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HomeMy WebLinkAbout2000 E Seventeenth St - PlanPartner Name:OnSwitch Project Name:Albertson 598 Project Location:2000 17th St, Santa Ana, CA 92705, USA Racking System:clawFR 10 Degree Dual Tilt Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 5 Engineering Seal 07/09/2024 Table of Contents Section:Page # 07/09/2024 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 7.1 Seismic Load Data 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check 14 7.4 Vertical Seismic Force Check 15 Appendix: A.Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 10° DUAL TILT, CPP Project 19784, Dated 16 April 2024. 07/09/2024 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information: 1.1 General: Project Name:Albertson 598 Project Location:2000 17th St, Santa Ana, CA 92705, USA Racking System:clawFR 10 Degree Dual Tilt Module:SEG SEG-550-BMA-TB Module Weight:59.52 lbs. Module Tilt:8.98 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Reference (Dome) Area:55.61 sq.ft. Ballast Block Weight:32.60 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 24 5.0 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 1 PVC 0.71 1.2 1 PVC 0.71 1.3 1 PVC 0.71 1.4 1 PVC 0.71 1.5 1 PVC 0.71 1.6 1 PVC 0.71 1.7 1 PVC 0.71 1.8 1 PVC 0.71 07/09/2024 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:2022 CBC Risk Cat.:II Basic Wind Speed (V):95 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1 Site Class:D Short Period Spectral Resp. (5%) (Ss):1.306 1s Spectral Response (5%) (S1):0.465 Ie:1 Ip:1 07/09/2024 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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, Fig. 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 =8.98 deg. Amp =27.46 sq.ft. SLM =   Amp     SLA   = 0.00     lbs. 07/09/2024 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =95 mph (ASCE, Fig. 26.5-1) 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) =0.94 (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 =18.29 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. Typical corner zone Figure 3-1 shows N/E corner wind direction. Wind zones are symmetrical, and all building corners experience the same pattern of loads (with zone E connecting corner zones along east and west building edges). Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 24 24.00 18.29 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel. FD = qz Aref GCD FD = sum of drag on panel. 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) 07/09/2024 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 22 1,600 1,600 73 701 2.28 2.28 6.00 Yes 1.2 54 3,888 3,888 72 1,731 2.25 2.25 6.00 Yes 1.3 162 11,380 11,380 70 5,071 2.24 2.24 6.00 Yes 1.4 176 12,264 12,264 70 5,517 2.22 2.22 6.00 Yes 1.5 160 11,153 11,153 70 5,015 2.22 2.22 6.00 Yes 1.6 142 9,889 9,889 70 4,452 2.22 2.22 6.00 Yes 1.7 140 9,778 9,778 70 4,397 2.22 2.22 6.00 Yes 1.8 118 8,254 8,254 70 3,710 2.22 2.22 6.00 Yes Total:  974 68,206 lbs.68,206 lbs. *Racking component weight range between 10 to 12 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 07/09/2024 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 3,926 1,600 356 2,940 1.93 OK 1.2 6,034 3,888 356 3,998 2.18 OK 1.3 6,611 11,380 416 7,623 4.79 OK 1.4 7,799 12,264 386 4,005 3.48 OK 1.5 6,786 11,153 416 3,860 3.69 OK 1.6 4,984 9,889 386 3,088 4.34 OK 1.7 9,228 9,778 386 3,443 2.39 OK 1.8 8,108 8,254 386 3,441 2.40 OK Total:53,476 lbs.68,206 lbs.32,397 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 07/09/2024 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 2,018 559 1,600 359 3,231 2.87 OK 1.2 2,236 699 3,888 359 4,667 4.43 OK 1.3 1,904 539 11,380 359 8,257 12.28 OK 1.4 1,632 571 12,264 359 4,308 11.33 OK 1.5 1,632 462 11,153 359 3,949 11.02 OK 1.6 1,325 356 9,889 359 3,590 12.29 OK 1.7 2,740 780 9,778 359 3,590 5.80 OK 1.8 2,574 778 8,254 359 3,590 5.38 OK Total:16,061 lbs.4,744 lbs.68,206 35,182 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 ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND SHEAR/FRICTION)+(.6)WIND UPLIFT) 07/09/2024 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =18.29 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =8.98 deg.(Ref. Section 1.1, General Project Information) GCP =1.13 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE, Fig. 30.3-5A) WLin(no snow) = 568 lbs./module WLin(with snow) = 151 lbs./module Contact Base by Location: Contact Pad by Information: 1 =East / West Edge Distance Between C.C. outer Pads =10 in. 2 =Interior High Typical Pad Area =9 sq.in. 3 =Interior Low 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 07/09/2024 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 = 73 lbs./module Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 568 lbs./module WLin (with snow) = 151 lbs./module -Base 2 and 3 repeat for larger width arrays. Max Total Load Per Base (lbs.) load combinations (ASD) Location Base DL + Snow DL + 0.6Wlin DL + 0.75SLm + 0.75(0.6WLin) East/West Edge 1 18 104 35 Interior High 2 37 207 71 Interior Low 3 34 205 68 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 + 0.6Wlin DL + 0.75SLm + 0.75(0.6WLin) East/West Edge 1 1 6 2 Interior High 2 2 11 42 Interior Low 3 2 11 4 East/West Edge 1 1 4 1 Interior High 2 1 7 33 Interior Low 3 1 7 2 Table 6.1-B Extreme Point Load Summary (psi) 07/09/2024 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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) :1.306 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.465 (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) =1.8 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.567 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.853 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =1.045 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.569 (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 not be used to resist lateral forces caused by seismic loads. 07/09/2024 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 1,600 802 0 562 2 3,231 9 Yes 1.2 3,888 1,950 0 1,365 4 4,667 13 Yes 1.3 11,380 5,707 0 3,995 12 8,257 23 Yes 1.4 12,264 6,151 0 4,305 12 4,308 12 Yes 1.5 11,153 5,593 0 3,915 11 3,949 11 Yes 1.6 9,889 4,960 0 3,472 10 3,590 10 Yes 1.7 9,778 4,904 0 3,433 10 3,590 10 Yes 1.8 8,254 4,139 0 2,898 9 3,590 10 Yes Totals:68,206 lbs 34,206 lbs.0 lbs.23,944 lbs.70 35,182 98 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 07/09/2024 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 1,600 334 960 -726 0 2,940 9 Yes 1.2 3,888 812 2,333 -1,764 0 3,998 13 Yes 1.3 11,380 2,378 6,828 -5,163 0 7,623 23 Yes 1.4 12,264 2,563 7,359 -5,565 0 4,005 12 Yes 1.5 11,153 2,330 6,692 -5,060 0 3,860 11 Yes 1.6 9,889 2,066 5,934 -4,487 0 3,088 10 Yes 1.7 9,778 2,043 5,867 -4,437 0 3,443 10 Yes 1.8 8,254 1,725 4,952 -3,745 0 3,441 10 Yes Total:68,206 lbs.14,252 lbs.40,924 lbs.-30,947 lbs.0 32,397 98 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 07/09/2024 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A Appendix A 16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com SCOPE OF WORK: ALL ELECTRICITY GENERATED IS FOR CONSUMPTION ON SITE. SYSTEM ELECTRICAL CONNECTION TO (E) MAIN ELECTRICAL SERVICE IS AT 480Y/277V SWITCHBOARD. PERMIT SHALL INCLUDE LABOUR OF INSTALLING PANELS, RUNNING OF ELECTRICAL CONDUITS, INSTALLATION OF NEW ELECTRICAL EQUIPMENT AND ELECTRICAL CONNECTION TO EXISTING BUILDING SERVICE. NO BATTERIES REQUIRED AS PART OF THIS PROJECT SCOPE. Vicinity Map: N Property Boundaries/Aerial Map: PHOTOVOLTAIC SYSTEM - ALBERTSONS 598 2000 17TH ST., SANTA ANA, CA 92705 GEO COORDINATES: 33°45'31.0"N 117°50'17.5"W SITE INFO:DESIGN CRITERIA: 1. WIND DESIGN - • DESIGN WIND SPEED = 95 MPH (ULTIMATE) • RISK CATEGORY = || • WIND EXPOSURE = C 2. SEISMIC DESIGN – • RISK CATEGORY = || • SEISMIC IMPORTANCE FACTOR = 1.00 • S_S = 1.30 MCE_R GROUND MOTION (PERIOD=0.2s) • S_1 = 0.4 MCE_R GROUND MOTION (PERIOD=1.0s) • S_MS = 1.56 SITE MODIFIED SPECTRAL ACCELERATION VALUE • S_DS = 1.04 NUMERIC SEISMIC DESIGN VALUE AT 0.2s SA • SEISMIC DESIGN CATEGORY = D • BASIC SEISMIC-FORCE-RESISTING SYSTEM = NON -STRUCTURAL COMPONENT •R = 2.5 / A_P = 1.0 3. APPLICABLE CODES 1. 2022 CALIFORNIA BUILDING CODE 2. 2022 CALIFORNIA ELECTRICAL CODE 3. 2022 CALIFORNIA FIRE CODE 4. 2022 CALIFORNIA ENERGY CODE 4. THIS DESIGN IS BUILT AS PER THE UL 3741 PV HAZARD CONTROL SYSTEM WHICH DOES NOT REQUIRE A RAPID SHUTDOWN DEVICE IF THE INVERTER IS LOCATED WITHIN ONE FOOT OF THE ARRAY AND ALL SUB-ARRAYS ARE WITHIN TWO FEET. WHEREVER THESE CRITERIA ARE NOT MET RAPID SHUTDOWN DEVICES HAVE BEEN USED. SYSTEM CONFIGURATION:SHEET INDEX:CONTACT LIST: (N) ARRAY INSTALLATION AREA SYSTEM POWER, KWSTC 535.7 SYSTEM POWER, KWAC 410 PANEL MODEL AND QUANTITY (974) SEG SOLAR INC. SEG-550-BMA-TB (550W) INVERTER MODELS AND QUANTITY (6) CHINT POWER CPS SCA60KTL-DO/US-480 [480V] (2) CHINT POWER CPS SCA25KTL-DO-R/US-480 [480V] MOUNTING SYSTEM PANEL CLAW 10 DEG DUAL TILT (UL 3741 PV HAZARD CONTROL SYSTEM) ARRAY WEIGHT (LBS)57,973 ARRAY SQ.FOOTAGE 27,087 ARRAY LOCATION ARRAY TILT ARRAY AZIMUTH ON ROOF 10° 90°/270° NO & TYPE OF INTERCONNECTION (1) LINE SIDE TAP AT 480Y/277V PROPERTY LINE GENERAL CONTRACTOR: ONYX RENEWABLES PARTNERS LP. 505 FIFTH AVENUE, 14TH FLOOR NEW YORK, NY 10017 ELECTRICAL ENGINEER: PEARCE RENEWABLES 1222 VINE STREET, SUITE 301 PASO ROBLES, CA 93446 STRUCTURAL ENGINEER: STRUCTUROLOGY 40000 FREMONT BLVD. SUITE F FREMONT, CA 94538 CONSTRUCTION TYPE OCCUPANCY GROUP ASHRAE STATION ASHRAE 2% HIGH DESIGN TEMP. DB ASHRAE MIN. MEAN EXTREME ANNUAL DB TYPE III-B (FULLY SPRINKLERED) M, B, S-1, S-2 TUSTIN MCAF 31 2 30' BUILDING HEIGHT IF ROOFTOP ARRAY COUNTY OF ORANGE AHJ SCE 001 - TITLE PAGE A100 - SITE PLAN A200 - ARRAY PLAN E001 - ELECTRICAL NOTES E100 - ELECTRICAL SITE PLAN E201 - SINGLE LINE DIAGRAM E202 - POI DETAIL E300 - GROUNDING SINGLE LINE DIAGRAM E400 - WIRING SCHEDULE E500 - EQUIPMENT LAYOUT PLAN E601 - ELECTRICAL DETAILS - 1 E602 - ELECTRICAL DETAILS - 2 E701 - LABELS & MARKINGS-1 E702 - LABELS & MARKINGS-2 E800 - SPEC SHEETS STAMP: A L B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . N STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . 00 30'60' TYPE III-N (FULLY SPRINKLERED) CONSTRUCTION TYPE M, B, S-1, S-2 N STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . 00 15'30' ARRAY NO. NO. OF MODULES AREA (Sq.ft)AREA (Sq.m) AZIMUTH (E/W) PANEL TILT NO. OF RSD ARRAY-1 54 1,502 140 90°/270°10°NA ARRAY-2 162 4,505 419 90°/270°10°16 ARRAY-3 142 3,949 367 90°/270°10°10 ARRAY-4 118 3,282 305 90°/270°10°NA ARRAY-5 22 612 57 90°/270°10°22 ARRAY-6 176 4,895 455 90°/270°10°4 ARRAY-7 160 4,450 413 90°/270°10°16 ARRAY-8 140 3,893 362 90°/270°10°NA TOTAL 974 27,087 2,516 68 A200 1 CEC 2022 PV NOTES1.SOLAR CONTRACTOR 1.1.THE SOLAR PV INSTALLATION SHALL NOT OBSTRUCT ANY PLUMBING, MECHANICAL, OR BUILDING ROOF VENTS. 1.2.PV MODULE MUST BE UL1703 CERTIFIED. 1.3.INVERTERS, MOTOR GENERATORS, PV MODULES, PV PANELS, AC MODULES, DC COMBINERS, DC-TO-DC CONVERTERS, AND CHARGE CONTROLLERS INTENDED FOR USE IN PV SYSTEMS SHALL BE LISTED OR FIELD LABELED FOR THE PV APPLICATION. (CEC 690.4 (B)) 1.4.CONDUIT AND WIRE SPECIFICATIONS ARE BASED ON MINIMUM CODE REQUIREMENTS AND ARE NOT MEANT TO LIMIT UP-SIZING AS REQUIRED BY FIELD CONDITIONS. 1.5.MAX DC VOLTAGE IS CALCULATED USING MANUFACTURER PROVIDED TEMP COEFFICIENT FOR VOC, UNLESS NOT AVAILABLE. 1.6.ALL SIGNAGE TO BE PLACED IN ACCORDANCE WITH LOCAL BUILDING CODE. 1.7.CONDUIT POINT OF PENETRATION FROM EXTERIOR TO INTERIOR TO BE INSTALLED AND SEALED WITH A SUITABLE SEALING COMPOUND. 2.EQUIPMENT LOCATIONS 2.1.CONDUCTORS INSTALLED IN DIRECT SUNLIGHT MUST BE RATED FOR EXPECTED OPERATING TEMPERATURE AS SPECIFIED BY CEC 690.31 (A) AND CEC 310.15 (B)(2). 2.2.ADDITIONAL AC DISCONNECTS SHALL BE PROVIDED WHERE THE INVERTER IS NOT ADJACENT TO THE UTILITY AC DISCONNECT, OR NOT WITHIN SIGHT OF THE UTILITY AC DISCONNECT. 2.3.ALL INSTALLED EQUIPMENT SHALL BE ACCESSIBLE TO QUALIFIED PERSONNEL ACCORDING TO CEC APPLICABLE CODES. 2.4.PROPER ACCESS AND WORKING CLEARANCE AROUND EXISTING AND PROPOSED ELECTRICAL EQUIPMENT SHALL BE PROVIDED AS PER SECTION CEC 110.26, CEC 110.31 AND CEC 110.34. 2.5.ALL COMPONENTS SHALL BE LISTED FOR THEIR PURPOSE AND SHALL BE RATED FOR OUTDOOR USAGE WHERE REQUIRED. 3.DC SYSTEM VOLTAGE PER 690.7 3.1.PV SYSTEM DC CIRCUITS ON OR IN ONE- AND TWO-FAMILY DWELLINGS SHALL BE PERMITTED TO HAVE A MAXIMUM VOLTAGE OF 600 VOLTS OR LESS. 3.2.PV SYSTEM DC CIRCUITS ON OR IN OTHER TYPES OF BUILDINGS SHALL BE PERMITTED TO HAVE A MAXIMUM VOLTAGE OF 1000 VOLTS OR LESS. 3.3.WHERE NOT LOCATED ON OR IN BUILDINGS, MAXIMUM VOLTAGE OF 1500 VOLTS IS PERMITTED. 4.WIRING METHODS 4.1.NONMETALLIC-SHEATHED CABLE SHALL BE SECURED BY STAPLES, CABLE TIES, STRAPS, HANGERS OR SIMILAR FITTINGS AT INTERVALS THAT DO NOT EXCEED 4.5 FEET. (CEC334.30) 4.2.CABLES SHALL BE SECURED WITHIN 12 INCHES OF EVERY CABLE ENTRY INTO ENCLOSURES SUCH AS OUTLET BOXES, JUNCTION BOXES, CABINETS, OR FITTINGS. (CEC334.30) 4.3.EXPOSED SINGLE CONDUCTORS, WHERE SUBJECT TO PHYSICAL DAMAGE, MUST BE PROTECTED. (CEC300.4 & CEC690.31(A)) 4.4.CONDUCTORS INSTALLED NEAR MODULES SHALL BE RATED FOR 90°C . (CEC310.15(A)) 4.5.PV CIRCUIT AND PREMISES WIRING SHALL BE SEPARATED. 4.6.PV SYSTEM CONDUCTORS SHALL BE SEPARATED, IDENTIFIED AND GROUPED PER CEC690.31(B). 4.7.DC CONDUCTORS INSIDE A BUILDING SHALL BE IN A METAL RACEWAY OR MC METAL-CLAD CABLE THAT COMPLIES WITH 250.118(10), OR METAL ENCLOSURES. (CEC690.31(D)) 4.8.WHERE RACEWAYS OR CABLES ARE EXPOSED TO DIRECT SUNLIGHT ON OR ABOVE ROOFTOPS, RACEWAYS OR CABLES SHALL BE AT MINIMUM HEIGHT OF 7/8 IN. (CEC310.15(B)(2). 4.9.ALL CONDUIT SIZES AND TYPES, SHALL BE LISTED FOR ITS PURPOSE AND APPROVED FOR THE SITE APPLICATIONS. 4.10.RIGID CONDUIT (AND/OR NIPPLES) MUST HAVE A PULL BUSHING TO PROTECT WIRES. 4.11.FOR DC SINGLE-CONDUCTOR CABLE TYPE USE-2 AND SINGLE CONDUCTOR CABLE LISTED AND IDENTIFIED AS PHOTOVOLTAIC (PV) WIRE SHALL BE PERMITTED IN EXPOSED OUTDOOR LOCATIONS IN PV SOURCE CIRCUITS WITHIN THE PV ARRAY. PV WIRE SHALL BE INSTALLED IN ACCORDANCE WITH CEC 338.10(B)(4)(b) AND CEC 334.30. (CEC 690.31(C)(1)) 4.12.USE-2 IS NOT INDOOR RATED PER CEC 338.12(B)(1). 4.13.ALL CONDUCTORS ARE SIZED PER CEC 690.8 AND OCPDs ARE SIZED PER CEC 690.9. 4.14.PV SYSTEM DC CIRCUIT AND INVERTER OUTPUT CONDUCTORS AND EQUIPMENT SHALL BE PROTECTED AGAINST OVERCURRENT. EXCEPT WHEN THE SHORT-CIRCUIT CURRENTS FROM ALL SOURCES DO NOT EXCEED THE AMPACITY OF THE CONDUCTORS AND THE MAXIMUM OCPD SIZE RATING SPECIFIED FOR THE PV MODULE OR DC-TO-DC CONVERTER. (CEC690.9(A)) 4.15.FOR UNDERGROUND CONDUCTOR INSTALLATIONS, THE BURIAL DEPTH SHALL BE SELECTED PER CECTABLE 300.5. WARNING TAPE SHALL BE PLACED ABOVE UNDERGROUND CONDUIT AND CONDUCTORS IN TRENCH. 4.16.UNGROUNDED PV SYSTEM SHOULD NOT HAVE WHITE OR GRAY COLORED DC PV CONDUCTORS. ONLY SOLIDLY GROUNDED PV SYSTEM CIRCUIT CONDUCTORS, IN ACCORDANCE WITH 690.41(A)(5), SHALL BE MARKED IN ACCORDANCE WITH CEC200.6 & CEC690.31(B)(1). 4.17.ALUMINUM AND COPPER-CLAD ALUMINUM CONDUCTORS SHOULD NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE OR EARTH. (CEC250.120(B)) 4.18.TOP CONDUIT ENTRY FOR OUTDOOR ENCLOSURES MUST BE AVOIDED. IF NECESSARY, CONNECTION ABOVE LIVE PARTS MUST BE MADE WATERTIGHT AND BE LISTED FOR THE PURPOSE. 5. BONDING AND GROUNDING 5.1.SYSTEMS WITH A GROUND-FAULT PROTECTIVE DEVICE IN ACCORDANCE WITH CEC690.41(B) SHALL HAVE ANY CURRENT-CARRYING CONDUCTOR-TO-GROUND CONNECTION MADE BY THE GROUND-FAULT PROTECTIVE DEVICE. FOR SOLIDLY GROUNDED PV SYSTEMS, THE DC CIRCUIT GROUNDING CONNECTION SHALL BE MADE AT ANY SINGLE POINT ON THE PV OUTPUT CIRCUIT. (CEC690.42) 5.2.RACKING SYSTEMS SHALL BE LISTED FOR THE PURPOSE. BONDING AND GROUNDING MUST BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS, THAT ARE LISTED AND APPROVED, USING THE SUPPLIED HARDWARE OR LISTED EQUIPMENT SPECIFIED IN THE INSTRUCTIONS AND IDENTIFIED FOR THE ENVIRONMENT. (CEC690.43 & CEC110.3(B)) 5.3.EQUIPMENT GROUNDING CONDUCTORS FOR PV SOURCE CIRCUITS SHALL BE SIZED ACCORDING TO TABLE 250.122 AND SHALL NOT BE SMALLER THAN #14 AWG WHEN NOT EXPOSED TO PHYSICAL DAMAGE. IF EXPOSED TO PHYSICAL DAMAGE THEN EGC SHALL NOT BE SMALLER THAN #6 AWG. (CEC690.45 & CEC250.120(C)) 5.4.AC AND DC GROUNDING ELECTRODE CONDUCTORS SHALL BE PROPERLY CONNECTED AS REQUIRED BY CODE. SEPARATE ELECTRODES, IF USED, SHALL BE BONDED TOGETHER. (CEC690.47, CEC250.50 & CEC250.58) 5.5.A GROUNDING ELECTRODE SYSTEM IN ACCORDANCE WITH CEC690.47, CEC250.52 AND CEC250.166 SHALL BE PROVIDED. 5.6.PROPERLY SIZED EQUIPMENT GROUNDING CONDUCTOR SHALL BE ROUTED WITH THE CIRCUIT CONDUCTORS. (CEC690.45, CEC250.134(2) & CEC300.3(B)) 5.7.THE GROUNDING ELECTRODE CONDUCTOR SHALL BE PROTECTED FROM PHYSICAL DAMAGE BETWEEN THE GROUNDING ELECTRODE AND THE PANEL (OR INVERTER) IF SMALLER THAN #6 AWG COPPER WIRE PER CEC250.64(B). 5.8.THE GROUNDING ELECTRODE CONDUCTOR SHALL BE CONTINUOUS PER CEC250.64(C). 5.9.BONDING FITTINGS SHALL BE USED ON CONCENTRIC/ECCENTRIC KNOCKOUTS WITH METAL CONDUITS FOR CIRCUITS OVER 250 VOLTS. (CEC250.97) (SEE ALSO EXCEPTIONS 1 THROUGH 4) 5.10.BONDING FITTINGS SHALL BE USED FOR FERROUS METAL CONDUITS ENCLOSING GROUNDING ELECTRODE CONDUCTORS. (CEC250.64(E)) 5.11.ENCLOSURES SHALL BE PROPERLY PREPARED WITH REMOVAL OF PAINT/FINISH AS APPROPRIATE WHEN GROUNDING EQUIPMENT WITH TERMINATION GROUNDING LUGS. 5.12.GROUNDING SYSTEM COMPONENTS SHALL BE LISTED FOR THE PURPOSE, AND GROUNDING DEVICES EXPOSED TO THE ELEMENTS SHALL BE RATED FOR DIRECT BURIAL. 5.13.ALL CONDUIT BETWEEN THE UTILITY AC DISCONNECT AND THE POINT OF CONNECTION SHALL HAVE GROUNDED BUSHINGS AT BOTH ENDS. 5.14.EXPOSED NON-CURRENT CARRYING METAL PARTS OF MODULE FRAMES, EQUIPMENTS, AND CONDUCTOR ENCLOSURES SHALL BE GROUNDED IN ACCORDANCE WITH 250.134 OR 250.136(A) REGARDLESS OF VOLTAGE. (CEC690.43) 5.15.MODULES SHALL BE LISTED FOR THE PURPOSE. BONDING AND GROUNDING MUST BE IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS, USING THE SUPPLIED HARDWARE OR LISTED EQUIPMENT SPECIFIED IN THE INSTRUCTIONS AND IDENTIFIED FOR THE ENVIRONMENT. (CEC690.43 & 110.3(B)) 5.16.THE GROUNDING CONNECTION TO A MODULE SHALL BE ARRANGED SUCH THAT THE REMOVAL OF A MODULE DOES NOT INTERRUPT A GROUNDED CONDUCTOR TO ANOTHER MODULE. 6.OVERCURRENT PROTECTION 6.1.OVERCURRENT PROTECTION DEVICES (OCPD) IN THE DC CIRCUITS SHALL BE LISTED FOR DC OPERATION. (CEC110.3(A), (B) & 690.9(C)) 6.2.UNGROUNDED PV SYSTEM REQUIRES OCPD ON ONLY ONE POLARITY. OCPD TO BE USED ON EITHER POSITIVE TERMINALS OR NEGATIVE TERMINALS PER CEC690.9(C). 6.3.WHEN INSTALLING A NEW BREAKER AND MATCH EXISTING PANEL CIRCUIT BREAKER, MAKE, MODEL, STYLE AND AIC RATING. 7.ELECTRICAL CONNECTIONS 7.1.CRIMP TERMINALS SHALL BE LISTED AND INSTALLED USING A LISTED TOOL SPECIFIED FOR USE IN CRIMPING THOSE SPECIFIC CRIMPS. (CEC110.3(B) & 110.14) 7.2.PRESSURE TERMINALS SHALL BE LISTED FOR THE ENVIRONMENT AND TIGHTENED TO MANUFACTURER RECOMMENDED TORQUE SPECIFICATIONS. (CEC110.11, 110.3(B) & 110.14) 7.3.CONNECTORS MUST BE LISTED FOR THE VOLTAGE OF THE SYSTEM AND HAVE APPROPRIATE TEMPERATURE AND AMPACITY. (CEC110.3(B) & 110.14) 7.4.POWER DISTRIBUTION BLOCKS SHALL BE LISTED. (CEC690.4(B) & CEC314.28(E)) 7.5.TERMINALS CONTAINING MORE THAN ONE CONDUCTOR SHALL BE LISTED FOR MULTIPLE CONDUCTORS. (CEC110.14(A) & 110.3(B)) 7.6.CONNECTORS AND TERMINALS USED OTHER THAN CLASS B AND C STRANDED CONDUCTORS (FINE STRANDED CONDUCTORS) SHALL BE LISTED AND IDENTIFIED FOR USE WITH SPECIFIC CONDUCTOR CLASS OR CLASSES. (CEC110.14(A) & 110.3(B)) 7.7.CONNECTORS THAT ARE READILY ACCESSIBLE AND OPERATING AT OVER 30 VOLTS REQUIRE A TOOL FOR OPENING. (CEC690.33(C)) 8.INVERTERS 8.1.INVERTERS SHALL BE LISTED TO UL 1741. (CEC690.4(B)) NOTE: GRID-TIED SYSTEM INVERTERS NEED TO BE IDENTIFIED FOR USE IN INTERACTIVE POWER SYSTEMS. 8.2.PHOTOVOLTAIC INVERTERS SHALL BE EQUIPPED WITH DC GROUND FAULT PROTECTION AND ARC FAULT CIRCUIT PROTECTION TO REDUCE FIRE HAZARDS. (CEC690.41, CEC690.11) 8.3.GRID INTERACTIVE INVERTERS SHALL BE EQUIPPED WITH ANTI-ISLANDING CIRCUITRY.(CEC705.40) 9.SIGNS AND LABELS 9.1.ALL INTERIOR AND EXTERIOR DC CONDUIT, ENCLOSURES, RACEWAYS, CABLE ASSEMBLIES, JUNCTION BOXES, COMBINER BOXES AND DISCONNECTS SHALL BE MARKED ACCORDING TO CEC690.31(G)(3), & 690.53. 9.2.THE MARKINGS ON THE CONDUITS, RACEWAYS AND CABLE ASSEMBLIES SHALL BE AT EVERY 10 FEET, WITHIN ONE FOOT OF ALL TURNS OR BENDS AND WITHIN ONE FOOT ABOVE AND BELOW ALL PENETRATIONS OF ROOF/CEILING ASSEMBLIES, WALLS AND BARRIERS. (CEC690.31(G)(4)) 9.3.THE MARKINGS SAY ''WARNING: PHOTOVOLTAIC POWER SOURCE" AND HAVE 3/8-INCH (9.5 MM) MINIMUM-SIZED WHITE LETTERS ON A RED BACKGROUND. THE SIGNS SHALL BE MADE OF REFLECTIVE WEATHER RESISTANT MATERIAL. (CEC690.31 (G)(3) & (CEC690.31(G)(4)) 9.4.WHERE PV CIRCUITS ARE EMBEDDED IN BUILT-UP, LAMINATE OR MEMBRANE ROOFING MATERIALS IN ROOF AREAS NOT COVERED BY PV MODULES AND ASSOCIATED EQUIPMENT, THE LOCATION OF CIRCUITS SHALL BE CLEARLY MARKED. (CEC690.31(G)(1)) 9.5.ALTERNATE POWER SOURCE PLACARD SHALL BE PLASTIC, ENGRAVED IN A CONTRASTING COLOR TO THE PLAQUE. THIS PLAQUE WILL BE ATTACHED USING AN APPROVED METHOD. IF EXPOSED TO SUNLIGHT, IT SHALL BE UV RESISTANT. ALL PLAQUES AND SIGNAGE WILL BE INSTALLED AS REQUIRED BY THE NEC. 10.DISCONNECT NOTES 10.1.AC DISCONNECT MUST BE ACCESSIBLE TO QUALIFIED UTILITY PERSONNEL, BE LOCKABLE, AND BE A VISIBLE-BREAK SWITCH. 10.2.DISCONNECTING SWITCHES SHALL BE WIRED SUCH THAT WHEN THE SWITCH IS OPENED THE CONDUCTORS REMAINING LIVE ARE CONNECTED TO THE TERMINALS MARKED “LINE SIDE” (TYPICALLY THE UPPER TERMINALS). 10.3.THE PV SYSTEM DISCONNECTING MEANS SHALL BE INSTALLED AT A READILY ACCESSIBLE LOCATION PER (CEC690.13(A)). 10.4.FOR DC SIDE OF UNGROUNDED PV SYSTEM, DISCONNECTING MEANS ARE REQUIRED ON BOTH LEGS OF PV CIRCUIT FOR UNGROUNDED SYSTEM PER CEC690.15. 10.5.DISCONNECTS USED IN DC CIRCUITS SHALL BE LISTED FOR DC OPERATION AND LOCATED AS ALLOWED BY THE AHJ. (CEC110.3) 11.TERMINAL NOTES 11.1.ALL TERMINALS SHALL BE RATED FOR AT LEAST 75C. 11.2.ALL TERMINALS SHALL BE DUAL RATED FOR USE WITH COPPER AND ALUMINUM. 12.MODULE CONNECTORS NOTES: 12.1.IDENTICAL CONNECTORS FROM THE SAME MANUFACTURER AND OF THE SAME TYPE MUST BE USED ON MODULE AND ON THE OTHER SIDE OF THE CONNECTION. CROSS-MATING ANY CONNECTOR MUST BE A UL APPROVED CONNECTION. 13.PROTECTION NOTES 13.1.GROUND FAULT PROTECTION IN ACCORDANCE WITH CEC230.95 AND CEC705.32 13.2.ALL EQUIPMENT TO BE RATED FOR BACKFEEDING. CIRCUIT BREAKERS WHICH ARE CLEARLY MARKED “LINE” AND “LOAD” ARE NOT SUITABLE FOR BACKFEED. 13.3.INSTALLER SHALL BE RESPONSIBLE FOR VERIFYING THAT ALL BREAKERS ARE SUITABLE FOR BACKFEED AND THAT IF GFP IS PRESENT ON MAIN SERVICE DISCONNECT THAN ALL SOLAR FEEDERS, CONNECTED TO MAIN BUS, SHALL HAVE GFP PER CEC215.10 & CEC705.32 EXCEPTION. 13.4.ARC-FAULT CIRCUIT PROTECTION:PHOTOVOLTAIC SYSTEMS OPERATING AT 80 VOLTS DC OR GREATER BETWEEN ANY TWO CONDUCTORS SHALL BE PROTECTED BY A LISTED PV ARC-FAULT CIRCUIT INTERRUPTER OR OTHER SYSTEM COMPONENTS LISTED TO PROVIDE EQUIVALENT PROTECTION. FOR PV SYSTEMS NOT INSTALLED ON OR IN BUILDINGS, PV OUTPUT CIRCUITS AND DC-TO-DC CONVERTER OUTPUT CIRCUITS THAT ARE DIRECT BURIED OR INSTALLED IN METALLIC RACEWAYS ARE PERMITTED WITHOUT ARC-FAULT CIRCUIT PROTECTION. (CEC690.11) 13.5.RAPID SHUTDOWN: PV SYSTEM CIRCUITS INSTALLED ON OR IN BUILDINGS SHALL INCLUDE A RAPID SHUTDOWN FUNCTION TO REDUCE SHOCK HAZARD FOR EMERGENCY RESPONDERS IN ACCORDANCE WITH 690.12(A) THROUGH (D). 13.6.WHERE THE SOLAR SERVICE SWITCH OVERCURRENT PROTECTION IS LOCATED MORE THAN 10 FT FROM THE POINT OF UTILITY SERVICE CONNECTION, CABLE LIMITERS FOR EACH UNGROUNDED CONDUCTOR SHALL BE INSTALLED AT THE POINT OF SERVICE INTERCONNECTION. 13.7.FOR ARC ENERGY REDUCTION FOR BREAKERS WITH TRIPS OF 1200A OR HIGHER, ONE OF THE METHODS MENTIONED IN NEC 240.87(B) SHALL BE USED. 14.DATA MONITORING NOTES 14.1.INVERTERS MAY HAVE DATA ACQUISITION SYSTEM BUILT INTO THEM OR IT CAN BE ADDED VIA OPTIONAL COMPONENTS. PLEASE CHECK WHILE ORDERING IF OPTIONAL DAS COMPONENTS NEEDS TO BE ORDERED SEPARATELY. 705.11 Supply-Side Source Connections: AN ELECTRIC POWER PRODUCTION SOURCE, WHERE CONNECTED ON THE SUPPLY SIDE OF THE SERVICE DISCONNECTING MEANS AS PERMITTED IN 230.82(6), SHALL COMPLY WITH 705.11(A) THROUGH (E). (A)OUTPUT RATING: THE SUM OF THE POWER SOURCE CONTINUOUS CURRENT OUTPUT RATINGS ON A SERVICE, OTHER THAN THOSE CONTROLLED IN ACCORDANCE WITH 705.13, SHALL NOT EXCEED THE AMPACITY OF THE SERVICE CONDUCTORS. (B)CONDUCTORS: THE POWER SOURCE OUTPUT CIRCUIT CONDUCTORS FROM THE SERVICE CONDUCTORS POINT OF CONNECTION TO THE FIRST OVERCURRENT PROTECTION DEVICE SHALL BE SIZED IN ACCORDANCE WITH 705.28 AND IN NO CASE SIZED SMALLER THAN 6 AWG COPPER OR 4 AWG ALUMINUM. THESE CONDUCTORS SHALL BE INSTALLED IN ACCORDANCE WITH 230.30 OR 230.43. (C)OVERCURRENT PROTECTION: THE POWER SOURCE OUTPUT CIRCUIT CONDUCTORS SHALL BE PROTECTED FROM OVERCURRENT IN ACCORDANCE WITH 705.30. IF FUSES ARE NOT INTEGRAL WITH THE DISCONNECTING MEANS, THE DISCONNECTING MEANS SHALL BE LOCATED ON THE SERVICE SIDE OF THE FUSES. WHERE THE POWER SOURCE OUTPUT CIRCUIT CONDUCTORS MAKE THEIR CONNECTION TO THE SERVICE OUTSIDE OF A BUILDING, THEY SHALL BE PROTECTED BY OVERCURRENT DEVICES IN A READILY ACCESSIBLE LOCATION OUTSIDE THE BUILDING OR AT THE FIRST READILY ACCESSIBLE LOCATION WHERE THE POWER SOURCE CONDUCTORS ENTER THE BUILDING. WHERE THE POWER SOURCE OUTPUT CIRCUIT CONDUCTORS MAKE THEIR CONNECTION TO THE SERVICE INSIDE A BUILDING, THEY SHALL BE PROTECTED WITH ONE OF THE FOLLOWING METHODS: (1)WITH AN OVERCURRENT DEVICE LOCATED WITHIN 3 M (10 FT) OF CONDUCTOR LENGTH IN DWELLING UNITS AND 5 M (16.5 FT) IN OTHER THAN DWELLING UNITS FROM THE POINT OF CONNECTION TO THE SERVICE (2)IN OTHER THAN A DWELLING UNIT, WITH AN OVERCURRENT DEVICE LOCATED WITHIN 20 M (71 FT) OF CONDUCTOR LENGTH FROM THE POINT OF CONNECTION TO THE SERVICE, PROVIDED THAT CABLE LIMITERS INSTALLED IN ALL UNGROUNDED CONDUCTORS ARE LOCATED WITHIN 5 M (16.5 FT) OF CONDUCTOR LENGTH FROM THE POINT OF CONNECTION TO THE SERVICE (D)CONNECTIONS: THE CONNECTION OF POWER SOURCE OUTPUT CIRCUIT CONDUCTORS TO THE SERVICE CONDUCTORS SHALL BE MADE USING LISTED CONNECTORS AS DESCRIBED IN 110.14 AND COMPLY WITH ALL ENCLOSURE FILL REQUIREMENTS ANY MODIFICATIONS TO EXISTING EQUIPMENT SHALL BE MADE IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS OR THE MODIFICATION MUST BE EVALUATED FOR THE APPLICATION AND HAVE A FIELD LABEL APPLIED. FOR METER SOCKET ENCLOSURES OR OTHER EQUIPMENT UNDER THE EXCLUSIVE CONTROL OF THE ELECTRIC UTILITY, ONLY CONNECTIONS APPROVED BY THE ELECTRIC UTILITY SHALL BE PERMITTED. (E)GROUND-FAULT PROTECTION" FOR CONNECTIONS RATED 1000 AMPERES OR MORE TO SOLIDLY GROUNDED WYE SERVICES EXCEEDING 150 VOLTS TO GROUND BUT NOT EXCEEDING 1000 VOLTS, PHASE-TO-PHASE, GROUND-FAULT PROTECTION MEETING THE REQUIREMENTS OF 230.95 SHALL BE PROVIDED. CAUTION: 1.CHECK THAT YOU HAVE SPACE BETWEEN MAIN BREAKER AND UTILITY METER TO MAKE LINE SIDE TAP. 2.CABLE LIMITERS MAY BE REQUIRED PER NOTE 13.6 OF PROTECTION NOTES. FIRE SAFETY REQUIREMENTS CBC 1505.9 ROOFTOP MOUNTED PHOTOVOLTAIC PANEL SYSTEMS. ROOFTOP RACK-MOUNTED PHOTOVOLTAIC PANEL SYSTEMS SHALL BE TESTED, LISTED AND IDENTIFIED WITH A FIRE CLASSIFICATION IN ACCORDANCE WITH UL 2703. LISTED SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AND THEIR LISTING. THE FIRE CLASSIFICATION SHALL COMPLY WITH TABLE 1505.1 BASED ON THE TYPE OF CONSTRUCTION OF THE BUILDING. CFC 1205.2 ACCESS AND PATHWAYS. ROOF ACCESS, PATHWAYS, AND SPACING REQUIREMENTS SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS CFC 1205.2.1 THROUGH CFC 1205.3.3. PATHWAYS SHALL BE OVER AREAS CAPABLE OF SUPPORTING FIRE FIGHTERS ACCESSING THE ROOF. PATHWAYS SHALL BE LOCATED IN AREAS WITH MINIMAL OBSTRUCTIONS, SUCH AS VENT PIPES, CONDUIT OR MECHANICAL EQUIPMENT. CFC 1205.3 OTHER THAN GROUP R-3 BUILDINGS. ACCESS TO SYSTEMS FOR BUILDINGS, OTHER THAN THOSE CONTAINING GROUP R-3 OCCUPANCIES, SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS CFC 1205.3.1 THROUGH CFC 1205.3.3. CFC 1205.3.1 PERIMETER PATHWAYS. THERE SHALL BE A MINIMUM 6-FOOT-WIDE (1829 MM) CLEAR PERIMETER AROUND THE EDGES OF THE ROOF. EXCEPTION: WHERE EITHER AXIS OF THE BUILDING IS 250 FEET (76 200 MM) OR LESS, THE CLEAR PERIMETER AROUND THE EDGES OF THE ROOF SHALL BE PERMITTED TO BE REDUCED TO A MINIMUM WIDTH OF 4 FEET (1219 MM). CFC 1205.3.2 INTERIOR PATHWAYS. INTERIOR PATHWAYS SHALL BE PROVIDED BETWEEN ARRAY SECTIONS TO MEET THE FOLLOWING REQUIREMENTS: 1.PATHWAYS SHALL BE PROVIDED AT INTERVALS NOT GREATER THAN 150 FEET (45 720 MM) THROUGHOUT THE LENGTH AND WIDTH OF THE ROOF. 2.A PATHWAY NOT LESS THAN 4 FEET (1219 MM) WIDE IN A STRAIGHT LINE TO ROOF STANDPIPES OR VENTILATION HATCHES. 3.A PATHWAY NOT LESS THAN 4 FEET (1219 MM) WIDE AROUND ROOF ACCESS HATCHES, WITH NOT FEWER THAN ONE SUCH PATHWAY TO A PARAPET OR ROOF EDGE. CFC 1205.3.3 SMOKE VENTILATION. THE SOLAR INSTALLATION SHALL BE DESIGNED TO MEET THE FOLLOWING REQUIREMENTS: 1.WHERE NONGRAVITY-OPERATED SMOKE AND HEAT VENTS OCCUR, A PATHWAY NOT LESS THAN 4 FEET (1219 MM) WIDE SHALL BE PROVIDED BORDERING ALL SIDES. 2.WHERE GRAVITY-OPERATED DROPOUT SMOKE AND HEAT VENTS OCCUR, A PATHWAY NOT LESS THAN 4 FEET (1219 MM) WIDE ON NOT FEWER THAN ONE SIDE. 3.SMOKE VENTILATION OPTIONS BETWEEN ARRAY SECTIONS SHALL BE ONE OF THE FOLLOWING: 3.1.A PATHWAY NOT LESS THAN 8 FEET (2438 MM) WIDE. 3.2.WHERE GRAVITY-OPERATED DROPOUT SMOKE AND HEAT VENTS OCCUR, A PATHWAY NOT LESS THAN 4 FEET (1219 MM) WIDE ON NOT FEWER THAN ONE SIDE. 3.3.A PATHWAY NOT LESS THAN 4 FEET (1219 MM) WIDE BORDERING 4-FOOT BY 8-FOOT (1219 MM BY 2438 MM) VENTING CUTOUTS EVERY 20 FEET (6096 MM) ON ALTERNATING SIDES OF THE PATHWAY. CFC 1205.4 BUILDINGS WITH RAPID SHUTDOWN. BUILDINGS WITH RAPID SHUTDOWN SOLAR PHOTOVOLTAIC SYSTEMS SHALL HAVE PERMANENT LABELS IN ACCORDANCE WITH SECTIONS CFC 1205.4.1 THROUGH CFC 1205.4.3. NOTE TO CONTRACTOR: CONTRACTOR HAS THE FULL RESPONSIBILITY TO CHECK AND VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS. ANY DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER BEFORE PROCEEDING WITH THE WORK. ANY WORK STARTED BEFORE CONSULTATION AND ACCEPTANCE BY THE ENGINEER SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE SUBJECT TO CORRECTION BY THEM WITHOUT ADDITIONAL COMPENSATION. STANDARD SYMBOL LEGEND (N)NEW (E)EXISTING PROVIDING FIREPROOFING OF INTERIOR PENETRATIONS TO MAINTAIN EXISITNG FIRE RATING OF SPACES AND ROOMS. GENERAL ELECTRICAL NOTES FOR PHOTOVOLTAIC SYSTEM THIS PHOTOVOLTAIC INSTALLATION SHALL BE IN ACCORDANCE WITH THE 2022 EDITION OF THE CALIFORNIA ELECTRICAL CODE (CEC) CURRENTLY BEING ENFORCED BY THE AUTHORITY HAVING JURISDICTION (AHJ), PARTICULARLY ARTICLE 690, SOLAR PHOTOVOLTAIC (DC) SYSTEMS. LIGHT LINE INDICATES EXISTING OR BEYOND THE SCOPE OF PROJECT LEGEND - GENERAL DARK LINE INDICATES NEW OR WITHIN THE SCOPE OF PROJECT LIGHT TEXT INDICATES EXISTING OR BEYOND THE SCOPE OF PROJECT DARK TEXT INDICATES NEW OR WITHIN THE SCOPE OF PROJECT LEGEND - PLAN SYMBOLS PROPERTY LINE PARKING LOT ROADS 1X SETBACK REQUIRED FROM ANY EXISTING EQUIPMENT 2X SETBACK REQUIRED FROM ANY EXISTING EQUIPMENT TREES INSIDE OR AROUND THE PROPERTY N NORTH ARROW (N) ARRAY INSTALLATION AREA LEGEND - ONE LINE DIAGRAM AND GROUNDING DIAGRAM SYMBOLS MODULE INVERTER COMMUNICATION CABLERS485RS485 CT METER FUSED DISCONNECT SWITCH CIRCUIT BREAKER BUS CONNECTION POINT BUSBAR GROUND ROD SEG SOLAR INC. SEG-550-BMA-TB (550W) WITHOUT RSD UL 3741 COMPLIANT EXISTING TEXT NEW TEXT SEG SOLAR INC. SEG-550-BMA-TB (550W) WITH RSD STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . N STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . 00 15'30' INVERTER OR SYSTEM FAULT CURRENT MODEL NO.# OF INVERTER VOLTAGE (V)FAULT CURRENT PER INVERTER (A)TOTAL SYSTEM FAULT CURRENT (A) CPS SCA25KTL-DO-R/US-480 480 31 622 TOTAL 446.6 CPS SCA60KTL-DO/US-480 480 64.1 384.66 DC1.1 (1) - 1-1/4" EMT 6 - #8 AWG, CU-PV WIRE (1000V) 1 - #10 AWG, CU-THWN-2 DC1.2 (1) - 1" EMT 4 - #8 AWG, CU-PV WIRE (1000V) 1 - #10 AWG, CU-THWN-2 AC1.9 (2) - 3" EMT 3 - #500 MCM, AL-THWN-2 1 - #4/0 AWG, AL-THWN-2 NEUTRAL 1 - #3/0 AWG, AL-THWN-2 EGC AC1.10 (2) - 3" EMT 3 - #500 MCM, AL-THWN-2 1 - #500 MCM, AL-THWN-2 NEUTRAL 1 - #4/0 AWG, AL-THWN-2 EGC ON ROOF STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . ON ROOF STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . TABLE C1: AC OUTPUT CIRCUIT CONDUCTOR AND CONDUIT IDENTIFICATION INITIAL CONDUCTOR LOCATION FINAL CONDUCTOR LOCATION RACEWAY NAME CIRCUIT ID RACEWAY SIZE OR DIRECT BURIAL # OF PARALLEL CIRCUITS # OF CONDUCTORS IN RACEWAY OR BURIAL BUNDLE % OF MAX CONDUIT FILL 310.15(B)(1) Temp Correction Factor 310.15(C)(1) Fill Adjustment Factor 690.8 (A)(1)(e) Adjustment Factor OPERATING LINE CURRENT DESIGN LINE CURRENT TERMINAL TEMP LIMIT TEMP LIMIT AMPACITY 30C AMB OCPD MINIMUM CORRECTED AMPACITY CONDUCTOR CORRECTED AMPACITY ONE WAY LENGTH (FT) VOLTAGE DROP % CURRENT CARRYING CONDUCTOR TYPE AND SIZE NEUTRAL WIRE TYPE AND SIZE GROUNDING CONDUCTOR SIZE (AWG)NOTES INV-1 SPNLBD AC1.1 AC1.1-1 1-1/2" EMT 1 4 78%0.96 1.00 1.25 72 90 Al-75C 120 110 90 130 150 0.78%3 - #1/0 AWG, AL-THWN-2 0 - #NO NEUTRAL 1 - #4 AWG, AL-THWN-2 EGC INV-2 SPNLBD AC1.2 AC1.2-1 1-1/2" EMT 1 4 78%0.96 1.00 1.25 72 90 Al-75C 120 110 90 130 150 0.78%3 - #1/0 AWG, AL-THWN-2 0 - #NO NEUTRAL 1 - #4 AWG, AL-THWN-2 EGC INV-3 SPNLBD AC1.3 AC1.3-1 1-1/2" EMT 1 4 78%0.96 1.00 1.25 72 90 Al-75C 120 110 90 130 145 0.76%3 - #1/0 AWG, AL-THWN-2 0 - #NO NEUTRAL 1 - #4 AWG, AL-THWN-2 EGC INV-4 SPNLBD AC1.4 AC1.4-1 1-1/2" EMT 1 4 78%0.96 1.00 1.25 72 90 Al-75C 120 110 90 130 145 0.76%3 - #1/0 AWG, AL-THWN-2 0 - #NO NEUTRAL 1 - #4 AWG, AL-THWN-2 EGC INV-5 SPNLBD AC1.5 AC1.5-1 1-1/2" EMT 1 4 78%0.96 1.00 1.25 72 90 Al-75C 120 110 90 130 170 0.89%3 - #1/0 AWG, AL-THWN-2 0 - #NO NEUTRAL 1 - #4 AWG, AL-THWN-2 EGC INV-6 SPNLBD AC1.6 AC1.6-1 1-1/2" EMT 1 4 78%0.96 1.00 1.25 72 90 Al-75C 120 110 90 130 170 0.89%3 - #1/0 AWG, AL-THWN-2 0 - #NO NEUTRAL 1 - #4 AWG, AL-THWN-2 EGC INV-7 SPNLBD AC1.7 AC1.7-1 1" EMT 1 4 95%0.96 1.00 1.25 31 38 Al-75C 65 50 38 72 180 1.01%3 - #4 AWG, AL-THWN-2 0 - #NO NEUTRAL 1 - #4 AWG, AL-THWN-2 EGC INV-8 SPNLBD AC1.8 AC1.8-1 1" EMT 1 4 95%0.96 1.00 1.25 31 38 Al-75C 65 50 38 72 180 1.01%3 - #4 AWG, AL-THWN-2 0 - #NO NEUTRAL 1 - #4 AWG, AL-THWN-2 EGC SPNLBD ACDS-1 AC1.9 AC1.9-1 3" EMT 2 5 77%0.96 1.00 1.25 493 616 Al-75C 620 700 616 672 10 0.04%3 - #500 MCM, AL-THWN-2 1 - #4/0 AWG, AL-THWN-2 1 - #3/0 AWG, AL-THWN-2 EGC ACDS-1 SWBD AC1.10 AC1.10-1 3" EMT 2 5 89%0.96 1.00 1.25 493 616 Al-75C 620 N/A 616 672 10 0.04%3 - #500 MCM, AL-THWN-2 1 - #500 MCM, AL-THWN-2 1 - #4/0 AWG, AL-THWN-2 EGC DC CONDUITS DC VOLTAGE DROP DESIGN LINE CURRENT MINIMUM CORRECTED AMPACITY CONDUIT FILL CONDUCTOR CORRECTED AMPACITY CONDUIT NAME (2*ONE WAY LENGTH*RESISTANCE PER 1000FT*PHASE CURRENT Imp/1000 FT/STRING VOLTAGE/# WIRES PER PHASE)= VOLTAGE DROP IN CONDUIT ISC*1.56 ISC*1.25 100*(TOTAL CONDUCTOR AREA)/((CONDUIT AREA)*(PERCENT ALLOWED FILL)) = PERCENT MAXIMUM FILL CONDUCTOR AMPACITY AT 30C * CONDUCTOR PER PHASE * TEMP. CORRECTION FACTOR * FILL ADJUSTMENT FACTOR = CONDUCTOR CORRECTED AMPACITY DC1.1 (2 * 450 * 0.778 * 13.116624/ 1000FT /697.89 / 1 ) = 1.48%(14.01 * 1.56) = 21.89 (14.01 * 1.25) = 17.51 100 * 0.48 / (1.5 * 0.4) = 81%(55 * 1 * 0.96 * 0.8) = 42.24 AC CONDUITS ( For 3-Phase system)3 PHASE AC VOLTAGE DROP DESIGN LINE CURRENT MINIMUM CORRECTED AMPACITY CONDUIT FILL CONDUCTOR CORRECTED AMPACITY CONDUIT NAME 1.732*ONE WAY LENGTH*RESISTANCE PER 1000FT*PHASE CURRENT/1000 FT/OPERATING VOLTAGE/# WIRES PER PHASE) = VOLTAGE DROP IN CONDUIT OPERATING CURRENT*1.25 OPERATING CURRENT*1.25 100*(TOTAL CONDUCTOR AREA)/((CONDUIT AREA)*(PERCENT ALLOWED FILL)) = PERCENT MAXIMUM FILL CONDUCTOR AMPACITY AT 30C * CONDUCTOR PER PHASE * TEMP. CORRECTION FACTOR * FILL ADJUSTMENT FACTOR = CONDUCTOR CORRECTED AMPACITY AC1.1 (1.732*150 * 0.201 * 72 / 1000FT / 480 / 1)=0.78%(72.2 * 1.25) = 90.25 (72.2 * 1.25) = 90.25 100 * 0.64 / (2.04 * 0.4) = 78%(135*1*0.96*1) = 129.6 STRING VOC CALCULATION - SEG-550-BMA-TB PANEL VOC, 25C 49.7 NUMBER IN SERIES 18 STRING VOC STC 894.6 DESIGN LOW, (ASHRAE) C 2 TEMP COEFFICIENT, %/C -0.27% PANEL VOC * NUMBER IN SERIES * (1 - (25 - DESIGN LOW TEMP)* VOC TEMP COEFFICIENT) = MAX VOC AT DESIGN LOW (49.7 * 18 * ( 1-(25-(2)* (-0.0027 )) = 954.99 STRING VOC CALCULATION - SEG-550-BMA-TB PANEL VOC, 25C 49.7 NUMBER IN SERIES 16 STRING VOC STC 795.2 DESIGN LOW, (ASHRAE) C 2 TEMP COEFFICIENT, %/C -0.27% PANEL VOC * NUMBER IN SERIES * (1 - (25 - DESIGN LOW TEMP)* VOC TEMP COEFFICIENT) = MAX VOC AT DESIGN LOW (49.7 * 16 * ( 1-(25-(2)* (-0.0027 )) = 848.88 STRING VOC CALCULATION - SEG-550-BMA-TB PANEL VOC, 25C 49.7 NUMBER IN SERIES 17 STRING VOC STC 844.9 DESIGN LOW, (ASHRAE) C 2 TEMP COEFFICIENT, %/C -0.27% PANEL VOC * NUMBER IN SERIES * (1 - (25 - DESIGN LOW TEMP)* VOC TEMP COEFFICIENT) = MAX VOC AT DESIGN LOW (49.7 * 17 * ( 1-(25-(2)* (-0.0027 )) = 901.93 TABLE B1: DC OUTPUT CIRCUIT CONDUCTOR AND CONDUIT IDENTIFICATION INITIAL CONDUCTOR LOCATION FINAL CONDUCTOR LOCATION # STRINGS IN COMBINER BOX IN PARALLEL RACEWAY NAME CIRCUIT ID RACEWAY SIZE OR DIRECT BURIAL # OF PARALLEL CIRCUITS # OF CONDUCTORS IN RACEWAY OR BURIAL BUNDLE % OF MAX CONDUIT FILL 310.15(B)(1) Temp Correction Factor 310.15(C)(1) Fill Adjustment Factor 690.8 (A)(1)(a) and (B)(1) Adjustment Factors Isc DESIGN LINE CURRENT TERMINAL TEMP LIMIT TEMP LIMIT AMPACITY 30C AMB OCPD MINIMUM CORRECTED AMPACITY CONDUCTOR CORRECTED AMPACITY ONE WAY LENGTH (FT) VOLTAGE DROP % CURRENT CARRYING CONDUCTOR TYPE AND SIZE (AWG) EQUIPMENT GROUNDING CONDUCTOR SIZE (AWG) NOTES - FREE AIR WHERE PV WIRE IS PROTECTED FROM PHYSICAL DAMAGE. ST-X INV-X 1 DC1.1 DC1.1-1 1-1/4" EMT 1 7 81%0.96 0.80 1.56 14 22 Cu-90C 55 25 18 42 450 1.48%2 - #8 AWG, CU-PV WIRE (1000V) 1 - #10 AWG, CU-THWN-2ST-X INV-X 1 DC1.1-2 14 22 55 25 18 42 1.48%2 - #8 AWG, CU-PV WIRE (1000V) ST-X INV-X 1 DC1.1-3 14 22 55 25 18 42 1.48%2 - #8 AWG, CU-PV WIRE (1000V) ST-X INV-X 1 DC1.2 DC1.2-1 1" EMT 1 5 95%0.96 0.80 1.56 14 22 Cu-90C 55 25 18 42 450 1.48%2 - #8 AWG, CU-PV WIRE (1000V) 1 - #10 AWG, CU-THWN-2 ST-X INV-X 1 DC1.2-2 14 22 55 25 18 42 1.48%2 - #8 AWG, CU-PV WIRE (1000V) Voltage Drop Table WIRES / EQUIPMENT INV-1 INV-2 INV-3 INV-4 INV-5 INV-6 INV-7 INV-8 INV-X to SPNLBD 0.78%0.78%0.76%0.76%0.89%0.89%1.01%1.01% SPNLBD to ACDS-1 0.04% ACDS-1 to SWBD 0.04% TOTAL AC VOLTAGE DROP 0.86%0.86%0.83%0.83%0.96%0.96%1.08%1.08% TOTAL DC VOLTAGE DROP 1.48% TOTAL VOLTAGE DROP 2.34%2.34%2.31%2.31%2.45%2.45%2.56%2.56% STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . AC D I S C O N N E C T CA U T I O N : DO N O T R E M O V E C O V E R U N T I L 5 M I N U T E S A F T E R D I S C O N N E C T I N G ALL S O U R C E S O F S U P P L Y . DA N G E R : BE F O R E O P E N I N G T H E D E V I C E , DIS C O N N E C T F R O M G R I D A N D TH E P V G E N E R A T O R . T H E D E V I C E MA Y O N L Y B E O P E N E D B Y S E R V I C E PE R S O N N E L . WA R N I N G : HA Z A R D O U S V O L T A G E A N D E N E R G Y IN S I D E , D I S C H A R G E B Y S E R V I C E PE R S O N N E L B E F O R E O P E N I N G TH E D E V I C E . E L E C T R I C S H O C K HA Z A R D . T H E D C C O N D U C T O R S OF T H I S P H O T O V O L T A I C S Y S T E M AR E U N G R O U N D E D A N D M A Y B E EN E R G I Z E D . CA U T I O N : RIS K O F B U R N I N G . D O N O T T O U C H ! 5m i n Seri a l N u m b e r N STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . 00 1'2' 00 1'2' A B 00 1'2' 00 1'2' C ED001'2' UNISTRUT P1000 OR APPROVED EQUIV. REFER TO STRUCTURAL SHEETS FOR FASTENER SPECIFICATIONS STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . WARNING COMBINER BOX / CIRCUITS / CONDUIT COMBINER BOX / EMT ENCLOSURES ELECTRICAL SHOCK HAZARD TERMINALS ON THE LINE AND LOAD SIDES MAY BE ENERGIZED IN THE OPEN POSITION PER NEC 706.15(C)(4) NEC 690.13(B) TURN OFF PHOTOVOLTAIC AC DISCONNECT PRIOR TO WORKING INSIDE PANEL PER NEC 110.27(C) & OSHA 1910.145(f)(7) WARNING POWER TO THIS SERVICE IS ALSO SUPPLIED FROM THE FOLLOWING SOURCES WITH DISCONNECTS LOCATED AS SHOWN CAUTION BUILDING / STRUCTURE EMT / CONDUIT RACEWAYS PHOTOVOLTAIC POWER SOURCE PER NEC 690.31(D)(2) INVERTER THE DISCONNECTION OF THE GROUNDED CONDUCTOR(S) MAY RESULT IN OVERVOLTAGE ON THE EQUIPMENT PER NEC 690.31(E) WARNING AC DISCONNECT / BREAKER / POINTS OF CONNECTION PER NEC 690.13(B) WARNING ELECTRICAL SHOCK HAZARD PER NEC 706.15(C)(4) & NEC 690.13(B) BREAKER PANEL / PULL BOXES PER NEC 690.15(B) & NEC 690.33(D)(2) DO NOT DISCONNECT UNDER LOAD CAUTION PHOTOVOLTAIC SYSTEM CIRCUIT IS BACKFED PER NEC 705.12(B)(3)(2) WARNING POWER SOURCE OUTPUT CONNECTION. DO NOT RELOCATE THIS OVERCURRENT DEVICE. MAIN SERVICE DISCONNECT WARNING MAIN PHOTOVOLTAIC SYSTEM DISCONNECT PER NEC 690.13(B) MAIN SERVICE DISCONNECT / UTILITY METER PER NEC 705.10 & 690.56(A)(B) TERMINALS ON THE LINE AND LOAD SIDES MAY BE ENERGIZED IN THE OPEN POSITION PHOTOVOLTAIC AC DISCONNECT RATED AC OUTPUT CURRENT: NOMINAL OPERATING AC VOLTAGE: 493A 480V PER NEC 690.54 WARNING ELECTRICAL SHOCK HAZARD PER NEC 705.12(D) & NEC 690.59 WARNING ELECTRICAL SHOCK HAZARD PER NEC 110.27(C) & OSHA 1910.145(f)(7) PHOTOVOLTAIC AC DISCONNECT SOLAR PV DC CIRCUIT PER NEC 690.31(D)(2) WARNING PER NEC 705.12(B)(3)(3) THIS EQUIPMENT FED BY MULTIPLE SOURCES: TOTAL RATING OF ALL OVERCURRENT DEVICES EXCLUDING MAIN POWER SUPPLY SHALL NOT EXCEED AMPACITY OF BUSBAR TERMINALS ON THE LINE AND LOAD SIDES MAY BE ENERGIZED IN THE OPEN POSITION PER NEC 706.15(C)(4) & NEC 690.13(B) TERMINALS ON THE LINE AND LOAD SIDES MAY BE ENERGIZED IN THE OPEN POSITION TURN OFF PHOTOVOLTAIC AC DISCONNECT PRIOR TO WORKING INSIDE PANEL PER NEC 706.15(C)(4) & NEC 690.13(B) PER NEC 705.12(C) & NEC 690.59 WARNING DUAL POWER SOURCE SECOND SOURCE IS PHOTOVOLTAIC SYSTEM MAIN PHOTOVOLTAIC SYSTEM DISCONNECT PER NEC 690.13(B) PER NEC 408.4(B) NOTE : ELECTRICAL SERVICE EQUIPMENT MUST BE FIELD MARKED PER THE NEC CODE WHEN IT IS PRESENT IN A BUILDING OR STRUCTURE (OTHER THAN DWELLING UNITS) SUPPORTED BY MORE THAN ONE SERVICE PROVIDER (I.E., PUBLIC UTILITIES SUCH AS ELECTRICITY AND A PV SYSTEM).THIS INCLUDES ARC FLASH AND INFORMATIONAL LABELING. PER NEC 706.15(C) AND NEC 110.16 AND NFPA 70E ARTICLE 130.5(C)(1),(2),(3) WARNING ARC-FLASH AND SHOCK HAZARD APPROPRIATE PPE REQUIRED FIELD MARKING a.INVERTER b.BREAKER PANEL / PULL BOXES / MAIN SERVICE DISCONNECT A = BLACK B = RED C = BLUE NEUTRAL = WHITE PER NEC 210.5 (C)(1)(B) c.BREAKER PANEL PER NEC 408.4(B) INV-1 THIS PANEL FED FROM INV-1 THRU INV-8 RAPID SHUTDOWN FOR SOLAR PV SYSTEM PER NEC 690.56(C)(2) INV-2 PER NEC 705.12(B)(3)(2) WARNING POWER SOURCE OUTPUT CONNECTION DO NOT RELOCATE THIS OVERCURRENT DEVICE.TURN RAPID SHUTDOWN SWITCH TO THE "OFF" POSITION TO SHUTDOWN PV SYSTEM AND REDUCE SHOCK HAZARD IN ARRAY SOLAR PV SYSTEM EQUIPPED WITH RAPID SHUTDOWN SOLAR ELECTRIC PV PANELS NEC 690.56(C) INV-3 ADHESIVE FASTENED SIGNS NEC 110.21(B)(1) INFORMATIONAL NOTE: ANSI Z535.4 - 2011 Product safety signs and labels, provides guidelines for suitable font sizes, words, colors, symbols, and location requirements for labels. NEC 110.21(B)(3) The label shall be suitable for the environment where it is installed. LABELING REQUIREMENTS FOR ARTICLE 690 NEC 690.13(B) Each PV system disconnecting means shall plainly indicate whether in the open (off) or closed (on) position and be permanently marked “PV SYSTEM DISCONNECT” or equivalent. Additional markings shall be permitted based upon the specific system configuration. For PV system disconnecting means where the line and load terminals may be energized in the open position, the device shall be marked with the following words or equivalent: "Terminals on the line and load sides may be energized in the open position." NEC 690.15(B) An isolating device shall be rated to open the maximum circuit current under load or be marked “Do Not Disconnect Under Load” or “Not for Current Interrupting.” NEC 690.31(B)(1) PV system circuit conductors shall be identified at all termination, connection, and splice points by color coding, marking tape, tagging, or other approved means. Conductors relying on other than color coding for polarity identification shall be identified by an approved permanent marking means such as labeling, sleeving or shrink-tubing that is suitable for the conductor size. NEC 690.31(D)(2) Unless located and arranged so the purpose is evident, the following wiring methods and enclosures that contain PV system dc circuit conductors shall be marked with the wording PHOTOVOLTAIC POWER SOURCE OR SOLAR PV DC CIRCUIT by means of permanently affixed labels or other approved permanent marking: (1) Exposed raceways, cable trays, and other wiring methods (2) Covers or enclosures of pull boxes and junction boxes (3) Conduit bodies in which any of the available conduit openings are unused. The labels or markings shall be visible after installation. All letters shall be capitalized and shall be a minimum height of 9.5 mm (3⁄8in.) in white on a red background. labels shall appear on every section of the wiring system that is separated by enclosures, walls, partitions, ceilings, or floors. spacing between labels or markings, or between a label and a marking, shall not be more than 3 m (10ft). Labels required by this section shall be suitable for the environment where they are installed. NEC 690.31(E) Solidly grounded bipolar PV systems shall be clearly marked with a permanent, legible warning notice indicating that the disconnection of the grounded conductor(s) may result in overvoltage on the equipment. NEC 690.33(D)(2) Interruption of Circuit. Connectors shall be a type that requires the use of a tool to open and marked “Do Not Disconnect Under Load” or “Not for Current Interrupting.” NEC 690.51 Modules and AC modules shall be marked in accordance with their listing. NEC 690.53 A permanent readily visible label indicating the highest maximum dc voltage in a PV system, calculated in accordance with 690.7, shall be provided by the installer at one of the following locations: (1) DC PV system disconnecting means (2) PV system electronic power conversion equipment (3) Distribution equipment associated with the PV system. NEC 690.54 All interactive system(s) points of interconnection with other sources shall be marked as an accessible location at the disconnecting means as a power source and with the rated ac output current and the nominal operating ac voltage. NEC 690.55 The PV system output circuit conductors shall be marked to indicate polarity where connected to energy storage systems. NEC 690.56(A) Plaques or directories shall be installed in accordance with 710.10. NEC 690.56(B) Plaques or directories shall be installed in accordance with 705.10 AND 712.10. NEC 690.56(C) The type of PV system is shown in figure 690.56(C). NEC 690.56(C)(2) A rapid shutdown initiation device shall have a label located on or no more than 1 m (3 ft) from the initiation device that includes the following wording: RAPID SHUTDOWN FOR SOLAR PV SYSTEM. The label shall be reflective, with all letters capitalized and having a minimum height of 9.5 mm (3⁄8 in.), in white on red background. NEC 690.59 PV systems connected to other sources shall be installed in accordance with parts I and II of Article 705. NEC 692.56 A fuel cell system that stores electrical energy shall require the following warning sign, or equivalent, at the location of the service disconnecting means of the premises: WARNING FUEL CELL POWER SYSTEM CONTAINS ELECTRICAL ENERGY STORAGE DEVICES. NEC 705.12(B)(3)(3) The sum of the ampere ratings of all overcurrent devices on panelboards, both load and supply devices, excluding the rating of the overcurrent device protecting the busbar, shall not exceed the ampacity of the busbar. The rating of the overcurrent device protecting the busbar shall not exceed the rating of the busbar. Permanent warning labels shall be applied to distribution equipment displaying the following or equivalent wording: WARNING: THIS EQUIPMENT FED BY MULTIPLE SOURCES. TOTAL RATING OF ALL OVERCURRENT DEVICES EXCLUDING MAIN SUPPLY OVERCURRENT DEVICE SHALL NOT EXCEED AMPACITY OF BUSBAR. NEC 705.12(D) Suitable for backfeed. Fused disconnects, unless otherwise marked, shall be considered suitable for backfeed. NEC 706.15(C) Each ESS disconnecting means shall plainly indicate whether it is in the open (on) or closed (off) position and be permanently marked “ENERGY STORAGE SYSTEM DISCONNECT”. The disconnecting means shall be legibly marked in the field to indicate the following: Nominal ESS ac voltage and maximum ESS dc voltage Available fault current derived from the ESS An arc-flash label applied in accordance with acceptable industry practice Data calculation was performed. REQUIREMENTS FOR ELECTRICAL INSTALLATIONS (FIELD MARKING) NEC 110.16(A) Arc Flash: Electrical equipment, such as switchboards, switchgear, panelboards, industrial control panels, meter socket enclosures, and motor control centers, that is in other than dwelling units, and is likely to require examination, adjustment, servicing, or maintenance while energized, shall be field or factory marked to warn qualified persons of potential electric arc flash hazards. The marking shall meet the requirements in 110.21(B) and shall be located so as to be clearly visible to qualified persons before examination, adjustment, servicing, or maintenance of the equipment. NEC 110.16(B) In other than dwelling units, in addition to the requirements in (A), a permanent label shall be field or factory applied to service equipment rated 1200 amps or more. The label shall meet the requirements of 110.21(B) and contain the following information: 1.Nominal system voltage 2.Available fault current at the service overcurrent protective devices. 3.The clearing time of service overcurrent protective devices based on the available fault current at the service equipment. 4.The date the label was applied. Exception: Service equipment labeling shall not be required if an arc flash label is applied in accordance with acceptable industry practice. NEC 110.21(B)(1) Field Applied Hazard Markings: The marking shall warn of the hazards using effective words, colors, symbols, or any combination thereof. NEC 110.21(B)(3) The label shall be of sufficient durability to withstand the environment involved. NEC 110.22(B) Engineered Series Combination Systems: Equipment enclosures for circuit breakers or fuses applied in compliance with series combination ratings selected under engineering supervision in accordance with 250.86(A) shall be legibly marked in the field as directed by the engineer to indicate the equipment has been applied with a series combination rating. The marking shall meet the requirements in 110.21(B). NEC 110.24(A) Field Marking: Service equipment at other than dwelling units shall be legibly marked in the field with the maximum available fault current. The field marking(s) shall include the date the fault-current calculation was performed and be of sufficient durability to withstand the environment involved. The calculation shall be documented and made available to those authorized to design, install, inspect, maintain, or operate the system. NEC 110.27(C) Entrances to rooms or other guarded locations that contain exposed live parts shall be marked with conspicuous warning signs forbidding unqualified persons to enter. NEC 210.5(C)(1)(b) Posting of Identification Means: The method utilized for conductors originating within each branch-circuit panelboard or similar branch circuit distribution equipment shall be documented in a manner that is readily available and shall be permanently posted at each branch-circuit panelboard or similar branch-circuit distribution equipment. The label shall be of sufficient durability to withstand the environment involved and shall not be handwritten. NEC 230.2(E) Identification: Where a building or structure is supplied by more than one service, or any combination of branch circuits, feeders, and services, a permanent plaque or directory shall be installed at each service disconnect location denoting all other services, feeders, and branch circuits supplying that building or structure and the area served by each. NEC 408.4(B) Source of supply: All switchboards, switchgear, and panelboards supplied by feeder(s) in other than one-or two-family dwellings shall be permanently marked to indicate each device or equipment where the power originates. The label shall be permanently affixed, of sufficient durability to withstand the environment involved and not be handwritten. NEC 705.10 A permanent plaque or directory shall be installed at a building supplied by a stand-alone system at each service equipment location, or at an approved readily visible location. the plaque or directory shall denote the location of each power source disconnecting means for the premises or be grouped with other plaques or directories for other on-site sources. The marking shall comply with 110.21(B). NEC 705.12(C) Equipment containing overcurrent devices in circuits supplying power to a busbar or conductor supplied from multiple sources shall be marked to indicate the presence of all sources. NEC 705.12(B)(3)(3) Permanent warning label shall be applied to the distribution equipment displaying the following or equivalent wording: THIS EQUIPMENT FED BY MULTIPLE SOURCES: TOTAL RATING OF ALL OVERCURRENT DEVICES EXCLUDING MAIN POWER SUPPLY SHALL NOT EXCEED AMPACITY OF BUSBAR. NEC 705.12(B)(3)(2) A permanent warning label shall be applied to the distribution equipment adjacent to the back-fed breaker from the inverter power source that displays the following or equivalent wording: WARNING: "Power output connection. Do not relocate this overcurrent drive". NEC 710.15(C) Stand-alone systems shall be permitted to supply 120 volts to single-phase, 3-wire, 120/240-volt service equipment or distribution panels where there are no 240-volt outlets and where there are no multiwire branch circuits. In all installations, the sum of the ratings of the power sources shall be less than the rating of the neutral bus in the service equipment. This equipment shall be marked with the following words or equivalent: “WARNING: Single 120-volt supply - do not connect multiwire branch circuits." OSHA 1910.145(F)(7) Warning tags are used to represent a hazard level between “Caution” and “Danger”. GENERAL NOTES FOR LABELS AND MARKINGS: 1.LABELS AND MARKINGS SHALL BE APPLIED TO THE APPROPRIATE COMPONENTS IN ACCORDANCE WITH THE NEC. 2.SOLAR MODULES ARE SUPPLIED FROM THE MANUFACTURER WITH MARKINGS PRE-APPLIED TO MEET THE REQUIREMENTS OF THE NEC. 3.THE INVERTER IS SUPPLIED FROM THE MANUFACTURER WITH THE APPROPRIATE LABELS AND MARKINGS TO MEET THE REQUIREMENTS OF NEC. 4.ALL OTHER WARNING AND CAUTION LABELS, UNLESS OTHERWISE SPECIFIED, MUST MEET THE REQUIREMENTS OF ANSI Z535.4 – 2011 PER ARTICLE 110.21(B) IN THE NEC 2020. THE ANSI STANDARD REQUIRES THAT DANGER, WARNING, AND CAUTION SIGNS USED THE STANDARD HEADER COLORS, HEADER TEXT, AND SAFETY ALERT SYMBOL ON EACH LABEL. THE ANSI STANDARD REQUIRES A HEADING THAT IS AT LEAST 50% TALLER THAN THE BODY WHILE NOT REQUIRED IN THE NEC 2020, THE MESSAGE TEXT SHOULD BE AT LEAST .12” TALL. IF WE COMPARE THIS TO OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OHSA)1910.145 AND THE AMERICAN NATIONAL STANDARD INSTITUTE (ANSI) Z535, IT IS SPECIFIED THAT SIGNS MUST BE VISIBLE AT A SAFE VIEWING DISTANCE FROM THE HAZARD. THEY ALSO RECOMMEND THE USE OF SAFETY ALERT SYMBOLS, WHERE APPLICABLE. INV-4 INV-5 INV-6 INV-7 INV-8 N STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . N STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . YOU ARE HERE 2000 17TH ST. SANTA ANA, CA 92705 POWER TO THIS SERVICE IS ALSO SUPPLIED FROM THE FOLLOWING SOURCES WITH DISCONNECTS LOCATED AS SHOWN CAUTION SITE ADDRESS: 2000 17TH ST., SANTA ANA, CA 92705 STAMP: AL B E R T S O N S 5 9 8 SA N T A A N A , C A 9 2 7 0 5 RE V DA T E DE S C R I P T I O N PROJECT NUMBER: SHEET TITLE: SHEET NUMBER: REVISION: 20 0 0 1 7 T H S T . Jul 30, 2024 Client: onyx Subject: PE Letter for the Installation of Solar Panels on Existing Roof. Project Name: Albertson 598 Project Number: 23023.004 Company: onyx Site Address: 2000 17th St, Santa Ana, CA 92705, USA Coordinates: 33.759017, -117.837736 Structurology, Inc. is pleased to submit this letter to determine the structural integrity of the existing roof located on the onyx site listed above. Design Information: This structural letter is based on information gathered from the following documents: • OnSwitch-Albertson 598-clawFR 10 DT-Calculations Package-Rev5-202407091604 dated 09-07-2024. • OnSwitch-Albertson 598 -clawFR 10 DT-Racking Construction Set-Rev5-202407091604 dated 09-07-2024. The requested evaluation of the existing roof includes the current loads and the installation of solar panels by onyx. The location of the solar panel installation is depicted in the project report and the details of the roof and modules are obtained from the project report listed above. Further details of the existing roof, P V modules, and other necessary details are summarized below. This PE letter has been performed following the ASCE 7-16. Wind Load Wind Speed: 95 mph Terrain Category: Exposure C Type of Structure: Main Structure Standard: ASCE 7-16 Risk Category: II Snow Load Ground Snow Load: Flat Roof Snow Load: 0 psf 0 psf 1 A AHJ Comments 05/31/2024 B IFC Revision 07/30/2024 B C C CLIENT UPDATE 3/9/2026 Roof Details PV Modules [SEG Module Arrays] Manufacturer: SEG SOLAR Name: SEG -550-BMA-TB System Weight: 68206 lb Array 1.1 Array 1.2 Array 1.3 Building Height: 24 ft Parapet Height: 5.0 ft Roofing: PVC Roof Tilt: 1° No. of Modules: 22 No. of Ballast Block: Nil No. of Mechanical Attachment: 9 Array Weight: 1600 lb Array Load: 2.28 psf No. of Modules: 54 No. of Ballast Block: Nil No. of Mechanical Attachment: 13 Array Weight: 3888 lb Array Load: 2.25 psf No. of Modules: 162 No. of Ballast Block: Nil No. of Mechanical Attachment: 23 Array Weight: 11380 lb Array Load: 2.24 psf 2 B Array 1.4 Array 1.5 Array 1.6 Array 1.7 Array 1.8 No. of Modules: 176 No. of Ballast Block: Nil No. of Mechanical Attachment: 12 Array Weight: 12264 lb Array Load: 2.22 psf No. of Modules: 160 No. of Ballast Block: Nil No. of Mechanical Attachment: 11 Array Weight: 11153 lb Array Load: 2.22 psf No. of Modules: 142 No. of Ballast Block: Nil No. of Mechanical Attachment: 10 Array Weight: 9889 lb Array Load: 2.22 psf No. of Modules: 140 No. of Ballast Block: Nil No. of Mechanical Attachment: 10 Array Weight: 9778 lb Array Load: 2.22 psf No. of Modules: 118 No. of Ballast Block: Nil No. of Mechanical Attachment: 10 Array Weight: 8254 lb Array Load: 2.22 psf 3 B ARRAY ANCHOR ATTACHMENT CALCULATION: Withdrawal Load = 316 lb (See PanelClaw Construction Document, PC - 16) Shear Load = 359 lb (See PanelClaw Construction Document, PC - 16) Use: OMG Powergrip Plus w/ 8 numbers of #14 HD Screws (See Attached Test Report) Tensile Capacity = (2013 lb / 3) = 671 lb Shear Capacity = (1077 lb / 3) = 359 lb Withdrawal Check D/C = (316 lb /671 lb) = 0.47 < 1 Hence Okay. Shear Check D/C = (359 lb / 359 lb) = 1 Hence Okay. Hence the anchor is safe in shear and tension. EXISTING ROOF DECK CAPACITY CHECK: Verco HSB-36 1 ½” x 22 GA. Roof deck [From As-Built Structural Drawing by the Client, Sheet S3.0] Governing Uplift Force = 316 lbs [See PanelClaw Construction Document Sheet, PC-16] Deck Span = 6’-6” Deck Max. Bending Moment = 316 lbs x 6.5’ /4 = 514 lb-ft Section Modulus = 0.188 in^3 [See Attached B Deck Report] Yield strength = 50 ksi [See Attached B Deck Report] Bending Capacity M = (0.188 in^3 x 50 ksi x1000) / (1.5 x 12”) = 522.2 lb-ft > 514 lb-ft Hence OK 4 B Results: From the evaluation, it was determined that the Existing Roof 1 is subjected to the max. roof load of 2.28 psf due to the installation of PV Solar Panels and Mechanical Anchor. The total system weight per PanelClaw design (68206 lb) to the Roof 1 is less than the max. allowable load (104813 lb) of Roof 1 (See the attached Roof Analysis Report). Note: The original roof is designed for a live load of 20 psf. The design live load shall be replaced with proposed solar panels since people cannot walk on top of panels. The proposed load shall be the PV system load of 2.28 psf plus a 5 psf minimum live load for a total of 7.28 psf total load in lieu of the design live load of 20 psf to Roof 1. Therefore, the existing roofs are found to be structurally adequate to carry the proposed PV system. Assumptions: The following assumptions were made in the creation of this letter: 1. This report is based solely on the information supplied to us as listed in the “Design Information” section of this report, and the results, in turn, are only as accurate as the data extracted from this information. 2. The existing structures and associated components, including any existing modifications to them, have been installed by original design drawings and are in satisfactory condition to carry their full design capacity. 3. Any existing modifications not listed in the “Design Information” section of this letter have not been considered in the letter. 4. The structural letter is based on that all materials are in good condition and all members are in place and intact. If you are aware of any information that is contrary to that which is contained in this report and analysis, or if you are aware of any defects arising from the original design, material, fabrication, or erection, you should disregard this letter and contact the engineers at Structurology, Inc. 5. This report is considered void if any of the listed information or assumptions stated herein is inaccurate. 5 B Disclaimer: Structurology, Inc. makes no warranties, expressed or implied, in connection with this PE letter, and disclaims any liability arising from the material, fabrication, and erection of this Solar Panel. Structurology, Inc. will not be responsible whatsoever for or on account of, consequential or incidental damage sustained by any person, firm, or organization as a result of any data or conclusions contained in this structural letter. The maximum liability of Structurology, Inc. under this report will be limited to the total fee received for the preparation of this report. We trust that this report is satisfactory. If you have any questions regarding the letter, please contact our office at your earliest convenience. We at Structurology, Inc. appreciate the opportunity of providing our continuing professional services to on yx. If you have any questions or need further assistance on this or any other projects, please give us a call. Yours Truly, Structurology, Inc. Madhan Kumar K, MS, PE Owner, Structural Engineer 6 B www.structurology.com contact@structurology.com STRUCTUROLOGYINC • 480.269.7675 • contact@structurology.com • WWW.STRUCTUROLOGY.COM Project Name: Engineer: Job No: 23023. Date: 03- - Page No: Albertsons 598 - Santa Ana MP 02 2023004 ROOF ANALYSIS REPORT 02 7 Job No:23023.004 Engineer:MP Project Name:Albertsons 598 - Santa Ana Date:03/02/23 Client:On Project:Albertsons 598 - Santa Ana Address:2000, 17th St. Santa Ana, CA Roof Dead Load: Roof Dead Load -13.0 psf (From As-Built Sheet S3.0) Joist/ Girder Weight -3.5 psf (From As-Built Sheet S3.0) Total Existing Roof Dead Load = 16.5 psf Allowable Lateral Load Calculation: 1 63523 1048131048130 [PLACE HOLDER FOR ROOF LABEL] Roof Label Roof Area (ft^2) Roof Weight = Existing Roof Dead Load x Roof Area (lb) 10% Roof Weight (lb) 104813Max. Allowable PV weight @ Roof1= lb Note: 1. The above allowable load is computed for the entire roof of the building. The addition of further load is not allowed in the future for safety considerations. Source - As-Built Sheet S3.0 The existing structural lateral adequacy check was done with the information provided by the client. Contractor to verify that no modification or additions were made to the structure that was not included in the analysis check. 2. 02 8 yx DF#1 SH E A R L I N E A SH E A R L I N E B SHEARLINE C SHEARLINE D Pr o j e c t N a m e : Al b e r t s o n s 5 9 8 En g i n e e r : MP Jo b N o : 23 0 2 3 . 0 0 4 Da t e : 12 - 2 6 - 2 0 2 3 Pa g e N o : ww w . s t r u c t u r o l o g y . c o m c o n t a ct @ s t r u c t u r o l o g y . c o m 02 9 Engineer: Date:Page No: www.structurology.com contact@structurology.com THE LATERAL FORCE RESISTING SYSTEM FOR THIS BUILDING CONSISTS OF CMU SHEAR WALLS. LATERAL LOADS (WIND OR SEISMIC) ARE DISTRIBUTED BY A FLEXIBLE STEEL DECK DIAPHRAGM AND PASSED TO THE CMU SHEAR WALLS. THE SHEAR WALLS THEN TRANSFER THE LOADS TO TYPICAL CONCRETE FOUNDATION SYSTEMS. Building Occupancy Category =II Table 1.5-1 of ASCE 7-16 -- Page 4 R =2.00 Table 12.2-1of ASCE 7-16 -- Page 90 IE = 1.00 Table 1.5-2 of ASCE 7-16 -- Page 5 TL = 8.00 Figure 22-15 of ASCE 7-16 -- Page 225 Site Class:D Per Soils Report hn = 24.00 Seismic Design Category: D Tables 11.6-1&2 of ASCE 7-16 -- Page 85 Ct = 0.02 Table 12.8-2 of ASCE 7-16 -- Page 102 SS = 130.60%From ATC /ASCE Hazard web page Data x =0.75 Table 12.8-2 of ASCE 7-16 -- Page 102 S1 = 46.50%From ATC /ASCE Hazard web page Data Ta = Ct(hn)x = 0.22 Eqn - 12.8-7 Seismic Calculations: Fa = 1.20 From ATC /ASCE Hazard web page Data SDS = 1.045 From ATC /ASCE Hazard web page Data Fv = N/A From ATC /ASCE Hazard web page Data SD1 = N.A.From ATC /ASCE Hazard web page Data Seismic Response Coefficient: CS = (SDS)(IE)/R = 0.52 CS-max = (SD1)(IE)/[(Ta)(R)] = N.A. [ for T≤TL ] CS-max = (SD1)(IE)(TL)/[(Ta 2)(R)] = N.A. [ for T>TL ] CS-min = 0.044(SDS)(IE) ≥ 0.01 = 0.05 CS-min = (0.5)(IE)(S1)/(R) = N.A. [ for S1≥0.60 ] CS = 0.52 [For ASD loading, Cs/1.4 = 0.371] Building Information: Roof Dead Load = 16.5 psf Length (North/South) = 248 ft Length (East/West) = 280 ft Building Area = 69440 ft2 Wall Weight = 60 Roof Height = 24 ft Parapet Height = 5 ft Seismic Base Shear: WNS = (wroof)(LNS)(LEW)+(wwall)(2)(LEW)(Hparapet+Hwall)2/(2*Hwall)+(wwall)(2)(LNS)(Hparapet+Hwall) = WEW = (wroof)(LNS)(LEW)+(wwall)(2)(LNS)(Hparapet+Hwall)2/(2*Hwall)+(wwall)(2)(LEW )(Hparapet+Hwall) = VNS = (Cs/1.4) WNS / LEW = VEW = (Cs/1.4) WEW / LNS = psf (Assumed) STRUCTUROLOGY INC SEISMIC DESIGN FORCES (WITHOUT PV SYSTEM) DF#1 Project Name: 480.269.7679 Albertsons 589 MP 30-07-2024Project Number:230230.004 North E/W Length N/ S L e n g t h 2598 kips 2642 kips 3446 plf 3956 plf 10 B Engineer: Date:Page No: www.structurology.com contact@structurology.com THE LATERAL FORCE RESISTING SYSTEM FOR THIS BUILDING CONSISTS OF WOOD SHEAR WALLS. LATERAL LOADS (WIND OR SEISMIC) ARE DISTRIBUTED BY A FLEXIBLE WOOD DIAPHRAGM AND PASSED TO THE WOOD SHEAR WALLS. THE SHEAR WALLS THEN TRANSFER THE LOADS TO TYPICAL CONCRETE FOUNDATION SYSTEMS. Building Occupancy Category =II Table 1.5-1 of ASCE 7-16 -- Page 4 R =2.00 Table 12.2-1of ASCE 7-16 -- Page 90 IE = 1.00 Table 1.5-2 of ASCE 7-16 -- Page 5 TL = 8.00 Figure 22-15 of ASCE 7-16 -- Page 225 Site Class:D Per Soils Report hn = 24.00 Seismic Design Category: D Tables 11.6-1&2 of ASCE 7-16 -- Page 85 Ct = 0.02 Table 12.8-2 of ASCE 7-16 -- Page 102 SS = 130.60%From ATC /ASCE Hazard web page Data x =0.75 Table 12.8-2 of ASCE 7-16 -- Page 102 S1 = 46.50%From ATC /ASCE Hazard web page Data Ta = Ct(hn)x = 0.22 Eqn - 12.8-7 Seismic Calculations: Fa = 1.20 From ATC /ASCE Hazard web page Data SDS = 1.045 From ATC /ASCE Hazard web page Data Fv = N/A From ATC /ASCE Hazard web page Data SD1 = N.A.From ATC /ASCE Hazard web page Data Seismic Response Coefficient: CS = (SDS)(IE)/R = 0.52 CS-max = (SD1)(IE)/[(Ta)(R)] = N.A. [ for T≤TL ] CS-max = (SD1)(IE)(TL)/[(Ta 2)(R)] = N.A. [ for T>TL ] CS-min = 0.044(SDS)(IE) ≥ 0.01 = 0.05 CS-min = (0.5)(IE)(S1)/(R) = N.A. [ for S1≥0.60 ] CS = 0.52 [For ASD loading, Cs/1.4 = 0.371] Building Information: PV System Weight =67951 lbs Roof Dead Load = 16.5 psf Length (North/South) = 248 ft Length (East/West) = 280 ft Building Area = 69440 ft2 Wall Weight = 60 Roof Height = 24 ft Parapet Height = 5 ft Seismic Base Shear: WNS = [(wroof)(LNS)(LEW)+(wwall)(2)(LEW)(Hparapet+Hwall)2/(2*Hwall)+(wwall)(2)(LNS)(Hparapet+Hwall)] + PV Weight = WEW = [(wroof)(LNS)(LEW)+(wwall)(2)(LNS)(Hparapet+Hwall)2/(2*Hwall)+(wwall)(2)(LEW )(Hparapet+Hwall)] + PV weight = VNS = (Cs/1.4) WNS / LEW = VEW = (Cs/1.4) WEW / LNS = psf (Assumed) STRUCTUROLOGY INC SEISMIC DESIGN FORCES (WITH PV SYSTEM) DF#1 Project Name: 480.269.7679 Albertsons 589 MP 30-07-2024Project Number:23023.004 North E/W Length N/ S L e n g t h 2666 kips 2710 kips 3537 plf 4059 plf 11 B Project Name: Albertsons 598 Engineer: MP Job No: 23023.004 Date: 07-30-2024 Page No: www.structurology.com contact@structurology.com STRUCTUROLOGYINC • 480.269.7675 • contact@structurology.com • WWW.STRUCTUROLOGY.COM 3 Lateral Calculation (Seismic Analysis): N-S Direction: (Without PV System) Fp N-S = 3446^plf  (From Seismic Analysis Sheet) F1, F2 N-S = 3446^plf x (280^ft /2) = 482440^lbs  Shearline A, B N-S Direction: (With PV System) Fp N-S = 3537^plf  (From Seismic Analysis Sheet) F5, F6 N-S = 3537^plf x (280^ft /2) = 495180^lbs  Shearline A, B 10% LATERAL CHECK: Shearline A, B = 482440^lbs (F1, F2) x 1.1 = 530684^lbs > 495180^lbs (F5, F6) Note: The existing structural lateral adequacy check was done with the information provided by the client. The contractor needs to verify that no modifications or additions were made to the structure that were not included in the analysis check. 12 DF#1 F1 = 4 8 2 4 4 0 l b s ( S h e a r l i n e A ) F2 = 4 8 2 4 4 0 l b s ( S h e a r l i n e B ) DF#1 F5 = 4 9 5 1 8 0 l b s ( S h e a r l i n e A ) F6 = 4 9 5 1 8 0 l b s ( S h e a r l i n e B ) DIAPHRAGM KEY PLAN (WITHOUT PV SYSTEM) DIAPHRAGM KEY PLAN (WITH PV SYSTEM) B Project Name: Albertsons 598 Engineer: MP Job No: 23023.004 Date: 07-30-2024 Page No: www.structurology.com contact@structurology.com STRUCTUROLOGYINC • 480.269.7675 • contact@structurology.com • WWW.STRUCTUROLOGY.COM Lateral Calculation (Seismic Analysis): E-W Direction: (Without PV System) Fp E-W = 3956^plf  (From Seismic Analysis Sheet) F3, F4 E-W = 3956^plf x (248^ft /2) = 490544lbs  Shearline C, D E-W Direction: (With PV System) Fp E-W = 4059^plf - (From Seismic Analysis Sheet) E-W = 4059^plf x (248^ft /2) = 503316^lbs  Shearline C, D 10% LATERAL CHECK: Shearline F3, F4 = 490544^lbs (F3, F4) x 1.1 = 539598^lbs > 503316^lbs (F7, F8) Note: The existing structural lateral adequacy check was done with the information provided by the client. The contractor needs to verify that no modifications or additions were made to the structure that were not included in the analysis check. DF#1 bs (She DF#1 bs (Sh 13 DIAPHRAGM KEY PLAN (WITHOUT PV SYSTEM) DIAPHRAGM KEY PLAN (WITH PV SYSTEM) F4 = 490544 lbs (Shearline D) F3 = 490544 lbs (Shearline C) F8 = 503316 lbs (Shearline D) F7 = 503316 lbs (Shearline C) F7, F8 B Project Name: Albertsons 598 Engineer: MP Job No: 23023.004 Date: 07-30-2024 Page No: www.structurology.com contact@structurology.com STRUCTUROLOGYINC • 480.269.7675 • contact@structurology.com • WWW.STRUCTUROLOGY.COM 14 ASCE 7 Hazards Report Address: 2000 E 17th St Santa Ana, California 92705 Standard:ASCE/SEI 7-16 Latitude:33.758636 Risk Category:II Longitude:-117.838236 Soil Class:D - Default (see Section 11.4.3) Elevation:170.29429903209456 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu Jun 01 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://asce7hazardtool.online/Thu Jun 01 2023 15 SS : 1.306 S1 : 0.465 F a : 1.2 F v : N/A SMS : 1.567 SM1 : N/A SDS : 1.045 SD1 : N/A T L : 8 PGA : 0.546 PGA M : 0.656 F PGA : 1.2 Ie : 1 C v : 1.361 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Thu Jun 01 2023 Page 2 of 3https://asce7hazardtool.online/Thu Jun 01 2023 16 PV PANEL INSTALLATION NOT PERMITTED 17 Project Name:Albertsons 598 Project No: Design By:GM 23023.004 WALL MOUNT EQUIPMENT ANCHOR DESIGN EQUIPMENT WALL MOUNT ANCHOR DESIGN 18 B Project Name:Albertsons 598 Project No: Design By:GM Wall Mounted Equipment Anchor Design:(DAS) Risk Category:II ASCE 7-16 (Table 1.5-1) Ultimate Wind Speed (V3s):95 mph [From ATC or ASCE Report] Exposure:C ASCE 7-16 (Sec 26.7.3) Soil Class:D-Default Equipment Weight (Wp) =50 lbs Length of the Equipment (L) =1.42 ft Breadth of the Equipment (B) =0.7 ft Height of the Equipment (H) =1.3 ft SEISMIC LOAD CALCULATION: SDS =1.045 [From ATC or ASCE report]Rp=2.5 Ampli. Factor ap=1 ASCE 7-16 (Table 13.6-1)z/h =1 [Worst case check] Import. Factor Ip=1 ASCE 7-16 (Table 1.5-2)z-Attachement height h - Avg. roof height of structure 25.1 lbs ASCE 7-16 (Eq-13.3-1) 83.6 lbs ASCE 7-16 (Eq-13.3-2) 15.7 lbs ASCE 7-16 (Eq-13.3-3) Fp = +/- 0.2SDS Wp =10.45 lbs Fp is not required to be taken as greater than (13.3-2) and Fp shall not be taken as less than (Eq 13.3-3) 17.6 lbs Fpv = +/- 0.2SDS Wp =10.45 lbs ASCE 7-16 (Sec-13.3.1.2) 7.315 lbs WIND LOAD CALCULATION: Kzt =1.0 ASCE 7-16 (Sec-26.8.2)Zg =900 ASCE 7-16 (Table-26.11-1) Kd =0.85 ASCE 7-16 (Tab-26.6-1)α = 9.5 ASCE 7-16 (Table-26.11-1) G =0.85 ASCE 7-16 (Sec-26.11.1)z=26 ft (Attachment height) Ke =1.0 ASCE7-16 (Table 26.9.1)Kz =0.95 ASCE 7-16 (Table-26.10-1) qh =0.00256 x Kz x Kzt x Kd x Ke x V3s^2 ASCE 7-16 (Eq 26.10-1) qh =18.7 psf DESIGN WIND PRESSURE CALCULATION: Design Wind Pressure (p) = qh [(GCp) - (Gcpi)]ASCE 7-16 (Eqn 30.3-1) Gcp =-1.4 ASCE 7-16 (Fig 30.3-1) Gcpi =0.18 ASCE 7-16 (Table-26.13-1) Design Wind Pressure (p) =18.7x(-1.4 - 0.18) = -29.6 psf Wind Force (Fw) =-29.6 psf x L x H x 0.6 = -32.8 lbs EQUIPMENT WALL MOUNT ANCHOR DESIGN 23023.004 DESIGN PARAMETERS: WALL MOUNTED EQUIPMENT INFO: ASCE 7-16 (Tab-13.6-1) 𝐹𝑝(𝑀𝑎𝑥)=1.6𝑆𝐷𝑆𝐼𝑝𝑊𝑝= 𝐹𝑝(𝑀𝑖𝑛)=0.3𝑆𝐷𝑆𝐼𝑝𝑊𝑝= 𝐹𝑝=0.4𝑎𝑝𝑆𝐷𝑆𝑊𝑝 𝑅𝑝 𝐼𝑝 1 +2 𝑧 ℎ= 𝐵𝑎𝑠𝑒𝑠ℎ𝑒𝑎𝑟𝑉𝑠𝐻=0.7 ∗𝐹𝑝= 𝐵𝑎𝑠𝑒𝑠ℎ𝑒𝑎𝑟𝑉𝑠𝑣=0.7 ∗𝐹𝑝= 19 B Project Name:Albertsons 598 Project No: Design By:GM SNOW LOAD CALCULATION: Ground Snow Load (pg) =0 psf [From ATC or ASCE report] Note: For worst case design equipment snow load taken equal to ground snow load Snow Load on Top of Equipment (Ps) =pg x L x B = 0 x 1.42' x 0.7'= 0 lbs ATTACHMENT ANCHOR FORCE CALCULATION: No of Anchors (n) =4 Anchor Shear Dead Load (DL) = Wp / n = 50/ 4 = 12.5 lbs Anchor Shear Snow Load (SL) = Ps / n = 0/ 4 = 0 lbs Anchor Shear Seismic Load (0.7*EL) = Vs / n = 17.6/ 4 = 4.4 lbs Anchor Pullout Wind Load (0.6*WL) = Fw / n = 32.8/ 4 = 8.2 lbs Anchor Vertical seismic Force(0.7*EL) = Vs/n =1.82875 lbs ANCHOR SPECIFICATION: WOOD STUD WALL: 5/16" dia. Lag screw w/ 2 1/2" min. embed into wood stud Shear Capacity =171 lbs [See attached Spec Sheet] Pullout Capacity =665 lbs [See attached Spec Sheet] CMU WALL: 3/8" dia. SS Hilti Kwik KB- TZ2 expansion bolt w/ 3 1/2" min. embed into masonry wall per ICC ESR 4561 Shear Capacity =695 lbs [See attached Spec Sheet] Pullout Capacity =590 lbs [See attached Spec Sheet] CONCRETE WALL: 3/8" dia. SS Hilti Kwik KB-TZ-2 expansion bolt w/ 3 1/2" min. embed per ICC ESR 4266 Shear Capacity =1588 lbs [See attached Spec Sheet] Pullout Capacity =1360 lbs [See attached Spec Sheet] - - 0.01 0<1 Hence OK 0.1<1 Hence OK 0.09<1 Hence OK 0.00275 0.08<1 Hence OK 0.021546992 0.1<1 Hence OK 0.00275 0.08<1 Hence OK 0.016046992 0.03<1 Hence OK Unity Check [S+P]Load Combo Shear Check (Force/Capacity) [S] Pullout Check (Force/Capacity) [P] EQUIPMENT WALL MOUNT ANCHOR DESIGN 23023.004 DL + SL DL + 0.7ELH DL + 0.6WL 0.07 0.10 0.07 DL+0.7ELV 0.07 DL + 0.7 (ELV+ ELH)0.10 DL-0.7ELV 0.07 DL + 0.7 (ELH- ELV)0.03 0.01 0.001344546 0.01<1 Hence OK Load Combo Shear Check (Force/Capacity) [S] Pullout Check (Force/Capacity) [P]Unity Check [S+P] DL + SL 0.01 -0<1 Hence OK Load Combo Shear Check (Force/Capacity) [S] Pullout Check (Force/Capacity) [P]Unity Check [S+P] DL + SL 0.02 -0<1 Hence OK DL + 0.7ELH 0.01 -0.01<1 Hence OK DL + 0.7ELH 0.02 -0.02<1 Hence OK DL + 0.6WL 0.02 0.01 0.03<1 Hence OK DL+0.7ELV 0.02 0.003099576 0.02<1 Hence OK DL + 0.7 (ELV+ ELH)0.02 0.024286017 0.02<1 Hence OK DL + 0.7 (ELV+ ELH) DL + 0.6WL 0.01 0.01 0.01<1 Hence OK DL + 0.7 (ELH- ELV)0.01 0.007845786 0.01<1 Hence OK DL-0.7ELV 0.02 0.003099576 0.02<1 Hence OK DL + 0.7 (ELH- ELV)0.03 0.018086864 0.03<1 Hence OK 0.01 0.010534877 0.01<1 Hence OK 0.001344546 0.01<1 Hence OK0.01DL+0.7ELV DL-0.7ELV 20 Project Name:Albertsons 598 Project No: Design By:MP Wall Mounted Equipment Anchor Design:(SPNLBD) Risk Category:II ASCE 7-16 (Table 1.5-1) Ultimate Wind Speed (V3s):95 mph [From ATC or ASCE Report] Exposure:C ASCE 7-16 (Sec 26.7.3) Soil Class:D-Default Equipment Weight (Wp) =310 lbs Length of the Equipment (L) =2.2 ft Breadth of the Equipment (B) =1.1 ft Height of the Equipment (H) =4.66 ft SEISMIC LOAD CALCULATION: SDS =1.045 [From ATC or ASCE report]Rp=2.5 Ampli. Factor ap=1 ASCE 7-16 (Table 13.6-1)z/h =1 [Worst case check] Import. Factor Ip=1 ASCE 7-16 (Table 1.5-2)z-Attachement height h - Avg. roof height of structure 155.5 lbs ASCE 7-16 (Eq-13.3-1) 518.3 lbs ASCE 7-16 (Eq-13.3-2) 97.2 lbs ASCE 7-16 (Eq-13.3-3) Fp = +/- 0.2SDS Wp =64.79 lbs Fp is not required to be taken as greater than (13.3-2) and Fp shall not be taken as less than (Eq 13.3-3) 108.8 lbs Fpv = +/- 0.2SDS Wp =64.79 lbs ASCE 7-16 (Sec-13.3.1.2) 45.353 lbs WIND LOAD CALCULATION: Kzt =1.0 ASCE 7-16 (Sec-26.8.2)Zg =900 ASCE 7-16 (Table-26.11-1) Kd =0.85 ASCE 7-16 (Tab-26.6-1)α = 9.5 ASCE 7-16 (Table-26.11-1) G =0.85 ASCE 7-16 (Sec-26.11.1)z=26 ft (Attachment height) Ke =1.0 ASCE7-16 (Table 26.9.1)Kz =0.95 ASCE 7-16 (Table-26.10-1) qh =0.00256 x Kz x Kzt x Kd x Ke x V3s^2 ASCE 7-16 (Eq 26.10-1) qh =18.7 psf DESIGN WIND PRESSURE CALCULATION: Design Wind Pressure (p) = qh [(GCp) - (Gcpi)]ASCE 7-16 (Eqn 30.3-1) Gcp =-1.4 ASCE 7-16 (Fig 30.3-1) Gcpi =0.18 ASCE 7-16 (Table-26.13-1) Design Wind Pressure (p) =18.7x(-1.4 - 0.18) = -29.6 psf Wind Force (Fw) =-29.6 psf x L x H x 0.6 = -181.9 lbs EQUIPMENT WALL MOUNT ANCHOR DESIGN 23023.004 DESIGN PARAMETERS: WALL MOUNTED EQUIPMENT INFO: ASCE 7-16 (Tab-13.6-1) 𝐹𝑝(𝑀𝑎𝑥)=1.6𝑆𝐷𝑆𝐼𝑝𝑊𝑝= 𝐹𝑝(𝑀𝑖𝑛)=0.3𝑆𝐷𝑆𝐼𝑝𝑊𝑝= 𝐹𝑝=0.4𝑎𝑝𝑆𝐷𝑆𝑊𝑝 𝑅𝑝 𝐼𝑝 1 +2 𝑧 ℎ= 𝐵𝑎𝑠𝑒𝑠ℎ𝑒𝑎𝑟𝑉𝑠𝐻=0.7 ∗𝐹𝑝= 𝐵𝑎𝑠𝑒𝑠ℎ𝑒𝑎𝑟𝑉𝑠𝑣=0.7 ∗𝐹𝑝= 21 B Project Name:Albertsons 598 Project No: Design By:MP SNOW LOAD CALCULATION: Ground Snow Load (pg) =0 psf [From ATC or ASCE report] Note: For worst case design equipment snow load taken equal to ground snow load Snow Load on Top of Equipment (Ps) =pg x L x B = 0 x 2.2' x 1.1'= 0 lbs ATTACHMENT ANCHOR FORCE CALCULATION: No of Anchors (n) =9 Anchor Shear Dead Load (DL) = Wp / n = 310/ 9 = 34.4 lbs Anchor Shear Snow Load (SL) = Ps / n = 0/ 9 = 0 lbs Anchor Shear Seismic Load (0.7*EL) = Vs / n = 108.8/ 9 = 12.1 lbs Anchor Pullout Wind Load (0.6*WL) = Fw / n = 181.9/ 9 = 20.2 lbs Anchor Vertical seismic Force(0.7*EL) = Vs/n =5.0392222 lbs ANCHOR SPECIFICATION: WOOD STUD WALL: 5/16" dia. Lag screw w/ 2 1/2" min. embed into wood stud Shear Capacity =171 lbs [See attached Spec Sheet] Pullout Capacity =665 lbs [See attached Spec Sheet] CMU WALL: 3/8" dia. SS Hilti Kwik KB- TZ2 expansion bolt w/ 3 1/2" min. embed into masonry wall per ICC ESR 4561 Shear Capacity =695 lbs [See attached Spec Sheet] Pullout Capacity =590 lbs [See attached Spec Sheet] CONCRETE WALL: 3/8" dia. SS Hilti Kwik KB-TZ-2 expansion bolt w/ 3 1/2" min. embed per ICC ESR 4266 Shear Capacity =1588 lbs [See attached Spec Sheet] Pullout Capacity =1360 lbs [See attached Spec Sheet] DL + 0.6WL 0.02 0.01 0.04<1 Hence OK DL + 0.7 (ELH- ELV)0.03 0.0216195 0.03<1 Hence OK DL-0.7ELV 0.05 0.008541055 0.06<1 Hence OK DL + 0.7 (ELH- ELV)0.08 0.04983936 0.08<1 Hence OK 0.03 0.02902944 0.03<1 Hence OK 0.00370497 0.03<1 Hence OK0.02DL+0.7ELV DL-0.7ELV DL + 0.7ELH 0.07 -0.07<1 Hence OK DL + 0.6WL 0.05 0.03 0.08<1 Hence OK DL+0.7ELV 0.05 0.008541055 0.06<1 Hence OK DL + 0.7 (ELV+ ELH)0.07 0.066921469 0.07<1 Hence OK DL + 0.7 (ELV+ ELH) Load Combo Shear Check (Force/Capacity) [S] Pullout Check (Force/Capacity) [P]Unity Check [S+P] DL + SL 0.05 -0<1 Hence OK DL + 0.7ELH 0.03 -0.03<1 Hence OK 0.02 0.00370497 0.03<1 Hence OK Load Combo Shear Check (Force/Capacity) [S] Pullout Check (Force/Capacity) [P]Unity Check [S+P] DL + SL 0.02 -0<1 Hence OK Load Combo Shear Check (Force/Capacity) [S] Pullout Check (Force/Capacity) [P] EQUIPMENT WALL MOUNT ANCHOR DESIGN 23023.004 DL + SL DL + 0.7ELH DL + 0.6WL 0.20 0.27 0.20 DL+0.7ELV 0.20 DL + 0.7 (ELV+ ELH)0.27 DL-0.7ELV 0.20 DL + 0.7 (ELH- ELV)0.07 - - 0.03 0.2<1 Hence OK 0.27<1 Hence OK 0.23<1 Hence OK 0.007577778 0.21<1 Hence OK 0.059373935 0.27<1 Hence OK 0.007577778 0.21<1 Hence OK 0.044218379 0.07<1 Hence OK Unity Check [S+P] 22 B Project Name:Albertsons 598 Project No: Design By:GM Wall Mounted Equipment Anchor Design:(ACDS-1) Risk Category:II ASCE 7-16 (Table 1.5-1) Ultimate Wind Speed (V3s):95 mph [From ATC or ASCE Report] Exposure:C ASCE 7-16 (Sec 26.7.3) Soil Class:D-Default Equipment Weight (Wp) =201 lbs Length of the Equipment (L) =3.083 ft Breadth of the Equipment (B) =1.5 ft Height of the Equipment (H) =5.75 ft SEISMIC LOAD CALCULATION: SDS =1.045 [From ATC or ASCE report]Rp=2.5 Ampli. Factor ap=1 ASCE 7-16 (Table 13.6-1)z/h =1 [Worst case check] Import. Factor Ip=1 ASCE 7-16 (Table 1.5-2)z-Attachement height h - Avg. roof height of structure 100.8 lbs ASCE 7-16 (Eq-13.3-1) 336.1 lbs ASCE 7-16 (Eq-13.3-2) 63.0 lbs ASCE 7-16 (Eq-13.3-3) Fp = +/- 0.2SDS Wp =42.009 lbs Fp is not required to be taken as greater than (13.3-2) and Fp shall not be taken as less than (Eq 13.3-3) 70.6 lbs Fpv = +/- 0.2SDS Wp =42.009 lbs ASCE 7-16 (Sec-13.3.1.2) 29.4063 lbs WIND LOAD CALCULATION: Kzt =1.0 ASCE 7-16 (Sec-26.8.2)Zg =900 ASCE 7-16 (Table-26.11-1) Kd =0.85 ASCE 7-16 (Tab-26.6-1)α = 9.5 ASCE 7-16 (Table-26.11-1) G =0.85 ASCE 7-16 (Sec-26.11.1)z=26 ft (Attachment height) Ke =1.0 ASCE7-16 (Table 26.9.1)Kz =0.95 ASCE 7-16 (Table-26.10-1) qh =0.00256 x Kz x Kzt x Kd x Ke x V3s^2 ASCE 7-16 (Eq 26.10-1) qh =18.7 psf DESIGN WIND PRESSURE CALCULATION: Design Wind Pressure (p) = qh [(GCp) - (Gcpi)]ASCE 7-16 (Eqn 30.3-1) Gcp =-1.4 ASCE 7-16 (Fig 30.3-1) Gcpi =0.18 ASCE 7-16 (Table-26.13-1) Design Wind Pressure (p) =18.7x(-1.4 - 0.18) = -29.6 psf Wind Force (Fw) =-29.6 psf x L x H x 0.6 = -314.5 lbs EQUIPMENT WALL MOUNT ANCHOR DESIGN 23023.004 DESIGN PARAMETERS: WALL MOUNTED EQUIPMENT INFO: ASCE 7-16 (Tab-13.6-1) 𝐹𝑝(𝑀𝑎𝑥)=1.6𝑆𝐷𝑆𝐼𝑝𝑊𝑝= 𝐹𝑝(𝑀𝑖𝑛)=0.3𝑆𝐷𝑆𝐼𝑝𝑊𝑝= 𝐹𝑝=0.4𝑎𝑝𝑆𝐷𝑆𝑊𝑝 𝑅𝑝 𝐼𝑝 1 +2 𝑧 ℎ= 𝐵𝑎𝑠𝑒𝑠ℎ𝑒𝑎𝑟𝑉𝑠𝐻=0.7 ∗𝐹𝑝= 𝐵𝑎𝑠𝑒𝑠ℎ𝑒𝑎𝑟𝑉𝑠𝑣=0.7 ∗𝐹𝑝= 23 B Project Name:Albertsons 598 Project No: Design By:GM SNOW LOAD CALCULATION: Ground Snow Load (pg) =0 psf [From ATC or ASCE report] Note: For worst case design equipment snow load taken equal to ground snow load Snow Load on Top of Equipment (Ps) =pg x L x B = 0 x 3.083' x 1.5'= 0 lbs ATTACHMENT ANCHOR FORCE CALCULATION: No of Anchors (n) =9 Anchor Shear Dead Load (DL) = Wp / n = 201/ 9 = 22.3 lbs Anchor Shear Snow Load (SL) = Ps / n = 0/ 9 = 0 lbs Anchor Shear Seismic Load (0.7*EL) = Vs / n = 70.6/ 9 = 7.8 lbs Anchor Pullout Wind Load (0.6*WL) = Fw / n = 314.5/ 9 = 34.9 lbs Anchor Vertical seismic Force(0.7*EL) = Vs/n =3.2673667 lbs ANCHOR SPECIFICATION: WOOD STUD WALL: 5/16" dia. Lag screw w/ 2 1/2" min. embed into wood stud Shear Capacity =171 lbs [See attached Spec Sheet] Pullout Capacity =665 lbs [See attached Spec Sheet] CMU WALL: 3/8" dia. SS Hilti Kwik KB- TZ2 expansion bolt w/ 3 1/2" min. embed into masonry wall per ICC ESR 4561 Shear Capacity =695 lbs [See attached Spec Sheet] Pullout Capacity =590 lbs [See attached Spec Sheet] CONCRETE WALL: 3/8" dia. SS Hilti Kwik KB-TZ-2 expansion bolt w/ 3 1/2" min. embed per ICC ESR 4266 Shear Capacity =1588 lbs [See attached Spec Sheet] Pullout Capacity =1360 lbs [See attached Spec Sheet] DL + 0.6WL 0.01 0.03 0.04<1 Hence OK DL + 0.7 (ELH- ELV)0.02 0.014017805 0.02<1 Hence OK DL-0.7ELV 0.03 0.00553791 0.04<1 Hence OK DL + 0.7 (ELH- ELV)0.05 0.032315198 0.05<1 Hence OK 0.02 0.018822314 0.02<1 Hence OK 0.002402255 0.02<1 Hence OK0.01DL+0.7ELV DL-0.7ELV DL + 0.7ELH 0.04 -0.04<1 Hence OK DL + 0.6WL 0.03 0.06 0.09<1 Hence OK DL+0.7ELV 0.03 0.00553791 0.04<1 Hence OK DL + 0.7 (ELV+ ELH)0.04 0.043391017 0.04<1 Hence OK DL + 0.7 (ELV+ ELH) Load Combo Shear Check (Force/Capacity) [S] Pullout Check (Force/Capacity) [P]Unity Check [S+P] DL + SL 0.03 -0<1 Hence OK DL + 0.7ELH 0.02 -0.02<1 Hence OK 0.01 0.002402255 0.02<1 Hence OK Load Combo Shear Check (Force/Capacity) [S] Pullout Check (Force/Capacity) [P]Unity Check [S+P] DL + SL 0.01 -0<1 Hence OK Load Combo Shear Check (Force/Capacity) [S] Pullout Check (Force/Capacity) [P] EQUIPMENT WALL MOUNT ANCHOR DESIGN 23023.004 DL + SL DL + 0.7ELH DL + 0.6WL 0.13 0.18 0.13 DL+0.7ELV 0.13 DL + 0.7 (ELV+ ELH)0.18 DL-0.7ELV 0.13 DL + 0.7 (ELH- ELV)0.05 - - 0.05 0.2<1 Hence OK 0.18<1 Hence OK 0.18<1 Hence OK 0.004913333 0.14<1 Hence OK 0.038497293 0.18<1 Hence OK 0.004913333 0.14<1 Hence OK 0.028670627 0.05<1 Hence OK Unity Check [S+P] 24 Project Name:Albertsons 598 Project No: Design By:GM Wood Stud Wall - Lag Screw Capacity Sheet EQUIPMENT WALL MOUNT ANCHOR DESIGN 23023.004 25 Project Name:Albertsons 598 Project No: Design By:GM Masonry wall - Bolt Capacity Sheet 23023.004 EQUIPMENT WALL MOUNT ANCHOR DESIGN 26 Project Name:Albertsons 598 Project No: Design By:GM Concrete wall - Bolt Capacity Sheet EQUIPMENT WALL MOUNT ANCHOR DESIGN 23023.004 27 Project Name:Albertsons 598 Project No: Design By:GM 23023.004 ROOFTOP EQUIPMENT ANCHOR DESIGN EQUIPMENT ROOFTOP ANCHOR DESIGN 28 B Project Name:Albertsons 598 Project No: Design By:MP (INVERTER) Code:IBC 2018 Risk Category:II ASCE 7-16 (Table 1.5-1) Ultimate Wind Speed (V3s):95 mph [From ATC or ASCE Report] Exposure:C ASCE 7-16 (Sec 26.7.3) Soil Class:D-Default Cabinet Weight (Wp) =157 lbs Breadth of the Cabinet (B) =2.5 ft Height of the Cabinet (H) =3 ft Length of the Cabinet (L) =4.7 ft SEISMIC LOAD CALCULATION: SDS =1.045 [From ATC or ASCE report]Rp=2.5 ASCE 7-16 (Tab-13.6-1) Ampli. Factor ap=1 ASCE 7-16 (Tab-13.6-1)z/h =1 [Worst Case Check] Import. Factor Ip=1 ASCE 7-16 (Tab-13.1.3) 78.8 lbs ASCE 7-16 (Eq-13.3-1) 262.5 lbs ASCE 7-16 (Eq-13.3-2) 49.2 lbs ASCE 7-16 (Eq-13.3-3) Fp is not required to be taken as greater than (13.3-2) and Fp shall not be taken as less than (Eq 13.3-3) 79 lbs Kzt =1.0 ASCE 7-16 (Sec-26.8.2)Zg =900 ASCE 7-16 (Table-26.11-1) Kd =0.85 ASCE 7-16 (Tab-26.6-1)α = 9.5 ASCE 7-16 (Table-26.11-1) G =0.85 ASCE 7-16 (Sec-26.11.1)z=26 ft (Attachment Height) Ke=1.00 ASCE7-16 (Table 26.9.1)Kz =0.95 ASCE 7-16 (Table-26.10-1) qh =0.00256 x Kz x Kzt x Kd x Ke x V3s^2 ASCE 7-16 (Eq 26.10-1) qh =18.7 psf DESIGN WIND PRESSURE CALCULATION: F = qh Gcr A ASCE 7-16 (Sec 29.4-1) Width Face (B x H) Length Face (L x H)Width Face Length Face Width Face Length Face 12 8 14 1.5 1.9 1.9 330 267 501 Design Wind Load (F) (lbs) Vertical (Fv) Horizontal (Fh) ROOFTOP CABINET OVERTURNING AND ANCHOR BOLT DESIGN 23023.004 Inverter CABINET INFORMATION: DESIGN PARAMETERS: WIND LOAD CALCULATION: Vertical Wind Cover Area A (ft^2) Horizontal Gcr Horizontal Vertical 𝐹𝑝(𝑀𝑎𝑥)=1.6𝑆𝐷𝑆𝐼𝑝𝑊𝑝= 𝐹𝑝(𝑀𝑖𝑛)=0.3𝑆𝐷𝑆𝐼𝑝𝑊𝑝= 𝐹𝑝=0.4𝑎𝑝𝑆𝐷𝑆𝑊𝑝 𝑅𝑝 𝐼𝑝 1 +2 𝑧 ℎ= 𝐵𝑎𝑠𝑒𝑆ℎ𝑒𝑎𝑟𝑉𝑠=0.7 ∗𝐹𝑝= 29 B Project Name:Albertsons 598 Project No: Design By:MP NET UPLIFT FORCE FROM VERTICAL LOAD: Uplift Force Fv =330 lbs Governing Load Combination for Uplift =0.6DL+0.6WL Fv =(0.6*157) + (0.6 *-330) Fv =-104 Anchor or counter weight not required RESISTING MOMENT CALCULATION [Mr] Wind Length Face Resis. Moment [Mr=Wp(0.5xB)] =196 lb-ft Wind Width Face Resis. Moment [Mr=Wp(0.5xL)] =369 lb-ft NET UPLIFT CALCULATION: No. of Anchors per Side 1 Total No. of Anchor =2 1 2.2 80 2 1.3 150 ROOF ATTACHMENT ANCHOR DESIGN: Roof deck:Steel deck Anchor product:OMG powergrip plus FOS =3 Shear Capacity =1077 lbs [See Attached Test Report] Pullout Capacity =2013 lbs [See Attached Test Report] Pullout Capacity = 1077 lbs /3 = 359 lbs Shear Capacity = 2013 lbs /3 = 671 lbs Unity Check 1: D/C = (8 / 359 + 80 / 671) = 0.14 <1 Hence OK Unity Check 2: D/C = (257 / 359 + 150 / 671) = 0.939 <1 Hence OK Seis. overturn moment (Mot)= ROOFTOP CABINET OVERTURNING AND ANCHOR BOLT DESIGN 23023.004 Wind Governs Both Direction Wind Direction Net Moment (lb-ft)Shear/Anchor = Fh/Total No. of Anchor (lbs) 752 118 lb-ft 334 Anchor Lever Arm Distance (ft) Net Uplift/Anchor (lbs) 257Wind Length Face Wind Width Face 400 19 8 Overturn Moment (lb-ft) 𝑀𝑂𝑇𝑀=𝐹ℎ1 2 𝐻 𝑉𝑠1 2 𝐻= 0.6𝑀𝑂𝑇𝑀−0.6𝑀𝑅 (𝑀𝑛𝑒𝑡/ 𝐴𝑛𝑐ℎ𝑜𝑟𝑑𝑖𝑠𝑡𝑎𝑛𝑐𝑒)/Noof anchors 30 OMG Powergrip Plus w/(8) HD screws ROOF DECK CHECK: Deck Type: Verco HSB-36 steel deck 1 1/2" x 22 GA. Governing Uplift Force = 257 lbs Deck Span= 6.5 ft Deck Max. Bending Moment (Mmax)= 418 lb-ft Section Modulus = 0.188 in^3 (Per Deck Info Attached at Page 4) Yield Strength = 50 ksi (Per Deck Info Attached at Page 4) Fos= 1.5 Bending Capacity= 6.267 K-in Bending Capacity (Mcapacity)= 522.2 lb-ft Mcapacity>Mmax Design Okay B T RIN ITY |ERD MAIN: 80 Yesler Way, Suite 200 Seattle, WA 98104 P: (206) 467 -0054 F: (206) 267 -0272 EAST: 353 Christian Street, Unit 13 Oxford, CT 06478 P: (203) 262 -9245 F: (203) 262 -9243 LAB: 10 Mauney Court Columbia, SC 29201 P: (803) 988 -8133 F: (803) 988 -8111 HI: 735 Bishop Street, Suite 430 Honolulu, HI 96813 P: (808) 535 -3144 F: (808) 535 -3147 TL-199 Certified Laboratory Report O46480.12.13-R1 Static Tensile, Static Shear and Cyclic Tensile Load Testing of OMG PowerGrip™ Plus in general accordance with TAS 117(A), ASTM E488 & ASTM E330 Prepared for: OMG, Inc. 153 Bowles Road Agawam, MA 01011-0508 Date of Issuance: December 03, 2013 Revision Date: March 26, 2014 31 B Laboratory Report O46480.12.13-R1 OMG, Inc. Date of Issuance: 03/26/2014 Page 2 of 9 T RIN ITY |ERD MAIN: 80 Yesler Way, Suite 200 Seattle, WA 98104 P: (206) 467 -0054 F: (206) 267-0272 EAST: 353 Christian Street, Unit 13 Oxford, CT 06478 P: (203) 262 -9245 F: (203) 262-9243 LAB: 10 Mauney Court Columbia, SC 29201 P: (803) 988 -8133 F: (803) 988-8111 HI: 735 Bishop Street, Suite 430 Honolulu, HI 96813 P: (808) 535 -3144 F: (808) 535-3147 TL-199 Certified CLIENT INFORMATION: OMG, Inc. 153 Bowles Road Agawam, MA 01011-0508 c/o: Chris Mader TRINITY|ERD PROJECT: 2013.O46480SC SAMPLES: Product Description PowerGrip™ Plus Self-flashing roof mount fastening system “C” Client-supplied, thermoplastic membrane “H” Client-supplied, polyvinyl chloride membrane “E” Client-supplied, polyvinyl chloride membrane SAMPLE DELIVERY: The named client arranged for shipment to our South Carolina laboratory. TEST DATE(S): 10/21/2013 – 02/27/2014 M-D NOTIFICATION: ERD07431 TECHNICIANS: C. Phillips, H. Dixon PROPERTIES: Static tensile loading: Generally, TAS 117(A) Static shear loading: Generally, ASTM E488 Cyclic tensile loading: Generally, ASTM E330 STANDARDS: TAS 117-95, Appendix (A), Test Procedure for Withdrawal Resistance Testing of Mechanical Fasteners Used in Roof System Assemblies, © 1995, FM Approvals, LLC. ASTM E488-96, Appendix (A), Standard Test Methods for Strength of Anchors in Concrete and Masonry Elements, © 1996, ASTM. ASTM E330-02, Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference, © 2008, ASTM. EQUIPMENT: Static tensile loading: Satec T-5000 #2110 Static shear loading: Satec T-5000 #2110 Cyclic tensile loading: Com-Ten 32 B Laboratory Report O46480.12.13-R1 OMG, Inc. Date of Issuance: 03/26/2014 Page 3 of 9 T RIN ITY |ERD MAIN: 80 Yesler Way, Suite 200 Seattle, WA 98104 P: (206) 467 -0054 F: (206) 267-0272 EAST: 353 Christian Street, Unit 13 Oxford, CT 06478 P: (203) 262 -9245 F: (203) 262-9243 LAB: 10 Mauney Court Columbia, SC 29201 P: (803) 988 -8133 F: (803) 988-8111 HI: 735 Bishop Street, Suite 430 Honolulu, HI 96813 P: (808) 535 -3144 F: (808) 535-3147 TL-199 Certified 1. STATIC TENSILE LOADING: 1.1 Sample Preparation: 1.1.1 Five specimens were prepared for each membrane type. The OMG PowerGrip Plus was secured to dimensional lumber using eight (8) OMG #14 HD screws at equidistant pre-punched locations at the perimeter of the 10.5-inch diameter coated metal plate. 1.2 Procedure: 1.2.1 The test specimen is secured in the tensile testing machine. Load is applied to the PowerGrip Plus mount (threaded rod) at a vertical deflection rate of 2 in per min and the peak load at failure is recorded. 1.3 Results: TABLE 1A: STATIC TENSILE LOAD, SAMPLE “C” Fastener Membrane Test Data (lbf) Specimen # Peak Load Ultimate Failure Mode OMG PowerGrip™ Plus “C” 1 2037 Membrane scrim coating delamination at center target weld 2 2092 Membrane scrim coating delamination at center target weld 3 2236 Membrane scrim coating delamination at center target weld 4 2098 Membrane scrim coating delamination at center target weld 5 2145 Membrane scrim coating delamination at center target weld Results Average: 2122 St. Dev.: 75 COV: 4% 33 B Laboratory Report O46480.12.13-R1 OMG, Inc. Date of Issuance: 03/26/2014 Page 4 of 9 T RIN ITY |ERD MAIN: 80 Yesler Way, Suite 200 Seattle, WA 98104 P: (206) 467 -0054 F: (206) 267-0272 EAST: 353 Christian Street, Unit 13 Oxford, CT 06478 P: (203) 262 -9245 F: (203) 262-9243 LAB: 10 Mauney Court Columbia, SC 29201 P: (803) 988 -8133 F: (803) 988-8111 HI: 735 Bishop Street, Suite 430 Honolulu, HI 96813 P: (808) 535 -3144 F: (808) 535-3147 TL-199 Certified TABLE 1B: STATIC TENSILE LOAD, SAMPLE “H” Fastener Membrane Test Data (lbf) Specimen # Peak Load MOF OMG PowerGrip™ Plus “H” 1 2233 Rupture fastening ring over screw heads 2 2251 Rupture/tear membrane at center target 3 1963 Rupture/tear membrane at center target 4 2075 Rupture/tear membrane at center target 5 1826 Rupture fastening ring over screw heads Results Average: 2070 St. Dev.: 181 COV: 9% TABLE 1C: STATIC TENSILE LOAD, SAMPLE “E” Fastener Membrane Test Data (lbf) Specimen # Peak Load MOF OMG PowerGrip™“E” Results Average: 2013 St. Dev.: COV: 34 B Laboratory Report O46480.12.13-R1 OMG, Inc. Date of Issuance: 03/26/2014 Page 5 of 9 T RIN ITY |ERD MAIN: 80 Yesler Way, Suite 200 Seattle, WA 98104 P: (206) 467 -0054 F: (206) 267-0272 EAST: 353 Christian Street, Unit 13 Oxford, CT 06478 P: (203) 262 -9245 F: (203) 262-9243 LAB: 10 Mauney Court Columbia, SC 29201 P: (803) 988 -8133 F: (803) 988-8111 HI: 735 Bishop Street, Suite 430 Honolulu, HI 96813 P: (808) 535 -3144 F: (808) 535-3147 TL-199 Certified 2. STATIC SHEAR LOADING: 2.1 Specimen Preparation: 2.1.1 Five specimens were prepared for each membrane type. The OMG PowerGrip Plus was secured to dimensional lumber using eight (8) OMG #14 HD screws at equidistant pre-punched locations at the perimeter of the 10.5-inch diameter coated metal plate 2.2 Procedure: 2.2.1 The test specimen is secured in the tensile testing machine. Load is applied through a 0.25-inch thick steel bar bolted to the PowerGrip Plus mount (threaded rod) to incur loading normal to the anchor at a deflection rate of 0.5 in per min and the peak load at failure is recorded. 2.3 Results: TABLE 2: SHEAR STRENGTH Fastener Membrane Test Data (lbf) Results 1 2 3 4 5 Avg. St. Dev. COV OMG PowerGrip™ Plus “C” 1212 1164 1142 1235 1235 1198 43 4% “H” 1168 1220 1284 1229 1385 1257 83 7% “E” 1165 1149 995 1070 1006 1077 79 7% Fig. 2a. Typical test configuration Fig. 2b. Typical shear failure, rupture of central target membrane 35 B Laboratory Report O46480.12.13-R1 OMG, Inc. Date of Issuance: 03/26/2014 Page 6 of 9 T RIN ITY |ERD MAIN: 80 Yesler Way, Suite 200 Seattle, WA 98104 P: (206) 467 -0054 F: (206) 267-0272 EAST: 353 Christian Street, Unit 13 Oxford, CT 06478 P: (203) 262 -9245 F: (203) 262-9243 LAB: 10 Mauney Court Columbia, SC 29201 P: (803) 988 -8133 F: (803) 988-8111 HI: 735 Bishop Street, Suite 430 Honolulu, HI 96813 P: (808) 535 -3144 F: (808) 535-3147 TL-199 Certified 3. DYNAMIC TENSILE LOADING / CYCLIC WITHDRAWAL: 3.1 Procedure: 3.1.1 Load intervals are approximately from 5% to 50% of static load average, previously determined (see Section 1). Each load level is held for 10 seconds. Samples were allowed to rest for a minimum of 1 minute and a maximum of 5 minutes before deflection was taken. 3.1.2 Testing was stopped when permanent deformation readings exceeded 0.03 inches, due to appreciable vertical movement of the module attachment point. 3.2 Results: TABLE 3A: DEFLECTION UNDER CYCLIC TENSILE LOADING, SAMPLE “C” Static Load* (lbf) Applied Load (lbf) Cycle # Test Data (in.) Results 1 2 3 4 5 Avg. St. Dev. Sample “C”: 2121 106 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 212 2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 318 3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 424 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 530 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 636 6 0.0025 0.0000 0.0000 0.0025 0.0000 0.0010 0.0014 742 7 0.0055 0.0040 0.0050 0.0055 0.0050 0.0050 0.0006 848 8 0.0145 0.0095 0.0150 0.0140 0.0100 0.0126 0.0026 954 9 0.0175 0.0215 0.0185 0.0200 0.0230 0.0201 0.0022 1060 10 0.0310 0.0305 0.0270 0.0280 0.0320 0.0297 0.0021 *Static load determined from previous testing; see Section 1 0.0000 0.0050 0.0100 0.0150 0.0200 0.0250 0.0300 0.0350 0.0400 0 200 400 600 800 1000 1200 Pe r m a n e n t D e f l e c t i o n ( i n ) Load (lbf) FIG. 3A: DEFLECTION UPON CYCLIC LOADING, SAMPLE "C" Specimen 1 Specimen 2 Specimen 3 Specimen 4 Specimen 5 36 B Laboratory Report O46480.12.13-R1 OMG, Inc. Date of Issuance: 03/26/2014 Page 7 of 9 T RIN ITY |ERD MAIN: 80 Yesler Way, Suite 200 Seattle, WA 98104 P: (206) 467 -0054 F: (206) 267-0272 EAST: 353 Christian Street, Unit 13 Oxford, CT 06478 P: (203) 262 -9245 F: (203) 262-9243 LAB: 10 Mauney Court Columbia, SC 29201 P: (803) 988 -8133 F: (803) 988-8111 HI: 735 Bishop Street, Suite 430 Honolulu, HI 96813 P: (808) 535 -3144 F: (808) 535-3147 TL-199 Certified TABLE 3B: DEFLECTION UNDER CYCLIC TENSILE LOADING, SAMPLE “H” Static Load* (lbf) Applied Load (lbf) Cycle # Test Data (in.) Results 1 2 3 4 5 Avg. St. Dev. Sample “H”: 2069 103 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 206 2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 309 3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 412 4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 515 5 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 618 6 0.0065 0.0030 0.0040 0.0020 0.0060 0.0043 0.0019 721 7 0.0130 0.0130 0.0120 0.0195 0.0130 0.0141 0.0030 824 8 0.0260 0.0220 0.0220 0.0255 0.0230 0.0237 0.0019 927 9 0.0290 0.0275 0.0280 0.0280 0.0270 0.0279 0.0007 1030 10 0.0370 0.0280 0.0310 0.0355 0.0310 0.0325 0.0037 *Static load determined from previous testing; see Section 1 0.0000 0.0050 0.0100 0.0150 0.0200 0.0250 0.0300 0.0350 0.0400 0 200 400 600 800 1,000 1,200 Pe r m a n e n t D e f l e c t i o n ( i n ) Load (lbf) FIG. 3B: DEFLECTION UPON CYCLIC LOADING, SAMPLE "H" Specimen 1 Specimen 2 Specimen 3 Specimen 4 Specimen 5 37 B Laboratory Report O46480.12.13-R1 OMG, Inc. Date of Issuance: 03/26/2014 Page 8 of 9 T RIN ITY |ERD MAIN: 80 Yesler Way, Suite 200 Seattle, WA 98104 P: (206) 467 -0054 F: (206) 267-0272 EAST: 353 Christian Street, Unit 13 Oxford, CT 06478 P: (203) 262 -9245 F: (203) 262-9243 LAB: 10 Mauney Court Columbia, SC 29201 P: (803) 988 -8133 F: (803) 988-8111 HI: 735 Bishop Street, Suite 430 Honolulu, HI 96813 P: (808) 535 -3144 F: (808) 535-3147 TL-199 Certified TABLE 3C: DEFLECTION UNDER CYCLIC TENSILE LOADING, SAMPLE “E” Static Load* (lbf) Applied Load (lbf) Cycle # Test Data (in.) Results 1 2 3 4 5 Avg. St. Dev. Sample “E”: 2013 100 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 200 2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 300 3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 400 4 0.0000 0.0030 0.0020 0.0045 0.0000 0.0019 00019 500 5 0.0000 0.0080 0.0070 0.0080 0.0065 0.0059 0.0034 600 6 0.0050 0.0150 0.0160 0.0155 0.0100 0.0123 0.0047 700 7 0.0130 0.0260 0.0220 0.0270 0.0195 0.0215 0.0056 800 8 0.0270 0.0345 0.0350 0.0310 0.0260 0.0307 0.0041 900 9 0.0360 0.0450 0.0440 0.0410 0.0315 0.0395 0.0057 1000 10 0.0625 0.0670 0.0700 0.0430 0.0410 0.0567 0.0137 *Static load determined from previous testing; see Section 1 0.0000 0.0100 0.0200 0.0300 0.0400 0.0500 0.0600 0.0700 0.0800 0 200 400 600 800 1,000 1,200 Pe r m a n e n t D e f l e c t i o n ( i n ) Load (lbf) FIG. 3C: DEFLECTION UPON CYCLIC LOADING, SAMPLE "E" Specimen 1 Specimen 2 Specimen 3 Specimen 4 Specimen 5 38 B 39 B RE V DE S C R I P T I O N PR E P CH E C K DA 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 A MINIMUM OF 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 PREDICTED MOVEMENT HAVE THEIR OWN CLEARANCE REQUIREMENTS. REFER TO THE BALLAST LAYOUT SHEETS WITHIN THIS DOCUMENT FOR DETAILS. 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.ALL MODULE PAIRS (DOMES) MUST BE INSTALLED WHEN WINDS ARE EXPECTED TO EXCEED APPROX. 25% OF WIND SPEED DOCUMENTED ON SITE DESIGN CRITERIA TABLE. 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-15 BALLAST LAYOUT - 1 TO 8 PC-16 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 (psf)0 Snow Importance Factor (Is)1.0 Wind Design Data Basic Wind Speed (mph)95 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)1.306 Mapped Acceleration Parameter (S1)0.465 Seismic Site Class D Design Spectral Acceleration Parameter (Sds)1.045 Design Spectral Acceleration Parameter (Sd1)0.569 Seismic Design Category (SDC)D Basic seismic-force-resisting system(s)roof anchors Base Design Shear = Fp x W 0.50 W Response Modification Factor (Rp)2.5 Analysis Procedure ASCE 7 sec. 13.3/4 Design Code (with local amendments)2022 CBC -ASCE 7 - 16 ALTERNATE DESIGN METHOD -- 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 OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA COVER SHEET PC-15 24.06.25.0 v3.0.9405.7.1 CM 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 40 B RE V DE S C R I P T I O N PR E P CH E C K DA 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 OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA PROJECT SUMMARY PC-25 24.06.25.0 v3.0.9405.7.1 CM clawFR 10 Degree Dual Tilt - 22 cm PROJECT PART QUANTITY ITEM PART NUMBER QTY Base 500050201 2088 BASE, 01, CFR Module Connector 500050704 1948 MODULE CONNECTOR, 1150, 10D, CFR Rail 2000895 2077 RAIL, 2500, CFR Cam 5000500 1948 CAM, 10D, CFR Cam Claw 2000673 1948 CAM CLAW, CFR Bolt 2000697 6431 BLT, HEX FLG, TRI, M6X16, GR8.8, PATCH Base Pad 2000678 0 PAD, BASE, CFR CONCRETE MASONRY UNIT N/A 0 BLOCK, CONCRETE, 32.6 LB, - Xin x 8in x 16in NOMINAL, PARTNER SUPPLIED, SEE INSTALLATION MANUAL MODULE ADAPTER PROJECT PART QUANTITY ITEM PART NUMBER QTY Lock Claw Clip 2000819 1948 CLIP, LOCK CLAW, CFR Note: Module Adapter part numbers and quantities are shown in this table ONLY and not on subsequent sheets. Each module requires two of each part type when specified. APPROVED FOR CONSTRUCTION MECHANICAL ATTACHMENT PART QUANTITY MA Hardware Kit 5000423 10 HW KIT, MA STRUT, 2500, CFR MA Strut 2000930 98 MA STRUT, 2500, CFR Mechanical Attachment 100032506 98 MA, OMG PLUS, SIKA PVC TOTAL MECHANICAL ATTACHMENT COUNT 98 PROJECT SUMMARY MODULE TYPE SEG SEG-550-BMA-TB MODULE DIMENSIONS (IN.)89.69 X 44.65 X 1.38 NUMBER OF MODULES 974 MODULE WATTAGE (W STC)550 SYSTEM SIZE (kW STC)535.7 SYSTEM WEIGHT (LB)68206 SYSTEM AREA (SQ FT.)30593 AGGREGATE SYSTEM LOAD (PSF)2.23 NUMBER OF ARRAYS 8 ARRAY TILT (DEG)8.98 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 Roof 1 41 B RE V DE S C R I P T I O N PR E P CH E C K DA 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 OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA ARRAY SITE MAP PC-35 24.06.25.0 v3.0.9405.7.1 CM ROOF NAME ROOF SETBACK (FT.) ROOF HEIGHT (FT) PARAPET HEIGHT (FT) ROOF TILT (DEG) Roof 1 6.00 24.00 5.0 1 KEEPOUT NAME KEEPOUT CLEARANCE (FT.) KEEPOUT HEIGHT (IN.) Group 1 4 36 Group 2 0.5 6 Group 3 4 72 3 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 23' 17' 82' 17' 35' 26' 25' 102' 204' 26' 11' 34' 30' 38' 7' 2' 13' 7' 34' 65' 35' 7' 13' 1' 8' 38' 29' 34' 12' 26' 215' 1 2 3 4 5 6 7 8 42 B B(EAST-WEST REPEAT DIMENSION OF MODULE PAIR)X A(REPEAT DIMENSION NORTH-SOUTH) 'L' RAIL INSTALLATION:USE THE OUTER SET OF HOLESWHEN INSTALLING RAILSBETWEEN MODULES. NW DPTPWIG ° J S (ON-MODULE BASE SPACING) L(BETWEEN-MODULE BASE SPACING) R M (PROJECTED MODULE WIDTH) PL(PANEL LENGTH) 32.9 mm (1.295 in) 19 mm(0.748 in) AEBE 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 DA 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 NTS SCALE: ARRAY CROSS SECTION VIEW A NTS SCALE: BALLAST RAIL DETAIL C NTS RACKING CONSTRUCTION SET OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA 5 24.06.25.0 v3.0.9405.7.1 CM INSTALLATION MEASUREMENTS AEBE S L CAM SPACING* mm 486 1247 1050 60UNITS inches 19 1/8 49 1/8 41 5/16 2 3/8 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. MODULE DIMENSIONS PL PW PT mm 2278 1134 35UNITS inches 89.69 44.65 1.38 INSTALLED ARRAY DIMENSIONS A B D G I J M N R W X Theta (DEG)D/J (#:1)G.C.R.* mm 2297 2502 210 116 52 177 1120 82 516 170 136 8.98 1.18 0.91UNITS inches 90.43 98.49 8.26 4.58 2.04 6.97 44.10 3.21 20 5/16 6.70 5.35 8.98 1.18 0.91 * G.C.R = (2*PW) / B PC-4 PC-4 PC-4 TYPICAL ARRAY DIMENSIONS PC-4 APPROVED FOR CONSTRUCTION 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 43 B CAM SPACING BASE HOLE "2" BASE HOLE "2"BASE HOLE "2"BASE HOLE "1"BASE HOLE "1"BASE HOLE "2"BASE HOLE "2"BASE HOLE "2"BASE HOLE "1" BASE HOLE "2" BASE HOLE "2" ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATIONMARKER ORIENTATION MARKER ORIENTATION MARKER BASE HOLE "2" ORIENTATIONMARKER BASE HOLE "1" BASE HOLE "2" ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER RE V DE S C R I P T I O N PR E P CH E C K DA 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: WEST MODULE ASSEMBLY C NTS SCALE: MIDDLE VALLEY ASSEMBLY B NTS SCALE: EAST MODULE ASSEMBLY D NTS SCALE: EXAMPLE ARRAY CONSTRUCTION E NTS SCALE: CAM SPACING DETAIL A NTS RACKING CONSTRUCTION SET OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA ASSEMBLIES PC-55 24.06.25.0 v3.0.9405.7.1 CM APPROVED FOR CONSTRUCTION 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 PC-5 PC-5 PC-5 PC-5 PC-5 STANDARD ASSEMBLY QUANTITY WEST MODULE ASSEMBLY 140 MIDDLE VALLEY ASSEMBLY 834 EAST MODULE ASSEMBLY 140 NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE CAM SPACING mm 60UNITS inches 2 3/8 44 B BASE RAILCAM BRACKETAND CAM CLAW TRANSPARENT MODULE MODULE CONNECTOR LOCK CLAW CLIP FRAME ENHANCER CAM SEAT SPACER NOTES:1.THE LOCK CLAW CLIP, FRAMEENHANCER AND CAM SEAT SPACERCOMPONENTS ARE REQUIRED FOR THEPROJECT ONLY WHEN LISTED IN THEMODULE ADAPTER BOM ON THEPROJECT SUMMARY SHEET.2.REFERENCE APPENDICES ININSTALLATION MANUAL FORINSTALLATION INSTRUCTIONS. NOTE:EXAMPLE BALLASTING SHOWN ON THISPAGE IS FOR REFERENCE ONLY AND DOESNOT REFLECT TYPICAL BALLAST PLACEMENT.REFER TO BALLAST MAP SHEETS FOR ARRAYSPECIFIC BALLAST REQUIREMENTS. RE V DE S C R I P T I O N PR E P CH E C K DA 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 NTS SCALE: EXAMPLE RAIL AND BLOCK CONFIGURATION A NTS SCALE: LOCK CLAW CLIP G NTS SCALE: FRAME ENHANCER H NTS SCALE: CAM SEAT SPACER I NTS RACKING CONSTRUCTION SET OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA 5 APPROVED FOR CONSTRUCTION PC-6 RACKING COMPONENTS 24.06.25.0 v3.0.9405.7.1 CM PC-6 PC-6 PC-6 PC-6 PC-6PC-6 PC-6PC-6 PC-6 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 45 B 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 INSTALLEDCENTERED UNDER MODULE IF NO BALLAST QUANTITY SHOWN, DO NOT PLACEBALLAST SEE INSTALLATION MANUAL FOR NOTES ONINSTALLING MORE THAN FOUR BALLAST BLOCKS PERMODULE DO NOT INSTALL ADDITIONAL RAIL TOHOLD BALLAST ON MODULES WITH NOBALLAST SHOWN 8 7 2 5 3 1 6 4 2 1 MODULES LONGER THAN 2100 MM WITH 7 OR 8 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 DA 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 NTS SCALE: A NTS RACKING CONSTRUCTION SET OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA 5 PC-7 BALLAST LEGEND APPROVED FOR CONSTRUCTION 24.06.25.0 v3.0.9405.7.1 CM PC-7 PC-7 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 46 B RE V DE S C R I P T I O N PR E P CH E C K DA 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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 22 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 12.1 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 50 Module Connector 44 Rail 45 Cam 44 Cam Claw 44 Base Pad 0 Ballast Block 0 Mechanical Attachment 9 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 1600 ARRAY AREA (SQ. FT)701 ARRAY LOAD (PSF) 2.28 APPROVED FOR CONSTRUCTION OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.1 PC-85 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.1 PC-8 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 22.55' 33.56' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 6 MIDDLE VALLEY ASSEMBLY 16 EAST MODULE ASSEMBLY 6 47 B RE V DE S C R I P T I O N PR E P CH E C K DA 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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 54 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 29.7 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 126 Module Connector 108 Rail 130 Cam 108 Cam Claw 108 Base Pad 0 Ballast Block 0 Mechanical Attachment 13 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3888 ARRAY AREA (SQ. FT)1731 ARRAY LOAD (PSF) 2.25 APPROVED FOR CONSTRUCTION OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.2 PC-95 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.2 PC-9 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 60.23' 33.56' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 18 MIDDLE VALLEY ASSEMBLY 36 EAST MODULE ASSEMBLY 18 48 B RE V DE S C R I P T I O N PR E P CH E C K DA 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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 162 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 89.1 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 342 Module Connector 324 Rail 336 Cam 324 Cam Claw 324 Base Pad 0 Ballast Block 0 Mechanical Attachment 23 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 11380 ARRAY AREA (SQ. FT)5071 ARRAY LOAD (PSF) 2.24 APPROVED FOR CONSTRUCTION OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.3 PC-105 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.3 PC-10 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 67.76' 82.81' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 18 MIDDLE VALLEY ASSEMBLY 144 EAST MODULE ASSEMBLY 18 49 B RE V DE S C R I P T I O N PR E P CH E C K DA 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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 176 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 96.8 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 374 Module Connector 352 Rail 372 Cam 352 Cam Claw 352 Base Pad 0 Ballast Block 0 Mechanical Attachment 12 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 12264 ARRAY AREA (SQ. FT)5517 ARRAY LOAD (PSF) 2.22 APPROVED FOR CONSTRUCTION OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.4 PC-115 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.4 PC-11 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 75.30' 82.81' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 22 MIDDLE VALLEY ASSEMBLY 154 EAST MODULE ASSEMBLY 22 50 B RE V DE S C R I P T I O N PR E P CH E C K DA 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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 160 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 88 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 340 Module Connector 320 Rail 339 Cam 320 Cam Claw 320 Base Pad 0 Ballast Block 0 Mechanical Attachment 11 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 11153 ARRAY AREA (SQ. FT)5015 ARRAY LOAD (PSF) 2.22 APPROVED FOR CONSTRUCTION OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.5 PC-125 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.5 PC-12 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 75.30' 74.61' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 20 MIDDLE VALLEY ASSEMBLY 140 EAST MODULE ASSEMBLY 20 51 B RE V DE S C R I P T I O N PR E P CH E C K DA 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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 142 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 78.1 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 302 Module Connector 284 Rail 296 Cam 284 Cam Claw 284 Base Pad 0 Ballast Block 0 Mechanical Attachment 10 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 9889 ARRAY AREA (SQ. FT)4452 ARRAY LOAD (PSF) 2.22 APPROVED FOR CONSTRUCTION OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.6 PC-135 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.6 PC-13 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 67.76' 74.61' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 18 MIDDLE VALLEY ASSEMBLY 124 EAST MODULE ASSEMBLY 18 52 B RE V DE S C R I P T I O N PR E P CH E C K DA 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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 140 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 77 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 300 Module Connector 280 Rail 304 Cam 280 Cam Claw 280 Base Pad 0 Ballast Block 0 Mechanical Attachment 10 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 9778 ARRAY AREA (SQ. FT)4397 ARRAY LOAD (PSF) 2.22 APPROVED FOR CONSTRUCTION OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.7 PC-145 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.7 PC-14 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 75.30' 58.19' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 20 MIDDLE VALLEY ASSEMBLY 120 EAST MODULE ASSEMBLY 20 53 B RE V DE S C R I P T I O N PR E P CH E C K DA 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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 118 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 64.9 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 254 Module Connector 236 Rail 255 Cam 236 Cam Claw 236 Base Pad 0 Ballast Block 0 Mechanical Attachment 10 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 8254 ARRAY AREA (SQ. FT)3710 ARRAY LOAD (PSF) 2.22 APPROVED FOR CONSTRUCTION OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.8 PC-155 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.8 PC-15 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 67.76' 58.19' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 18 MIDDLE VALLEY ASSEMBLY 100 EAST MODULE ASSEMBLY 18 54 B OMG POWERGRIP PLUS 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. TRANSPARENT PVSOLAR MODULE OMG POWERGRIP PLUSMECHANICAL 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 MECHANICAL ATTACHMENTEDGE APPLICATIONCENTERED BELOW MODULES MECHANICAL ATTACHMENTEDGE APPLICATIONCENTERED BETWEEN MODULES MECHANICAL ATTACHMENTINTERIOR APPLICATIONCENTERED BETWEEN MODULES MECHANICAL ATTACHMENTEDGE APPLICATIONCENTERED BETWEEN MODULES MECHANICAL ATTACHMENTEDGE APPLICATIONCENTERED BELOW MODULES MECHANICAL ATTACHMENTINTERIOR APPLICATION CENTEREDBELOW MODULES MA STRUT ø 6.4 mm (0.25 in) ø 368 mm (14.5 in) RE V DE S C R I P T I O N PR E P CH E C K DA 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 OnSwitch Albertson 598 2000 17th St, Santa Ana, CA 92705, USA 5 PC-16 MECHANICAL ATTACHMENT DETAIL 24.06.25.0 v3.0.9405.7.1 CM 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 135 359 316 359 525 APPROVED FOR CONSTRUCTION PC-16 PC-16 PC-16 55 B Product Certification Key Features About SEG Solar SEG Solar is a leading manufacturer of high-performance solar panels for residential, commercial, and utility applications. help customers reduce their energy costs and carbon footprint. Download Datasheet 540-555WS 0RGXOH3RZHU2XWSXW 21.48% 0D[(IILF LHQF\ SeriesYUKON UL1703; UL61730 PID Salt Mist Ammonia Resistance Dust and Sand Hailstone IEC61215:2016; IEC 61730:2016; IEC62804 IEC61701 IEC62716 IEC60068 IEC61215 Fire Type (UL61730):Type1 ISO14001:2015; ISO9001:2015; ISO45001:2018 Better temperature High module conversion Super multi busbar technology Low attenuation long warranty USA based liability insurance Houston, Texas based company Higher bifaciallySuperior load capacity XXXTFHTPMBSDPN Half-Cell Transparent Backsheet Module Warranty Additional Value From Linear Warranty Linear power output warranty Guarantee on product material and workmanship15<Years>25 <Years> 100% 98% 90% 80% Years 0 5 10 15 20 25       Module Efficiency(%)Module Efficiency(%)Module Efficiency(%) RACKING CONSTRUCTION SET 56 www.segsolar.com Specifications subject to technical changes SEG_DS_EN_2023V4.0 © Copyright 2023 SEG Solar 5400 Pa / 113 psf* 2400 Pa / 50 psf* 2278 x 1134 x 35 mm 27.0 kg PERC Mono 182 x 91mm(144 pcs) 3.2 / mm AR coating tempered glass / low iron Anodized aluminium alloy IP68 / 3 diodes Container Pieces per Pallet Pallets per Container Pieces per Container 40’HQ 31 20 620 20’GP 31 4 124 Operating Temperature Nominal Operating Cell Temperature (NOCT) External Dimension Weight Solar Cells Front Glass Frame Junction Box Mechanical Load(Front) Mechanical Load(Rear) Connector Type Technical Drawing Temperature Characteristics Packing Configuration Mechanical Specifications *Refer to SEG installation Manual for details *Refer to SEG installation Manual for details -0.35 %/°C -0.27 %/°C +0.05 %/°C -40~+85 °C 45±2 °C YUKON Series SEG-XXX-BMA-TB(144Cells) Module Type Maximum Power -Pmp(Wp) Open Circuit Voltage -Voc(V) Short Circuit Current -Isc(A) Maximum Power Voltage -Vmp(V) Maximum Power Current -Imp(A) Power Tolerance Maximum System Voltage Maximum Series Fuse Rating (0, +3%) 1500V DC 30 A SEG-540-BMA-TB SEG-550-BMA-TBSEG-545-BMA-TB STC: lrradiance 1000 W/m² module temperature 25°C AM=1.5 NOCT: lrradiance 800W/m² ambient temperature 20°C module temperature 45°C wind speed: 1m/s 20.90 540 49.50 13.81 41.55 13.00 STC Front 406 46.18 11.16 38.39 10.59 NOCT Front 378 49.48 9.74 41.61 9.09 STC Back 545 49.60 13.91 41.81 13.04 STC Front 409 46.32 11.23 38.41 10.65 NOCT Front 382 49.58 9.80 41.86 9.13 STC Back 550 49.70 14.01 42.07 13.08 STC Front 414 46.40 11.32 38.58 10.73 NOCT Front 385 49.68 9.87 42.10 9.15 STC Back 555 49.80 14.10 42.31 13.12 STC Front 418 46.47 11.40 38.75 10.79 NOCT Front 389 49.78 9.94 42.35 9.19 STC Back 21.10 21.29 SEG-555-BMA-TB 21.48 Electrical Characteristics Module E°ciency(%) PV-CO02-xy Cable Type Cable Length 12 AWG PV WirečULĎ Portrait: 400 mm / 200 mm   Landscape: 1200 mm / 1200 mm   or customized length Section A-A 70 70 70 70 Ⅲ 2:110:1 Section B-B 10:1 35 35 Ⅱ5:1 7 R3.5 10 I 9 14 R4. 5 5:1 24.5 35 Bifaciality 70%±10% I-V Curve Voltage[V] Cur r e n t [ A] Cur r e n t [A ] Voltage[V] 0 10 20 30 40 50 0 10 20 30 40 50 Incident Irrad.=1000W/m2 Cells temp.=10bC Cells temp.=25bC Cells temp.=40bC Cells temp.=55bC Cells temp.=70bC Incident Irrad.=200W/m2 Incident Irrad.=400W/m2 Incident Irrad.=600W/m2 Incident Irrad.=800W/m2 Incident Irrad.=1000W/m2Cells temp.=25bC16 14 12 10 8 6 4 2 0 14 12 10 8 6 4 2 0 57 Partner Name:OnSwitch Project Name:Albertson 598 Project Location:2000 17th St, Santa Ana, CA 92705, USA Racking System:clawFR 10 Degree Dual Tilt Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 5 Engineering Seal 07/09/2024 APPROVED FOR CONSTRUCTION 58 B Table of Contents Section:Page # 07/09/2024 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 7.1 Seismic Load Data 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check 14 7.4 Vertical Seismic Force Check 15 59 B Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 10° DUAL TILT, CPP Project 19784, Dated 16 April 2024. 07/09/2024 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 60 B 1.0 Project Information: 1.1 General: Project Name:Albertson 598 Project Location:2000 17th St, Santa Ana, CA 92705, USA Racking System:clawFR 10 Degree Dual Tilt Module:SEG SEG-550-BMA-TB Module Weight:59.52 lbs. Module Tilt:8.98 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Reference (Dome) Area:55.61 sq.ft. Ballast Block Weight:32.60 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 24 5.0 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 1 PVC 0.71 1.2 1 PVC 0.71 1.3 1 PVC 0.71 1.4 1 PVC 0.71 1.5 1 PVC 0.71 1.6 1 PVC 0.71 1.7 1 PVC 0.71 1.8 1 PVC 0.71 07/09/2024 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 61 B 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:2022 CBC Risk Cat.:II Basic Wind Speed (V):95 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1 Site Class:D Short Period Spectral Resp. (5%) (Ss):1.306 1s Spectral Response (5%) (S1):0.465 Ie:1 Ip:1 07/09/2024 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 62 B 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, Fig. 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 =8.98 deg. Amp =27.46 sq.ft. SLM =   Amp     SLA   = 0.00     lbs. 07/09/2024 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 63 B 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =95 mph (ASCE, Fig. 26.5-1) 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) =0.94 (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 =18.29 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. Typical corner zone Figure 3-1 shows N/E corner wind direction. Wind zones are symmetrical, and all building corners experience the same pattern of loads (with zone E connecting corner zones along east and west building edges). Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 24 24.00 18.29 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel. FD = qz Aref GCD FD = sum of drag on panel. 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) 07/09/2024 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 64 B 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 22 1,600 1,600 73 701 2.28 2.28 6.00 Yes 1.2 54 3,888 3,888 72 1,731 2.25 2.25 6.00 Yes 1.3 162 11,380 11,380 70 5,071 2.24 2.24 6.00 Yes 1.4 176 12,264 12,264 70 5,517 2.22 2.22 6.00 Yes 1.5 160 11,153 11,153 70 5,015 2.22 2.22 6.00 Yes 1.6 142 9,889 9,889 70 4,452 2.22 2.22 6.00 Yes 1.7 140 9,778 9,778 70 4,397 2.22 2.22 6.00 Yes 1.8 118 8,254 8,254 70 3,710 2.22 2.22 6.00 Yes Total:  974 68,206 lbs.68,206 lbs. *Racking component weight range between 10 to 12 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 07/09/2024 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 65 B 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 3,926 1,600 356 2,940 1.93 OK 1.2 6,034 3,888 356 3,998 2.18 OK 1.3 6,611 11,380 416 7,623 4.79 OK 1.4 7,799 12,264 386 4,005 3.48 OK 1.5 6,786 11,153 416 3,860 3.69 OK 1.6 4,984 9,889 386 3,088 4.34 OK 1.7 9,228 9,778 386 3,443 2.39 OK 1.8 8,108 8,254 386 3,441 2.40 OK Total:53,476 lbs.68,206 lbs. 32,397 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 07/09/2024 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 66 B 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 2,018 559 1,600 359 3,231 2.87 OK 1.2 2,236 699 3,888 359 4,667 4.43 OK 1.3 1,904 539 11,380 359 8,257 12.28 OK 1.4 1,632 571 12,264 359 4,308 11.33 OK 1.5 1,632 462 11,153 359 3,949 11.02 OK 1.6 1,325 356 9,889 359 3,590 12.29 OK 1.7 2,740 780 9,778 359 3,590 5.80 OK 1.8 2,574 778 8,254 359 3,590 5.38 OK Total:16,061 lbs.4,744 lbs.68,206  35,182 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 ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND SHEAR/FRICTION)+(.6)WIND UPLIFT) 07/09/2024 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 67 B 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =18.29 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area) (Ref. Section 1.1, General Project Information) θ =8.98 deg.(Ref. Section 1.1, General Project Information) GCP =1.13 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE, Fig. 30.3-5A) WLin(no snow) = 568 lbs./module WLin(with snow) = 151 lbs./module Contact Base by Location:                                                        Contact Pad by Information: 1 =East / West Edge Distance Between C.C. outer Pads =10 in. 2 =Interior High Typical Pad Area =9 sq.in. 3 =Interior Low 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 07/09/2024 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 68 B 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 = 73 lbs./module Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 568 lbs./module WLin (with snow) = 151 lbs./module -Base 2 and 3 repeat for larger width arrays. Max Total Load Per Base (lbs.) load combinations (ASD) Location Base DL + Snow DL + 0.6Wlin DL + 0.75SLm + 0.75(0.6WLin) East/West Edge 1 18 104 35 Interior High 2 37 207 71 Interior Low 3 34 205 68 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 + 0.6Wlin DL + 0.75SLm + 0.75(0.6WLin) East/West Edge 1 1 6 2 Interior High 2 2 11 42 Interior Low 3 2 11 4 East/West Edge 1 1 4 1 Interior High 2 1 7 33 Interior Low 3 1 7 2 Table 6.1-B Extreme Point Load Summary (psi) 07/09/2024 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 69 B 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) :1.306 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.465 (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) =1.8 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.567 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.853 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =1.045 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.569 (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 not be used to resist lateral forces caused by seismic loads. 07/09/2024 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 70 B 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 1,600 802 0 562 2 3,231 9 Yes 1.2 3,888 1,950 0 1,365 4 4,667 13 Yes 1.3 11,380 5,707 0 3,995 12 8,257 23 Yes 1.4 12,264 6,151 0 4,305 12 4,308 12 Yes 1.5 11,153 5,593 0 3,915 11 3,949 11 Yes 1.6 9,889 4,960 0 3,472 10 3,590 10 Yes 1.7 9,778 4,904 0 3,433 10 3,590 10 Yes 1.8 8,254 4,139 0 2,898 9 3,590 10 Yes Totals:68,206 lbs 34,206 lbs.0 lbs.23,944 lbs.70 35,182 98 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 07/09/2024 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 71 B 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 1,600 334 960 -726 0 2,940 9 Yes 1.2 3,888 812 2,333 -1,764 0 3,998 13 Yes 1.3 11,380 2,378 6,828 -5,163 0 7,623 23 Yes 1.4 12,264 2,563 7,359 -5,565 0 4,005 12 Yes 1.5 11,153 2,330 6,692 -5,060 0 3,860 11 Yes 1.6 9,889 2,066 5,934 -4,487 0 3,088 10 Yes 1.7 9,778 2,043 5,867 -4,437 0 3,443 10 Yes 1.8 8,254 1,725 4,952 -3,745 0 3,441 10 Yes Total:68,206 lbs.14,252 lbs.40,924 lbs.-30,947 lbs.0 32,397 98 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 07/09/2024 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 72 B Appendix A Appendix A 16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 73 B Appendix A 17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 74 B Appendix A 18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 75 B Appendix A 19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 76 B Appendix A 20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 77 B Appendix A 21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 78 B Appendix A 22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 79 B YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING 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 PROFESSIONAL REGISTRATION 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. 24-0242-2984.2 Sheet No. Cover By DML/TET Date 11/9/25 CLIENT: 1600 Osgood Street Suite 2023 North Andover, MA 01845 PROJECT: Albertson 598 2000 17th St Santa Ana, CA 92705 GENERAL INFORMATION: BUILDING CODE: 2022 CBC, ASCE 7-16 With SEAOC PV1-2012 and PV2-2017 TROY E.TURLEY 11/9 / 2 0 2 5 CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING 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 PROFESSIONAL REGISTRATION 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 9, 2025 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: Albertson 598 CTS Job No.: 23-0242-2984.2 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 10 Degree Dual Tilt” system. This system consists of photovoltaic panels installed at a 10 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 q z 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 10 Degree Dual Tilt” system per the wind tunnel testing results. Seismic Evaluation: 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. CARUSO TURLEY SCOTT structural engineers STRUCTURAL ENGINEERING 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 PROFESSIONAL REGISTRATION 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 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, Dylan Le Troy Turley, SE, PE, LEED AP Structural Designer Partner TROY E.TURLEY 11/9 / 2 0 2 5 Partner Name:Onyx Renewables Project Name:Albertson 598 Project Location:2000 17th St, Santa Ana, CA 92705, USA Racking System:clawFR 10 Degree Dual Tilt Structural Calculations for Roof-Mounted Solar Array Submittal Release: Rev 5 Engineering Seal 07/09/2024 APPROVED FOR CONSTRUCTION TROY E.TURLEY 11/9 / 2 0 2 5 Table of Contents Section:Page # 07/09/2024 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 7.1 Seismic Load Data 13 7.2 Seismic Design Equations 13 7.3 Lateral Seismic Force Check 14 7.4 Vertical Seismic Force Check 15 Appendix: A. Wind Tunnel Tests and Load Analysis for PANELCLAW ROOF MOUNT 10° DUAL TILT, CPP Project 19784, Dated 16 April 2024. 07/09/2024 APPROVED FOR CONSTRUCTION 3 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information: 1.1 General: Project Name:Albertson 598 Project Location:2000 17th St, Santa Ana, CA 92705, USA Racking System:clawFR 10 Degree Dual Tilt Module:SEG SEG-550-BMA-TB Module Weight:59.52 lbs. Module Tilt:8.98 deg. Module Width:44.65 in. Module Length:89.69 in. Module Area:27.81 sq.ft. Reference (Dome) Area:55.61 sq.ft. Ballast Block Weight:32.60 lbs. 1.2 Building Information: Roof Name Height (ft.)Parapet Height (ft.) Roof 1 24 5.0 Sub-Array Name Pitch (deg.)Membrane Material Coeff. of Friction (μ) 1.1 1 PVC 0.71 1.2 1 PVC 0.71 1.3 1 PVC 0.71 1.4 1 PVC 0.71 1.5 1 PVC 0.71 1.6 1 PVC 0.71 1.7 1 PVC 0.71 1.8 1 PVC 0.71 07/09/2024 APPROVED FOR CONSTRUCTION 4 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 1.0 Project Information (Cont.): 1.3 Structural Design Information: ASCE Code:ASCE 7-16 Building Code:2022 CBC Risk Cat.:II Basic Wind Speed (V):95 mph Exposure Category:C Ground Snow Load (Pg):0 psf Is:1 Site Class:D Short Period Spectral Resp. (5%) (Ss):1.306 1s Spectral Response (5%) (S1):0.465 Ie:1 Ip:1 07/09/2024 APPROVED FOR CONSTRUCTION 5 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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, Fig. 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 =8.98 deg. Amp =27.46 sq.ft. SLM =   Amp     SLA   = 0.00     lbs. 07/09/2024 APPROVED FOR CONSTRUCTION 6 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 3.0 Wind Load: Wind Analysis per ASCE 7-16- Wind Tunnel Procedure, Chapter 31 3.1 Wind Load Data: Basic Wind Speed (Vult) =95 mph (ASCE, Fig. 26.5-1) 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) =0.94 (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 =18.29 psf (ASCE, Eqn. 26.10-1) 3.2 Roof / Array Zone Map: Figure 3-1. Typical corner zone Figure 3-1 shows N/E corner wind direction. Wind zones are symmetrical, and all building corners experience the same pattern of loads (with zone E connecting corner zones along east and west building edges). Roof Zone Map Dimensions per CPP Wind Tunnel Study Height (ft.)LB* (ft.)Velocity Pressure (qz) (psf) 24 24.00 18.29 *LB = Characteristic length per wind tunnel study 3.3 Wind Design Equations: FL = qz Aref GCL FL = sum of lift on panel. FD = qz Aref GCD FD = sum of drag on panel. 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) 07/09/2024 APPROVED FOR CONSTRUCTION 7 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 22 1,600 1,600 73 701 2.28 2.28 6.00 Yes 1.2 54 3,888 3,888 72 1,731 2.25 2.25 6.00 Yes 1.3 162 11,380 11,380 70 5,071 2.24 2.24 6.00 Yes 1.4 176 12,264 12,264 70 5,517 2.22 2.22 6.00 Yes 1.5 160 11,153 11,153 70 5,015 2.22 2.22 6.00 Yes 1.6 142 9,889 9,889 70 4,452 2.22 2.22 6.00 Yes 1.7 140 9,778 9,778 70 4,397 2.22 2.22 6.00 Yes 1.8 118 8,254 8,254 70 3,710 2.22 2.22 6.00 Yes Total:  974 68,206 lbs.68,206 lbs. *Racking component weight range between 10 to 12 pounds per module Table 4.1 - Array Dead Loads and Roof Pressures 07/09/2024 APPROVED FOR CONSTRUCTION 8 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 3,926 1,600 356 2,940 1.93 OK 1.2 6,034 3,888 356 3,998 2.18 OK 1.3 6,611 11,380 416 7,623 4.79 OK 1.4 7,799 12,264 386 4,005 3.48 OK 1.5 6,786 11,153 416 3,860 3.69 OK 1.6 4,984 9,889 386 3,088 4.34 OK 1.7 9,228 9,778 386 3,443 2.39 OK 1.8 8,108 8,254 386 3,441 2.40 OK Total:53,476 lbs.68,206 lbs. 32,397 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 07/09/2024 APPROVED FOR CONSTRUCTION 9 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 2,018 559 1,600 359 3,231 2.87 OK 1.2 2,236 699 3,888 359 4,667 4.43 OK 1.3 1,904 539 11,380 359 8,257 12.28 OK 1.4 1,632 571 12,264 359 4,308 11.33 OK 1.5 1,632 462 11,153 359 3,949 11.02 OK 1.6 1,325 356 9,889 359 3,590 12.29 OK 1.7 2,740 780 9,778 359 3,590 5.80 OK 1.8 2,574 778 8,254 359 3,590 5.38 OK Total:16,061 lbs.4,744 lbs.68,206  35,182 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 ASCE 7-16 equation 7, BACK CALCULATED FACTOR OF SAFETY = (DEAD LOAD+MECHANICAL ATTACHMENT)/(((.6)WIND SHEAR/FRICTION)+(.6)WIND UPLIFT) 07/09/2024 APPROVED FOR CONSTRUCTION 10 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 6.0 Design Loads - Downward: 6.1 Downward Wind Load Calculation: WLin = qz * Am * GCP * cos θ Where: qz =18.29 psf (Ref. Section 3.1, Wind Load Data) Am =27.81 sq.ft.(Single Module Area)(Ref. Section 1.1, General Project Information) θ =8.98 deg.(Ref. Section 1.1, General Project Information) GCP =1.13 (Inward)(Proprietary Wind Tunnel Data) GCP =0.30 (Inward with snow)(ASCE, Fig. 30.3-5A) WLin(no snow) = 568 lbs./module WLin(with snow) = 151 lbs./module Contact Base by Location:                                                        Contact Pad by Information: 1 =East / West Edge Distance Between C.C. outer Pads =10 in. 2 =Interior High Typical Pad Area =9 sq.in. 3 =Interior Low 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 07/09/2024 APPROVED FOR CONSTRUCTION 11 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 = 73 lbs./module Total DL = (Varies on location and ballast quantity) SLm = 0 lbs./module WLin (no snow) = 568 lbs./module WLin (with snow) = 151 lbs./module -Base 2 and 3 repeat for larger width arrays. Max Total Load Per Base (lbs.) load combinations (ASD) Location Base DL + Snow DL + 0.6Wlin DL + 0.75SLm + 0.75(0.6WLin) East/West Edge 1 18 104 35 Interior High 2 37 207 71 Interior Low 3 34 205 68 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 + 0.6Wlin DL + 0.75SLm + 0.75(0.6WLin) East/West Edge 1 1 6 2 Interior High 2 2 11 42 Interior Low 3 2 11 4 East/West Edge 1 1 4 1 Interior High 2 1 7 33 Interior Low 3 1 7 2 Table 6.1-B Extreme Point Load Summary (psi) 07/09/2024 APPROVED FOR CONSTRUCTION 12 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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) :1.306 (Ref. Project Information) 1s Spectral Response (5%) (S1) :0.465 (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) =1.8 (ASCE, Table 11.4-2) Adj. MCE Spec. Resp. (Short) (Sms) =Fa*Ss =1.567 (ASCE, Eqn. 11.4-1) Adj. MCE Spec. Resp. (1 sec.) (Sm1) =Fv*S1 =0.853 (ASCE, Eqn. 11.4-2) Short Period Spectral Response (Sds) =2/3(Sms) =1.045 (ASCE, Eqn. 11.4-3) One Second Spectral Response (Sd1) =2/3(Sm1) =0.569 (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 not be used to resist lateral forces caused by seismic loads. 07/09/2024 APPROVED FOR CONSTRUCTION 13 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 1,600 802 0 562 2 3,231 9 Yes 1.2 3,888 1,950 0 1,365 4 4,667 13 Yes 1.3 11,380 5,707 0 3,995 12 8,257 23 Yes 1.4 12,264 6,151 0 4,305 12 4,308 12 Yes 1.5 11,153 5,593 0 3,915 11 3,949 11 Yes 1.6 9,889 4,960 0 3,472 10 3,590 10 Yes 1.7 9,778 4,904 0 3,433 10 3,590 10 Yes 1.8 8,254 4,139 0 2,898 9 3,590 10 Yes Totals:68,206 lbs 34,206 lbs.0 lbs.23,944 lbs.70 35,182 98 Table 7.1 -Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPL-FRL/MA strength 07/09/2024 APPROVED FOR CONSTRUCTION 14 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 1,600 334 960 -726 0 2,940 9 Yes 1.2 3,888 812 2,333 -1,764 0 3,998 13 Yes 1.3 11,380 2,378 6,828 -5,163 0 7,623 23 Yes 1.4 12,264 2,563 7,359 -5,565 0 4,005 12 Yes 1.5 11,153 2,330 6,692 -5,060 0 3,860 11 Yes 1.6 9,889 2,066 5,934 -4,487 0 3,088 10 Yes 1.7 9,778 2,043 5,867 -4,437 0 3,443 10 Yes 1.8 8,254 1,725 4,952 -3,745 0 3,441 10 Yes Total:68,206 lbs.14,252 lbs.40,924 lbs.-30,947 lbs.0 32,397 98 Table7.2 - Summary of Mechanical Attachment Requirements * MA's Required = 0.7 FPV - FRV/MA strength 07/09/2024 APPROVED FOR CONSTRUCTION 15 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A Appendix A 16 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 17 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 18 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 19 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 20 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 21 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com Appendix A 22 PanelClaw, Inc., 1600 Osgood Street, Suite 2023, North Andover, MA 01845 (978) 688.4900 - www.panelclaw.com 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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 A MINIMUM OF 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 PREDICTED MOVEMENT HAVE THEIR OWN CLEARANCE REQUIREMENTS. REFER TO THE BALLAST LAYOUT SHEETS WITHIN THIS DOCUMENT FOR DETAILS. 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.ALL MODULE PAIRS (DOMES) MUST BE INSTALLED WHEN WINDS ARE EXPECTED TO EXCEED APPROX. 25% OF WIND SPEED DOCUMENTED ON SITE DESIGN CRITERIA TABLE. 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-15 BALLAST LAYOUT - 1 TO 8 PC-16 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 (psf)0 Snow Importance Factor (Is)1.0 Wind Design Data Basic Wind Speed (mph)95 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)1.306 Mapped Acceleration Parameter (S1)0.465 Seismic Site Class D Design Spectral Acceleration Parameter (Sds)1.045 Design Spectral Acceleration Parameter (Sd1)0.569 Seismic Design Category (SDC)D Basic seismic-force-resisting system(s)roof anchors Base Design Shear = Fp x W 0.50 W Response Modification Factor (Rp)2.5 Analysis Procedure ASCE 7 sec. 13.3/4 Design Code (with local amendments)2022 CBC -ASCE 7 - 16 ALTERNATE DESIGN METHOD -- 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 Onyx Renewables Albertson 598 2000 17th St, Santa Ana, CA 92705, USA COVER SHEET PC-15 24.06.25.0 v3.0.9405.7.1 CM 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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 Albertson 598 2000 17th St, Santa Ana, CA 92705, USA PROJECT SUMMARY PC-25 24.06.25.0 v3.0.9405.7.1 CM clawFR 10 Degree Dual Tilt - 22 cm PROJECT PART QUANTITY ITEM PART NUMBER QTY Base 500050201 2088 BASE, 01, CFR Module Connector 500050704 1948 MODULE CONNECTOR, 1150, 10D, CFR Rail 2000895 2077 RAIL, 2500, CFR Cam 5000500 1948 CAM, 10D, CFR Cam Claw 2000673 1948 CAM CLAW, CFR Bolt 2000697 6431 BLT, HEX FLG, TRI, M6X16, GR8.8, PATCH Base Pad 2000678 0 PAD, BASE, CFR CONCRETE MASONRY UNIT N/A 0 BLOCK, CONCRETE, 32.6 LB, - Xin x 8in x 16in NOMINAL, PARTNER SUPPLIED, SEE INSTALLATION MANUAL MODULE ADAPTER PROJECT PART QUANTITY ITEM PART NUMBER QTY Lock Claw Clip 2000819 1948 CLIP, LOCK CLAW, CFR Note: Module Adapter part numbers and quantities are shown in this table ONLY and not on subsequent sheets. Each module requires two of each part type when specified. APPROVED FOR CONSTRUCTION MECHANICAL ATTACHMENT PART QUANTITY MA Hardware Kit 5000423 10 HW KIT, MA STRUT, 2500, CFR MA Strut 2000930 98 MA STRUT, 2500, CFR Mechanical Attachment 100032506 98 MA, OMG PLUS, SIKA PVC TOTAL MECHANICAL ATTACHMENT COUNT 98 PROJECT SUMMARY MODULE TYPE SEG SEG-550-BMA-TB MODULE DIMENSIONS (IN.)89.69 X 44.65 X 1.38 NUMBER OF MODULES 974 MODULE WATTAGE (W STC)550 SYSTEM SIZE (kW STC)535.7 SYSTEM WEIGHT (LB)68206 SYSTEM AREA (SQ FT.)30593 AGGREGATE SYSTEM LOAD (PSF)2.23 NUMBER OF ARRAYS 8 ARRAY TILT (DEG)8.98 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 Roof 1 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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: # 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 Albertson 598 2000 17th St, Santa Ana, CA 92705, USA ARRAY SITE MAP PC-35 24.06.25.0 v3.0.9405.7.1 CM ROOF NAME ROOF SETBACK (FT.) ROOF HEIGHT (FT) PARAPET HEIGHT (FT) ROOF TILT (DEG) Roof 1 6.00 24.00 5.0 1 KEEPOUT NAME KEEPOUT CLEARANCE (FT.) KEEPOUT HEIGHT (IN.) Group 1 4 36 Group 2 0.5 6 Group 3 4 72 3 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 23' 17' 82' 17' 35' 26' 25' 102' 204' 26' 11' 34' 30' 38' 7' 2' 13' 7' 34' 65' 35' 7' 13' 1' 8' 38' 29' 34' 12' 26' 215' 1 2 3 4 5 6 7 8 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 B (EAST-WEST REPEAT DIMENSION OF MODULE PAIR)X A (REPEAT DIMENSION NORTH-SOUTH) 'L' RAIL INSTALLATION: USE THE OUTER SET OF HOLES WHEN INSTALLING RAILS BETWEEN MODULES. NW DPTPWIG ° J S (ON-MODULE BASE SPACING) L (BETWEEN-MODULE BASE SPACING) R M (PROJECTED MODULE WIDTH) PL (PANEL LENGTH) 32.9 mm (1.295 in) 19 mm (0.748 in) AEBE RAIL ON “L” SPACING IS ALWAYS ON TOP OF RAIL ON “S” SPACING. THIS INSTALLATION SEQUENCE IS CRITICAL TO SYSTEM PERFORMANCE. FOR MORE INFORMATION REVIEW 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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 NTS SCALE: ARRAY CROSS SECTION VIEW A NTS SCALE: BALLAST RAIL DETAIL C NTS RACKING CONSTRUCTION SET Albertson 598 2000 17th St, Santa Ana, CA 92705, USA 5 24.06.25.0 v3.0.9405.7.1 CM INSTALLATION MEASUREMENTS AEBE S L CAM SPACING* mm 486 1247 1050 60UNITS inches 19 1/8 49 1/8 41 5/16 2 3/8 *CAM SPACING SHOWN ON ASSEMBLIES PAGE. MODULE DIMENSIONS PL PW PT mm 2278 1134 35UNITS inches 89.69 44.65 1.38 INSTALLED ARRAY DIMENSIONS A B D G I J M N R W X Theta (DEG)D/J (#:1)G.C.R.* mm 2297 2502 210 116 52 177 1120 82 516 170 136 8.98 1.18 0.91UNITS inches 90.43 98.49 8.26 4.58 2.04 6.97 44.10 3.21 20 5/16 6.70 5.35 8.98 1.18 0.91 * G.C.R = (2*PW) / B PC-4 PC-4 PC-4 TYPICAL ARRAY DIMENSIONS PC-4 APPROVED FOR CONSTRUCTION 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 CAM SPACING BASE HOLE "2" BASE HOLE "2"BASE HOLE "2"BASE HOLE "1"BASE HOLE "1"BASE HOLE "2"BASE HOLE "2"BASE HOLE "2"BASE HOLE "1" BASE HOLE "2" BASE HOLE "2" ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER ORIENTATION MARKER BASE HOLE "2" ORIENTATION MARKER BASE HOLE "1" BASE HOLE "2" ORIENTATION MARKER ORIENTATION MARKER ORIENTATION 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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: WEST MODULE ASSEMBLY C NTS SCALE: MIDDLE VALLEY ASSEMBLY B NTS SCALE: EAST MODULE ASSEMBLY D NTS SCALE: EXAMPLE ARRAY CONSTRUCTION E NTS SCALE: CAM SPACING DETAIL A NTS RACKING CONSTRUCTION SET Albertson 598 2000 17th St, Santa Ana, CA 92705, USA ASSEMBLIES PC-55 24.06.25.0 v3.0.9405.7.1 CM APPROVED FOR CONSTRUCTION 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 PC-5 PC-5 PC-5 PC-5 PC-5 STANDARD ASSEMBLY QUANTITY WEST MODULE ASSEMBLY 140 MIDDLE VALLEY ASSEMBLY 834 EAST MODULE ASSEMBLY 140 NOTE: ASSEMBLIES IN THIS TABLE USE THE STANDARD 2-PAD BASE CAM SPACING mm 60UNITS inches 2 3/8 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 BASE RAILCAM BRACKET AND CAM CLAW TRANSPARENT MODULE MODULE CONNECTOR LOCK CLAW CLIP FRAME ENHANCER CAM SEAT SPACER NOTES: 1. THE LOCK CLAW CLIP, FRAME ENHANCER AND CAM SEAT SPACER COMPONENTS ARE REQUIRED FOR THE PROJECT ONLY WHEN LISTED IN THE MODULE ADAPTER BOM ON THE PROJECT SUMMARY SHEET. 2. REFERENCE APPENDICES IN INSTALLATION MANUAL FOR INSTALLATION INSTRUCTIONS. NOTE: EXAMPLE BALLASTING SHOWN ON THIS PAGE IS FOR REFERENCE ONLY AND DOES NOT REFLECT TYPICAL BALLAST PLACEMENT. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST REQUIREMENTS. 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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 NTS SCALE: EXAMPLE RAIL AND BLOCK CONFIGURATION A NTS SCALE: LOCK CLAW CLIP G NTS SCALE: FRAME ENHANCER H NTS SCALE: CAM SEAT SPACER I NTS RACKING CONSTRUCTION SET Albertson 598 2000 17th St, Santa Ana, CA 92705, USA 5 APPROVED FOR CONSTRUCTION PC-6 RACKING COMPONENTS 24.06.25.0 v3.0.9405.7.1 CM PC-6 PC-6 PC-6 PC-6 PC-6PC-6 PC-6PC-6 PC-6 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 MECHANICAL ATTACHMENT AT INDICATED LOCATION NOTE: EXAMPLE BALLAST AND ATTACHMENTS SHOWN ON THIS PAGE ARE FOR REFERENCE ONLY. REFER TO BALLAST MAP SHEETS FOR ARRAY SPECIFIC BALLAST/ATTACHMENT REQUIREMENTS. BALLAST QUANTITY: "#"=QUANTITY OF BALLAST BLOCK INSTALLED CENTERED UNDER MODULE IF NO BALLAST QUANTITY SHOWN, DO NOT PLACE BALLAST SEE INSTALLATION MANUAL FOR NOTES ON INSTALLING MORE THAN FOUR BALLAST BLOCKS PER MODULE DO NOT INSTALL ADDITIONAL RAIL TO HOLD BALLAST ON MODULES WITH NO BALLAST SHOWN A NTS RACKING CONSTRUCTION SET Albertson 598 2000 17th St, Santa Ana, CA 92705, USA 5 PC-7 BALLAST LEGEND APPROVED FOR CONSTRUCTION 24.06.25.0 v3.0.9405.7.1 CM PC-7 PC-7 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 22 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 12.1 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 50 Module Connector 44 Rail 45 Cam 44 Cam Claw 44 Base Pad 0 Ballast Block 0 Mechanical Attachment 9 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 1600 ARRAY AREA (SQ. FT)701 ARRAY LOAD (PSF) 2.28 APPROVED FOR CONSTRUCTION Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.1 PC-85 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.1 PC-8 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 22.55' 33.56' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 6 MIDDLE VALLEY ASSEMBLY 16 EAST MODULE ASSEMBLY 6 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 54 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 29.7 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 126 Module Connector 108 Rail 130 Cam 108 Cam Claw 108 Base Pad 0 Ballast Block 0 Mechanical Attachment 13 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 3888 ARRAY AREA (SQ. FT)1731 ARRAY LOAD (PSF) 2.25 APPROVED FOR CONSTRUCTION Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.2 PC-95 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.2 PC-9 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 60.23' 33.56' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 18 MIDDLE VALLEY ASSEMBLY 36 EAST MODULE ASSEMBLY 18 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 162 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 89.1 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 342 Module Connector 324 Rail 336 Cam 324 Cam Claw 324 Base Pad 0 Ballast Block 0 Mechanical Attachment 23 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 11380 ARRAY AREA (SQ. FT)5071 ARRAY LOAD (PSF) 2.24 APPROVED FOR CONSTRUCTION Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.3 PC-105 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.3 PC-10 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 67.76' 82.81' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 18 MIDDLE VALLEY ASSEMBLY 144 EAST MODULE ASSEMBLY 18 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 176 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 96.8 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 374 Module Connector 352 Rail 372 Cam 352 Cam Claw 352 Base Pad 0 Ballast Block 0 Mechanical Attachment 12 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 12264 ARRAY AREA (SQ. FT)5517 ARRAY LOAD (PSF) 2.22 APPROVED FOR CONSTRUCTION Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.4 PC-115 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.4 PC-11 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 75.30' 82.81' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 22 MIDDLE VALLEY ASSEMBLY 154 EAST MODULE ASSEMBLY 22 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 160 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 88 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 340 Module Connector 320 Rail 339 Cam 320 Cam Claw 320 Base Pad 0 Ballast Block 0 Mechanical Attachment 11 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 11153 ARRAY AREA (SQ. FT)5015 ARRAY LOAD (PSF) 2.22 APPROVED FOR CONSTRUCTION Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.5 PC-125 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.5 PC-12 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 75.30' 74.61' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 20 MIDDLE VALLEY ASSEMBLY 140 EAST MODULE ASSEMBLY 20 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 142 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 78.1 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 302 Module Connector 284 Rail 296 Cam 284 Cam Claw 284 Base Pad 0 Ballast Block 0 Mechanical Attachment 10 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 9889 ARRAY AREA (SQ. FT)4452 ARRAY LOAD (PSF) 2.22 APPROVED FOR CONSTRUCTION Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.6 PC-135 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.6 PC-13 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 67.76' 74.61' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 18 MIDDLE VALLEY ASSEMBLY 124 EAST MODULE ASSEMBLY 18 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 140 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 77 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 300 Module Connector 280 Rail 304 Cam 280 Cam Claw 280 Base Pad 0 Ballast Block 0 Mechanical Attachment 10 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 9778 ARRAY AREA (SQ. FT)4397 ARRAY LOAD (PSF) 2.22 APPROVED FOR CONSTRUCTION Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.7 PC-145 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.7 PC-14 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 75.30' 58.19' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 20 MIDDLE VALLEY ASSEMBLY 120 EAST MODULE ASSEMBLY 20 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 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 2023 NORTH ANDOVER, MA 01845 TEL: 978.688.4900 www.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)24.00 PARAPET HEIGHT (FT) 5.0 ROOF TILT (DEG) 1 ROOF TYPE PVC SPECIFICATIONS NUMBER OF MODULES 118 MODULE POWER (W) 550 ARRAY OUTPUT (Kw) 64.9 ARRAY AZIMUTH 270,90 PART QUANTITIES ITEM QTY Base 254 Module Connector 236 Rail 255 Cam 236 Cam Claw 236 Base Pad 0 Ballast Block 0 Mechanical Attachment 10 LOADING DETAILS SINGLE MODULE WT (LB) 59.5 SINGLE CMU WT (LB) 32.6 TOTAL ARRAY WT (LB) 8254 ARRAY AREA (SQ. FT)3710 ARRAY LOAD (PSF) 2.22 APPROVED FOR CONSTRUCTION Albertson 598 2000 17th St, Santa Ana, CA 92705, USA BALLAST LAYOUT - 1.8 PC-155 24.06.25.0 v3.0.9405.7.1 CM BALLAST LAYOUT - 1.8 PC-15 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 1/6" = 1'-0" 67.76' 58.19' ASSEMBLY QUANTITIES ASSEMBLY QTY WEST MODULE ASSEMBLY 18 MIDDLE VALLEY ASSEMBLY 100 EAST MODULE ASSEMBLY 18 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2 OMG POWERGRIP PLUS MECHANICAL ATTACHMENT: MANUFACTURED BY OTHERS NOTE: THIS DETAIL IS GENERIC IN NATURE AND IS INTENDED ONLY TO SHOW TYPICAL MECHANICAL ATTACHMENT ASSEMBLY LOCATIONS. REFER TO INDIVIDUAL ARRAY LAYOUTS FOR REQUIRED LOCATIONS. TRANSPARENT PV SOLAR MODULE OMG POWERGRIP PLUS MECHANICAL ATTACHMENT ø 6.4 mm (0.25 in) ø 368 mm (14.5 in) MECHANICAL ATTACHMENT WORST-CASE SERVICE LOAD (LB) HORIZONTAL (H)VERTICAL (V) WIND SEISMIC WIND MAXIMUM ALLOWABLE LOAD (LB) HORIZONTAL (H)VERTICAL(V) RACKING CONSTRUCTION SET Albertson 598 2000 17th St, Santa Ana, CA 92705, USA 5 PC-16 MECHANICAL ATTACHMENT DETAIL 24.06.25.0 v3.0.9405.7.1 CM 5 Up d a t e d M e c h A t t a c h m e n t S t r e n g t h RH 20 2 4 - 0 7 - 0 9 4 Up d a t e d M e c h A t t a c h m e n t MM 20 2 4 - 0 6 - 2 6 3 Up d a t e d S i t e C r i t e r i a RH 20 2 4 - 0 5 - 0 8 2 Re v i s e d B a l l a s t M a p L a y o u t a n d N e w M o d u l e Mo d e l AG 20 2 4 - 0 5 - 0 6 135 359 316 359 525 APPROVED FOR CONSTRUCTION PC-16 PC-16 PC-16 Onyx Renewables TROY E.TURLEY 11/9 / 2 0 2 5 24-0242-2984.2