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© 2024 IronRidge, Inc. XR Flush Mount System Certification - 7.22 - Rev B - 2 <br /> <br /> <br />28357 Industrial Blvd. <br />Hayward, CA 94545 <br />1-800-227-9523 <br />IronRidge.com <br /> <br />E. A clearance from the underside of the array to the roof surface of 2” minimum shall be provided and the height of <br />the array, the distance from the module top surface to the roof surface (defined as h2), shall not exceed 10”. <br /> <br />F. Module length and area shall not exceed the maximum values listed on the respective span tables. The maximum <br />module length within the scope of this report is 98.5 inches. The maximum module length specified within ASCE 7-22 <br />is 80.4 inches. Wind pressure loads used to generate the span tables for modules with lengths above this value are <br />based on the wind tunnel study “Wind Loads on photovoltaic arrays mounted on sloped roofs of low-rise building, <br />parallel to the roof surface.” referenced in ASCE 7 Section C29.4.4. <br /> <br />G. All Flush Mount components shall be installed in a professional workmanlike manner per IronRidge’s Flush <br />Mount Installation Manual and other applicable standards for the general roof construction. <br /> <br />The parameters and adjustments allowed in the span tables are defined as the following: <br /> <br />1. The Flush Mount System is designed as a Risk Category II structure as defined by ASCE 7-22 Table 1.5-1. <br /> <br />2. Wind speed shall conform to ASCE 7-22 Fig. 26.5-1B (for Risk Category II) and applicable state & local <br />county/city amendments to the IBC. No special wind topographic features are included and both topographic <br />coefficient (Kzt) and wind ground elevation factor (Ke) are taken as 1.0. <br /> <br />3. Snow load used in the span tables is the ground snow and shall conform to ASCE 7-22 Fig. 7.2-1B and <br />applicable state & local county/city amendments to the IBC. If the local jurisdiction specified snow load is in the <br />format of a flat roof snow, it shall first be converted to a ground snow following the local building code/ <br />amendments before the application of the attached span tables. <br /> <br />4. No special snow conditions are considered including unbalanced, drifting, sliding, retention, or ponding snow. No <br />rain-on-snow surcharge load is considered. The span tables do not apply to buildings which are intentionally <br />kept below freezing, kept just above freezing, or unheated without first converting the snow load based on the <br />difference in Thermal Factor and snow sliding. The Thermal Factor, Ct, is assumed to be 1.101, the roof <br />exposure factor is assumed to be 1.0, and the Sliding Factor is based on ASCE 7-22 Figure 7.4-1b for a warm <br />roof with unobstructed slippery surfaces. <br /> <br />5. The span tables reflect the ASCE 7 prescribed earthquake loads with the maximum magnitudes being: <br />a) For ground snow no greater than 58psf: S s ≤ 2.0g for Site Class A, B, C, & D. <br />b) For ground snow greater than 90psf: S s ≤ 1.0g for Site Class A, B, C, & D. <br />c) For ground snow between 58 and 90psf: S s ≤ 1.5g for Site Class A, B, C, & D. <br /> <br />6. Roof zones are defined by ASCE 7-22 Figure 30.3-2B to Figure 30.3-2G. Roof zone size and location to be used <br />with the spans in this report are depicted in Figures 2 and 3 below each span table. <br /> <br />7. The maximum rail cantilever length, measured from the rail end to the nearest attachment point, shall be the lesser <br />of the following two conditions: 40% of the allowable span provided for the respective load & configuration condition <br />from the span tables, or 36”. <br /> <br />8. Allowable span length in the charts may be multiplied by a factor of 1.08 if the rails are continuous over a minimum <br />of three spans. This factor may not be used in determining maximum cantilever length. <br />