contain at least 20 seconds of strong shaking per AC 156 Section 6.5.2. For analysis, a 1hree-dimcnsional model shall be used and the roof motions shall include two horizontal components and one vertical component applied concurrently.~ Motions that were used in this analysis were recorded on the roofs of buildings during past earthquakes, and were selected to satisfy all of the above criteria. We obtain the recorded motions from the CSMIP database (CESMD 2008), and the records are selected to be consistent with records used in published research on this topic (Maffei 2014). We use the software EZ-FRISK version 7.62 (Fugro N.V., 2011) which uses a time-domain procedure to perform spectral matching of the recorded motions to match the broadband design spectra in Table 2. The design seismic displacement values include results from 4760 analyses: We consider 200 cases of project conditions (4 coefficients of frict ion, 5 roof slopes, and 10 levels of seismicity parameter Sos); each case considers 7 earthquake motions and 4 orientations of each motion with respect to roof slope (except for the tero-slope cases, where orientation has no effect). We also performed a sensitivity study consisting of 38,080 additional analyses to evaluate the effect of the stiffness of the system. Appendix B31 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAw· -----------------MAFFEI ST!HIC:TllAAl FNGIN r F AING T«bnical Re-pen P=IClaw ci-fll Sci•ric D"'l'i... ..... o.manc1oru,,,uxt,.,d(llall&<,-)y)Sollr fl,ny, p« ASCP. 7-16 10 Junie2019 l'mt,ea Design seismic displacement demands are calculated as 1.1 times the average of the peak displacement values from the analyses, consistent with the recommendations of SEAOC PVl Section 9. Recommendations for Design For designs governed by ASCE 7-16, we recommend using Table 3 to determine the design seismic displacement demand, On,pw, of unattached solar arrays that have the friction and stiffness properties assumed in this report. The Qnp,, values are to be used with the coefficients specified in ASCE 7-16 Section 13.6.12 (summarized in Table 1 and Table 2 of t his report) to determine minimum requirements for separation between solar arrays, roof edges, and fixed objects on the roof, as well as displacement that must be accommodated by electrical wiring and gravity support for the array. For cases where SOS, roof slope, and/or coefficient of friction for a project Is between the values listed In Table 3 use linear interpolation. Unless the values presented in this report are validated by an independent peer review, t5,.,,,. shall not be taken less than 80% (per ASCE 7-16 Section 13.6.12.2) of the prescriptive procedure of ASCE 7-16 equation 13.6-1 and shall not be used on roof slope greater than 1:20 (2.9°, per Section 13.6.12.7). Maffei Structural Engineering Joe Maffei, S.E. Ph.D, LEED AP Principal joe@maffei-structure.com 1.Amencan Societif al Ovit (J'\ltMn [ASCl), 2015,. ·MinrmlJffl Des&p Lod and .usod~TH!'.d CntMia for 81.llldlnp~ndOtherStructutts.,· ASa 116, lltes-tt>r\ VA. :t Maffa1,. J .• h1hali, $.., lelle~~ K..~ W~rd.. fl. :anti Schl!lle11be.rg. A.., 21)14., '"'Setsmlc des-.ign of b~b~ sot:u ,1rr2VJ. Dl'I )o..,,...dope roofs. .. Journal of .S.rrucroml En~"""fl 140fl~ 1 9,doi,10-1061/(ASCl)Sl.1.90 "41JUl00086> 1 mtl!mat»n.al Code-Counol (nJLQtion ServlCe fltt CS), 2010. .,Ac.cl!pbncl! Cr1tttri.:I for !tl!tmtt: Cl!n:4Janon. b'f Shake I .:,ble tes:tl~ oi1 Nomtrur:tur.11 Components.• AC J..s.6, Country Club HIib, n. • itnJctun1 (ngineen. .l.ssocbtlarn of 0.&fonua fSLAoc::), 2012, ~tnJct'.Jnl ~muc ltea111remenu. and tomml!ntlrv for 111:ooftap Sat,ar Phc1DVcltaic ~-• $LA« />Vl·Ml1, ~r.amcnto. CA. PANELCLAW CONSTRUCTION DOCUMENTS (BY OTHERS) (FOR REFERENCE ONLY) RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SETRACKING CONSTRUCTION SET GENERAL NOTES: 1. ALL SITE, PROJECT, AND BUILDING DETAILS ARE PROVIDED BY CUSTOMER OR GENERATED VIA SATELLITE IMAGERY FROM INFORMATION PROVIDED BY CUSTOMER. PANELCLAW IS NOT RESPONSIBLE FOR SITE INACCURACIES THAT COULD LEAD TO CHANGES TO THESE DRAWING DETAILS AND ARRAY LAYOUT CONFIGURATIONS. ALL INFORMATION CONTAINED WITHIN THESE DOCUMENTS ARE TO BE FIELD VERIFIED BY CUSTOMER AND INSTALLER. ANY CHANGES OR MODIFICATIONS TO THESE DOCUMENTS, CONTAINED INFORMATION, OR FINAL ARRAY AND MOUNTING SYSTEM INSTALLATIONS MUST BE SUBMITTED TO PANELCLAW AND OTHER PROJECT AUTHORITIES FOR APPROVAL. 2. REFER TO AND FOLLOW THE APPROPRIATE PANELCLAW INSTALLATION MANUALS AND PROCEDURES DURING THE INSTALLATION PROCESS. NOT FOLLOWING SUCH PROCEDURES AND METHODS COULD RESULT IN DAMAGE TO THE COMPONENTS OR MAY VOID THE PRODUCT WARRANTY. 3. ARRAY SETBACKS: ALL ARRAYS ARE REQUIRED TO BE SETBACK 4-FEET FROM ALL ROOF EDGES UNLESS OTHERWISE SPECIFIED AND CALLED OUT ON THE ARRAY DIAGRAMS ON THIS PAGE OR ON ADDITIONAL ARRAY BALLAST PAGES 4. REFER TO THE SPECIFIC ARRAY BALLAST SHEETS FOR BALLASTING REQUIREMENTS BASED ON THE PROVIDED SITE INFORMATION 5. SYSTEM PSF INCLUDES ALL PANELCLAW RACKING COMPONENTS, MECHANICAL ATTACHMENTS (IF APPLICABLE), PV MODULE AND BALLAST BLOCKS. FOR MAXIMUM SYSTEM POINT LOAD SUMMARY (PLS), REFER TO CALCULATIONS. 6. PANELCLAW AND/OR PANELCLAW CONSULTING ENGINEERS ARE NOT RESPONSIBLE FOR DETERMINING THE ADEQUACY OF THE STRUCTURE TO SUPPORT LOADS IMPOSED BY THE ARRAY AND MOUNTING SYSTEM. SUPPORT STRUCTURE TO BE CHECKED BY OTHERS 7. ALWAYS ALLOW 6” CLEARANCE BETWEEN NEIGHBORING SUBARRAYS, 6” BETWEEN SUBARRAYS AND ALL FIXED ROOF OBJECTS AND 4' BETWEEN SUBARRAYS AND ROOF EDGES. REFER TO LOCAL FIRE CODES AND ELECTRICAL CODES FOR ADDITIONAL REQUIREMENTS WHICH MAY GOVERN DESIGN. SUBARRAYS THAT USE A SEISMIC ANALYSIS METHOD OF DELTA MPV PER SEAOC OR ASCE 7-16 HAVE THEIR OWN CLEARANCE REQUIREMENTS. REFER TO THE BALLAST LAYOUT SHEETS WITHIN THIS DOCUMENT FOR DETAILS. 8. BALLAST BLOCK DIMENSIONS MUST CONFORM TO THE FOLLOWING SPECIFICATIONS: 3-3/4” THICK MAX., 7-5/8” ± 1/8” WIDTH, 15-5/8” ± 1/8” LENGTH. 9. IF AN ARRAY CLEARANCES TABLE APPEARS BELOW ON THIS PAGE, THE DESIGN UTILIZES THIRD PARTY SEISMIC NON-LINEAR RESPONSE ANALYSIS TO ESTIMATE MAXIMUM ARRAY SEISMIC DISPLACEMENT. THE PREDICTED MOVEMENT IS ONLY AN ESTIMATE. PANELCLAW IS NOT RESPONSIBLE OR LIABLE FOR ANY DAMAGES OR COSTS ASSOCIATED WITH PV ARRAY MOVEMENT INCLUDING MOVEMENT IN EXCESS OF THE CLEARANCES NOTED IN THIS DOCUMENT OR ANY REQUIREMENT TO REPOSITION THE ARRAYS IF MOVEMENT OCCURS. 10. DEFLECTORS MUST BE INSTALLED WHEN WINDS ARE EXPECTED TO EXCEED APPROX. 25% OF WIND SPEED DOCUMENTED IN SITE DESIGN CRITERIA TABLE. DEFLECTORS ARE REQUIRED ON ALL MODULES UNLESS OTHERWISE NOTED ON BALLAST LAYOUT PAGES. REQUIRED ARRAY CLEARANCES PER ASCE 7-16 CONDITION DESCRIPTION MINIMUM SEPARATION 1 BETWEEN SEPARATE SOLAR ARRAYS OF SIMILAR CONSTRUCTION (0.5) (Mpv) 2 BETWEEN A SOLAR ARRAY AND A FIXED OBJECT ON THE ROOF OR SOLAR ARRAY OF DIFFERENT CONSTRUCTION (Mpv) 3 BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITH A QUALIFYING PARAPET (Mpv) 4 BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITHOUT A QUALIFYING PARAPET (2.0) (Mpv) >= 4ft NOTE: SUFFICIENT SLACK IN ARRAY ELECTRICAL WIRING MUST BE PROVIDED TO ACCOMMODATE ALL POTENTIAL ARRAY MOVEMENT. SHEET INDEX NO.DESCRIPTION PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-8 TO PC-18 BALLAST LAYOUT - 1 TO 11 PC-19 MECHANICAL ATTACHMENT DETAIL Site Design Criteria - Flat Roof PV System Basis of Design Roof Live Load (psf)20(see footnote 1) Ground Snow Pg (psf)0 Flat Roof Snow Pf (psf)0 Snow Importance Factor (Is)1.0 Wind Design Data Basic Wind Speed (mph)96 Risk Category II Wind Exposure C Earthquake Design Data Risk Category II Importance Factor (Ie)1.00 Component Importance Factor (Ip)1.0 Mapped Acceleration Parameter (Ss)0.930 Mapped Acceleration Parameter(S1)0.342 Seismic Site Class D Design Spectral Acceleration Parameter (Sds)0.744 Design Spectral Acceleration Parameter (Sd1)0.446 Seismic Design Category (SDC)D Basic seismic-force-resisting system(s)ASCE 7 sec. 13.6.12 & roof anchors Base Design Shear = Fp x W 0.36 W Response Modification Factor (R)2.5 Analysis Procedure ASCE 7 sec. 13.6.12 & ASCE 7 sec. 13.3/4 Design Code (with local amendments)2022 California BC -ASCE 7 - 16 ALTERNATE DESIGN METHOD SEAOC PV1 -SEAOC PV2 1. Roof Live Load only applicable to areas not covered by PV modules. Reference SEAOC Design Guidelines AERIAL PHOTO / SITE DIAGRAM THIS CONSTRUCTION SET PROVIDES THE RACKING LAYOUT FOR ALL ARRAYS WITH NUMBER OF BALLAST BLOCKS AND/OR MECHANICAL ATTACHMENTS BASED ON THE APPROVED STRUCTURAL CALCULATIONS FOR THE COMPLETED INSTALLED CONDITION OF THE SOLAR ARRAY. THE INSTALLER IS RESPONSIBLE FOR THE SAFETY AND CARE OF THE ARRAY DURING ALL PHASES OF INSTALLATION. THEREFORE, THE INSTALLER MUST MONITOR THE WEATHER FORECAST AND TAKE NECESSARY PRECAUTIONS (SEE GENERAL NOTE #10) TO TEMPORARILY SHORE/BRACE ALL ARRAYS DURING CONSTRUCTION UNTIL INSTALLATION IS COMPLETED IN CONFORMANCE WITH THIS APPROVED CONSTRUCTION SET AND THE PRODUCT INSTALLATION MANUAL (SEE GENERAL NOTE #2). THE INSTALLER HAS SOLE RESPONSIBILITY FOR THE MEANS, METHODS, AND TECHNIQUES OF CONSTRUCTION OF THE SOLAR ARRAY FOR COMPLIANCE WITH LAWS, REGULATIONS, AND CODES, AND FOR THE SAFETY OF CONSTRUCTION APPLICABLE TO THIS WORK. APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA COVER SHEET PC-11 23.09.22.1 v3.0.9404.9.2 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 ""' '"! "' .,,, "' 2 ' ~--.. ,., .. ,. C .. l'l ~ .. ~ ~ ' .. -.. .. ~ ,f~ !! I! Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 . - RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: SITE MAP A PC-2NTS RACKING CONSTRUCTION SET SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA PROJECT SUMMARY PC-21 23.09.22.1 v3.0.9404.9.2 clawFR 5 Degree - 18 cm PROJECT PART QUANTITY ITEM PART NUMBER QTY Base 500050202 978 BASE, 02, CFR Module Connector 500052304 756 MODULE CONNECTOR, 1150, 5D, CFR Rail 2000895 1223 RAIL, 2500, CFR Cam 5000515 756 CAM, 5D, CFR Cam Claw 2000673 756 CAM CLAW, CFR Deflector 200089905 378 DEFLECTOR, 5D, 2300, CFR Bolt 2000697 3995 BLT, HEX FLG, TRI, M6X16, GR8.8, PATCH Base Pad 2000678 0 PAD, BASE, CFR CONCRETE MASONRY UNIT N/A 693 BLOCK, CONCRETE, 32.6 LB, - Xin x 8in x 16in NOMINAL, PARTNER SUPPLIED, SEE INSTALLATION MANUAL APPROVED FOR CONSTRUCTION MECHANICAL ATTACHMENT PART QUANTITY MA Hardware Kit 5000423 4 HW KIT, MA STRUT, 2500, CFR MA Strut 2000930 36 MA STRUT, 2500, CFR Mechanical Attachment TBD 36 To Be Determined (U-Anchor 2600) TOTAL MECHANICAL ATTACHMENT COUNT 36 PROJECT SUMMARY MODULE TYPE JA SOLAR JAM72D30-540/MB MODULE DIMENSIONS (IN.)89.69 X 44.65 X 1.38 NUMBER OF MODULES 378 MODULE WATTAGE (W STC)540 SYSTEM SIZE (kW STC)204.12 SYSTEM WEIGHT (LB)55363 SYSTEM AREA (SQ FT.)12413 AGGREGATE SYSTEM LOAD (PSF)4.46 NUMBER OF ARRAYS 11 ARRAY TILT (DEG)4.44 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 Roof 1 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~-.v-"' ~'I-of SJ ~ !':> '1, ~ ~ " % ~ '-' S4993 "' w "' "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 --t --~ l'I· --. - - ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY SITE MAP A PC- NTS EXISTING ROOF PERIMETER ARRAY # (TYP) ROOF SETBACK (TYP) KEEPOUTS (TYP) # RACKING CONSTRUCTION SET NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED UPON INFORMATION PROVIDED TO PANELCLAW. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOLAR ARRAY. NOTIFY PANELCLAW OF ANY DISCREPANCIES. APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA ARRAY SITE MAP PC-31 23.09.22.1 v3.0.9404.9.2 ROOF NAME ROOF SETBACK (FT.) ROOF HEIGHT (FT) PARAPET HEIGHT (FT) ROOF TILT (DEG) Roof 1 4.00 28.00 6.0 1 KEEPOUT NAME KEEPOUT CLEARANCE (FT.) KEEPOUT HEIGHT (IN.) Group 1 3 72 Group 2 3 24 3 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 I n i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 46' 1' 53' 60' 9' 120' 12' 176' 24' 64' 65' 133' 291' 1 2 3 4 5 6 7 8 9 10 11 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 --t ,-------------------------------------------------------1 -I L 17 71 I I I I I I I I ----------~ --I I I I L - - -L - -J - - - J I I I I I I L - -- ------~ -- i I □ l===l====!==o--_ -_ , I p I ' I .___.____._..,__ ........ _..___.___, _ _._ ....... ___. - J L -T- l~ ,--.,---- - - - - J () al I I I []/ j/c I - I I I ,-. \ . / '\ ,_) / -, _, _ _J_ I I I I I □ I I - - ~ ILJ1I I I I -;i - I I I I I I : I : l=====l====l====l=====l==l=====l====l====l=l==l=====l====½====l====l=~I I ~ - - I I I ' - I L 1l_fl - L I ' I I J I I --- (,-) ,_, ' / I I ----------------------, I I I I I I~ I I L ______________________________ _ I ' --1 I - -- L I 111 - - i I • I IL - □ - -J ' - - -I I I I I I I I I I I 1 1 I I I c:::=I ::::!=I ===JI, 1-+-1-1 ➔'~===!::I ====l1• I I~===!:=~ I I I I ~-t-'--1; 1 -77 I_J.-[J II -------____..L -b_ -=--dJ I ' I ' 1',/ 0 , .I - ' --'4270 -~ tf -~ --~ ~-- ~ "/ \ ' I 180 s c-- ' 90[ Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 . - A(REPEAT DIMENSION EAST-WEST) PL(PANEL LENGTH) M(PROJECTEDPANEL WIDTH) B(REPEAT DIMENSIONNORTH-SOUTH) D 19 mm (0.748 in) C J PT P D PW O W X N G 32 . 9 m m ( 1 . 2 9 5 i n ) ° S(ON-MODULEBASE SPACING) L(BETWEEN-MODULEBASE SPACING)R AEBE K 'L' RAIL INSTALLATION:USE THE OUTER SET OF HOLES WHEN INSTALLING RAILSBETWEEN MODULES. 'RAIL ON “L” SPACING IS ALWAYS ON TOP OF RAIL ON “S”SPACING. THIS INSTALLATION SEQUENCE IS CRITICAL TOSYSTEM PERFORMANCE. FOR MORE INFORMATIONREVIEW THE INSTALLATION MANUAL AND VIDEOS. RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY TOP VIEW B NTSSCALE: ARRAY CROSS SECTION VIEW A NTS SCALE: RAIL DETAIL C NTS RACKING CONSTRUCTION SET SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA 1 23.09.22.1 v3.0.9404.9.2 INSTALLED ARRAY DIMENSIONS A B C D G J K M N O P R W X Theta (DEG) D/J (#:1) G.C.R.* mm 2297 1305 99 175 146 88 164 1131 111 61 42 490 181 139 4.44 1.99 0.87UNITS inches 90.43 51.39 3.91 6.88 5.73 3.45 6.46 44.51 4.36 2.39 1.67 19 1/4 7.14 5.47 4.44 1.99 0.87 * G.C.R = (PW) / B INSTALLATION MEASUREMENTS AEBE S L CAM SPACING* mm 460 1247 1050 49UNITS inches 18 1/16 49 1/8 41 5/16 1 15/16 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. MODULE DIMENSIONS PL PW PT mm 2278 1134 35UNITS inches 89.69 44.65 1.38 PC-4 PC-4 PC-4 TYPICAL ARRAY DIMENSIONS PC-4 APPROVED FOR CONSTRUCTION 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~- v'' ~'I-of SJ Y!':> '1, ~ ~ " % ~ '-' S4993 "' w "' "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. _C -i I ~ ~ CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY -CTS PRD.ECT IUIIBER ® -IIFil IIFil IIFil lff Ifill IIFil 'fll /RI r- l -. I -, I -I I j ! I I I PANE LC LAW® I ' -S-_ II 8 ! I I I I I I ' I I I I ' I I I I J ,1 I ~~---=r ~ B ~ M ~ ~ 8 ~ I 0 'I -I I I I ' I I I ' I I I --11 ! I I I I I I ' I I I I ' I I I I I I ' -., -, ~ ll ~ ~ ~ ~ i ~ r- ~I I I --11 ! I I I I ' I I I I I I ' I I I I I I ' -t I I ~ I I ' I I I • I j ! I ll ~ ~ l7 lf lt " --- H M JIii ltll ' -~~ ,•-,_ ~ - ' I I I I I I ' I I I I I ' I I I j _JJ "' "" '"' ,es, ''-/ . . . • -· . . • h -l\t!I llll lillll Ill lll,I llll ~ ~I,-t --- -------pit• ----. / ' / ', / \ ' \ ! '-' ' • ·------. - .. i-. l ~=o ' 0 =_y l .-1 ,,---- i '-/ ' . ·--_,, ' I ' ~ I I I BASE HOLE "2" BASE HOLE "1" BASE HOLE "1" BASE HOLE "2" BASE HOLE "3" BASE HOLE "3" BASE HOLE "3"BASE HOLE "1"BASE HOLE "2"BASE HOLE "2" ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER CAM SPACING BASE HOLE "1"BASE HOLE "2"BASE HOLE "1"BASE HOLE "2" ORIENTATION MARKERORIENTATION MARKER RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM SPACING DETAIL A NTS SCALE: NORTH ASSEMBLY B NTS SCALE: SOUTH ASSEMBLY D NTS SCALE: MIDDLE ASSEMBLY C NTS SCALE: NORTH SOUTH ASSEMBLY E NTS SCALE: EXAMPLE ARRAY CONSTRUCTION F NTS RACKING CONSTRUCTION SET SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA ASSEMBLIES PC-51 23.09.22.1 v3.0.9404.9.2 APPROVED FOR CONSTRUCTION 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 PC-5 PC-5PC-5 PC-5 PC-5 PC-5 STANDARD ASSEMBLY QUANTITY NORTH ASSEMBLY 188 SOUTH ASSEMBLY 188 MIDDLE ASSEMBLY 346 NORTH SOUTH ASSEMBLY 34 NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE CAM SPACING mm 49UNITS inches 1 15/16 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 ,-, - '' ''' ----~~-\ '1 ii ,-~.CC-\_C --:::::_--:::::_--:::::_--:-1 I ,/ I L_~,' lt n 0 0 ~ b-t: I I ~ ~:;,"'"i 'IT 11·-( ii I 11 I 11 I \I I 1\ J! I& I J 0 >- ~ ·4 ¢ (i~:'-, if r \!'-( ,I I :Jr}/ 1\ I 1 Ii I 11 I ~ ,; 1\:J I L~~ ~ t: -d :'f '>, I.: "°ti' "'"' ,, ,,,,,,, ,, :'.':, -- ,7--<\ r1~,e.·, .nc 11 !'I'~\" u \11 j ii I ,I I 11 I ! " "' ~ Lo -0 t: -d ,-s-4 \\-,s-"-;;--J:Jl 1-,~_,.. - Ii \ ii 11 I 11 I 1'1, ,.I = :J= '••·,,,,,.~ '•·,,,,,,,,,,,.~. '•,,,_:~::---- •• ~'',,, __ ,.---_-_ •• Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANE LC LAW® 0 NOTE:EXAMPLE BALLASTING SHOWN ON THISPAGE IS FOR REFERENCE ONLY AND DO NOTREFLECT TYPICAL BALLAST PLACEMENT.REFER TO BALLAST MAP SHEETS FOR ARRAYSPECIFIC BALLAST REQUIREMENTS. BASE RAIL CAM BRACKETAND CAM CLAW TRANSPARENT MODULE MODULE CONNECTOR DEFLECTOR RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM BRACKET C NTS SCALE: CAM CLAW B NTS SCALE: RAIL F NTS SCALE: BASE D NTS SCALE: MODULE CONNECTOR E NTSSCALE: DEFLECTOR G NTS SCALE: EXAMPLE RAIL AND BLOCK CONFIGURATION A NTS RACKING CONSTRUCTION SET SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA 1 APPROVED FOR CONSTRUCTION PC-6 RACKING COMPONENTS 23.09.22.1 v3.0.9404.9.2 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANE LC LAW® 0 MECHANICAL ATTACHMENTAT INDICATED LOCATION NOTE:EXAMPLE BALLAST ANDATTACHMENTS SHOWN ON THISPAGE ARE FOR REFERENCEONLY. REFER TO BALLAST MAPSHEETS FOR ARRAY SPECIFIC BALLAST/ATTACHMENTREQUIREMENTS. BALLAST QUANTITY:"#"=QUANTITY OF BALLAST BLOCK INSTALLED CENTEREDUNDER MODULE IF NO BALLAST QUANTITY SHOWN, DO NOT PLACE BALLAST SEE INSTALLATION MANUAL FOR NOTES ON INSTALLINGMORE THAN FOUR BALLAST BLOCKS PER MODULE DO NOT INSTALL ADDITIONAL RAIL TO HOLDBALLAST ON MODULES WITH NO BALLASTSHOWN. 4 3 3 5 252 2 2 4 5 BALLAST BLOCKS REQUIRE TWO (2) RAILS. RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: B NTSSCALE: A NTS RACKING CONSTRUCTION SET SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA 1 PC-7 BALLAST LEGEND APPROVED FOR CONSTRUCTION 23.09.22.1 v3.0.9404.9.2 PC-7 PC-7 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 ' •-~ ,_ l I I I ' I I ' I I I I I ~ I I I ' I I I I ' I I I I I I ' I I I I ' I I I I I I . ' ' ' l I I ' -I I ' I I I I I -I I I ' I I I I ' I I I I I I ' I I I I ' I I I I I ,u I I I I ' I I ' I I I I I I I I I I ' I I I I I I ' I I I I ' I I I I I I ' ' ' ---,~fl I I ' I I ' I I I I I -, I I I ' I I I I ' I I I I I I ' I I I I ' I I I I I ,/J ARRAY CROSS SECTION VIEW ifll ' ~ -- . I \ 1,, ~ " ------------------------- - • " '=,..=c.. -~ ' " 111!\I ' . • • ! -- 1"11 ., ,. •·== lltll ifll ITTli ' ' ' ' - . . . "•, I -I < >, - "-'/ ' I //"r. " ' \ ' ~ / ' ' -/, 0 ' --' C -. ~ Iii . )' =·•="~ ==,= ~~--. " ' • • ' I :I I • :1 J ! -- I 11'1 iii -=1i=~= =>:=Ii==== . -!!:ti ARRAY TOP VIEW ifll " / ,, / V " ~ I / I / / 1, . 1:, ' - ' -• - C / ' 1: ~:Ii ~ ·,="""lf' =--,,---=, ,----------,,_ ' ' ~ ·" '•rn " Ii I' ' ~! • • • -- r11 1111 -==,i,=~= =~=,;====·-- ml ifll l'fil ,. I: e lj I I I' ' ~ - ~ ITT] =, ,, ~"=' r • 1· • ~ 0 r 111 , . . ,,_ ml lill ' "' ,, "" ' t~ ~ ,a• ~-== a --' , ... ., lliJ ~ Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 . - RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.1 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 41 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 22.14 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 106 Module Connector 82 Rail 146 Cam 82 Cam Claw 82 Deflector 41 Base Pad 0 Ballast Block 108 Mechanical Attachment 13 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 7174 ARRAY AREA (SQ. FT)1346 ARRAY LOAD (PSF) 5.33 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) N/A CONDITION 2 (in.) N/A CONDITION 3 (in.) N/A CONDITION 4 (in.) N/A APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.1 PC-81 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.1 PC-8 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 2 2 1 2 3 3 2 5 2 1 5 1 3 2 3 4 5 5 5 2 4 11 35 3 33 5 2 4 2 2 2 5 538.91' 60.23' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 24 SOUTH ASSEMBLY 24 MIDDLE ASSEMBLY 34 NORTH SOUTH ASSEMBLY 0 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~--v-"' ~'I-of SJ '1, ~ !':> ~ ~ " % ~ '-' S4993 "' w "' "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 . 1◄ />-. />-. />-. />-. --t 'V 'V 'V 'V ~ A ' , 'V A < X > V A A '<:/ < , 'V l'I· --. - />-. />-. />-. />-. V V V V • A '<:/ N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.2 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 79 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 42.66 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 194 Module Connector 158 Rail 221 Cam 158 Cam Claw 158 Deflector 79 Base Pad 0 Ballast Block 74 Mechanical Attachment 15 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 9238 ARRAY AREA (SQ. FT)2587 ARRAY LOAD (PSF) 3.57 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) N/A CONDITION 2 (in.) N/A CONDITION 3 (in.) N/A CONDITION 4 (in.) N/A APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.2 PC-91 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.2 PC-9 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/12" = 1'-0" 1 1 3 1 15 1 5 5 1 5 1 1 1 2 1 2 3 2 4 2 3 2 3 2 3 2 3 2 3 3 34.60' 135.59' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 20 SOUTH ASSEMBLY 20 MIDDLE ASSEMBLY 102 NORTH SOUTH ASSEMBLY 16 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~--v-"' ~'I-of SJ '1, ~ !':> ~ ~ " % ~ '-' S4993 "' w "' "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 --t ~ . . 0 l'I· --. - : : : : : : I I I I I I I I I I : • N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.3 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 14 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 7.56 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 38 Module Connector 28 Rail 45 Cam 28 Cam Claw 28 Deflector 14 Base Pad 0 Ballast Block 29 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 2150 ARRAY AREA (SQ. FT)461 ARRAY LOAD (PSF) 4.66 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.3 PC-101 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.3 PC-10 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 4 4 4 1 3 1 3 2 1 3 3 13.09' 37.62' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 8 NORTH SOUTH ASSEMBLY 0 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~--v-"' ~'I-of SJ '1, ~ !':> ~ ~ " % ~ '-' S4993 "' w "' "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 --t ~ " -" • I I I I I flt•--. - I I I I I I • I I I I I I N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.4 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 25 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 13.5 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 64 Module Connector 50 Rail 81 Cam 50 Cam Claw 50 Deflector 25 Base Pad 0 Ballast Block 44 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3583 ARRAY AREA (SQ. FT)820 ARRAY LOAD (PSF) 4.37 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.4 PC-111 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.4 PC-11 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 3 2 3 3 3 1 3 3 1 2 3 1 2 3 2 1 3 2 3 26.00' 52.69' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 14 SOUTH ASSEMBLY 14 MIDDLE ASSEMBLY 22 NORTH SOUTH ASSEMBLY 0 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~--v-"' ~'I-of SJ !':> '1, ~~ ~ ~ ,t, ~ % 8 S4993 f:i "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 --t ~ ---" I I I I I I I I I I I I I I I I I I I I I I I I flt•--. - I I • N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.5 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 15 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 8.1 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 40 Module Connector 30 Rail 52 Cam 30 Cam Claw 30 Deflector 15 Base Pad 0 Ballast Block 32 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 2341 ARRAY AREA (SQ. FT)493 ARRAY LOAD (PSF) 4.74 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.5 PC-121 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.5 PC-12 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 3 3 3 1 3 1 1 3 2 2 3 2 2 3 30.30' 37.62' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 10 NORTH SOUTH ASSEMBLY 0 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~--v-"' ~'I-of SJ '1, ~ !':> ~ ~ " % ~ '-' S4993 "' w "' "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 --t ~ . . I I I I I I I I I I I I flt•--. - I I • N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.6 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 12 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 6.48 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 32 Module Connector 24 Rail 38 Cam 24 Cam Claw 24 Deflector 12 Base Pad 0 Ballast Block 29 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 1976 ARRAY AREA (SQ. FT)395 ARRAY LOAD (PSF) 5.01 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.6 PC-131 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.6 PC-13 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 3 1 3 1 4 3 4 3 3 4 13.09' 30.08' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 8 SOUTH ASSEMBLY 8 MIDDLE ASSEMBLY 8 NORTH SOUTH ASSEMBLY 0 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~--v-"' ~'I-of SJ '1, ~ !':> ~ ~ " % ~ '-' S4993 "' w "' "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 --t ~ r " " • I I I I I flt•--. - I I I I I • I I I I I N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.7 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 60 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 32.4 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 160 Module Connector 120 Rail 208 Cam 120 Cam Claw 120 Deflector 60 Base Pad 0 Ballast Block 136 Mechanical Attachment 4 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 9655 ARRAY AREA (SQ. FT)1974 ARRAY LOAD (PSF) 4.89 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) N/A CONDITION 2 (in.) N/A CONDITION 3 (in.) N/A CONDITION 4 (in.) N/A APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.7 PC-141 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.7 PC-14 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/12" = 1'-0" 3 3 2 3 3 3 5 1 4 3 3 2 1 3 2 2 4 3 3 2 3 3 2 3 2 3 1 3 2 2 2 3 2 5 3 3 3 3 2 2 3 4 2 3 2 1 2 3 2 2 5 30.30' 143.12' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 36 SOUTH ASSEMBLY 36 MIDDLE ASSEMBLY 44 NORTH SOUTH ASSEMBLY 4 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~--v-"' ~'I-of SJ !':> '1, ~~ ~ ~ ,t, ~ % 8 S4993 f:i "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 --t ~ . -. I I I ~ I I I CJ CJ I I I l'I· --. - CJ CJ CJ CJ I I I I I I I I I I I I I I I I I I I I I I I I 8 I I I I I I I I I I I I I ~ I • ~ N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.8 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 71 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 38.34 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 180 Module Connector 142 Rail 218 Cam 142 Cam Claw 142 Deflector 71 Base Pad 0 Ballast Block 87 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 8911 ARRAY AREA (SQ. FT)2329 ARRAY LOAD (PSF) 3.83 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.8 PC-151 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.8 PC-15 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/12" = 1'-0" 3 2 3 2 3 2 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 5 3 1 3 1 3 1 1 2 17.40' 143.12' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 38 SOUTH ASSEMBLY 38 MIDDLE ASSEMBLY 66 NORTH SOUTH ASSEMBLY 0 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~-.v-"' ~'I-of SJ ~ !':> '1, ~ ~ " % ~ '-' S4993 "' w "' "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 --t ~ l'I· --. -. -- I I I I I I I I I I I L I I I I I N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.9 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 17 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 9.18 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 56 Module Connector 34 Rail 83 Cam 34 Cam Claw 34 Deflector 17 Base Pad 0 Ballast Block 68 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3747 ARRAY AREA (SQ. FT)567 ARRAY LOAD (PSF) 6.61 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.9 PC-161 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.9 PC-16 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 5 5 5 5 5 5 5 5 4 3 3 3 2 3 3 4 3 13.09' 82.83' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 8 SOUTH ASSEMBLY 8 MIDDLE ASSEMBLY 4 NORTH SOUTH ASSEMBLY 14 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~--v-"' ~'I-of SJ '1, ~ !':> ~ ~ " % ~ '-' S4993 "' w "' "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 --t ~ -" • I I I I I I I I I I I I flt•--. - I I I I I • N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.10 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 26 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 14.04 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 66 Module Connector 52 Rail 83 Cam 52 Cam Claw 52 Deflector 26 Base Pad 0 Ballast Block 52 Mechanical Attachment 2 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3942 ARRAY AREA (SQ. FT)853 ARRAY LOAD (PSF) 4.62 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) N/A CONDITION 2 (in.) N/A CONDITION 3 (in.) N/A CONDITION 4 (in.) N/A APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.10 PC-171 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.10 PC-17 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 3 2 2 2 2 3 2 3 1 3 1 1 2 2 1 4 5 3 5 3 2 26.00' 52.69' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 14 SOUTH ASSEMBLY 14 MIDDLE ASSEMBLY 24 NORTH SOUTH ASSEMBLY 0 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 • ~--v-"' ~'I-of SJ '1, ~ !':> ~ ~ " % ~ '-' S4993 "' w "' "' "' * <l' 'v * <l'_,. 7'/i'uc-r\ll':"' ~.,. -t" o'I' SoFcA\.f Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 --t ~ ---" ,,<>.,, V I I I I I I I I I I I I I flt•--. - A I I I \(/ • I I I N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.11 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 18 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 9.72 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 42 Module Connector 36 Rail 48 Cam 36 Cam Claw 36 Deflector 18 Base Pad 0 Ballast Block 34 Mechanical Attachment 2 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 2646 ARRAY AREA (SQ. FT)588 ARRAY LOAD (PSF) 4.50 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) N/A CONDITION 2 (in.) N/A CONDITION 3 (in.) N/A CONDITION 4 (in.) N/A APPROVED FOR CONSTRUCTION SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.11 PC-181 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.11 PC-18 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 3 2 1 2 4 1 4 1 4 3 4 5 26.00' 22.55' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 6 SOUTH ASSEMBLY 6 MIDDLE ASSEMBLY 24 NORTH SOUTH ASSEMBLY 0 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 --t V • Y'Y N t ' ' ' Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANELCLAW® 0 . - U-ANCHOR 2600 MECHANICALATTACHMENT: MANUFACTURED BYOTHERS NOTE:THIS DETAIL IS GENERIC IN NATURE AND ISINTENDED ONLY TO SHOW TYPICALMECHANICAL ATTACHMENT ASSEMBLYLOCATIONS. REFER TO INDIVIDUAL ARRAYLAYOUTS FOR REQUIRED LOCATIONS. MECHANICAL ATTACHMENTSOUTH EDGE APPLICATIONCENTERED BELOW MODULES MECHANICAL ATTACHMENTSOUTH EDGE APPLICATIONCENTERED BETWEEN MODULES MECHANICAL ATTACHMENTINTERIOR APPLICATIONCENTERED BETWEEN MODULES MECHANICAL ATTACHMENTNORTH EDGE APPLICATIONCENTERED BETWEEN MODULES MECHANICAL ATTACHMENTNORTH EDGE APPLICATIONCENTERED BELOW MODULES MECHANICAL ATTACHMENTINTERIOR APPLICATIONCENTERED BELOW MODULES MA STRUT TRANSPARENT PVSOLAR MODULE U-ANCHOR 2600MECHANICAL ATTACHMENT MA STRUT 3/8, 304 S.S.FLAT WASHER 3/8-16, 304 S.S. HARDWARE1.25" LENGTH BOLT 3/8-16, 304 S.S.HEX FLANGE NUT M6, HARDWARE16MM LENGTH BOLT STRUT BRACKET U-BRACKET U-ANCHOR 2600MECHANICAL ATTACHMENT EXISTING ROOF. BUILDUP VERIFIED BY OTHERS. FASTENERS DESIGNED AND PROVIDED BY OTHERS.SIZE FASTENERS FOR REQUIRED WORKING LOADS. 8 - ø 6.4 mm (0.25 in) 122.6 mm (4.83 in)400.1 mm (15.75 in) PANELCLAW MANUFACTURED COMPONENTS COMPONENTS MANUFACTURED BY OTHERS NOTE: MECHANICAL ATTACHMENTCOMPONENT DIMENSIONS ARE PROVIDEDFOR REFERENCE ONLY AND SHOULD BEVERIFIED WITH ATTACHMENTMANUFACTURER PRIOR TO FASTENER DESIGN. MA STRUT V H 82.4 mm (3.25 in) BOLTED CONNECTIONS MA STRUT 55.8 mm (2.2 in) RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: MECHANICAL ATTACHMENT DETAIL B N.T.S.SCALE: MECHANICAL ATTACHMENT DETAIL C N.T.S. SCALE: MECHANICAL ATTACHMENTLOCATION DETAIL A N.T.S. MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) 1. HORIZONTAL LOAD H MAY ACT IN ANY DIRECTION 2. WORKING LOADS = ALLOWABLE LOADS (i.e. NON-FACTORED) HORIZONTAL (H)VERTICAL (V) WIND SEISMIC WIND MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL (V) RACKING CONSTRUCTION SET SunRenu Solar Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA 1 PC-19 MECHANICAL ATTACHMENT DETAIL 23.09.22.1 v3.0.9404.9.2 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 0 604 459 650 525 APPROVED FOR CONSTRUCTION PC-19 PC-19 PC-19 23-0242-2926 TR O Y E.TU R L E Y 11-14-23 ~ o~o 0 0 Tl·ll8 DRAWING HAS BEEN PREPARED BY OTitERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSULTINQ 8TRUCTllRAI. ENGINEERS FOR CORRECTNESS OF 81RlJC1UW. ITEMS ONLY CTS PRD.ECT IUIIBER ® PANE LC LAW® 0 lJE3. Higher output power ( 4 J Less shading effect ( Superior Warranty ) • 12-year product warranty • 30-year linear power output warranty ■ Bifacial double glass module linear power warranty Harvest the Sunsh1n More reliable, more stable power generation ( i J Lower temperature coefficient 0.45% Annual Degradation Over 30 years ■ Standard module linear power warranty ( Comprehensive Certificates ) • IEC 61215, IEC 61730,UL 61215, UL 61730 • ISO 9001: 2015 Quality management systems • ISO 14001: 2015 Environmental management systems • ISO 45001: 2018 Occupational health and safety management systems • IEC TS 62941: 2016 Terrestrial photovoltaic (PV) modules - Guidelines for increased confidence in PV module design qualification and type approval CE: .JASOLAR MECHANICAL DIAGRAMS 1134±2 Draining holes 8 places I _L_~ -~r- 1 I I Remark: customized frame color and cable length available upon request ELECTRICAL PARAMETERS AT STC TYPE Rated Maximum Power(Pmax) [W] Open Circuit Voltage(Voc) M Maximum Power Voltage(Vmp) [V] Short Circuit Current(lsc) [A] Maximum Power Current(lmp) [A] Module Efficiency[%] Power Tolerance Temperature Coefficient of lsc(a_lsc) Temperature Coefficient of Voc(J3_ Voe) Temperature Coefficient of Pmax(y_Pmp) STC JAM72D30 -525/MB 525 49.15 41.15 13.65 12.76 20.3 JAM72D30 -530/MB 530 49.30 41.31 13.72 12.83 20.5 Units: mm 10:1 I~ ~ -1 .12. Short frame 28 Long frame JAM72D30 -535/MB 535 49.45 41.47 13.79 12.90 20.7 JAM72D30 525-550/MB Bii SPECIFICATIONS Cell Weight Dimensions Cable Cross Section Size No. of cells Junction Box Connector Cable Length (Including Connector) Front Glass/Back Glass Packaging Configuration Mono 31.8kg±3% 2278±2mmx1134±2mmx35±1 mm 4mm2 (IEC), 12AWG(UL) 144(6X24) IP68, 3 diodes QC4.10-35 Portrait:300mm(+)/400mm(-); Landscape: 1300mm( + )/1300mm(-) 2.0mm/2.0mm 31 pcs/Pallet 589pcs/40HQ Container JAM72D30 JAM72D30 JAM72D30 -540/MB -545/MB -550/MB 540 545 550 49.60 49.75 49.90 41.64 41.80 41.96 13.86 13.93 14.00 12.97 13.04 13.11 20.9 21.1 21.3 0-+5W +0.045%/°C -0.275%/°C -0.350%/°C lrradiance 1000W/m2, cell temperature 25'C, AM1 .5G Remark: Electrical data in this catalog do not refer to a single module and they are not part of the offer.They only serve for comparison among different module types. ELECTRICAL CHARACTERISTICS WITH 10% SOLAR IRRADIATION RATIO OPERATING CONDITIONS TYPE JAM72D30 JAM72D30 JAM72D30 JAM72D30 JAM72D30 JAM72D30 Maximum System Voltage 1500V DC -525/MB -530/MB -535/MB -540/MB -545/MB -550/MB Rated Max Power(Pmax) [W] 562 567 572 578 583 589 Operating Temperature -40"C-+85"C Open Circuit Voltage(Voc) M 49.54 49.67 49.80 49.93 50.03 50.21 Maximum Series Fuse Rating 30A Max PowerVoltage(Vmp) M 41.14 41.31 41.47 41.65 41.78 41.95 Maximum Static Load,Front* 5400Paf 112 lb/ft2) Maximum Static Load,Back* 2400Pa 50 lb/ft2) Short Circuit Current(lsc) [A] 14.61 14.68 14.76 14.83 14.91 14.98 NOCT 45±2°( Max Power Current(lmp) [A] 13.65 13.73 13.80 13.88 13.95 14.03 Bifaciality** 70%±10% Irradiation Ratio(rear/front) 10% Fire Performance UL Type 29 *For NexTracker installations, Maximum Static Load, Front is 2400Pa while Maximum Static Load, Back is 2400Pa. **Bifaciality=Pmax,rear/Rated Pmax,front CHARACTERISTICS Current-Voltage Curve JAM72D30-540/MB 14 F========--~ Power-Voltage Curve JAM72D30-540/MB 550 Current-Voltage Curve JAM72D30-540/MB 14 ~----iiiiii~~==--7 ~ ~ ::, () 12 1000WLro2 10 BOOW/rri' 8 600W/m2 6 4 400W/m2 2 200W/m2 0 o~-1~0--2~0--3~0-=-..,..,.~ Voltage(V) 500 450 400 ~ 350 -r 300 " 250 ;, 0 200 a. 150 100 50 0 0 -1000W/m2 ----=-soowrm2 -600W/m2- -400W/m2 10 20 30 40 50 Voltage(V) 12 -1o·c ~25·c ~ 10 ==!~ ffi 8 ,oac--~ 6 () 0 ~-------~~~ 0 10 20 30 40 Voltage(V) 50 Premium Cells, Premium Modules Version No.: Global_EN_20211115A 202 CARLSBAD OAKS PV PROJECT Response to Plan Review Comments Submittal Number: CBC2023-0400 Plan Checker: Alaa Atassi 01/29/2024 Plan and Correction List Comments 1. Revise the connection details on the structural calculations to be provided on plans. Engineer of record who stamped structural calculations to stamp plans. Engineer of record shall review & stamp the plans NSSE Response: Connection detail has been added to structural plan sets and has been stamped by NSSE. Requested notes have been added to sheet PC-20. 2. It appears the proposed location of the new PV panel ballasted system is a relatively flat roof area. Therefore, please clarify the existing roof slope and drainage systems on the plans. Also, please review the roof deflection resulting from additional PV system installation to confirm potential for water ponding issues on the flat roof areas will not be created. CBC 1607.14.4.5 NSSE Response: There is a minimum ¼” / 1’-0” roof slope per the architectural drawings. Note has been added to the site map on sheet PC-2. We have considered the potential for water ponding and find no issue. An extra calculation has been added to purlin check to show that the additional ponding load is acceptable. Neal Shah neal@ns-se.com www.ns-se.com 4642 Rockland Place, La Canada Flintridge, CA 91011 Prepared by: NS Structural Engineering, Inc. for STRUCTURAL DRAWINGS & CALCULATIONS CARLSBAD OAKS FEASIBILTIY STUDY AND ANCHORAGE DESIGN JANUARY 25, 2024 Neal Shah neal@ns-se.com www.ns-se.com 4642 Rockland Place, La Canada Flintridge, CA 91011 Scope of Work: NSSE Scope of work includes the following items: 1. Verification of (E) Roof Framing due to Panelclaw PV System 2. Anchorage of (N) Panelclaw system to (E) Built Up Roof Deck References: ASCE 7-16/CBC 2022 PanelClaw Calculation Package PanelClaw Construction Set Drawings 202 Carlbad Oaks PV Project Feasibility Study DATE: Summary: The purpose of this roof qualification report is to show that by addition of 55,363 lbs of solar modules and racking system to the building roof, as shown on sheet PC-3 of the panelclaw drawings, will not require strengthening existing framing members due to vertical loads as well as triggering a seismic upgrade based on CBC. We have included in this qualification report the calculations for the above conclusions and recommendations. We recommend that the final PV layout and all details for the support of the proposed PV solar panels be reviewed by NS Structural Engineering, Inc. prior to construction. In general, NS Structural Engineering, Inc. lateral analysis is based on the final PV layout to be installed uniformly throughout the roof area to avoid any mass irregularities to the performance of the building due to lateral loads. A roofing report for the PV installation for the building was not provided. NSSE takes no responsibility for the (E) roofing conditions. NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. Conditions for Panels Being Classified as Exposed are as follows Distance from Roof Perimeter to Edge of Array d1 <ft And Max Inter Array Spacing d1 >ft 4h2 Or Max Inter Panel Spacing d2 <ft 4h2 Yes or No Exposed Panels Zone 1 Zone 2 Zone 3 Wt 70.11 lbs 14 2.96 2.96 Yes Yes Yes Panel Chord Length Lp 3.72 ft Exposure Category Panel Clearance h2 0.74 ft Panel Weight C Width of Building (Shortest) WS 120.00 ft Importance Factor 1 Width of Building (Longest) WL 415.00 ft Wind Speed V 96 mph Parapet Height hpt 6.0 ft Risk Category II Building Height h 28.0 ft Panel Tilt 5° Building And Solar Panel Variables Roof Slope < 7°Panel Area TA 27.8 ft² CHECKED BY: NS PAGE NO. 202 Carlbad Oaks PV Project Feasibility Study DATE: NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 ' @ <D J _______________ L I I I © :@ I I I 0 -•-- --- -CT)-- - - - - - -r 0 Building Roof Plan Design Wind Pressure (Joist) Wind Pressure P = where,qh = = Design Wind Speed V = Velocity Pressure Coefficient Kz = Topographic Factor Kzt = Wind Directionality Factor Kd = Ground Elevation Factor Ke = Net Pressure Coefficient GCrn = Normalized Wind Area An = = Lb = = * Note: Wind Load is based off tributary area of Purlin * Based on Fig. 29.4-7 (γp)= = (γc)= = (γE)= Zone 3 Zone 2 Zone 1 * Min. Wind Pressure = 16 psf (LRFD), 9.6 psf (ASD) Zone 3 Zone 2 Zone 1 * Min. Wind Pressure = 16 psf (LRFD), 9.6 psf (ASD) 8.16 psf 8.16 psf 4.90 psf 4.90 psf 6.34 psf 6.34 psf 3.81 psf 3.81 psf Uplift Downforce 9.08 psf 9.08 psf 5.45 psf 5.45 psf 9.51 psf 6.34 psf 5.71 psf 3.81 psf Wind Pressure (Non-Exposed) LRFD ASD Uplift Downforce 13.62 psf 9.08 psf 8.17 psf 5.45 psf 12.25 psf 8.16 psf 7.35 psf 4.90 psf 1.0 (Downforce) Wind Pressure (Exposed) LRFD ASD Uplift Downforce Uplift Downforce min(1.2,0.9+hpt/h) 1.114 max(0.6+0.06Lp,0.8) 0.82 1.5 (Uplift) 2 0.460 0.665 0.46 3 0.512 0.818 0.51 Roof Zone:0°  w  5°5°  w  15°(GCrn)nom for w 1 0.358 0.560 0.36 [1000/max(Lb,15)2]*TA 479.6 ft²Fig. 29.4-7 min(0.4(hWL)0.5,h,Ws) 28.0 ft Table 1: (GCrn)nom 0.85 26.6 1 26.9 (γp)(γc)(γE)(GCrn)nom 29.4.3 96 mph Fig. 26.5-1A 0.96 26.10.1 1 26.8.2 202 Carlbad Oaks PV Project Feasibility Study DATE: qh*GCrn Section 0.00256KzKztKdKeV2 19.3 psf 26.10.2 NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. Design Criteria Roof Dead Loads (E) Built Up Roof - 4 Ply 1/2" Plywood 2x6 @ 24" O.C. Misc. Purlin Joist (See As-Built Purlin Schedule) Girder Joist (See As-Built Girder Schedule) Solar Dead Loads Solar Panels (Max Array Load) Ballast Weight (As Occurs per Plan View) On Module Base Spacing "S" Between Module Base Spacing "L" Live Loads Tributary Area = LL = 2x6 DF#1 Tributary Area = LL = Joist Wind Load Downward Wind Load (Joist) 9.4 psf 17.0 psf 32.60 lbs * No Live load is applied underneath modules due to being less than 24" from the roof surface. Live load is only applied at walkway locations and is averaged over solar array area. 9.6 psf 16.0 ft²20.0 psf 376.0 ft²16.5 psf 2.0 psf 6.61 psf Before Solar 4.09 ft 3.44 ft 1.5 psf 0.9 psf 19.0 psf 5.0 psf 202 Carlbad Oaks PV Project Feasibility Study DATE: 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. NS STRUCTURAL ENGINEERING, INC MADE BY: JL Check Existing Roof Framing Check 2x6 RR @ 24" O.C. Beam Properties Max Simple Span L1 =(Simple Span Distance) Tributary Spacing tw = (Member Spacing) Section Modulus S =bd2/6 Allowable Bending Stress Fb =DF #1 (Per As-Builts) Modulus of Elasticity E = Duration Factors CD =Dead Load CD =Live Load CD =Wind Load Size Factor Cf = Repetitive Factor Cr = Allowable Moment M'Dead =Sx * (Fb * CD * CF * Cr)= M'Live =Sx * (Fb * CD * CF * Cr)= M'Wind =Sx * (Fb * CD * CF * Cr)= Check 2x6 RR @ 24" O.C. Solar + Ballast Dead Load DLE =wDL_E =PDL = @ Live Load LL =wLL = Wind Load WL =PWL = @ Moment MDL_1 = lb-ft wDL * L2 / 8 MDL_2 = lb-ft PDL * 3.28' MLL = lb-ft MWL = lb-ft PWL * 3.28' 1. LC. 1.0DL Required Moment MDL = lb-ft Allowable Moment MAll = lb-ft Interaction Check DCR = 2. LC. DL+0.6WL Required Moment MDL+0.6WL = lb-ft Allowable Moment MAll = lb-ft Interaction Check DCR = 3.28 ft 3.28 ft 1110.6 1507.5 469.0 641.6 847.9 0.76 0.74 1,178 lb-ft 1,507 lb-ft Roofing 0.9 1.25 1.6 1.3 1.15 848 lb-ft 10.00 ft 2.0 ft 7.6 in³ 1,000.0 psi 1,400.0 ksi 202 Carlbad Oaks PV Project Feasibility Study DATE: 9.6 psf 143 lbs 234.8 406.7 0.0 9.4 psf 18.79 plf 124.0 lbs 0.0 psf 0.0 plf NS4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: PAGE NO. JLNS STRUCTURAL ENGINEERING, INC MADE BY: Load Comparison - Purlin DLE LL * Conservative 1. DLE + LL New Design Loads Max Base Reaction DLNew =DL Max Base Reaction 0.6WL =0.6WL Live Load LL = New Load Combinations 1. DLE + DLN 2. DLE + DLN + LL 3. DLE + DLN + WL < 1.05 Okay 4. DLE + DLN + 0.75(LL+WL) Check Purlin for Ponding Instability in Absense of Steel Joist Drawings * Assume Purlin was Designed to have a DCR = 1 Dead + Live Load = psf Tributary Spacing TW = ft Distributed Load w = plf Member Length L = ft Design Moment M = lb-ft Beam Depth d = in *Neglected 3/4" for C.G. to Angles on Each End Beam Yield Strength Fy = psi Note 2 (Structural Steel) from S1.0 Required Area of Angles A =in2 Per Side M * 12 / (d * 0.6Fy) =in2 Total Estimated Moment of Inertia =in4 Based on Virtual Joist Catalog DLRoof = psf DLPV = psf psf (LL = 0 psf during a rain event) w = plf Deflection D = in 1.0DLRoof + 1.0DLPV + 1.0LLRoof Density of Water p = pcf Weight of Additional water w = psf Total Load = < 33 psf \ Therefore Steel Joists are adequate for Ponding Concerns 612 17.0 6.6 23.6 188.88 1.75 62.40 9.10 32.7 33.0 8 264 52 89,232 29.25 36,000 1.69 3.39 NS STRUCTURAL ENGINEERING, INC MADE BY: DATE: 17.0 psf 16.0 psf 33.0 psf JL 33.21 psf 1.01 30.81 psf 0.93 Purlin DCR 23.61 psf 0.72 23.61 psf 0.72 6.61 psf 9.60 psf 0.00 psf * No Live load is applied underneath modules due to being less than 24" from the roof surface. NS 202 Carlbad Oaks PV Project Feasibility Study 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: PAGE NO. Address: 2810 Caribou Ct, Carlsbad, CA 92010, USA Roof Mass: Per As-Builts Description Flat Roof Wall Mass 6.5" Concrete Wall Building Height Description Exterior Walls Interior Walls Total Seismically Involved Mass Wtotal =WRoof +WWalls = Pallow =0.1 * Wtotal = Total Provided Weight on Rooftop, WDemand = = DCR =Wdemand / Pallow = 2,036,942 lbs 203,694 lbs 55,363 lbs DATE: JL NS Weight NS STRUCTURAL ENGINEERING, INC MADE BY: 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: PAGE NO. Weight 19.0 psf Area 0.27 202 Carlbad Oaks PV Project Feasibility Study 1053.0 ft 14.00 ft 1,197,788 lbs 0.0 ft 0.00 ft 0 lbs 44,166 ft² 839,154 lbs 81.3 psf 28.0 ft Perimeter/Length Tributary Height Baseplate & Screw Anchorage Calculation Case 1: WL V =lbs Uplift =lbs Case 2: EQ V =lbs Uplift =lbs Anchor Corp - Test Results Shear Vall =/ 3 = Uplift Tall =/ 3 = Interaction Check DCR =Case 1 =Case 2 2,317 lbs 772 lbs 0.59 0.50 3,615 lbs 1,205 lbs 604 0 202 Carlbad Oaks PV Project Feasibility Study DATE: 0 459 NS STRUCTURAL ENGINEERING, INC MADE BY: JL 4642 Rockland Place La Canada Flintridge, CA 91011 CHECKED BY: NS PAGE NO. 1 Tension Load Resistance Testing Nautilus Engineering Of Anchor Products U-Anchor 2400/2600 7761 First Place Tested over ½” Plywood Oakwood Village, Ohio 440-786-7363 Per the request of Anchor Products, Nautilus Engineering on August 9th, 2018, witnessed the full-scale tension and shear testing of the U-Anchor-2400/2600 rooftop attachment Plate, connected to ½” plywood. Six test decks were constructed, three for shear and three for tension with results recorded below in tables one and two. Roof Assembly Materials:  1.) ½” Plywood (24” x 24”) 2.) U-Anchor 2400/2600 (Plate Thickness of .046) 3.) Eight #14 fasteners x 1-1/2” STANDARDS: TAS 117‐95, Appendix B – Test Procedure for Dynamic Pull‐Through Performance of Roofing Membranes over Fastener  Heads or Fasteners with Metal Bearing Plates, © FBC, 1995.      Attending Technicians:  Anchor Products    Nautilus Engineering      Gary Calderwood  Ron Farleman    1. Load Resistance – Tension 1.1 Scope: 1.1.1 Tension load resistance conducted on three separate identical test decks. 1.2 Procedure: 1.2.1 The test deck is installed into Anchor Products 10K tension testing device by clamping the assembly firmly to the base of the load frame. The bracket of the loading device is secured to the anchor bolt and an initial load is applied to remove any slack from the loading device. The anchor is then pulled at a rate of 2 in/min. and the highest load is recorded at time of component failure. (See pictures below.) 2 Tension Setup Mode of Failure Table One Test Force Mode of Failure One: 2357 Wood ruptures, fasteners withdraw Two: 2285 Wood ruptures, fasteners withdraw Two: 2311 Wood ruptures, fasteners withdraw AVG- 2317 Pounds 3   2. Load Resistance – Shear 2.1 Scope: 2.1.2 Shear load resistance conducted on three separate identical test decks. 2.2 Procedure: 2.2.1 The test deck is installed into Anchor Products 10K tension testing device by clamping the assembly firmly to the base of the load frame. The bracket of the loading device is secured to the anchor bolt and an initial load is applied to remove any slack from the loading device. The anchor is then pulled at a rate of 2 in/min. and the highest load is recorded at time of component failure. (See pictures below.) Shear Setup Mode of Failure                                                                                                                                                                Pin pulls from plate.             Table Two Test Force Mode of Failure One: 3620 Bolt pulls from plate Two: 3675 Bolt pulls from plate Three: 3552 Bolt pulls from plate AVG-3615 Pounds      4               Review & Analysis: Based on the testing & analysis set forth herein, it is our professional opinion that the U-An- chor 2400/2600 installed in accordance with Anchor Products’ published installation requirements fas- tened into ½” Plywood will yield the following results listed in Table’s one and two. Please contact Nautilus Engineering with any questions regarding these results. Ron Farleman, P.E 216-509-9390 Ronfar2b2@roadrunner.com ROOF FRAMING PLAN (FOR REFERENCE ONLY) 8'-8"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-0"8'-8"8'-0"8'-0" 60'-8"60'-0"60'-0"60'-0"60'-0"60'-0"64'-8" 425'-4" 52 ' - 0 " 48 ' - 0 " 10 ' - 0 " 12 ' - 0 " 12 2 ' - 0 " 42'-0"36'-0"42'-0"42'-0"36'-0"42'-0"32'-0" 38'-0" 38'-0" 28'-5" 18 ' - 1 1 1 8" 27 ' - 0 " 24 ' - 0 " 27'-8" 22 ' - 0 " 34'-4"26'-0"30'-2"30'-2"26'-0"34'-0" 12 ' - 0 " 24'-0"36'-0"24'-0"36'-0" 10 ' - 0 " 23'-8"36'-0" 30 ' - 0 " 27 ' - 0 " 23 ' - 0 " 23 ' - 0 " ZONE A - 23/32" STRUCT 1 (5 PLY) (32/16) (HIGH LOAD HORIZ. BLOCKED DIAPHRAGMS) w/ 10d NAILS @ 12" @ FIELDS w/ 10d NAILS @ 6" @ EDGES w/ 10d NAILS @ 4" @ BOUNDARIES & CONT. PANEL EDGES ZONE C - 19/32" STRUCT 1 (5 PLY) (32/16) BLOCKED DIAPHRAGMS w/ 10d NAILS @ 12" @ FIELDS (USE 4" MIN. NOMINAL WIDTH OF NAIL FACE AT ADJOINING PANEL EDGES & BOUNDARIES) w/ 10d NAILS @ 4" @ EDGES w/ (2) LINES 10d NAILS @ 2-1/2" @ BOUNDARIES & CONT. PANEL EDGES ZONE B - 23/32" STRUCT 1 (5 PLY) (32/16) (HIGH LOAD HORIZ. BLOCKED DIAPHRAGMS) w/ (2) LINES 10d NAILS @ 4" @ BOUNDARIES & CONT. PANEL EDGES 1. DO NOT SCALE THESE DRAWINGS. PRIOR TO START OF CONSTRUCTION, ALL DIMENSIONS AND ELEVATIONS MUST BE VERIFIED WITH THE APPROVED SET OF ARCHITECHURAL DRAWINGS. IN CASE OF DISCREPENCIES, STRUCTURAL ENGINEER OF RECORD MUST BE NOTIFIED IN WRITING. 2. PRIOR TO BIDDING, THE GENERAL CONTRACTOR MUST REVIEW THE STRUCTURAL PLANS THOUGROUGHLY FOR ALL THE INFORMATION NEEDED IN ORDER TO PROVIDE ACCURATE BID. IF THERE ARE ANY MISSING DETAILS OR INFORMATION THAT WOULD IMPACT THE COST ON THIS PROJECT, THE GENERAL CONTRACTOR MUST NOTIFY THE ENGINEER OF RECORD IN WRITING. 3. THE GENERAL CONTRACTOR SHALL PROVIDE LADDERS OR OTHER APPROVED METHOD OF MAKING REQUIRED INSPECTIONS. LADDERS ARE REQUIRED TO HAVE A MINIMUM OF 2 RUNGS ABOVE THE ROOF EDGE. SCALE: N.T.S. 39'-10"13'-2" 36'-0" S 1/2 8x8 S 1/2 8x8 S 1/2 8x8 S 1/28x8 M.J.P.J.P.J.P.J.P.J.P.J.P.J.M.J. P.J. P.J. P.J. M.J. P.J. P.J. P.J. P.J.P.J.P.J. P.J. P.J. P.J. P.J.P.J.P.J. P.J. P.J. P.J. S 3/8 8x8 S 3/88x8 S 3/88x8 S 3/88x8 S 3/88x8 SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHTSKYLIGHT SKYLIGHT SKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHT SKYLIGHTSKYLIGHT SKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHTSKYLIGHT GT-1 60G8N GT-2 60G8N GT-3 60G8N GT-4 60G8N GT-5 60G8N GT-6 60G8N GT-7 60G8N GT-8 60G8N GT-9 60G8N GT-10 60G8N GT-11 60G8N GT-12 60G8N PJ # 1 A 30 K PJ # 3 PJ # 4 PJ # 5 PJ # 6 PJ # 7 PJ # 1 6 PJ # 1 5 PJ # 1 4 PJ # 1 3 PJ # 1 2 PJ # 1 1 PJ # 1 0 PJ # 9 PJ # 8 M.J. M.J. M.J.M.J. M.J. PJ # 1 8 PJ # 1 7 PJ # 1 8 PJ # 1 8 PJ # 1 8 PJ # 1 7 PJ # 1 7 A PJ #19 -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - 30K PJ # 2 0 -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - -D O - RIDGE LN. SL O P E P E R AR C H ' L . SL O P E P E R AR C H ' L . RIDGE LN. SL O P E P E R AR C H ' L . SL O P E P E R AR C H ' L . S 1/48x8S 1/48x8 S 1/4 8x8 S 3/8 8x8 S 1/4 8x8 W 1 8 x 4 6 W 1 8 x 4 6 8" SPRINKLER MAIN - 50 PLF ** 6" SPRINKLER MAIN - 32 PLF ** 4" SPRINKLER MAIN - NO ADD * A. THE LOADS INDICATED IN JOIST GIRDER AND BAR JOIST SCHEDULE ARE NOT FACTORED B. VERIFY THE LOCATION OF THE HEAVY SPRINKLER LINES AND INCLUDE IN THE DESIGN C. VERIFY THE LOCATION OF THE MECHANICAL EQUIPMENT AND INCLUDE IN THE DESIGN 3x SUB-PURLINS MAY BE REQUIRED REGARDLESS, BASED ON THE ROOF DIAPHGRAGM NAILING REQUIREMENTS. UP TO 10'-0" SPAN: 2x6's @ 24" # 1 DFL (U.N.O. ON PLYWOOD SHEATING & NAILING SCHED.) WHERE STRAPS ARE USED OVER SUB-PURLINS USE A MIN. OF 4x # 1 DFL (U,N.O.) ON DETAILS. FIRE SPRINKLER SYSTEM MAY IMPACT THE SIZE OF THE ROOF FRAMING MEMBERS, SHOP DRAWINGS FOR THE FIRE SPRINKLER SYSTEM SHALL BE SUBMITTED TO "DELTA ENGINEERING" & THE METAL JOIST MNFR. FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION OF ANY ROOF FRAMING MEMBERS. DESIGN OF JOIST SHALL BE ADJUSTED FOR ANY ROOF MOUNTED LOADING FOR MECHANICAL EQUIPMENT THAT EXCEEDS 500#. ANY DEVIATION FROM THE ABOVE SHALL BE REVIEWED AND APPROVED BY "DELTA ENGINEERING" AND THE METAL JOIST MNFR. 1. OPEN WEB STEEL JOIST SHALL BE ENGINEERED AND FABRICATED IN ACCORDANCE WITH THE LATEST EDITION OF UNIFORM BUILDING CODE AND THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE (SJI). THE MANUFACTURE SHALL DESIGN JOISTS AND GIRDERS FOR UNIFORM LOADS SHOWN, PLUS ADDITIONAL CONCENTRATED LOADS, AXIAL LOADS, ETC. AS NOTED ON THE FRAMING PLANS, OR THESE NOTES. 2. SEE THE FIELD INSTALLED EXTRA WEB DETAIL IN THESE DRAWINGS FOR POINT LOADS WHICH DO NOT OCCUR AT A PANEL POINT. 3. JOIST MANUFACTURE TO DESIGN AND FURNISH BRIDGING AND OR BRACES FOR JOISTS AND GIRDERS AS REQUIRED. 4. ROOF TOTAL LOAD DEFLECTION SHALL BE LIMITED TO L/180 AND LIVE LOAD DEFLECTION TO L/240. 5. WHERE STEEL JOIST OR GIRDER SLOPE EXCEEDS 1/4" PER FOOT, PROVIDE SLOPED BEARING SEAT. 6. THE STEEL JOIST AND GIRDER MANUFACTURER SHALL SUBMIT ERECTION DRAWINGS AND STAMPED CALCULATIONS BY A LICENSED CIVIL OR STRUCTURAL ENGINEER TO THE ENGINEER OF RECORD FOR REVIEW. THE STEEL TRUSSES SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL 7. ALIGN JOIST PANEL POINTS TO FACILITATE DUCT PASSAGE WHERE REQUIRED BY THE ARCHITECTURAL OR MECHANICAL DRAWINGS. 8. ALIGN JOIST PANEL POINTS TO FACILITATE SPRINKLER BRANCH LINE 9. FURNISH BRACES FOR LATERAL SUPPORT AS IS REQUIRED FOR JOIST DESIGN CRITERIA A. PROVIDE JOISTS FABRICATED IN COMPLIANCE WITH THE FOLLOWING AND AS HEREIN SPECIFIED. 1. STEEL JOISTS INSTITUTE (SJI) STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS K-SERIES. 2. STEEL JOISTS INSTITUTE (SJI) STANDARD SPECIFICATIONS FOR JOISTS GIRDERS. B. QUALIFICATION OF FIELD WELDING: QUALIFY WELDING PROCESSES AND WELDING OPERATORS IN ACCORDANCE WITH AMMERICAN WELDING SOCIETY (AWS) LATEST "STRUCTURAL WELDING CODE" AWS D1.1 . 1. JOIST SHALL BE DESIGNED FOR ADDITIONAL 500 LBS. CONCENTRATED. 2. JOISTS SHALL BE DESIGNED FOR AN ADDITIONAL 500 LBS** CONCENTRATED LOAD AT ANY ONE PANEL POINT. 3. GIRDERS SHALL BE DESIGNED FOR AN ADDITIONAL 1000 LBS** CONCENTRATED LOAD AT ANY ONE PANEL POINT. 4. AXIAL LOADS ARE FROM SEISMIC OR WIND FORCES AND ARE TO BE COMBINED PER LOAD COMBINATION BASED ON ASCE7-10 5. JOIST MANUFACTURER TO ADD THE FOLLOWING ADDITIONAL SPRINKLER MAIN LOADS TO PANEL POINT OF GIRDERS AND JOISTS WHERE APPLICABLE. 32'-8"40'-8" 40'-8" 24'-0"28'-0"20'-0" 12" 3 4" 12" 12" 3 4" 1 2" 3- 12" 11 4"11 4" w/ 10d NAILS @ 12" @ FIELDS w/ 10d NAILS @ 6" @ EDGES 38" 1 2" 38" 38" 1 2" 3 8" 2- 1 / 2 " 2"2" TYP. TYP. (ALLOWABLE LOAD = 1175 PLF) (USE 3" MIN. NOMINAL WIDTH OF NAIL FACE AT ADJOINING PANEL EDGES & BOUNDARIES) (ALLOWABLE LOAD = 710 PLF) (ALLOWABLE LOAD = 425 PLF) TYP. TYP. TYP. TYP. TYP. TYP.@ LOCATION WHERE PURLIN JOIST. IS MIN. 3-1/2" AWAY FROM THE PANEL JOINT TYP. @ PURLIN JOIST TO WALL CONNECTION TYP. BETWEEN THE PURLIN JOIST TYP. @ PURLIN JOIST TO WALL CONNECTION TYP. BETWEEN THE PURLIN JOIST TYP.TYP. TYP. TYP. PJ # 1 PJ # 1 7 PJ # 1 7 PJ # 1 7 TYP. TYP. 30 K PJ # 1 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 2 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K PJ # 1 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K PJ # 1 7 A 30 K 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K 30 K 30 K 30 K 30 K 30 K 30 K 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K PJ # 1 8 30 K 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K PJ # 1 7 30 K 30 K 30 K PJ # 2 0 30 K TYP. 1. ALL METAL HANGERS SHALL BE "STRONG TIE" BY SIMPSON COMPANY. UNLESS OTHERWISE NOTED. 2. NOTHING IS TO BE HUNG FROM SUB-PURLINS (I.E. SUSPENDED ACOUSTICAL TILE CEILINGS, FIRE SPRINKLERS SYSTEMS, ETC.. U.N.O. 3. PROVIDE 4x6 DFL #1 SUBPURLIN UNDER THE MECHANICAL EQUIPMENT PLATFORMS, FIRE SPRINKLERS SYSTEMS, ETC.. 4. PROVIDE 4x DFL WOOD NAILER ATTACHED TO THE TOP CHORD OF JOISTS. SEE DETAIL 5. SUPPORT SUB-PURLINS AT SKEWED TILT-UP WALLS W/ SKEWED MODEL OF 'U' JOIST HANGER. 6. JOIST AND JOIST GIRDERS SHALL BE DESIGNED AS SET FORTH IN THE LATEST EDITION OF THE CBC2013 & ASCE/SEI 7-10. 7. ALL JOIST SHOE DEPTHS AT MAIN AREA TO BE 3" DEEP. NOTIFICATION TO "DELTA ENGINEERING' OF ANY DEVIATION FROM THESE JOIST SHOE DEPTHS IS REQUIRED. P.J. P.J. 4'-3" 6'-95 8" 3'-91 4" 8'-53 8" S 3/84x4 SIM. O.H. TYP. PJ # 1 7 Design Development Construction Set Sheet Number Job Number Scale Drawing Date Check By Drawn By Plan Check Permit Set Planning Bid Set Issue Dates Revision Dates SEE PLAN 2016-06 EC AZ/ FH 6-4-2019 6/4/2019 SDP 2018-0023 2 0 1 5 S m i t h C o n s u l t i n g A r c h i t e c t sc Suite 125 13280 Evening Creek Drive South 858.793.4777 858.793.4787 Fax San Diego, CA 92128 w w w . s c a - s d . c o m ConsultingSmith Architects B A D I E E D E V E L O P M E N T 8736 PRODUCTION AVENUE SAN DIEGO, CA 92121 TEL: (858)566-8855 FAX: (858)566-8955 Email: ahmad@deltase.com Web Site: www.deltase.com FIELD BULLETIN #1 6/4/2019 B I D S E T 6 / 4 / 2 0 1 9 0' 0 0 ROOF NOTES QUALITY ASSURANCE SUB-PURLIN SCHEDULE NOTE OPEN WEB STEEL JOIST AND GIRDER NOTES: FOR PURLIN JOIST ( PJ) SCHEDULE & LOADING SEE SHEET S-4.1 VERTICAL LOADS FOR GIRDER TRUSS ( Gl) SCHEDULE & LOADING SEE SHEET S-4.2 FIRE SPRINKLER SYSTEM ROOF MOUNTED EQUIPMENT HORIZONTAL SEISMIC LOADS GENERAL NOTE er cp cp 1. ,J I I "····................. 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DELTA EN GIN EERIN G ZS: ZS: ZS: ZS: 8 S-4 Design Development Construction Set Sheet Number Job Number Scale Drawing Date Check By Drawn By Plan Check Permit Set Planning Bid Set Issue Dates Revision Dates SEE PLAN 2016-06 EC AZ/ FH 6-4-2019 6/4/2019 SDP 2018-0023 2 0 1 5 S m i t h C o n s u l t i n g A r c h i t e c t sc Suite 125 13280 Evening Creek Drive South 858.793.4777 858.793.4787 Fax San Diego, CA 92128 w w w . s c a - s d . c o m ConsultingSmith Architects FIELD BULLETIN #1 6/4/2019 OPEN WEB STEEL JOIST NOTES AND SCHEDULE: OPEN WEB JOISTS NOTES: MARK PJ-1A 104 "TC" DL 32 "BC" DL 136 TOTAL DL 128 "TC" L 136 144 272 280 ± 10.6 1. 2. 3. 4. 5. 6. ROOF JOIST SCHEDULE 'TC' DENOTES TOP CHORD, 'BC' DENOTES BOTTOM CHORD. 'TC' AXIAL LOADS GIVEN IN KIPS. AXIAL LOAD 'TC' ACTS AT BASE OF JOIST SEAT. JOIST DESIGN SHALL ACCOUNT FOR ADDED MOMENT DUE TO ECCENTRICITY. LIMIT TOTAL DEFLECTION TO L/180 AND LIVE LOAD DEFLECTION TO L/240. 36 K 288 / 128 SP LIVE LOAD TOTAL LOAD LOCATION OF CONCENTRATED LOAD WHERE OCCURS AS SHOWN ON PLAN. OR SEISMIC BRACING OF FIRE SPRINKLER MECH. UNIT LOADS MAY BE ASSUMED TO BE UNIFORMLY DISTRIBUTED ALONG THE CURB CONCENTRATED LOAD WHERE OCCURS SHOWN ON PLAN OR SEISMIC BRACING OF FIRE SPRINKLER JOIST SERIES TYPE JOIST DEPTH IN INCHES K SERIES TYP. (3) SIDES 1/8 [3] L2x2x1/4 [L51x51x6] (PROVIDED & INSTALLED BY STEEL SUB-CONTRACTOR) THE DESIGN, MANUFACTURE AND USE OF OPEN WEB STEEL JOISTS AND JOIST GIRDERS SHALL BE IN ACCORDANCE WITH ONE OF THE FOLLOWING STEEL JOIST INSTITUTE (SJI) SPECIFICATIONS: 1. SJI CJ-1.0 2. SJI K-1.10 3. SJI LH/DLH-1.1 4. SJI JG-1.1 OPEN WEB JOISTS, JOIST GIRDERS AND BRIDGING SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS" OF THE STEEL JOIST INSTITUTE (SJI), LATEST ADOPTED EDITION. THE MANUFACTURER OF THE OPEN WEB STEEL JOISTS AND GIRDERS SHALL BE A MEMBER OF THE SJI, AND SHALL FURNISH TO THE CONTRACT QUALITY CONTROL (CQC) INDIVIDUAL CERTIFICATE OF COMPLIANCE INDICATING COMPLIANCE WITH STEEL JOIST INSTITUTE STANDARDS. ALL JOISTS DELIVERED FOR THIS SPECIFIC PROJECT SHALL BE IDENTIFIED SPECIFICALLY FOR THIS PROJECT. SUCH CERTIFICATE OF COMPLIANCE SHALL BE FURNISHED BEFORE INSTALLATION. JOISTS AND JOIST CONNECTIONS SHALL BE DESIGNED IN ACCORDANCE WITH LOAD AND DEFLECTION CRITERIA PROVIDED HEREIN INCLUDING MECHANICAL EQUIPMENT LOADS, WIND AND SEISMIC LOADS. CONTRACTOR SHALL EXAMINE ALL DRAWINGS INCLUDING ARCH., MEP, FIRE PROTECTION, FURNISHINGS, ETC. TO IDENTIFY ALL BUILDING COMPONENTS THAT IMPACT THE DESIGN OF THE OPEN WEB STEEL JOIST AND/OR GIRDERS AND INCLUDE THEIR IMPACT IN THE DESIGN OF THE JOIST. DESIGN SHALL INCLUDE BRIDGING, BRACING OR SHORING AS REQUIRED DURING AND AFTER CONSTRUCTION. CALCULATIONS AND DRAWINGS SIGNED BY AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED SHALL BE SUBMITTED TO AND REVIEWED BY THE STRUCTURAL ENGINEER OF RECORD AND QUALITY CONTROL MANAGER PRIOR TO INSTALLATION. WELDING OF OPEN WEB JOISTS SHALL COMPLY WITH SJI STANDARDS AND AWS D1.1. BRIDGING SHALL BE HORIZONTAL FOR "K" SERIES JOISTS AND CROSS TYPE BRIDGING FOR "LH" & "DLH" SERIES JOISTS, CONFORMING TO SJI SPECIFICATIONS. ALL BRIDGING SHALL BE POSITIVELY ANCHORED TO WALLS AND/OR BEAMS AT EACH END. MINIMUM THICKNESS OF JOIST TOP AND BOTTOM CHORD SHALL BE = 1/8" [3mm]. ALL JOISTS SPANNING 40'-0" OR LONGER SHALL HAVE THEIR ROWS OF BRIDGING IN PLACE PRIOR TO SLACKENING OF HOISTING LINES. DO NOT DRILL THROUGH OR WELD TO JOIST MEMBER WITHOUT PRIOR APPROVAL. EXAMPLE OF BAR JOIST CALL OUT: SPECIAL LOADING REINFORCING @ CONCENTRATED LOAD: SEISMIC AXIAL LOAD "TC" (KIP) 'BC' CONCENTRATED LOAD 'B C ' D L BC L L AXIAL LOAD 'TC' DL 'TC' Lr WTC' WIND DOWNWARD 'TC' CONCENTRATED LOAD P DEAD LOADS (PLF)LIVE LOADS (PLF) r - "BC" LL - - SEISMIC LOADS WIND AXIAL LOAD "TC" (KIP) 192 WIND LOADS 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. WTC' WIND UPLIFT GRAVITY LOADS (PLF) TOTAL LOAD (PLF)TOTAL LL WIND UPLIFT "WTC" (PLF) WIND DOWNWARD "WTC" (PLF) LATERAL LOADS SIZE 30K 264/128 144 280- 160 - 160 - 160 - 296 264 ± 4.2 136 136 272- 144 280- 144 128 304-160 56 JOIST TOP & BOTTOM CHORD SHALL BE DESIGNED FOR 500 lbs ADDITIONAL LOAD PLACED ANYWHERE ALONG TOP & BOTT. CHORD. THIS LOAD IS IN ADDITION TO OTHER LOADS SHOWN ON PLAN. THE WEIGHT AND LOCATION OF MECHANICAL UNITS ARE SHOWN ON THE FRAMING PLANS. THE OVERALL WEIGHT OF THE UNIT MAY BE ASSUMED TO BE UNIFORMLY DISTRIBUTED OVER THE LENGTH TO EACH CORNER. NOTE: CONCENTRATED LOADS LESS THAN 500 LBS DOES NOT REQUIRE WEB STIFFENER. PJ-2 PJ-3 PJ-4 PJ-5 PJ-6 PJ-7 PJ-8 PJ-9 PJ-10 30K 304/128 30K 272/136 30K 272/136 30K 280/144 30K 280/144 30K 280/144 30K 296/160 30K 296/160 30K 296/160 160 -PJ-11 30K 296/160 160 -PJ-12 30K 296/160 160 -PJ-13 30K 296/160 160 -PJ-14 30K 296/160 160 -PJ-15 30K 296/160 160 -192 136PJ-16 30K 296/160 136 -272 160 56PJ-17 30K 272/136 144 136 -312 160 56PJ-18 30K 312/136 160 -296 192 136PJ-19 30K 296/160 160 -296 192 136PJ-20 30K 296/160 104 104 104 104 104 104 104 104 104 104 104 104 104 104 104 104 104 32 32 32 32 32 32 32 32 32 32 32 32 3232 32 32 32 32 32 32 176 136 136 136 136 136 136 136 136 136 136 136 136 136 136 136 176 136 136 128 136 144 r 144 160 160 160 136 144 128 160 160 160 160 160 160 136 136 160 160 DL + Lr 296 296 296 296 296 296 296 296 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6 ± 10.6± 10.6 ± 10.6 ± 10.6 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 ± 4.2 160 160 160 160 160 160 160 160 160 160 160 160 160 56 56 56 56 56 56 56 56 56 56 56 56 56 PJ-1 104 32 136 128 ± 10.6-16030K 264/128 264 ± 4.2 56128 136 -272 192 136PJ-17A 30K 272/136 104 32 136 136 ± 10.6 ± 4.2 B I D S E T 6 / 4 / 2 0 1 9 " " " " -, " ,- \ / , ,, ' -,' ',, ',, - -,- 1 \,\\ I I ' I ' ' '. I < ~ I>'.·• ••. ···· ....... ~ > ""' j\._ I ' -- I I I I I I I I I I I I I I I I I ' I I /\ I\ /\ /\ / 1' / I \ I \ I ,\ I I \ /1 ' 0 ' DEVELOPMENT ~ ....I <( I-I- I-~ [D z => (j) w w c:: ~ ~ '<I" a... I- 0 0 ....I <( :.::: 0 _J c:: <( w Cl. 0 > z <( 0 [D w I-(j) <( ....I 0 > c:: 0 z <( z 0 w (j) w :.::: -<( 0 0 0 <( <( en [D (j) ....I c:: <( 0 DELTA ENG IN EERING CONSUL TING 5lFtLICTURAL ENGINEERS 8736 PRODUCTION AVENUE SAN DIEGO, CA92121 TEL: (858}566-8855 FAX: (858)566-8955 Emeil: ahmad@detlase.com Web Site: www.deltase.com ZS: ZS: ZS: ZS: S-4.1 PANELCLAW ENGINEERING REPORT (BY OTHERS) (FOR REFERENCE ONLY) CARUSO TURLEYSCOTT structural engineers STRUCTURALENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONALREGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy.Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Job No. 23-0242-2926.1 Sheet No. Cover By NSC/TET Date 1/23/24 CLIENT: 1600 Osgood Street Suite 2023 North Andover, MA 01845 PROJECT: Carlsbad Oaks rooftop solar project 2810 Caribou Ct Carlsbad, CA GENERAL INFORMATION: BUILDING CODE: 2022 CBC, ASCE 7-16 With SEAOC PV1-2012 and PV2-2017 TR O Y E.TUR L E Y 1-24-24 ® PANELCLAW® CARUSO TURLEYSCOTT structural engineers STRUCTURALENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONALREGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy.Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com Date: January 23, 2024 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Carlsbad Oaks rooftop solar project CTS Job No.: 23-0242-2926.1 Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw racking system with respect to the system’s ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by CPP, Inc. The system tested was the “clawFR 5 Degree” system. This system consists of photovoltaic panels installed at a 5 degree tilt onto support assemblies. The support assemblies consist of a support frame for the PV panels, wind deflectors and areas for additional mass/weight as required for the ballast loads. The wind tunnel testing was performed per Chapter 31 of ASCE 7-16. The parameters of the testing were a flat roof system in both Exposure B and C on a building with and without parapets. The testing has resulted in pressure and/or force coefficients that were applied to the velocity pressure qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PanelClaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast and mechanical attachments provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the “clawFR 5 Degree” system per the wind tunnel testing results. Seismic Evaluation: Arrays 1.3-1.6, 1.8, 1.9 Calculations have been provided utilizing the method found in SEAOC PV1-2012, Section 9 for the use of non-linear response history analysis to determine the seismic displacement of non-structural components located on a roof per SEAOC PV-2012 and ASCE Section 13.6.12. These calculations have determined that the friction generated from the ballast (allowed per CBC Section 1613.3 and ASCE Section 13.6.12 per Section 13.4 exception) is sufficient to restrict displacement due to seismic forces to acceptable distances, and that no mechanical attachments are required. Seismic Evaluation: Arrays 1.1, 1.2, 1.7, 1.10, 1.11 CTS was asked to review the PanelClaw system to determine attachments required to resist seismic loading of the ballasted solar support system on the roof CARUSO TURLEYSCOTT structural engineers STRUCTURALENGINEERING EXPERTS PARTNERS Sandra Herd, SE, PE, LEED AP Thomas Morris, SE, LEED AP Richard Dahlmann, SE, PE Troy Turley, SE, PE, LEED AP Brady Notbohm, SE, PE PROFESSIONALREGISTRATION 50 States Washington D.C. U.S. Virgin Islands Puerto Rico 1215 W. Rio Salado Pkwy.Suite 200 Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701 www.ctsaz.com of the existing building. Following CBC Load Combination 16-16 and ASCE Section 2.4.5, the Dead Load value has been reduced by subtracting the vertical component of the seismic forces (0.6*D - 0.14Sds*D). The contribution of friction due to the component weight was not considered to resist lateral forces caused by seismic loads per ASCE Section 13.4. Utilizing this method, calculations have been provided for the number of mechanical attachments that are required to resist seismic forces that are applied to the system. Conclusion: Therefore, it has been determined that the system as provided by PanelClaw is sufficient to resist both wind and seismic loads at this project. Please contact CTS with any questions regarding this letter or attachments. Respectfully, Nick Chassé Troy Turley, SE, PE, LEED AP Structural Designer Partner TR O Y E.TUR L E Y 1-24-24 Partner Name: SunRenu Solar Project Name: Carlsbad Oaks rooftop solar project Project Location: 2810 Caribou Ct, Carlsbad, CA 92010, USA Racking System: clawFR 5 Degree Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 1 Engineering Seal 10/13/2023 APPROVED FOR CONSTRUCTION TR O Y E.TU R L E Y 1-24-24 ® PANELCLAW" Table of Contents Section:Page # 10/13/2023 APPROVED FOR CONSTRUCTION 2 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information 4 1.1 General 4 1.2 Building Information 4 1.3 Structural Design Information 5 2.0 Snow Load 6 2.1 Snow Load Data 6 2.2 Snow Load Per Module 6 3.0 Wind Load 7 3.1 Wind Load Data 7 3.2 Roof / Array Zone Map 7 3.3 Wind Design Equations 7 4.0 Design Loads - Dead 8 4.1 Dead Load of the Arrays 8 5.0 Design Loads - Wind 9 5.1.1 Global Wind Uplift Summary Table:9 5.1.2 Global Wind Shear Summary Table:10 6.0 Design Loads - Downward 11 6.1 Downward Wind Load Calculation 11 6.2 Racking Dimensions for Point Loads 11 6.3 Point Load Summary 12 7.0 Design Loads - Seismic 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check:14 7.3.1 Seismic Displacement of Unattached Solar Arrays:15 7.4 Vertical Seismic Force Check:17 ® PANELCLAW" Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 5° TILT, CPP Project 11828, Dated 24 May 2019. B. Building Code and Technical data 10/13/2023 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 1.0 Project Information: 1.1 General: Project Name:Carlsbad Oaks rooftop solar project Project Location:2810 Caribou Ct, Carlsbad, CA 92010, USA Racking System:clawFR 5 Degree Module:JA SOLAR JAM72D30-540/MB Module Weight:70.11 lbs. Module Tilt:4.44 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Ballast Block Weight:32.60 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 28 6.0 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 1 Modified Bitumen SBS Torch 0.64 1.2 1 Modified Bitumen SBS Torch 0.64 1.3 1 Modified Bitumen SBS Torch 0.64 1.4 1 Modified Bitumen SBS Torch 0.64 1.5 1 Modified Bitumen SBS Torch 0.64 1.6 1 Modified Bitumen SBS Torch 0.64 1.7 1 Modified Bitumen SBS Torch 0.64 1.8 1 Modified Bitumen SBS Torch 0.64 1.9 1 Modified Bitumen SBS Torch 0.64 1.10 1 Modified Bitumen SBS Torch 0.64 1.11 1 Modified Bitumen SBS Torch 0.64 10/13/2023 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:2022 California BC Risk Cat.:II Basic Wind Speed (V):96 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1 Site Class:D Short Period Spectral Resp. (5%) (Ss):0.93 1s Spectral Response (5%) (S1):0.342 Ie:1 Ip:1 10/13/2023 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 2.0 Snow Load: Snow Calculations per ASCE 7-16, Chapter 7 2.1 Snow Load Data: Ground Snow Load (Pg)=0.00 psf (ASCE, Figure 7.2-1) Exposure Factor (Ce)=1 (ASCE, Table 7.3-1) Thermal Factor (Ct)=1.2 (ASCE, Table 7.3-2) Importance Factor (Is)=1 (ASCE, Table 1.5-2) Flat Roof Snow Load (Pf) =0.7*Pg*Ce*Ct*Is=0.00 psf (ASCE 7.3-1) Min Snow Load for Low Slope Roof =Pg*Is =0.00 psf (ASCE 7.3.4) Snow Load on Array (SLA) =0.00 psf SLA Fig. 2.1 - Uniform Roof Snow Load on Array 2.2 Snow Load Per Module: Snow Load per Module (SLM) =Module Projected Area SLA Where; Module Projected Area (Amp) = Module Area * Cos(Module Tilt) Where; Module Area =27.81 sq.ft. Module Tilt =4.44 deg. Amp =27.72 sq.ft. SLM = Amp SLA = 0.00 lbs. 10/13/2023 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =96 mph (ASCE, Figure 26.5-1A) Exposure Category:C (ASCE, Sec. 26.7.3) Topographic Factor (Kzt) =1 (ASCE, Fig. 26.8-1) Directionality Factor (Kd) =0.85 (ASCE, Table 26.6-1) Exposure Coefficient (Kz) =0.97 (ASCE, Table 26.10-1) Ground Elevation Factor (Ke) =0.99 (ASCE, Table 26.9-1) Velocity Pressure (qz) =0.00256*Kz*Kzt*Kd*Ke*V^2 =19.16 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. South corner zones – 90-180° wind directions Figure 3-2. North corner zones – 0- 90° wind direction Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 28 28.00 19.16 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel and deflector. FD = qz Aref GCD FD = sum of drag on panel and deflector. FL - D Companion = qz Aref GCL - D Companion FL - D Companion = The accompanying uplift corresponding to maximum drag. Where qz = Velocity Pressure (Ref. Section 3.1, Wind Load) Aref = Module Area (Ref. Section 1.1, General) GCL GCD , GCL-D Companion= Vary and related to wind zone map (Proprietary Wind Tunnel Coefficients) 10/13/2023 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" n 4 n @ N N @ @ © @ ® -~ ® ® t 4.0 Design Loads - Dead: 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). 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: Array Information Results Sub- Array Name Number of Modules DLC (lbs.) DLA (lbs.) DLC (lbs.)/module Sub- Array Area (ft.^2) Sub-Array Roof Pressure (DLC) (psf) Sub-Array Roof Pressure (DLA) (psf) Max Allowable Pressure on Roof (psf) Acceptable? 1.1 41 3,653 7,174 89 1,346 2.71 5.33 6.00 Yes 1.2 79 6,826 9,238 86 2,587 2.64 3.57 6.00 Yes 1.3 14 1,204 2,150 86 461 2.61 4.66 6.00 Yes 1.4 25 2,148 3,583 86 820 2.62 4.37 6.00 Yes 1.5 15 1,298 2,341 87 493 2.63 4.74 6.00 Yes 1.6 12 1,031 1,976 86 395 2.61 5.01 6.00 Yes 1.7 60 5,222 9,655 87 1,974 2.65 4.89 6.00 Yes 1.8 71 6,075 8,911 86 2,329 2.61 3.83 6.00 Yes 1.9 17 1,531 3,747 90 567 2.70 6.61 6.00 No 1.10 26 2,247 3,942 86 853 2.63 4.62 6.00 Yes 1.11 18 1,537 2,646 85 588 2.61 4.50 6.00 Yes Total: 378 32,771 lbs.55,363 lbs. *Racking component weight range between 13 to 15 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 10/13/2023 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 5.0 Design Loads - Wind: 5.1.1 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 may come into play when determining their need. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub- Array Name FL = Total Wind Uplift (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Calculated Factor of Safety* Check 1.1 10,852 7,174 525 3,913 1.70 OK 1.2 11,390 9,238 525 6,644 2.32 OK 1.3 2,105 2,150 N/A 0 1.70 OK 1.4 3,551 3,583 N/A 0 1.68 OK 1.5 2,321 2,341 N/A 0 1.68 OK 1.6 1,792 1,976 N/A 0 1.84 OK 1.7 9,974 9,655 342 797 1.75 OK 1.8 8,868 8,911 N/A 0 1.67 OK 1.9 3,102 3,747 N/A 0 2.01 OK 1.10 4,348 3,942 227 421 1.67 OK 1.11 2,830 2,646 196 390 1.79 OK Total:61,133 lbs.55,363 lbs. 12,165 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 0.6 in ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(.6)WIND LOAD 10/13/2023 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 5.0 Design Loads - Wind (Cont.): 5.1.2 Global Wind Shear Summary Table: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Applied Load Resisting Load Code Check Sub- Array Name FL-D = Wind Uplift (lbs.) FD = Wind Drag (lbs.) DL = Total Dead Load (lbs.) Maximum Allowable Mechanical Attachment Strength (lbs.) Total MA Capacity (lbs.) Check Calculated Factor of Safety* Check 1.1 4,854 1,392 7,174 650 8,450 3.70 OK 1.2 5,696 1,576 9,238 650 9,750 3.88 OK 1.3 1,500 402 2,150 650 0 1.68 OK 1.4 2,444 582 3,583 650 0 1.78 OK 1.5 1,674 415 2,341 650 0 1.68 OK 1.6 1,313 407 1,976 650 0 1.69 OK 1.7 5,007 1,429 9,655 650 2,600 2.82 OK 1.8 5,445 1,171 8,911 650 0 2.04 OK 1.9 2,088 650 3,747 650 0 2.01 OK 1.10 2,455 686 3,942 650 1,300 2.48 OK 1.11 1,680 428 2,646 650 1,300 2.80 OK Total:34,156 lbs.9,138 lbs.55,363 23,400 lbs. Table 5.2 Summary of Mechanical Attachment Requirements * Back calculated factor of safety provided to determine factor of safety applied to dead load in lieu of 0.6 in ASCE7 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND DRAG /FRICTION)+(.6)WIND UPLIFT) 10/13/2023 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =19.16 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =4.44 deg.(Ref. Section 1.1, General Project Information) GCP =0.90 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE 7-16 figure 30.3-5A) WLin(no snow) = 478 lbs./module WLin(with snow) = 159 lbs./module Contact Base by Location: Contact Pad by Information: 1 =South Distance Between C.C. outer Pads =12.5 in. 2 =Interior Typical Pad Area =9 sq.in. 3 =2nd from North 4 =North 6.2 Racking Dimensions for Point Loads: Inter-Module Support spacing (S) = 49.09 in. Inter-Column Support Spacing (L) = 41.34 in. Fig. 6.1 Typical Array Plan View (Section A-A) on Next Page 10/13/2023 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" ree section A-A for pad locations I I -.. .. .. .. . . .. . . -.. .. .. .. .. . . .. . . § § § ~ .. .. .. .. .. .. .. .. f 1 .. .. .. . . .. . . .. .. I 6.0 Design Loads - Downward (Cont.): 6.2 Racking Dimensions for Point Loads (Cont.): Fig. 6.2 Section A-A 6.3 Point Load Summary:Notes: DLsys = 90 lbs./module -Base 2 repeat for larger width arrays. Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 478 lbs./module WLin (with snow) = 159 lbs./module Max Total Load Per Base (lbs.) load combinations (ASD)Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 47 119 65 Interior 2 124 267 160 2nd From North 3 113 257 149 North 4 92 164 110 Table 6.1-A Max Total Load per Base (lbs.) Max Contact Pressure Table Per Base (psi) load combinations (ASD)# of Pads Location Base DL + Snow DL + 0.6 X Wlin DL + 0.75 X SLm + 0.75(0.6 X WLin) South 1 3 6 4 Interior 2 7 15 9 2nd From North 3 6 14 82 North 4 5 9 6 South 1 1 3 2 Interior 2 3 7 4 2nd From North 3 3 7 44 North 4 2 4 3 Table 6.1-B Max Point Load Summary (psi) 10/13/2023 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" u:~ ~ ~ l 40" f 47" l 40" f BASE 1 BASE 2 BASE 3 BASE4 Section A-A 7.0 Design Loads - Seismic: Seismic Calculations per ASCE 7-16, Chapter 11 - Seismic Design Criteria Chapter 13 - Requirements for Nonstructural Components 7.1 Seismic Load Data: Site Class :D (Ref. Project Information) Seismic Design Category :D (ASCE, Tables 11.6-1 and 11.6-2) Short Period Spectral Resp. (5%) (Ss) :0.93 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.342 (Ref. Project Information) Bldg. Seismic Imp. Factor (Ie) =1 (ASCE, Table 1.5-2) Site Coefficient (Fa) =1.2 (ASCE, Table 11.4-1) Site Coefficient (Fv) =2.0 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.116 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.670 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =0.744 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.446 (ASCE, Eqn. 11.4-4) Component Seismic Imp. Factor (Ip) =1 (ASCE, Sec. 13.1.3) Repsonse Modification Factor (Rp) =2.5 (ASCE, Table 13.6-1) Amplification Factor (ap) =1 (ASCE, Table 13.6-1) 7.2 Seismic Design Equations: * Frictional resistance due to the components weight may be used to resist lateral forces caused by seismic loads. 10/13/2023 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 0.4apSDSWp (l + 2( ~ )) Lateral Force ( Fp) = ( Rp ) h {ASCE, Eqn. 13.3-1) Iv Lateral Force ( FPLmin ) = 0.3SvsJpWp (ASCE, Eqn. 13.3-3) Lateral Force ( FPLmax ) = l.6SvslpWp {ASCE, Eqn. 13.3-2) Vertical Force {Fpv) = ±[0.20SvsWpJ {ASCE, Eqn. 12.4-4) Lateral Resisting Force {FRL)* = [(0.6-(0.14 S05)) {0.7) (mu)(Wp)] {Factored Load, ASD) Vertical Resisting Force (FRV) = O.6*W P (Factored Load, ASD) 7.0 Design Loads - Seismic (Cont.): 7.3 Lateral Seismic Force Check: The necessity to add mechanical attachments can arise 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. Nomenclature: WP = Sub-Array Weight FPL = Lateral Seismic Force FRL = Lateral Seismic Resisting Force Array Information Lateral Force Verification Results Sub- Array Name WP (lbs.) FPL (lbs.) FRL (lbs.) 0.7 FPL - FRL (lbs.) MA's Required Total MA Capacity (lbs.) MA's Provided Acceptable 1.1 7,174 2,562 0 1,793 3 8,450 13 Yes 1.2 9,238 3,299 0 2,309 4 9,750 15 Yes 1.3 2,150 768 478 60 0 0 0 Yes 1.4 3,583 1,279 796 100 0 0 0 Yes 1.5 2,341 836 520 65 0 0 0 Yes 1.6 1,976 706 439 55 0 0 0 Yes 1.7 9,655 3,448 0 2,414 4 2,600 4 Yes 1.8 8,911 3,182 1,979 248 0 0 0 Yes 1.9 3,747 1,338 832 104 0 0 0 Yes 1.10 3,942 1,408 0 985 2 1,300 2 Yes 1.11 2,646 945 0 661 2 1,300 2 Yes Totals:55,363 lbs 19,771 lbs.5,044 lbs.8,796 lbs.15 23,400 36 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 10/13/2023 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 7.0 Design Loads - Seismic (Cont.): 7.3.1 Seismic Displacement of Unattached Solar Arrays: Per ASCE 7-16, Section 13.6.12, the use of non-linear response history (NLRH) analysis is permitted to determine the seismic displacement of non-structural components located on the roof. μ =specific to each array, see table 7.3 Roof Pitch :specific to each array, see table 7.3 lp =1 for all arrays le =1 for all arrays PanelClaw, Inc. has engaged the services of a 3rd party consulting engineer to perform NLRH analysis on its clawFR product. Utilizing that analysis, and the report contained in the Appendix of this package, we are able to determine the displacement of the arrays during seismic events, for the system design life of 25 years. The distance, called Δ MPV, noted below represents the displacement due to the maximum seismic event with a 700 year MRI. The Δ MPV also incorporates the cumulative displacements, over the arrays design life, of smaller seismic events. As a company policy, PanelClaw, Inc., limits the use of this data to Δ MPV displacement of 48" or less. ΔMPV distances are derived from App. B, "Executive Summary: clawFR Seismic Displacement Demands of Unattached Arrays." Using the ΔMPV value above, ASCE 7-16 has adopted the following equations to set the minimum separation between unattached solar arrays and rooftop obstructions. Table 10.1 below lists the required separation per ASCE 7-16. REQUIRED ARRAY CLEARANCES PER ASCE 7-16 Condition #Condition Description Minimum Separation Equation 1 Between separate solar arrays of similar construction (0.5)(Mpv) 2 Between a solar array and a fixed object on the roof or solar array of different construction (Mpv) 3 Between a solar array and a roof edge with a qualifying parapet (Mpv) 4 Between a solar array and a roof edge without a qualifying parapet (2.0)(Mpv) >= 4 ft NOTE: YOU SHOULD PROVIDE SUFFICIENT SLACK IN ARRAY ELECTRICAL WIRING TO ACCOMMODATE ALL POTENTIAL ARRAY MOVEMENT. 10/13/2023 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 7.0 Design Loads - Seismic (Cont.): 7.3.1 Seismic Displacement of Unattached Solar Arrays (Cont.): Sub-Array Information Required Clearances per Condition (in) Min. Provided Clearance per Condition (in) Is Provided Clearance Acceptable (Y/N) Sub-Array Name(s) μ = Slope (deg) ΔMPV (in)1 2 3 4 1 2 3 4 1 2 3 4 1.3 0.64 1 6 3 6 6 48 50 64 428 428 Y Y Y Y 1.4 0.64 1 6 3 6 6 48 50 61 428 428 Y Y Y Y 1.5 0.64 1 6 3 6 6 48 9 52 254 254 Y Y Y Y 1.6 0.64 1 6 3 6 6 48 9 44 96 96 Y Y Y Y 1.8 0.64 1 6 3 6 6 48 43 32 268 268 Y Y Y Y 1.9 0.64 1 6 3 6 6 48 9 23 494 494 Y Y Y Y Table 7.3 - Sub-Array predicted movement, required clearances, provided clearances, and acceptance 10/13/2023 APPROVED FOR CONSTRUCTION 16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" 7.0 Design Loads - Seismic (Cont.): 7.4 Vertical Seismic Force Check: Mechanical attachments may be required for several reasons including building code, roof load limits and array shape. The table below provides the mechanical attachment requirements for each sub-array within this project. Nomenclature: WP = Sub-Array Weight FPV = Vertical Seismic Force FRV = Vertical Seismic Resisting Force Array Information Vertical Force Verification Results Sub- Array Name WP (lbs.) FPV (lbs.) FRV (lbs.) 0.7 FPV - FRV (lbs.) MA's Required Total MA Capacity (lbs.) Total MA's Provided Acceptable 1.1 7,174 1,067 4,304 -3,557 0 3,913 13 Yes 1.2 9,238 1,375 5,543 -4,581 0 6,644 15 Yes 1.3 2,150 320 1,290 -1,066 0 0 0 Yes 1.4 3,583 533 2,150 -1,777 0 0 0 Yes 1.5 2,341 348 1,404 -1,161 0 0 0 Yes 1.6 1,976 294 1,186 -980 0 0 0 Yes 1.7 9,655 1,437 5,793 -4,787 0 797 4 Yes 1.8 8,911 1,326 5,347 -4,418 0 0 0 Yes 1.9 3,747 558 2,248 -1,858 0 0 0 Yes 1.10 3,942 587 2,365 -1,955 0 421 2 Yes 1.11 2,646 394 1,587 -1,312 0 390 2 Yes Total:55,363 lbs.8,238 lbs.33,218 lbs.-27,451 lbs.0 12,165 36 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 10/13/2023 APPROVED FOR CONSTRUCTION 17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW" Appendix A Appendix A18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. Appendix A19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNTS" TILT I CPP PROJECT 11828 -WIND ENGIN EERING & AIR QUALITY CONSULTANTS FINAL REPORT CPP PROJECT 11828 24 MAY2019 PANELCLAW ROOF MOUNT 5° TILT PREPARED FOR: Pane!Oaw, Inc. 1600 O.good St., Suite 2023 North Andover, MA 01845 Mika Jovanovic, PhD Vice President, Applications, Codes&Standards m!ovanovi$aneklaw.com PREPARED BY: Anisa Como, Engineering Manager aconto@cpp,vind.rom David Banks, Ph.D., Principal dbanks@cppwind..com CPP, Inc. 2400 Midpoint Drive, Unit 190 Fort comns, COiorado 80525 USA Tel: +1-970-221-3371 www.cppwind.com Appendix A20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNT 5° TILT I CPP PROJECT 11828 INTRODUCTION Testing to determine wind loads on the Pane!Oaw 5° tilt south-facing roof mow1t solar racking system (Figure 1) was perfom1Ni in a CPP bowtdary layer wind tunnel. A scale model of an indicative array was tested on three different sized flat-roofed buildings. The majority of the tests were conducted on a building with a roof area of 6 by 6 building heights (H). An array measuring 7 modules wide by 10 rows long was tested in 9 roof regions on the 6H by 6H roof_ Additional tests were conducted on a 2H by 2H roof and a 6H by 12H roof, to quantify the effect of building size. AU panels were instrum,mted with pressure taps. The testNi building height was 27 ft, but measured loads were divided by reference pressure at roof height so that results can be applied at any roof height with the appropriate reference pressure. The results of this testing were presented as net gust coe.ffidents to be multiplied by a 3-second gust wind pressure at roof height, which is consistent with the procedures of ASCE 7. The wind nmnel study was conducted in accordance with the wind tunnel test procedures descrtbed in Chapter 31 of ASCE 7-16 (also meeting the requirements of ASCE 7-05 and 7-10), and in accordance with the specifications of ASCE/SEI 49-12, "Wind Tunnel Testing for Buildings and Other Structures". Tests and reporting are also consistent with the requirements of SEAOC PV2 2017, "Wind Design for Solar Arrays"_ Guidance regarding appropriate use of the results of this sn1dy was also provided in the CPP report 11828 "Wind Tunnel T,sts and UNld Axalysis for Pam/Claw Roof Mount 5° Tilt South-facing." SCALE MODEL WIND TUNNEL TESTING Scale model wind tunnel testing is a proven method for accurately evaluating the wind loads on a structure. However, the results of the test are only as valid as the assumptions and methods used to design the experiment, conduct the test, and reduce the data. Detailed information is provided in the full version of CPP 11828 south- facing report. The wind tunnel tests were conducted with a roughness equivalent to an ASCE B (suburban environment) exposure at the scale of 1:40. All testing was done in accordance with the wind tWlnel procedures described in Chapter 31 of ASCE 7-16 (7-10 and 7-05), ASCE/SEl 49-12, and SEAOC PV2- Wind pressures were measured using electronic pressure transducers connected via tubing to pressure taps on the surface of a scale model of the roof monnt array. Measurements were taken at tap locations on the upper and lower surfaces of the panels, as well as on the de.fl.ectors. A correction to the pressure signal was made to acrowtt for any resonance or attenuation in the tubing. A representative array consisting of 10 rows of 7 modules (Figure 2) was constructed for a single tilt of 5• at a scale of 1 :40. The panels were offset from the roof edge by -4 ft (fulJ scale). The pressure model was made with stereo-lithography. Important geometric features of the model were included where appropriate. The model was instrumented with approximately 500 pressure taps on the PV modules and deflectors, selected to adequately define the pressure load on each panel. The model was placed on top of three different size low-tise buildings on a turntable in the wind tWlneL The turntable permitted rotation of the building and model for examination of wind pressures and velocities from any approach wind direction. The model was tested from o• (nominal panelJbuild.ing north) to 350° in 10° increments. - WINO ENGINEERING & AIR QUALITY CONSULTANTS Appendix A21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNT 5° TILT I CPP PROJECT 11828 UPLIFT AND DRAG COEFFICIENTS Statistical analysis generates a net gust normal force coefficient, GCw, combining the gust factor, G, and the net normal forc-e coefficient, CN. The GC,. term relates the peak nonnal force expertenced by a stn,ctural element to the dynamic pressure due to a design 3-second gust immediately upwind in the approach flow. 1his definition for GO, is consistent with ASCE 7 definition, so that the design wind force is then given by: (1) and q, (velocity pressure) is computed at roof height for the site. The nonnal force was decomposed into the lift and drag for the panel and the deilector. For consistency with ASCE 7, a positive GCN acts towards the module's upper surface. ThereJore, negative numbers are associated with lift. The acrompanying uplift coefficient corresponding to maximum drag ls also provided. The sliding coefficients (GCs) of the system can be calculated as a function of drag, accompanying uplift, and friction coefficient. Sliding O«'Ul'S when the lift decreases the resistance agai.nst horizontal forces enough that the horizontal force overcomes the friction holding the system in place. GCs is usually negative unless there is significant downforce. The results are presented as net gust coefficients to be multiplied by a 3-second gust wind pressure at roof height, consistent with ASCE 7 procedures. TI,ey were then incorporated into the WindLab®-Solar layout and calculation tool for use by Panelaaw. The tool allows PanelClaw to lay out modules on a roof and have the loads calculated automatically. ille the well-accepted SEAOC PV2 procedure (which has been included in ASCE 7-16), loads are scaled by building size (height and width) and array size, and include the effect of p,uapets. WindLab®- Solar performs these adjustments automatically based on the building and layout specifics. Alternately, a zoned-roof approach is used where wind load coefficients for each corner and edge zone are provided as a function of the normalized tributary area, A.. 1his acrounts for the effect of building size relative to the size of the tributary area of interest. There is no building size limit in the application of these wind tunnel results. A, is a function of the tributaiy area (A,-..,) which is determined by a structural analysis of tl>e system. For a ballasted system, if a panel will not lift off the roof significantly without requiring that neighboring panels also lift, then all of the neighboring panels can be included in a "cluster''. Since the worst-case loads on all panels in a duster do not occur simultaneously (or even at tl,e same wind direction), wind loads are reduced due to the larger tributary area. Parapets of typical heights have consistently been shown to increase wind loads on roof mounted solar panels for the parts of the roof where loads are dliven by the comer vortices. A parapet factor is provided to ac,:ount for this. Edge factors have also been provided and should be applied to all exposed perirl,eter panels. APPROPRIATE USE OF WIND TUNNEL RESULTS The results given in the wind tunnel report are based upon the study of a generic array located on the roof of a building sited in suburban terrain (ASCE 7 exposure category B). The results are appropriate for upwind open country (ASCE 7 expoSUI'e C) or suburban exposures. The tested PV tilt angle was 5° and the module size tested was 3.35 by 6.5 ft .. -WIND ENGINEERING & AIR QUALITY CONSULTANTS Po,g• 3of6 Appendix A22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNT 5° TILT I CPP PROJECT 11828 In the wind tunnel study, it is assumed that no significant taller structures are located near the roof in question_ A taller nearby building can significantly change the wind flow patterns on the roof, and such situations need to be assessed on a case-by-case basis. Caution should be used in applying these results for modules in the direct proximity of any significant objects on the roof, such as HV AC units, screen-walls, penthouses, elevator nms, etc. These objects will shelter some oi the panels from the winds, but accelerated flow will also be seen near the corners of large objects protruding above the roof. A comprehensive list regarding the appropriate use of the wind tunnel results is included in the full version of CPP 11828 5° tilt south-facing report. REFERENCES American Society of Civil Engineers (2006}, Minimum Design I.cads for Buildings a1td Otha Structures (ASCE 7--05}. American Society of Civil Engineers (2010}, Mini1n11111 Design I.cad!. for Buildings a1td Otha Structures (ASCE 7-10). American Society of Civil Engineers (2012), Wind Tunnel Testing for Buildings and Other Structures (ASCE 49- 12). American Society of Civil Engineers (1999), Wind Tllnro:l Studios ef Buildings and Structures (ASCE Manual of Practice Number 67). Structural Engineers Association of California Solar Photovoltaic Systems Committee, 2017. Report SE.AOC PV2- 2017, Wind Design for Solar Arrays. -WINO ENGINEERING & AIR QUALITY CONSULTANTS Pago4of6 Appendix A23 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNT 5° TILT I CPP PROJECT 11828 FiS"r, 1: P•1telCl•w 5• tilt ,owth-f•cing system -WIND ENGINEERING & AIR QUALITY CONSULTANTS Poga5of6 Appendix A24 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. PANELCLAW ROOF MOUNT 5° TILT I CPP PROJECT 11828 ' Figvrr 2: PanrlClaw s• tilt sowth•fsuri.ng tt.rr11.y 111s t<stcd in tht: wi11d tw11nd -WINO ENGINEERING & AIR QUALITY CONSULTANTS Pago 6ol6 Appendix B Appendix B25 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. Appendix B26 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. -----------------MAFFEI Technical Report PanelClaw ClawFR: Seismic Displacement Demand of Unattached (Ballast-Only) Solar Arrays per ASCE 7-16 10 June 2019 Overview This report provides design values for seismic displacemen t demand when the PanelClaw ClawFR solar panel support system is used for unattached (ballast-only) solar arrays on flat and low-slope roofs of buildings. This report addresses the following versions of ClawFR: • South-facing module orientation with 10-degree module tilt • East-west (dual-tilt) module orientation with 10-degree module tllt • South-facing module orientation with 5-degree module tilt Table 3 presents design seismic displacement (4,.,,) considering a range of values for friction coefficient (representing different roofing materials), roof slope, and seismicity parameters. To determine these demands, Maffei Structural Engineering performed seismic nonlinear analyses. The analyses follow the provisions of ASCE 7-161 Section 13.6.12. A summary is provided herein. Design to accommodate seismic displacement The 4,,,,, values in Table 3 are to be used with the coefficients specified in ASCE 7-16 Section 13.6.12 (summarized in Table l and Table 2). These coefficients determine minimum requirements for separation between solar arrays, roof edges, and fixed objects on the roof. Electrical wiring for the solar array Is to be designed to accommodate the seismic displacement demand, and the roof structure must be capable of supporting the gravity load when the array is in the displaced condition. Table 1 Minimum separation distances for unattached arrays Condition Between separate solar arrays of similar construction Between a solar array and a fixed object on the roof (such a.s equipment, curb, solar array of different construction, or any other obstructJon to sliding) Between a solar array and a roof edge with a qualifying parapet•• Between a solar array and a roof edge without a qualifying parapet Separation• O.So,... 1.00 • .,. 2.0001• :!-. 4 ft. • Importance factors are not included in the separalk!n e,cpressions because, in ASCE 7-16, the building importance factor/, is induded in the calculation of 6--(Per the note in Table 3, multiply tabulated values by 1.25 to determine 6-for Risk Category Ill buildings} While not specifically required by ASCE 7-16, ii an unattached solar array is located adjacent to a component with component importance facto,'•> 1.0 and t, > 1,, we recommend that PanelClaw multiply the separation distance to Iha t component by 1,/1,. •• ASCE 7-16 defines a qualifying parapet at a roof edge or offset as ·not less than 12 inches in height and designed to resiSt a concentrated load applied at the probable points of impact between the curb or parapet and the panel of not less than 0.25o,; times the weight of the panel." Table 2 Other requirements for accommodating seismic displacement of unattached arrays ConsJderatlon Accommodate displacement Gravity support Roof drainage to remain unobstructed Electrical cables and other syilems attached to the arra~ 4IS.3?9-6l00 ) rmffri-Jtro:.tU~ ~ San 11'11JX:iJCO :: Oekbn::I Q Appendix B27 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAw· -----------------T«hnK'-AI Re-port MAFFEI l'SmlCb•' Cl,wl'R ScUi"RK D~ba:IDUII Demand of Um&b:111;:~d(&lla.sa cmly)Solar Array, p::r ASCE7-16 IOJwx-2019 !':TA\IC:TUA/\1 ~NC.IN t liAIN (';. vai~2 Table 3 ASCE 7-16 design seismic displacement demand an,. (in.), from nonlinear analysis, for Risk Category I and II bull dings. For Risk category Ill, multiply the values In this table by/,= 1.25. Coefficient Roof Slope s .. of Friction 0.5 0.75 1.0 1.1 1.2 1.3 1.4 l .S 1.6 1.7 o· 6 6 6 7 8 9 10 12 13 14 Up-slope 6 6 6 6 6 6 6 6 7 8 u· crou-slope 6 6 6 7 8 9 10 12 13 14 Down-slope 6 9 14 16 18 20 22 25 27 30 0.40 Up-slope 6 6 6 6 6 6 6 6 6 6 2.4· cross-slope 6 6 6 1 8 9 11 12 13 15 Down-slope 9 16 25 29 33 37 41 45 49 53 Up-slope 6 6 6 6 6 6 6 6 6 6 4.s· • cross-slope 6 6 1 8 9 10 11 13 14 15 Down-slope 15 30 48 56 64 72 80 88 97 105 o· 6 6 6 6 6 8 8 9 10 12 Up-slope 6 6 6 6 6 6 6 6 6 7 1.2" Cros.-slope 6 6 6 6 6 7 8 9 10 12 Down-slope 6 6 9 11 12 14 16 18 20 22 o.so Up-slope 6 6 6 6 6 6 6 6 6 6 2.4· Cross-slope 6 6 6 6 7 8 9 9 11 12 Down-slo~ 6 10 16 18 21 24 27 31 34 38 Up-slope 6 6 6 6 6 6 6 6 6 6 4.8 .. • Cross-slope 6 6 6 6 7 8 9 10 11 12 Down-slope 10 18 29 35 40 46 53 59 66 73 o· 6 6 6 6 6 6 7 8 9 10 Up-slope 6 6 6 6 6 6 6 6 6 6 1.2· Cross-slope 6 6 6 6 6 6 7 8 9 10 Down-slope 6 6 6 1 8 10 12 l3 15 16 0.60 Up-slope 6 6 6 6 6 6 6 6 6 6 2.4' Cross-slope 6 6 6 6 6 6 7 8 9 10 Down-slo~ 6 6 10 12 14 16 18 21 23 26 Up-slope 6 6 6 6 6 6 6 6 6 6 4.8· • Cross-slope 6 6 6 6 6 6 7 8 9 10 Down-slope 6 11 18 22 26 30 35 39 44 50 o• 6 6 6 6 6 6 6 6 7 8 Up-slope 6 6 6 6 6 6 6 6 6 6 1.2· cross-slope 6 6 6 6 6 6 6 6 7 8 Down-slope 6 6 6 6 6 7 8 10 11 13 0.70 Up-slope 6 6 6 6 6 6 6 6 6 6 2.4· cross-slope 6 6 6 6 6 6 6 6 7 8 Down-slope 6 6 7 8 9 11 12 14 17 19 Up-slope 6 6 6 6 6 6 6 6 6 6 4.8· • Cross-slope 6 6 6 6 6 6 6 7 8 9 Down-slope 6 7 12 14 17 20 23 26 30 34 • In seismic Design Category E and F, u...a1tac-hed arrays are not permitted on roof slope greater lhan 1:20 (2.9 degr~l-Per ASCE 7-16 Section 11.6, Seismic Design Category E and F apply to structur~ located "where the mapped spectra I response acceleration at 1•s period, Si_,. is greater than or equal to 0_7s_• Appendix B28 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW® -----------------MAFFEI Design Earthquake T«lmical ~port PmrlC"b.-wCtn,liR Seismic Dilf,bx.mctl. Demand of Utlillbch:d (&]luhanly}Solar Arnys JXI' ASCF.J.l6 IOJ~:?019 ~) Consistent with the design forces for non-structural components specified in ASCE 7 Chapter 13, rhe design seismic displacement presented In this report corresponds to the Design Earthquake in ASCE 7, which In many locations has a return period of approximately 4 75 years. Sites may also experience smaller, more frequent earthquakes. Our analysis shows that the frequent smaller earthquakes tend to produ~ much smaller displacement -in some cases, no sliding displacement. After any earthquake that causes residual displacement or an array, the array should be checked to verify that It still satisfies all requirements of ASCE 7-16 Section 13.6.12, such as minimum separation and nexibility or electrical wiring. Friction, force path, and interconnection strength The analyses are based on values for coefficient of friction provided by PanelClaw and the assumption that the seismic force path and interconnection strength of the ClawFR system is such that an array responds to seismic shaking by sliding as an Integral unil. Evaluation of force path (per ASCE 7-16 Section 13.6.12.4), interconnection strength (Sectlon 13.6.12.3), and friction testing (SEAOC PVl Section 8) are outside the scope of this report. System description and applicability of ASCE 7-16 Section 13.6.12 ClawFR (Figure 1) by PanelClaw, Inc. is a solar panel support system (racking system) for Installing solar photovoltaic arrays on flat and low-slope roofs of buildings. The system can be structurall·y attached to the roof structure, or it can be unattached (ballast-only), depending on the needs of specific applications. ClawFR consists of a planar grid of steel supports, plus two vertical members at each module supporting the module's high edge. For south-facing module orientation, there are two continuous north-south members per row of panels, and one continuous east-west member per row; for dual-tilt module orientation, there are two east-west members per row, and one north-south member per row. Modules are placed in landscape orientation. Ballast Is supported beneath the modules. Rubber pads are attached to the bottom of the supports. For south-facing module orientation, wind deflectors run beneath the high edge of the modules. Figure 1 ClawFR. 10-degree tilt system pictured, 5-degree system similar. (a) South-facing system, example array. (b) East-west (dual-tilt) system, example array. (c) One module. Appendix B29 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAw· -----------------MAFFEI S:fRU CTURA I FNC'IINFFAINC'I f ecbrucal Rcpun l'a=IC'.bw Cln,FR Scdimic Dilip~mct1 DunandofUr.a~h:dfRallul..oaly) So'-1-Aff'a)'s.p::r ASCE7-l6 IOJame 2019 "'a• 4 We find that the ClawFR system is permitted by ASCE 7-16 Section 13.6.12 to be designed as an unattached system based on its conformance with the requirements of that section, summarized In Table 4: • Building Risk Category: For projects governed by ASCE 7-16, we understand that Panelaaw will use the ClawFR only for buildings within the specified Risk Category and height llmlts. • Maximum roof slope: We understand from PanelClaw that the aawFR system is for roof slopes less than or equal to 1:12 (4.8 degrees). • low-profile configuration: The height above the roof surface to the center of mass of ClawFR arrays ls approximately 6 inches, which Is less than 3 feet and less than half of the least spacing of panel supports. • Design to accommodate seismic displacement demand: This report describes non-linear response history analysis performed by Maffei Structural Engineering to assist PanelClaw in determining the seismic displacement per ASCE 7-16 Section 13.6.12. Table 4 Conditions where unattached (ballast-only) rooftop solar arrays are permitted by ASCE 7-16 Condition Building Risk category Building height Roof ~pe Prescriptive procedure (e<iualion) Analysis/testing without peer review Analysis/testing with peer review Height of center of mass of array above roof surface Design for seismic diSplace ment R"quire ment 1,11,111 s 6 stories s 1:20 (2.9 deg,ees) s 1:20 (2.9 degrei,s) s 1:12 (4.8 deg,ees)* s half the least spacing of the panel supports s 3 feet Accommodate without impact, instability, or loss of support a seismic displacement~ .. • Not permitted for structures assigned to Seismic Design Cat~ory E or F. Analysis models and parameters considered The paper by Maffei et al2 identifies the following key variables that affect the design seismic displacement of unattached nonstructural components, such as solar anrays: • Site selsmicity (characterized by the parameter Sru per ASCE 7) • Roof surface interface (coefficient of friction) • Roof slope In addition, the analyses described here consider the direction of dlsplac~ment wit h respect to roof slope (up-slope, cross-slope, or down-slope) as well as the stiffness of the system. To perform seismic nonlinear response-history analysis, we use computer structural analysis models that capture the key properties affecting the seismic displacement of unattached solar arrays: stick-slip (friction) behavior in horizontal directions, bearing (no-tension) support In the vertical direction, and the Appendix B30 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAW. -----------------T«hn~a.l Rqart P"'iamCb.wCtawFR. MAFFEI Sciumc D"i'laac-OXDI D<mandal"U-mdd(B.llll1-m,ly,Solu A,ny, pa ASICE7-16 10Juno2019 l'\ltd ability to rotate the support surface to simulate roof slope. The models use the structural analysis program OpenSees. Spectral-Matched Earthquake Roof M otions The analyses determine the design seismic displacement 4,"' corresponding to the Design Basis Earthquake using input motions consistent with ASCE 7 Chapter 13 design forces for non-structural components on a roof. This is achieved using roof motions that are spectrally matched to broadband design spectra per AC 1561 (referenced in ASCE 7 Section 13.2.5), plus additional requirements specific to solar arrays per SEAOC PV14 Section 9 (referenced in ASCE 7 Section C13.6.12). Per SEAOC PVl Section 9, Paragraph 4: "Spectrally Matched Rooftop Motions: This method requires a suite of not less than three appropriate roof motions, spectrally matched to broadband design spectra per AC 156 (ICC-ES 2010) Figure 1 and Section 6.5.1. The spectrum shall include the portion for T > 0.77 seconds (frequency 1.3 Hz) for which the spectrum is permitted to be proportional to 1/T." The analyses include seven roof motions. Maffei et al (2014) defines broadband design spectra per these requirements as shown in Table 5. Table 5 Seismic acceleration design spectrum for rooftop solar arrays Pe nod T (sec.) Design spectrum 5, (g) Honzontal acceleration Vertical acceleration for T < 0.01 l.2SM 0.27Sm for 0.01 s T < 0.12 linear interpolauon Linear interpolation for 0.12 S Ts0.7S l .6S,,. 0.67Sm for 0.75 < T. inversely proportional to T inversely proportional to T SEAOC PVl Section 9 Paragraphs 6 and 7 also require: "Each roof motion shall have a total duration of at least 30 seconds and shall contain at least 20 seconds of strong shaking per AC 156 Section 6.5.2. For analysis, a 1hree-dimcnsional model shall be used and the roof motions shall include two horizontal components and one vertical component applied concurrently.~ Motions that were used in this analysis were recorded on the roofs of buildings during past earthquakes, and were selected to satisfy all of the above criteria. We obtain the recorded motions from the CSMIP database (CESMD 2008), and the records are selected to be consistent with records used in published research on this topic (Maffei 2014). We use the software EZ-FRISK version 7.62 (Fugro N.V., 2011) which uses a time-domain procedure to perform spectral matching of the recorded motions to match the broadband design spectra in Table 2. The design seismic displacement values include results from 4760 analyses: We consider 200 cases of project conditions (4 coefficients of frict ion, 5 roof slopes, and 10 levels of seismicity parameter Sos); each case considers 7 earthquake motions and 4 orientations of each motion with respect to roof slope (except for the tero-slope cases, where orientation has no effect). We also performed a sensitivity study consisting of 38,080 additional analyses to evaluate the effect of the stiffness of the system. Appendix B31 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com ® PANELCLAw· -----------------MAFFEI ST!HIC:TllAAl FNGIN r F AING T«bnical Re-pen P=IClaw ci-fll Sci•ric D"'l'i... ..... o.manc1oru,,,uxt,.,d(llall&<,-)y)Sollr fl,ny, p« ASCP. 7-16 10 Junie2019 l'mt,ea Design seismic displacement demands are calculated as 1.1 times the average of the peak displacement values from the analyses, consistent with the recommendations of SEAOC PVl Section 9. Recommendations for Design For designs governed by ASCE 7-16, we recommend using Table 3 to determine the design seismic displacement demand, On,pw, of unattached solar arrays that have the friction and stiffness properties assumed in this report. The Qnp,, values are to be used with the coefficients specified in ASCE 7-16 Section 13.6.12 (summarized in Table 1 and Table 2 of t his report) to determine minimum requirements for separation between solar arrays, roof edges, and fixed objects on the roof, as well as displacement that must be accommodated by electrical wiring and gravity support for the array. For cases where SOS, roof slope, and/or coefficient of friction for a project Is between the values listed In Table 3 use linear interpolation. Unless the values presented in this report are validated by an independent peer review, t5,.,,,. shall not be taken less than 80% (per ASCE 7-16 Section 13.6.12.2) of the prescriptive procedure of ASCE 7-16 equation 13.6-1 and shall not be used on roof slope greater than 1:20 (2.9°, per Section 13.6.12.7). Maffei Structural Engineering Joe Maffei, S.E. Ph.D, LEED AP Principal joe@maffei-structure.com 1.Amencan Societif al Ovit (J'\ltMn [ASCl), 2015,. ·MinrmlJffl Des&p Lod and .usod~TH!'.d CntMia for 81.llldlnp~ndOtherStructutts.,· ASa 116, lltes-tt>r\ VA. :t Maffa1,. J .• h1hali, $.., lelle~~ K..~ W~rd.. fl. :anti Schl!lle11be.rg. A.., 21)14., '"'Setsmlc des-.ign of b~b~ sot:u ,1rr2VJ. Dl'I )o..,,...dope roofs. .. Journal of .S.rrucroml En~"""fl 140fl~ 1 9,doi,10-1061/(ASCl)Sl.1.90 "41JUl00086> 1 mtl!mat»n.al Code-Counol (nJLQtion ServlCe fltt CS), 2010. .,Ac.cl!pbncl! Cr1tttri.:I for !tl!tmtt: Cl!n:4Janon. b'f Shake I .:,ble tes:tl~ oi1 Nomtrur:tur.11 Components.• AC J..s.6, Country Club HIib, n. • itnJctun1 (ngineen. .l.ssocbtlarn of 0.&fonua fSLAoc::), 2012, ~tnJct'.Jnl ~muc ltea111remenu. and tomml!ntlrv for 111:ooftap Sat,ar Phc1DVcltaic ~-• $LA« />Vl·Ml1, ~r.amcnto. CA. PANELCLAW CONSTRUCTION DOCUMENTS (BY OTHERS) (FOR REFERENCE ONLY) RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SETRACKING CONSTRUCTION SET GENERAL NOTES: 1. ALL SITE, PROJECT, AND BUILDING DETAILS ARE PROVIDED BY CUSTOMER OR GENERATED VIA SATELLITE IMAGERY FROM INFORMATION PROVIDED BY CUSTOMER. PANELCLAW IS NOT RESPONSIBLE FOR SITE INACCURACIES THAT COULD LEAD TO CHANGES TO THESE DRAWING DETAILS AND ARRAY LAYOUT CONFIGURATIONS. ALL INFORMATION CONTAINED WITHIN THESE DOCUMENTS ARE TO BE FIELD VERIFIED BY CUSTOMER AND INSTALLER. ANY CHANGES OR MODIFICATIONS TO THESE DOCUMENTS, CONTAINED INFORMATION, OR FINAL ARRAY AND MOUNTING SYSTEM INSTALLATIONS MUST BE SUBMITTED TO PANELCLAW AND OTHER PROJECT AUTHORITIES FOR APPROVAL. 2. REFER TO AND FOLLOW THE APPROPRIATE PANELCLAW INSTALLATION MANUALS AND PROCEDURES DURING THE INSTALLATION PROCESS. NOT FOLLOWING SUCH PROCEDURES AND METHODS COULD RESULT IN DAMAGE TO THE COMPONENTS OR MAY VOID THE PRODUCT WARRANTY. 3. ARRAY SETBACKS: ALL ARRAYS ARE REQUIRED TO BE SETBACK 4-FEET FROM ALL ROOF EDGES UNLESS OTHERWISE SPECIFIED AND CALLED OUT ON THE ARRAY DIAGRAMS ON THIS PAGE OR ON ADDITIONAL ARRAY BALLAST PAGES 4. REFER TO THE SPECIFIC ARRAY BALLAST SHEETS FOR BALLASTING REQUIREMENTS BASED ON THE PROVIDED SITE INFORMATION 5. SYSTEM PSF INCLUDES ALL PANELCLAW RACKING COMPONENTS, MECHANICAL ATTACHMENTS (IF APPLICABLE), PV MODULE AND BALLAST BLOCKS. FOR MAXIMUM SYSTEM POINT LOAD SUMMARY (PLS), REFER TO CALCULATIONS. 6. PANELCLAW AND/OR PANELCLAW CONSULTING ENGINEERS ARE NOT RESPONSIBLE FOR DETERMINING THE ADEQUACY OF THE STRUCTURE TO SUPPORT LOADS IMPOSED BY THE ARRAY AND MOUNTING SYSTEM. SUPPORT STRUCTURE TO BE CHECKED BY OTHERS 7. ALWAYS ALLOW 6” CLEARANCE BETWEEN NEIGHBORING SUBARRAYS, 6” BETWEEN SUBARRAYS AND ALL FIXED ROOF OBJECTS AND 4' BETWEEN SUBARRAYS AND ROOF EDGES. REFER TO LOCAL FIRE CODES AND ELECTRICAL CODES FOR ADDITIONAL REQUIREMENTS WHICH MAY GOVERN DESIGN. SUBARRAYS THAT USE A SEISMIC ANALYSIS METHOD OF DELTA MPV PER SEAOC OR ASCE 7-16 HAVE THEIR OWN CLEARANCE REQUIREMENTS. REFER TO THE BALLAST LAYOUT SHEETS WITHIN THIS DOCUMENT FOR DETAILS. 8. BALLAST BLOCK DIMENSIONS MUST CONFORM TO THE FOLLOWING SPECIFICATIONS: 3-3/4” THICK MAX., 7-5/8” ± 1/8” WIDTH, 15-5/8” ± 1/8” LENGTH. 9. IF AN ARRAY CLEARANCES TABLE APPEARS BELOW ON THIS PAGE, THE DESIGN UTILIZES THIRD PARTY SEISMIC NON-LINEAR RESPONSE ANALYSIS TO ESTIMATE MAXIMUM ARRAY SEISMIC DISPLACEMENT. THE PREDICTED MOVEMENT IS ONLY AN ESTIMATE. PANELCLAW IS NOT RESPONSIBLE OR LIABLE FOR ANY DAMAGES OR COSTS ASSOCIATED WITH PV ARRAY MOVEMENT INCLUDING MOVEMENT IN EXCESS OF THE CLEARANCES NOTED IN THIS DOCUMENT OR ANY REQUIREMENT TO REPOSITION THE ARRAYS IF MOVEMENT OCCURS. 10. DEFLECTORS MUST BE INSTALLED WHEN WINDS ARE EXPECTED TO EXCEED APPROX. 25% OF WIND SPEED DOCUMENTED IN SITE DESIGN CRITERIA TABLE. DEFLECTORS ARE REQUIRED ON ALL MODULES UNLESS OTHERWISE NOTED ON BALLAST LAYOUT PAGES. REQUIRED ARRAY CLEARANCES PER ASCE 7-16 CONDITION DESCRIPTION MINIMUM SEPARATION 1 BETWEEN SEPARATE SOLAR ARRAYS OF SIMILAR CONSTRUCTION (0.5) (Mpv) 2 BETWEEN A SOLAR ARRAY AND A FIXED OBJECT ON THE ROOF OR SOLAR ARRAY OF DIFFERENT CONSTRUCTION (Mpv) 3 BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITH A QUALIFYING PARAPET (Mpv) 4 BETWEEN A SOLAR ARRAY AND A ROOF EDGE WITHOUT A QUALIFYING PARAPET (2.0) (Mpv) >= 4ft NOTE: SUFFICIENT SLACK IN ARRAY ELECTRICAL WIRING MUST BE PROVIDED TO ACCOMMODATE ALL POTENTIAL ARRAY MOVEMENT. Site Design Criteria - Flat Roof PV System Basis of Design Roof Live Load (psf)20(see footnote 1) Ground Snow Pg (psf)0 Flat Roof Snow Pf (psf)0 Snow Importance Factor (Is)1.0 Wind Design Data Basic Wind Speed (mph)96 Risk Category II Wind Exposure C Earthquake Design Data Risk Category II Importance Factor (Ie)1.00 Component Importance Factor (Ip)1.0 Mapped Acceleration Parameter (Ss)0.930 Mapped Acceleration Parameter(S1)0.342 Seismic Site Class D Design Spectral Acceleration Parameter (Sds)0.744 Design Spectral Acceleration Parameter (Sd1)0.446 Seismic Design Category (SDC)D Basic seismic-force-resisting system(s)ASCE 7 sec. 13.6.12 & roof anchors Base Design Shear = Fp x W 0.36 W Response Modification Factor (R)2.5 Analysis Procedure ASCE 7 sec. 13.6.12 & ASCE 7 sec. 1. Roof Live Load only applicable to areas not covered by PV modules. Reference SEAOC Design Guidelines AERIAL PHOTO / SITE DIAGRAM APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA COVER SHEET PC-11 23.09.22.1 v3.0.9404.9.2 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 I n i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 13.3/4 Design Code (with local amendments)2022 California BC -ASCE 7 - 16 ALTERNATE DESIGN METHOD -SEAOC PV2 SHEET INDEX NO.DESCRIPTION PC-1 COVER SHEET PC-2 PROJECT SUMMARY PC-3 ARRAY SITE MAP PC-4 TYPICAL ARRAY DIMENSIONS PC-5 ASSEMBLIES PC-6 RACKING COMPONENTS PC-7 BALLAST LEGEND PC-20 ADDITIONAL DETAILS PC-8 TO PC-18 BALLAST LAYOUT - 1 TO 11 PC-19 MECHANICAL ATTACHMENT DETAIL SunRenu Green Builders THIS CONSTRUCTION SET PROVIDES THE RACKING LAYOUT FOR ALL ARRAYS WITH NUMBER OF BALLAST BLOCKS AND/OR MECHANICAL ATTACHMENTS BASED ON THE APPROVED STRUCTURAL CALCULATIONS FOR THE COMPLETED INSTALLED CONDITION OF THE SOLAR ARRAY. THE INSTALLER IS RESPONSIBLE FOR THE SAFETY AND CARE OF THE ARRAY DURING ALL PHASES OF INSTALLATION. THEREFORE, THE INSTALLER MUST MONITOR THE WEATHER FORECAST AND TAKE NECESSARY PRECAUTIONS (SEE GENERAL NOTE #10) TO TEMPORARILY SHORE/BRACE ALL ARRAYS DURING CONSTRUCTION UNTIL INSTALLATION IS COMPLETED IN CONFORMANCE WITH THIS APPROVED CONSTRUCTION SET AND THE PRODUCT INSTALLATION MANUAL (SEE GENERAL NOTE #2). THE INSTALLER HAS SOLE RESPONSIBILITY FOR THE MEANS, METHODS, AND TECHNIQUES OF CONSTRUCTION OF THE SOLAR ARRAY FOR COMPLIANCE WITH LAWS, REGULATIONS, AND CODES, AND FOR THE SAFETY OF CONSTRUCTION APPLICABLE TO THIS WORK. 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • •• r • T • • • ► . . • I I , I I , I I I • . , , I • , • , .. , ' "" .. -'"! "' .,,, "' 2 .. .. ~ ~ ' ~--.. ,., .. ,. C .. !! l'l ~ .. ,f~ ~ ~ ' I! • , •• r • • • , • • , , , , , , I • .,6. .,6_ ~ • • , I I • I • • . . I I I I •• . , , , I I T , T , T • ~ • • • • I • . • • • . I• I I , • . , .... THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 . - RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: SITE MAP A PC-2NTS RACKING CONSTRUCTION SET Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA PROJECT SUMMARY PC-21 23.09.22.1 v3.0.9404.9.2 clawFR 5 Degree - 18 cm PROJECT PART QUANTITY ITEM PART NUMBER QTY Base 500050202 978 BASE, 02, CFR Module Connector 500052304 756 MODULE CONNECTOR, 1150, 5D, CFR Rail 2000895 1223 RAIL, 2500, CFR Cam 5000515 756 CAM, 5D, CFR Cam Claw 2000673 756 CAM CLAW, CFR Deflector 200089905 378 DEFLECTOR, 5D, 2300, CFR Bolt 2000697 3995 BLT, HEX FLG, TRI, M6X16, GR8.8, PATCH Base Pad 2000678 0 PAD, BASE, CFR CONCRETE MASONRY UNIT N/A 693 BLOCK, CONCRETE, 32.6 LB, - Xin x 8in x 16in NOMINAL, PARTNER SUPPLIED, SEE INSTALLATION MANUAL APPROVED FOR CONSTRUCTION MECHANICAL ATTACHMENT PART QUANTITY MA Hardware Kit 5000423 4 HW KIT, MA STRUT, 2500, CFR MA Strut 2000930 36 MA STRUT, 2500, CFR Mechanical Attachment TBD 36 To Be Determined (U-Anchor 2600) TOTAL MECHANICAL ATTACHMENT COUNT 36 PROJECT SUMMARY MODULE TYPE JA SOLAR JAM72D30-540/MB MODULE DIMENSIONS (IN.)89.69 X 44.65 X 1.38 NUMBER OF MODULES 378 MODULE WATTAGE (W STC)540 SYSTEM SIZE (kW STC)204.12 SYSTEM WEIGHT (LB)55363 SYSTEM AREA (SQ FT.)12413 AGGREGATE SYSTEM LOAD (PSF)4.46 NUMBER OF ARRAYS 11 ARRAY TILT (DEG)4.44 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 Roof 1 SunRenu Green Builders NOTE: THE ROOF HAS A MINIMUM 1/4" / 1'-0" SLOPE SUFFICIENT ALONG WITH THE DRAIN LOCATIONS. ROOF SLOPE 1/4" / 12" PREVENTS PONDING WITH DUAL DRAINAGE SYSTEM (PRIMARY AND SECONDARY) INSTALLATION PER AS-BUILT SHEET A2.1 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW ® 0 --t --~ ----------, y ~ --l'I· - I ---. -'{ '{ '{ -'{ )-. y -I I • I y ' I I 5 • I ) )" ~ I I ... I _.,, I l... \.. , \. \. l... ------------ ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY SITE MAP A PC- NTS EXISTING ROOF PERIMETER ARRAY # (TYP) ROOF SETBACK (TYP) KEEPOUTS (TYP) # RACKING CONSTRUCTION SET NOTES: 1. ALL DIMENSIONS SHOWN ARE BASED UPON INFORMATION PROVIDED TO PANELCLAW. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION OF THE SOLAR ARRAY. NOTIFY PANELCLAW OF ANY DISCREPANCIES. APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA ARRAY SITE MAP PC-31 23.09.22.1 v3.0.9404.9.2 ROOF NAME ROOF SETBACK (FT.) ROOF HEIGHT (FT) PARAPET HEIGHT (FT) ROOF TILT (DEG) Roof 1 4.00 28.00 6.0 1 KEEPOUT NAME KEEPOUT CLEARANCE (FT.) KEEPOUT HEIGHT (IN.) Group 1 3 72 Group 2 3 24 3 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 I n i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 46' 1' 53' 60' 9' 120' 12' 176' 24' 64' 65' 133' 291' 1 2 3 4 5 6 7 8 9 10 11 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 --t ,-------------------------------------------------------1 -I L 17 71 I I I I I I I I ----------~ --I I I I L - - -L - -J - - - J I I I I I I L - - - ------~ -- i I □ l===l====!==o--_ -_ , I p I ' I .___.____._..,__ ........ _..___.___, _ _._ ....... ___. - J L -T- l~ ,--.,---- - - - - J () al I I I []/ j/c I - I I I ,-. \ . / '\ ,_) / -, _, _ _J_ I I I I I □ I I - - ~ ILJ1I I I I -;i - I I I I I I : I : l=====l====l====l=====l==l=====l====l====l=l==l=====l====½====l====l=~I I ~ - - I I I ' - I L 1l_fl - L I ' I I J I I --- (,-) ,_, ' / I I ----------------------, I I I I I I~ I I L ______________________________ _ I ' --1 I - - - L I 111 - - i I • I IL - □ - -J ' - - -I I I I I I I I I I I 1 1 I I I c:::=I ::::!=I ===JI, 1-+-1-1 ➔'~===!::I ====l1• I I~===!:=~ I I I I ~-t-'--1; 1 -77 I_J.-[J II -------____..L -b_ -=--dJ I ' I ' 1',/ 0 , .I - ' --'4270 -~ tf -~ --~ ~-- ~ "/ \ ' I 180 s c-- ' 90[ THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 . - A(REPEAT DIMENSION EAST-WEST) PL(PANEL LENGTH) M(PROJECTEDPANEL WIDTH) B(REPEAT DIMENSIONNORTH-SOUTH) D 19 mm (0.748 in) C J PT P D PW O W X N G 32 . 9 m m ( 1 . 2 9 5 i n ) ° S(ON-MODULEBASE SPACING) L(BETWEEN-MODULEBASE SPACING)R AEBE K 'L' RAIL INSTALLATION:USE THE OUTER SET OF HOLES WHEN INSTALLING RAILSBETWEEN MODULES. 'RAIL ON “L” SPACING IS ALWAYS ON TOP OF RAIL ON “S”SPACING. THIS INSTALLATION SEQUENCE IS CRITICAL TOSYSTEM PERFORMANCE. FOR MORE INFORMATIONREVIEW THE INSTALLATION MANUAL AND VIDEOS. RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: ARRAY TOP VIEW B NTSSCALE: ARRAY CROSS SECTION VIEW A NTS SCALE: RAIL DETAIL C NTS RACKING CONSTRUCTION SET Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA 1 23.09.22.1 v3.0.9404.9.2 INSTALLED ARRAY DIMENSIONS A B C D G J K M N O P R W X Theta (DEG) D/J (#:1) G.C.R.* mm 2297 1305 99 175 146 88 164 1131 111 61 42 490 181 139 4.44 1.99 0.87UNITS inches 90.43 51.39 3.91 6.88 5.73 3.45 6.46 44.51 4.36 2.39 1.67 19 1/4 7.14 5.47 4.44 1.99 0.87 * G.C.R = (PW) / B INSTALLATION MEASUREMENTS AEBE S L CAM SPACING* mm 460 1247 1050 49UNITS inches 18 1/16 49 1/8 41 5/16 1 15/16 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. MODULE DIMENSIONS PL PW PT mm 2278 1134 35UNITS inches 89.69 44.65 1.38 PC-4 PC-4 PC-4 TYPICAL ARRAY DIMENSIONS PC-4 APPROVED FOR CONSTRUCTION 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • d ~ ,_,, ~\lof s~~ 1/~ ··-1( ~ ~ ,._; Q !:2 ~ ~ S 4993 g: "' "' *M "* "';-"11ucrull"' ~.,,. -11: o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. _C -i I ~ ~ CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY -CT8 PROJECT NUMBER . lfll IIFl'l ltil lff Ifill lfll 'fll /RI ® r- t -. I 1 I ~ I I j ! I I I PANE LC LAW® I ' -S-_ II 8 ! I I I I I I ' I I I I ' I I I I .i ,1 I ~~---=r M B ~ ~ ~ ~ 8 ~ I 0 'I -I I I I ' I I I ' I I I -~11 ! I I I I I I ' I I I I ' I I I I I I ' ~ -, M lf ~ ~ ~ ~ lf ~ r- ~I I I . -11 ! I I I I ' I I I I I I ' I I I I I I ' -t I I I I ~ ' I I I • I J ! ~ ll ~ I n lf lt " --- H M JIii ltll ' -~~ ,•-,_ - - ' I I I I I I ' I I I I I ' I I I I _JJ " '"" "" "" '" " h -· . . • -· . . • . 111111 llll lillll Ill lillll !BIi ~ ~--t -- '--- -------pit• ----. / ' / \ / \ ' \ j I ' ' / ·----·-. - .. '"· ) ~=o ' 0 =_y ) ·- ,,---- ( I / ' . ·--_,, I ' ' ~ I I I BASE HOLE "2" BASE HOLE "1" BASE HOLE "1" BASE HOLE "2" BASE HOLE "3" BASE HOLE "3" BASE HOLE "3"BASE HOLE "1"BASE HOLE "2"BASE HOLE "2" ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER CAM SPACING BASE HOLE "1"BASE HOLE "2"BASE HOLE "1"BASE HOLE "2" ORIENTATION MARKERORIENTATION MARKER RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM SPACING DETAIL A NTS SCALE: NORTH ASSEMBLY B NTS SCALE: SOUTH ASSEMBLY D NTS SCALE: MIDDLE ASSEMBLY C NTS SCALE: NORTH SOUTH ASSEMBLY E NTS SCALE: EXAMPLE ARRAY CONSTRUCTION F NTS RACKING CONSTRUCTION SET Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA ASSEMBLIES PC-51 23.09.22.1 v3.0.9404.9.2 APPROVED FOR CONSTRUCTION 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 PC-5 PC-5PC-5 PC-5 PC-5 PC-5 STANDARD ASSEMBLY QUANTITY NORTH ASSEMBLY 188 SOUTH ASSEMBLY 188 MIDDLE ASSEMBLY 346 NORTH SOUTH ASSEMBLY 34 NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE CAM SPACING mm 49UNITS inches 1 15/16 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 ,-, - '' ''' ----~~-\ '1 ii ,-~.CC-\_C --:::::_--:::::_--:::::_--:-1 I ,/ I L_~,' lt n 0 0 ~ b-t: I I ~ ~:;,"'"i 'IT 11·-( ii I 11 I 11 I \I I 1\ J! I& I J 0 >- ~ ·4 ¢ (i~:'-, if r \!'-( ,I I :Jr}/ 1\ I 1 Ii I 11 I ~ ,; 1\:J I L~~ ~ t: -d :'f '>, I.: "°ti' "'"' ,, ,,,,,,, ,, :'.':, -- ,7--<\ r1~,e.·, .nc 11 !'I'~\" u \11 j ii I ,I I 11 I ! " "' ~ Lo -0 t: -d ,-s-4 \\-,s-"-;;--J:Jl 1-,~_,.. - Ii \ ii 11 I 11 I 1'1, ,.I = :J= '••·,,,,,.~ '•·,,,,,,,,,,,.~. '•,,,_:~::---- •• ~'',,, __ ,.---_-_ •• THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANE LC LAW® 0 NOTE:EXAMPLE BALLASTING SHOWN ON THISPAGE IS FOR REFERENCE ONLY AND DO NOTREFLECT TYPICAL BALLAST PLACEMENT.REFER TO BALLAST MAP SHEETS FOR ARRAYSPECIFIC BALLAST REQUIREMENTS. BASE RAIL CAM BRACKETAND CAM CLAW TRANSPARENT MODULE MODULE CONNECTOR DEFLECTOR RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: CAM BRACKET C NTS SCALE: CAM CLAW B NTS SCALE: RAIL F NTS SCALE: BASE D NTS SCALE: MODULE CONNECTOR E NTSSCALE: DEFLECTOR G NTS SCALE: EXAMPLE RAIL AND BLOCK CONFIGURATION A NTS RACKING CONSTRUCTION SET Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA 1 APPROVED FOR CONSTRUCTION PC-6 RACKING COMPONENTS 23.09.22.1 v3.0.9404.9.2 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 PC-6 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANE LC LAW® 0 MECHANICAL ATTACHMENTAT INDICATED LOCATION NOTE:EXAMPLE BALLAST ANDATTACHMENTS SHOWN ON THISPAGE ARE FOR REFERENCEONLY. REFER TO BALLAST MAPSHEETS FOR ARRAY SPECIFIC BALLAST/ATTACHMENTREQUIREMENTS. BALLAST QUANTITY:"#"=QUANTITY OF BALLAST BLOCK INSTALLED CENTEREDUNDER MODULE IF NO BALLAST QUANTITY SHOWN, DO NOT PLACE BALLAST SEE INSTALLATION MANUAL FOR NOTES ON INSTALLINGMORE THAN FOUR BALLAST BLOCKS PER MODULE DO NOT INSTALL ADDITIONAL RAIL TO HOLDBALLAST ON MODULES WITH NO BALLASTSHOWN. 4 3 3 5 252 2 2 4 5 BALLAST BLOCKS REQUIRE TWO (2) RAILS. RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: B NTSSCALE: A NTS RACKING CONSTRUCTION SET Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA 1 PC-7 BALLAST LEGEND APPROVED FOR CONSTRUCTION 23.09.22.1 v3.0.9404.9.2 PC-7 PC-7 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 ' •-~ ,_ l I I I ' I I ' I I I I I ~ I I I ' I I I I ' I I I I I I ' I I I I ' I I I I I I . ' ' ' l I I ' -I I ' I I I I I -I I I ' I I I I ' I I I I I I ' I I I I ' I I I I I ,u I I I I ' I I ' I I I I I I I I I I ' I I I I I I ' I I I I ' I I I I I I ' ' ' ---,~fl I I ' I I ' I I I I I -, I I I ' I I I I ' I I I I I I ' I I I I ' I I I I I ,/J ARRAY CROSS SECTION VIEW ifll ' ~ -- . I \ 1,, ~ " ------------------------- - • " '=,..=c.. -~ ' " 111!\I ' . • • ! -- 1"11 ., ,. •·== lltll ifll ITTli ' ' ' ' - . . . "•, I -I < >, - "-'/ ' I //"r. " ' \ ' ~ / ' ' -/, 0 ' --' C -. ~ Iii . )' =·•="~ ==,= ~~--. " ' • • ' I :I I • :1 J ! -- I 11'1 iii -=1i=~= =>:=Ii==== . -!!:ti ARRAY TOP VIEW ifll " / ,, / V " ~ I / I / / 1, . 1:, ' - ' -• - C / ' 1: ~:Ii ~ ·,="""lf' =--,,---=, ,----------,,_ ' ' ~ ·" '•rn " Ii I' ' ~! • • • -- r11 1111 -==,i,=~= =~=,;====·-- ml ifll l'fil ,. I: e lj I I I' ' ~ - ~ ITT] =, ,, ~"=' r • 1· • ~ 0 r 111 , . . ,,_ ml lill ' "' ,, "" ' t~ ~ ,a• ~-== a --' , ... ., lliJ ~ THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 . - RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.1 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 41 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 22.14 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 106 Module Connector 82 Rail 146 Cam 82 Cam Claw 82 Deflector 41 Base Pad 0 Ballast Block 108 Mechanical Attachment 13 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 7174 ARRAY AREA (SQ. FT)1346 ARRAY LOAD (PSF) 5.33 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) N/A CONDITION 2 (in.) N/A CONDITION 3 (in.) N/A CONDITION 4 (in.) N/A APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.1 PC-81 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.1 PC-8 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 2 2 1 2 3 3 2 5 2 1 5 1 3 2 3 4 5 5 5 2 4 11 35 3 33 5 2 4 2 2 2 5 538.91' 60.23' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 24 SOUTH ASSEMBLY 24 MIDDLE ASSEMBLY 34 NORTH SOUTH ASSEMBLY 0 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 . 1◄ />-. />-. />-. />-. --t V V V V ~ A ' , V A < X > V A A '<:/ < , V l'I· --. - />-. />-. />-. />-. V V V V • A '<:/ N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.2 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 79 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 42.66 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 194 Module Connector 158 Rail 221 Cam 158 Cam Claw 158 Deflector 79 Base Pad 0 Ballast Block 74 Mechanical Attachment 15 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 9238 ARRAY AREA (SQ. FT)2587 ARRAY LOAD (PSF) 3.57 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) N/A CONDITION 2 (in.) N/A CONDITION 3 (in.) N/A CONDITION 4 (in.) N/A APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.2 PC-91 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.2 PC-9 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/12" = 1'-0" 1 1 3 1 15 1 5 5 1 5 1 1 1 2 1 2 3 2 4 2 3 2 3 2 3 2 3 2 3 3 34.60' 135.59' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 20 SOUTH ASSEMBLY 20 MIDDLE ASSEMBLY 102 NORTH SOUTH ASSEMBLY 16 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 --t ~ . . 0 l'I· --. - : : : : : : I I I I I I I I I I : • N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.3 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 14 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 7.56 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 38 Module Connector 28 Rail 45 Cam 28 Cam Claw 28 Deflector 14 Base Pad 0 Ballast Block 29 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 2150 ARRAY AREA (SQ. FT)461 ARRAY LOAD (PSF) 4.66 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.3 PC-101 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.3 PC-10 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 4 4 4 1 3 1 3 2 1 3 3 13.09' 37.62' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 8 NORTH SOUTH ASSEMBLY 0 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 --t ~ --- • I I I I I flt•--. - I I I I I I • I I I I I I N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.4 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 25 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 13.5 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 64 Module Connector 50 Rail 81 Cam 50 Cam Claw 50 Deflector 25 Base Pad 0 Ballast Block 44 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3583 ARRAY AREA (SQ. FT)820 ARRAY LOAD (PSF) 4.37 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.4 PC-111 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.4 PC-11 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 3 2 3 3 3 1 3 3 1 2 3 1 2 3 2 1 3 2 3 26.00' 52.69' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 14 SOUTH ASSEMBLY 14 MIDDLE ASSEMBLY 22 NORTH SOUTH ASSEMBLY 0 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 --t ~ . . . . I I I I I I I I I I I I I I I I I I I I I I I I flt•--. - I I • N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.5 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 15 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 8.1 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 40 Module Connector 30 Rail 52 Cam 30 Cam Claw 30 Deflector 15 Base Pad 0 Ballast Block 32 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 2341 ARRAY AREA (SQ. FT)493 ARRAY LOAD (PSF) 4.74 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.5 PC-121 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.5 PC-12 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 3 3 3 1 3 1 1 3 2 2 3 2 2 3 30.30' 37.62' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 10 SOUTH ASSEMBLY 10 MIDDLE ASSEMBLY 10 NORTH SOUTH ASSEMBLY 0 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 --t ~ . . I I I I I I I I I I I I flt•--. - I I • N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.6 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 12 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 6.48 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 32 Module Connector 24 Rail 38 Cam 24 Cam Claw 24 Deflector 12 Base Pad 0 Ballast Block 29 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 1976 ARRAY AREA (SQ. FT)395 ARRAY LOAD (PSF) 5.01 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.6 PC-131 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.6 PC-13 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 3 1 3 1 4 3 4 3 3 4 13.09' 30.08' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 8 SOUTH ASSEMBLY 8 MIDDLE ASSEMBLY 8 NORTH SOUTH ASSEMBLY 0 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 --t ~ r -- • I I I I I flt•--. - I I I I I • I I I I I N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.7 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 60 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 32.4 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 160 Module Connector 120 Rail 208 Cam 120 Cam Claw 120 Deflector 60 Base Pad 0 Ballast Block 136 Mechanical Attachment 4 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 9655 ARRAY AREA (SQ. FT)1974 ARRAY LOAD (PSF) 4.89 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) N/A CONDITION 2 (in.) N/A CONDITION 3 (in.) N/A CONDITION 4 (in.) N/A APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.7 PC-141 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.7 PC-14 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/12" = 1'-0" 3 3 2 3 3 3 5 1 4 3 3 2 1 3 2 2 4 3 3 2 3 3 2 3 2 3 1 3 2 2 2 3 2 5 3 3 3 3 2 2 3 4 2 3 2 1 2 3 2 2 5 30.30' 143.12' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 36 SOUTH ASSEMBLY 36 MIDDLE ASSEMBLY 44 NORTH SOUTH ASSEMBLY 4 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 --t ~ . -, I I I ~ I I I CJ CJ I I I l'I· --. - CJ CJ CJ CJ I I I I I I I I I I I I I I I I I I I I I I I I 8 I I I I I I I I I I I I I ~ I • ~ N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.8 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 71 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 38.34 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 180 Module Connector 142 Rail 218 Cam 142 Cam Claw 142 Deflector 71 Base Pad 0 Ballast Block 87 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 8911 ARRAY AREA (SQ. FT)2329 ARRAY LOAD (PSF) 3.83 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.8 PC-151 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.8 PC-15 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/12" = 1'-0" 3 2 3 2 3 2 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 5 3 1 3 1 3 1 1 2 17.40' 143.12' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 38 SOUTH ASSEMBLY 38 MIDDLE ASSEMBLY 66 NORTH SOUTH ASSEMBLY 0 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 --t ~ l'I· --. -. -- I I I I I I I I I I I L I I I I I N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.9 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 17 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 9.18 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 56 Module Connector 34 Rail 83 Cam 34 Cam Claw 34 Deflector 17 Base Pad 0 Ballast Block 68 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3747 ARRAY AREA (SQ. FT)567 ARRAY LOAD (PSF) 6.61 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) 3 CONDITION 2 (in.) 6 CONDITION 3 (in.) 6 CONDITION 4 (in.) 48 APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.9 PC-161 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.9 PC-16 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 5 5 5 5 5 5 5 5 4 3 3 3 2 3 3 4 3 13.09' 82.83' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 8 SOUTH ASSEMBLY 8 MIDDLE ASSEMBLY 4 NORTH SOUTH ASSEMBLY 14 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 --t ~ -- • I I I I I I I I I I I I flt•--. - I I I I I • N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.10 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 26 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 14.04 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 66 Module Connector 52 Rail 83 Cam 52 Cam Claw 52 Deflector 26 Base Pad 0 Ballast Block 52 Mechanical Attachment 2 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3942 ARRAY AREA (SQ. FT)853 ARRAY LOAD (PSF) 4.62 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) N/A CONDITION 2 (in.) N/A CONDITION 3 (in.) N/A CONDITION 4 (in.) N/A APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.10 PC-171 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.10 PC-17 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 3 2 2 2 2 3 2 3 1 3 1 1 2 2 1 4 5 3 5 3 2 26.00' 52.69' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 14 SOUTH ASSEMBLY 14 MIDDLE ASSEMBLY 24 NORTH SOUTH ASSEMBLY 0 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 • /;:?'~. -, ~\lof s~.£/ 7~ . .,,( ~ ~ ,_ Q !:2 ~ ~ S 4993 g: "' "' ·~ "* "';-"11ucrull"' ~.,,. -, /': o'<' I, or CAl'' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 --t ~ . . . . ,,<>.,, V I I I I I I I I I I I I I flt•--. - A I I I \(/ • I I I N t ' ' ' ~ I I I RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: A RACKING CONSTRUCTION SET ARRAY 1.11 ROOF INFORMATION ROOF HEIGHT (FT)28.00 PARAPET HEIGHT (FT) 6.0 ROOF TILT (DEG) 1 ROOF TYPE Modified Bitumen SBS Torch SPECIFICATIONS NUMBER OF MODULES 18 MODULE POWER (W) 540 ARRAY OUTPUT (Kw) 9.72 ARRAY AZIMUTH 175 PART QUANTITIES ITEM QTY Base 42 Module Connector 36 Rail 48 Cam 36 Cam Claw 36 Deflector 18 Base Pad 0 Ballast Block 34 Mechanical Attachment 2 LOADING DETAILS SINGLE MODULE WT (LB) 70.1 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 2646 ARRAY AREA (SQ. FT)588 ARRAY LOAD (PSF) 4.50 REQUIRED CLEARANCES PER ASCE 7-16 CONDITION 1 (in.) N/A CONDITION 2 (in.) N/A CONDITION 3 (in.) N/A CONDITION 4 (in.) N/A APPROVED FOR CONSTRUCTION Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA BALLAST LAYOUT - 1.11 PC-181 23.09.22.1 v3.0.9404.9.2 BALLAST LAYOUT - 1.11 PC-18 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 1/6" = 1'-0" 3 2 1 2 4 1 4 1 4 3 4 5 26.00' 22.55' ASSEMBLY QUANTITIES ASSEMBLY QTY NORTH ASSEMBLY 6 SOUTH ASSEMBLY 6 MIDDLE ASSEMBLY 24 NORTH SOUTH ASSEMBLY 0 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 --t V • Y'Y N t ' ' ' THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANELCLAW® 0 . - U-ANCHOR 2600 MECHANICALATTACHMENT: MANUFACTURED BYOTHERS NOTE:THIS DETAIL IS GENERIC IN NATURE AND ISINTENDED ONLY TO SHOW TYPICALMECHANICAL ATTACHMENT ASSEMBLYLOCATIONS. REFER TO INDIVIDUAL ARRAYLAYOUTS FOR REQUIRED LOCATIONS. MECHANICAL ATTACHMENTSOUTH EDGE APPLICATIONCENTERED BELOW MODULES MECHANICAL ATTACHMENTSOUTH EDGE APPLICATIONCENTERED BETWEEN MODULES MECHANICAL ATTACHMENTINTERIOR APPLICATIONCENTERED BETWEEN MODULES MECHANICAL ATTACHMENTNORTH EDGE APPLICATIONCENTERED BETWEEN MODULES MECHANICAL ATTACHMENTNORTH EDGE APPLICATIONCENTERED BELOW MODULES MECHANICAL ATTACHMENTINTERIOR APPLICATIONCENTERED BELOW MODULES MA STRUT TRANSPARENT PVSOLAR MODULE U-ANCHOR 2600MECHANICAL ATTACHMENT MA STRUT 3/8, 304 S.S.FLAT WASHER 3/8-16, 304 S.S. HARDWARE1.25" LENGTH BOLT 3/8-16, 304 S.S.HEX FLANGE NUT M6, HARDWARE16MM LENGTH BOLT STRUT BRACKET U-BRACKET U-ANCHOR 2600MECHANICAL ATTACHMENT EXISTING ROOF. BUILDUP VERIFIED BY OTHERS. FASTENERS DESIGNED AND PROVIDED BY OTHERS.SIZE FASTENERS FOR REQUIRED WORKING LOADS. 8 - ø 6.4 mm (0.25 in) 122.6 mm (4.83 in)400.1 mm (15.75 in) PANELCLAW MANUFACTURED COMPONENTS COMPONENTS MANUFACTURED BY OTHERS NOTE: MECHANICAL ATTACHMENTCOMPONENT DIMENSIONS ARE PROVIDEDFOR REFERENCE ONLY AND SHOULD BEVERIFIED WITH ATTACHMENTMANUFACTURER PRIOR TO FASTENER DESIGN. MA STRUT V H 82.4 mm (3.25 in) BOLTED CONNECTIONS MA STRUT 55.8 mm (2.2 in) RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SET SCALE: MECHANICAL ATTACHMENT DETAIL B N.T.S.SCALE: MECHANICAL ATTACHMENT DETAIL C N.T.S. SCALE: MECHANICAL ATTACHMENTLOCATION DETAIL A N.T.S. MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) 1. HORIZONTAL LOAD H MAY ACT IN ANY DIRECTION 2. WORKING LOADS = ALLOWABLE LOADS (i.e. NON-FACTORED) HORIZONTAL (H)VERTICAL (V) WIND SEISMIC WIND MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL (V) RACKING CONSTRUCTION SET Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA 1 PC-19 MECHANICAL ATTACHMENT DETAIL 23.09.22.1 v3.0.9404.9.2 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 In i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 0 604 459 650 525 APPROVED FOR CONSTRUCTION PC-19 PC-19 PC-19 SunRenu Green Builders 23-0242-2926.1 TR O Y E.TUR L E Y 1-24-24 0 THIS DRAWING HAS BEEN PREPARED BY OTHERS AND REVIEWED BY: CARUSO TURLEY SCOTT, INC. CONSUL 11NGI STRUCTURAL ENGINEERS FOR CORRECTNESS OF STRUCTURAL ITEMS ONLY CT8 PROJECT NUMBER ® PANE LC LAW® 0 RE V DE S C R I P T I O N PR E P CH E C K D A T E PANELCLAW, INCALL INFORMATION CONTAINED WITHIN THISDOCUMENT IS PROPERTY OF PANELCLAW, INC.THE PURPOSE OF THIS DOCUMENT IS TOFACILITATE THE INSTALLATION OF PANELCLAWSOLAR PHOTOVOLTAIC MOUNTING SYSTEMS. DONOT COPY OR DISTRIBUTE WITHOUT PERMISSION. C SCALE: 0"1/2"1"2" ORIGINAL SIZE 36"X24"SHEET SIZE ARCH "D" 1600 OSGOOD ST. SUITE 2023NORTH ANDOVER, MA 01845TEL: 978.688.4900www.panelclaw.com STAMP: PREPARED FOR: PROJECT: LOCATION: REVISION: SHEET: 8 7 6 5 4 3 2 1 8 7 6 5 4 3 2 1 SHEET TITLE: A B C D A B C D RACKING CONSTRUCTION SETRACKING CONSTRUCTION SET Carlsbad Oaks rooftop solar project 2810 Caribou Ct, Carlsbad, CA 92010, USA 1 23.09.22.1 v3.0.9404.9.2 1 Up d a t e d R o o f M e m b r a n e a n d M e c h a n i c a l At t a c h m e n t RH 20 2 3 - 1 0 - 1 1 0 I n i t i a l B a l l a s t M a p L a y o u t AR 20 2 3 - 0 9 - 1 8 PC-20 ADDITIONAL DETAILS APPROVED FOR CONSTRUCTION SunRenu Green Builders SCOPE OF WORK: NSSE SCOPE OF WORK INCLUDES THE FOLLOWING ITEMS: 1. VERIFICATION OF (E) ROOF FRAMING DUE TO PANELCLAW PV SYSTEM 2. ANCHORAGE OF (N) PANELCLAW PV SYSTEM TO (E) BUILT UP ROOF DECK SCALE: N.T.S. PANELCLAW ROOFTOP ATTACHMENT @ BUILT UP ROOF SCALE: N.T.S. PROJECT NAME: 202 CARLSBAD OAKS PV PROJECT DATE: 01/29/2024 SK-1 FIBERTIGHT MEMBRANE (BY OTHERS)(E) BUILT UP ROOF (E) 2X @ 24" O.C. 41 8" 51 2" TYP. PANELCLAW RACK U-ANCHOR 2600 (DESIGNED BY OTHERS) (8) #15 PHILLEP HEAD DEKFAST DF-#15-PH3 SCREWS PANELCLAW RACK U-ANCHOR 2600 (DESIGNED BY OTHERS) (E) 12" PLYWOOD (SEE NOTE 5) SEE NOTE 1 (8) #15 PHILLEP HEAD DEKFAST DF-#15-PH3 SCREWS NOTES: 1. SCREWS SHALL EXTEND A MINIMUM OF 34" OR THREE THREADS PAST BOTTOM OF PLYWOOD, WHICHEVER IS GREATER. 2. ALL EXPOSED WOOD OR STEEL SHALL BE WEATHER PROTECTED. 3. PROVIDE PILOT HOLE AS REQUIRED TO AVOID SPLITTING PRIOR TO SCREW INSTALLATION. 4. CONTRACTOR SHALL VERIFY U-ANCHOR COMPATIBILITY WITH (E) ROOFTOP MEMBRANE PRIOR TO INSTALLATION. 5. CONTRACTOR SHALL VERIFY THAT (E) ROOF PLYWOOD/SUBSTRATE IS FREE OF DAMAGE AND REMAINS IN NEAR INSTALLATION CONDITION. ® PANE LC LAW® 0 I I lJE3. Higher output power ( 4 J Less shading effect ( Superior Warranty ) • 12-year product warranty • 30-year linear power output warranty ■ Bifacial double glass module linear power warranty Harvest the Sunsh1n More reliable, more stable power generation ( i J Lower temperature coefficient 0.45% Annual Degradation Over 30 years ■ Standard module linear power warranty ( Comprehensive Certificates ) • IEC 61215, IEC 61730,UL 61215, UL 61730 • ISO 9001: 2015 Quality management systems • ISO 14001: 2015 Environmental management systems • ISO 45001: 2018 Occupational health and safety management systems • IEC TS 62941: 2016 Terrestrial photovoltaic (PV) modules - Guidelines for increased confidence in PV module design qualification and type approval CE: .JASOLAR MECHANICAL DIAGRAMS 1134±2 Draining holes 8 places I _L_~ -~r- 1 I I Remark: customized frame color and cable length available upon request ELECTRICAL PARAMETERS AT STC TYPE Rated Maximum Power(Pmax) [W] Open Circuit Voltage(Voc) M Maximum Power Voltage(Vmp) [V] Short Circuit Current(lsc) [A] Maximum Power Current(lmp) [A] Module Efficiency[%] Power Tolerance Temperature Coefficient of lsc(a_lsc) Temperature Coefficient of Voc(J3_ Voe) Temperature Coefficient of Pmax(y_Pmp) STC JAM72D30 -525/MB 525 49.15 41.15 13.65 12.76 20.3 JAM72D30 -530/MB 530 49.30 41.31 13.72 12.83 20.5 Units: mm 10:1 I~ ~ -1 .12. Short frame 28 Long frame JAM72D30 -535/MB 535 49.45 41.47 13.79 12.90 20.7 JAM72D30 525-550/MB Bii SPECIFICATIONS Cell Weight Dimensions Cable Cross Section Size No. of cells Junction Box Connector Cable Length (Including Connector) Front Glass/Back Glass Packaging Configuration Mono 31.8kg±3% 2278±2mmx1134±2mmx35±1 mm 4mm2 (IEC), 12AWG(UL) 144(6X24) IP68, 3 diodes QC4.10-35 Portrait:300mm(+)/400mm(-); Landscape: 1300mm( + )/1300mm(-) 2.0mm/2.0mm 31 pcs/Pallet 589pcs/40HQ Container JAM72D30 JAM72D30 JAM72D30 -540/MB -545/MB -550/MB 540 545 550 49.60 49.75 49.90 41.64 41.80 41.96 13.86 13.93 14.00 12.97 13.04 13.11 20.9 21.1 21.3 0-+5W +0.045%/°C -0.275%/°C -0.350%/°C lrradiance 1000W/m2, cell temperature 25'C, AM1 .5G Remark: Electrical data in this catalog do not refer to a single module and they are not part of the offer.They only serve for comparison among different module types. ELECTRICAL CHARACTERISTICS WITH 10% SOLAR IRRADIATION RATIO OPERATING CONDITIONS TYPE JAM72D30 JAM72D30 JAM72D30 JAM72D30 JAM72D30 JAM72D30 Maximum System Voltage 1500V DC -525/MB -530/MB -535/MB -540/MB -545/MB -550/MB Rated Max Power(Pmax) [W] 562 567 572 578 583 589 Operating Temperature -40"C-+85"C Open Circuit Voltage(Voc) M 49.54 49.67 49.80 49.93 50.03 50.21 Maximum Series Fuse Rating 30A Max PowerVoltage(Vmp) M 41.14 41.31 41.47 41.65 41.78 41.95 Maximum Static Load,Front* 5400Paf 112 lb/ft2) Maximum Static Load,Back* 2400Pa 50 lb/ft2) Short Circuit Current(lsc) [A] 14.61 14.68 14.76 14.83 14.91 14.98 NOCT 45±2°( Max Power Current(lmp) [A] 13.65 13.73 13.80 13.88 13.95 14.03 Bifaciality** 70%±10% Irradiation Ratio(rear/front) 10% Fire Performance UL Type 29 *For NexTracker installations, Maximum Static Load, Front is 2400Pa while Maximum Static Load, Back is 2400Pa. **Bifaciality=Pmax,rear/Rated Pmax,front CHARACTERISTICS Current-Voltage Curve JAM72D30-540/MB 14 F========--~ Power-Voltage Curve JAM72D30-540/MB 550 Current-Voltage Curve JAM72D30-540/MB 14 ~----iiiiii~~==--7 ~ ~ ::, () 12 1000WLro2 10 BOOW/rri' 8 600W/m2 6 4 400W/m2 2 200W/m2 0 o~-1~0--2~0--3~0-=-..,..,.~ Voltage(V) 500 450 400 ~ 350 -r 300 " 250 ;, 0 200 a. 150 100 50 0 0 -1000W/m2 ----=-soowrm2 -600W/m2- -400W/m2 10 20 30 40 50 Voltage(V) 12 -1o·c ~25·c ~ 10 ==!~ ffi 8 ,oac--~ 6 () 0 ~-------~~~ 0 10 20 30 40 Voltage(V) 50 Premium Cells, Premium Modules Version No.: Global_EN_20211115A 1 Permit Number APN Address City/State/Zip The following document is missing from this file: … B-1 … B-10 … B-15 … … This file was printed on: ______________________________________________________ CBC2023-0400 2091200300 2810 CARIBOU CT CARLSBAD, CA 92010 B-50 CLIMATE ACTION PLAN 6/23/25 ✔ (cityo Carlsbad □ □ □ □ □ Document Missing From File Development Servkes Build:in,g Divi sion 163,5, Fa!l'aday Ave WVIW .. ,carlsba:d,ca.gov