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Cf = 0.9(ASCE 7-16 Fig. 29.4-1)G = 0.85 (ASCE 7-16 Sect. 26.11) <br />ALong = 17.8   sf ATrans = 18.8  sf <br />FLong = 199  lbs FTrans = 211  lbs <br />Controlling Wind Force Fcontrol = 211  lbs <br />Seismic Design Force due to cabinet (Fp)(ASCE 7-16 Eq. 13.3-1) <br />Fp = <br />0.4 * ap * SDS * Wp <br />Rp <br />Ip <br /> * 1 + 2 * z <br />hc <br /> = 178.0 lbs <br />ap = 1 Component Amplification Factor (ASCE 7-16 Tbl 13.6-1) <br />Rp = 2.5 Component Response Modification Factor <br />Ip = 1.0 Component Importance Factor <br />Wp = P1 = 1080 lbs Weight of cabinet <br />z = 0  ft Height in structure of point of attachment with cabinet <br />hc = h1 = 7.22  ft Height of cabinet <br />FP,min = 0.3 * SDS * Ip * Wp = 333.7  lbs <br />Fp,max = 1.6 * SDS * Ip * Wp = 1779.8  lbs <br />V = 333.7  lbs Lateral Load due to Seismic on cabinet (Based on max/min Fp) <br />LOADCONTROL = Max V, Fcontrol = 333.7 lbs <br />See Attached Enercalc Printout for Dual Lvl 3 Charger Foundation Calculations <br />Use #6 bars both ways @ 12" o.c. <br />Anchor Design: <br />* See attached computer generated Hilt specification documents. <br />Use (6) HILT 3/8" dia. Kwik Bolt TZ2 SS 304 anchors with minimum embedment of 2.5". <br />Project:Bristol EVCS By:MP Sheet No. <br />Location:2740 S Bristol St Date:05-18-2025 <br />Santa Ana, CA Chk'd:Job No. <br />Subject:EV Chargers Structural Calcs <br />Gasteiger Engineering, LLC <br />8549 Wilshire Blvd., Suite2029  <br />Beverly Hills, CA 90211 Date: <br />4