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© 2022 IronRidge,Inc. CAFlush MountSystemCertification Letter -1 28357 Industrial Blvd. Hayward, CA 94545 1-800-227-9523 IronRidge.com Attn:6HDQ0F'RQDOG,C(O,IronRidge Inc. Date: November16th, 2022 Re: Structural Certification and Span Tables for the IronRidge Flush Mount System This letter addresses the structural performance and code compliance of IronRidges Flush Mount System. The contents of the letter shall be read in its entirety before applying to any project design. The Flush Mount System is a proprietary rooftop mounting system used to supportphotovoltaic (PV) modules installed in portrait or landscape orientation and set parallel to the underlying roof surface. PV modules are supported by extruded aluminumXR Rails and secured to the rails with IronRidge mounting clamps. The XR Rails are side mounted to a selected roof attachment with 3/8 stainless steel bonding hardware and then attached directly to the roof structure or to a stanchion that is fastened to the underlying roof structure. Assembly details of a typical Flush Mount installation and its core components are shown in Exhibit EX-0015. The IronRidge Flush Mount System is designed and certified to the structural requirements of the reference standards listed below, for the load conditions and configurations tabulated in the attached span tables. ASCE/SEI 7-16 Minimum Design Loads for Buildings and Other Structures (ASCE 7-16) 2021 International Building Code (IBC-2021) 2022 California Building Code (CBC-2022) 2020 Aluminum Design Manual (ADM-2020) Report SEAOC (Structural Engineer Association of California) PV2-2017 Wind Design for Solar Arrays The tables included in this letter provide the maximum allowable spans of XR Rails in the Flush Mount System for the respective loads and configurations listed, covering wind exposure categories B, C, & D, roof zones provided in ASCE 7-16 for gable & hip roof profiles, and roof slopes of 8° to 45°. The tabulated spans are applicable when the following conditions are met: 1. Span is the distance between two adjacent roof attachment points (measured at the center of the attachmentfastener). 2. Each module shall be supported by 2 rails (2 rail system) or 3 rails (3 rail system). Spans are calculated based on 2 rail systems, and conservatively deemed acceptable for 3 rail systems. 3. The underlying roof slope, measured between the roof surface and horizontal plane, is 8º to 45º. 4. The mean roof height, defined as the average of the roof eave height and the roof ridge height measured fromgrade, does not exceed 30 feet. 5. A clearance from the underside of the array to the roof surface of 2 minimum shall be provided and the height of the array, the distance from the module top surface to the roof surface (defined as h 2), shall not exceed 10. 6. Module length and area shall not exceed the maximum values listed on the respective span tables. 7. All Flush Mount components shall be installed in a professional workmanlike manner per IronRidges Flush Mount Installation Manual and other applicable standards for the general roof construction practice. © 2022 IronRidge,Inc. CAFlush MountSystemCertification Letter -2 28357 Industrial Blvd. Hayward, CA 94545 1-800-227-9523 IronRidge.com The parameters and adjustments allowed in the span tables are defined as the following: 1. The Flush Mount System is designed as a Risk Category II structure as defined by ASCE 7-16 Table 1.5-1. 2. Wind speed shall conform to ASCE 7-16 Fig. 26.5-1B (for Risk Category II) and applicable state & local county/city amendments to the IBC. No special wind topographic features are included and both topographic coefficient (Kzt) and wind ground elevation factor (Ke) are taken as 1.0. 3. Snow load used in the span tables is the ground snow and shall conform to ASCE 7-16 Fig. 7.2-1 and applicable state & local county/city amendments to the IBC. If the local jurisdiction specified snow load is in the format of a flat roof snow, it shall first be converted to a ground snow following the local building code/ amendments before the application of the attached span tables. No special snow conditions are considered including unbalanced, drifting, sliding, retention, or ponding snow. No rain-on-snow surcharge load is considered. The span tables do not apply to buildings which are intentionally kept below freezing, kept just above freezing, or unheated. 4. The span tables reflect the ASCE 7 prescribed earthquake loads with the maximum magnitudes being: (a)For ground snow no greater than 42psf: S s 2.0g for Site Class A, B, C,& D. (b)For ground snow greater than 65psf: S s 1.0g for Site Class A, B, C,& D. (c)For ground snow between 42 and 65psf: S s 1.5g for Site Class A, B, C, & D. 5. Roof zones are defined by ASCE 7-16 Figure 30.3-2A to Figure 30.3-2I and are organized into three groups in which the zones share the same External Pressure Coefficients (GCp). Roof zones comprising each group along with each roof zones size and location are depicted in Figures 2 and 3 below each span table. 6. The maximum rail cantilever length, measured from the rail end to the nearest attachment point,shall be the lesser of the following two conditions: 40% of the allowable span provided for the respective load & configuration condition from the span tables, or 36. 7. Allowable span length in the charts may be multiplied by a factor of 1.08 if the rails are continuous over a minimum of three spans. 8. No splices are allowed in the rail cantilever. For each XR splice type install per the following requirements: a) XR Bonded Splice cannot be installed in the center 1/3 of interior spans, or the outer 2/3 of end spans. b) BOSS Splice can be installed at any location within a span. 9. Shaded cells of the span tables indicate conditions in which UFO Mid Clamp connection capacity is exceeded. If such conditions are encountered contact techsupport@ironridge.com. 1621 W Avalon Ave08/07/23