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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 />5. Gateway <br />Height =1.116 ft <br />Length = 0.925 ft <br />Width = 0.467 ft <br />Overstrength Factor =2.000 (Considered) <br />Horizontal Seismic base shear 0.3*Sds*Ip*Wp (As per Section 13.3.1.1) <br />Fp =0.3x1.044x1x0.050 <br />Fp =0.013 kip <br />Vertical Seismic load 0.2*Sds*Ip*Wp (As per Section 13.3.1.2) <br />Fv =0.2x1.044x1x0.050 <br />Fv =0.010 kip <br />Overturning Moment due to horizontal force <br />Eh = Fpx2/3x1.116 <br />=0.01 kip-ft <br />Overturning Moment due to vertical force <br />Ev =Fvx0.925/2 <br />=Fvx0.4625 <br />=0.005 kip-ft <br />E =EhxΩ+Ev <br />=0.009x2+0.005 <br />=0.02 kip-ft <br />Resisting Moment <br />DLRM = 0.9xWpx0.467/2 <br />0.9x0.05x0.467/2 <br />= 0.011 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 />= 0.01 kip-ft <br />Shear at base <br />Sh = ΩxFp <br />= 0.03 kip <br />Net Overturning <br />Notm (Wind) =0.04 kip-ft <br />Shear at base <br />Sh (Wind) =0.02 kip. <br />Thus, the anchor bolt design is goverened by 'wind loading'.