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Client - SCE Charge Ready Date <br />Project - Brixen EVCS Made By <br />Location - 2100 S Fairview ST, Santa Ana, CA 92704 Orange County. Checked By <br />Proj. No. - 1650605 Preliminary <br />FinalDescription -Design calculations for footing pad of switchboard, Transformer, Distribution Panel, EV <br />Charger & Gateway <br />9/18/2024 <br />DSS <br />- <br />80% Review <br />100% Review <br />2. Distribution Panel <br />Height =5.330 ft <br />Width =2.020 ft <br />Length =2.330 ft <br />Overstrength Factor =2.000 <br />Horizontal Seismic base shear 0.3*Sds*Ip*Wp (As per Section 13.3.1.1) <br />Fp = 0.3x1.044x1x0.735 <br />Fp = 0.230 kip <br />Vertical Seismic load 0.2*Sds*Ip*Wp (As per Section 13.3.1.2) <br />Fv =0.2x1.044x1x0.735 <br />Fv =0.153 kip <br />Overturning Moment due to horizontal force <br />Eh =Fpx2/3x5.33 <br />= 0.817 kip-ft <br />Overturning Moment due to vertical force <br />Ev =Fvx2.33/2 <br />=Fvx1.165 <br />=0.178 kip-ft <br />E = EhxΩ+Ev <br />= 0.817x2+0.18 <br />=1.812 kip-ft <br />Resisting Moment <br />DLRM =0.9xWpx2.02/2 <br />=0.9*0.735*2.02/2 <br />= 0.668 kip-ft (Lesser value of width or length is considered for resisting moment <br />calculation) <br />Net Overturning <br />Notm = E - DLRM kip-ft <br />= 1.144 kip-ft <br />Shear at base <br />Sh = ΩxFp <br />=0.460 kip <br />Net Overturning <br />Notm (Wind) =1.495 kip-ft <br />Shear at base <br />Sh (Wind) =0.300 Kip. <br />Thus, the anchor bolt design is goverened by 'wind loading'.