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© 2024 IronRidge, Inc. XR Flush Mount System Certification - Rev B - 2 28357 Industrial Blvd. Hayward, CA 94545 1-800-227-9523 IronRidge.com E. 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 h2), shall not exceed 10”. F. Module length and area shall not exceed the maximum values listed on the respective span tables. The maximum module length within the scope of this report is 98.5 inches. The maximum module length specified within ASCE 7-16 is 80.4 inches. Wind pressure loads used to generate the span tables for modules with lengths above this value are based on the wind tunnel study “Wind Loads on photovoltaic arrays mounted on sloped roofs of low-rise building, parallel to the roof surface.” referenced in ASCE 7 Section C29.4.4. G. All Flush Mount components shall be installed in a professional workmanlike manner per IronRidge’s Flush Mount Installation Manual and other applicable standards for the general roof construction. 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. 4. 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 without first converting the snow load based on the difference in Thermal Factor and snow sliding. The Thermal Factor, Ct, is assumed to be 1.0, the roof exposure factor is assumed to be 1.0, and the Sliding Factor is based on ASCE 7-16 Figure 7.4-1 for a warm roof with unobstructed slippery surfaces. 5. 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. 6. Roof zones are defined by ASCE 7-16 Figure 30.3-2B to Figure 30.3-2I and are organized into three groups in which the zones are assumed to share the same External Pressure Coefficients (GCp). Roof zones comprising each group along with each roof zone’s size and location to be used with the spans in this report are depicted in Figures 2 and 3 below each span table. 7. 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”.