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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 13, 2024 Mr. Ryan Heil PanelClaw 1600 Osgood Street, Ste. 2023 North Andover, MA 01845 RE: Evaluation of PanelClaw system Project Name: CA Target T0286 Santa Ana CTS Job No.: 24-0242-3081.1 Per the request of Ryan Heil at PanelClaw, CTS was asked to review the PanelClaw racking system with respect to the system’s ability to resist uplift and sliding caused by wind and seismic loads. Wind Evaluation: PanelClaw has provided CTS with wind tunnel testing performed by CPP, Inc. The system tested was the “clawFRplus 10 Degree” 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 qz in order to obtain the wind loads on the PV system. From the wind load results it is then possible to calculate the ballast loads required to resist the uplift and sliding forces. PanelClaw has provided CTS with the excel tool that was developed to obtain the uplift and sliding forces. CTS has reviewed this tool and the wind forces obtained to find that the amounts of ballast provided are within the values required. Furthermore, CTS agrees with the methodologies used to develop the uplift and sliding forces for the “clawFRplus 10 Degree” system per the wind tunnel testing results. Seismic Evaluation for Arrays: 1.2-1.12 Calculations have been provided utilizing the method found in SEAOC PV1 -2012, Section 9 for the use of non -linear response history analysis to determine the seismic displacement of non-structural components located on a roof per SEAOC PV-2012 and ASCE Section 13.6.12. These calculations have determined that the friction generated from the ballast (allowed per CBC Section 1613.3 and ASCE Section 13.6.12 per Section 13.4 exception ) is sufficient to restrict displacement due to seismic forces to acceptable distances, and that no mechanical attachments are required. 1330 E Seventeenth St4/10/2025