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Lateral Force Analysis <br />Project:Job No.: Calc. No.: Designed By: <br />Tom's Jr 23033 - <br />Subject:Checked By: <br />Equipment Anchorage T.H. <br />Design for : Rooftop Unit <br /> Seismic Load per: Mechanical and Electrical Component (ASCE 13.6) <br />Ip (important factor) = 1 <br /> MCE short period SS= 1.275 <br />MCE 1 sec. period S1= 0.456 <br />Site Class= D <br />SDS= 0.850 <br />ap (amplification factor)= 2.5 (ASCE Table 13.6-1) <br />Rp (modification factor)= 6 (ASCE Table 13.6-1) <br />Building height (H)= 19 ft <br />Equipment anchor elev.(Z)= 11.5 ft <br />Fp= 0.4x ap x SDS x (1+2x(Z/H)) / (Rp / Ip) x Wp (ASCE Eq. 13.3-1) <br /> = 0.31 Wp <br />Fp,max.= 1.6 x SDS x Ip x Wp= 1.36 Wp (ASCE Eq. 13.3-2) <br />Fp,min.= 0.3 x SDS x Ip x Wp= 0.26 Wp (ASCE Eq. 13.3-3) <br /> <br />Using Lateral Force Eh = 0.31 Wp <br /> <br />Wind Load per Method 2 - Analysis Procedure (ASCE 30.10) <br />Design Wind Load for Rooftop equipment with H < 60 (ASCE 29.4.1) <br />Wind speed= 96 mph <br />Risk Catagoly II <br />Exposure category= C <br />Topographic factor KZt = 1 (ASCE 26.8.2) <br />qh (velocity pressure)= 0.00256 Kz Kzt Kd V² I= 18 psf (ASCE Eq. 26.10-1) <br /> Kz= 0.9 (ASCE Table 26.10-1) <br />Kd= 0.85 (ASCE Table 26.6-1) <br /> <br />Fh= qz G Cr Aƒ(ASCE Eq. 29.4-2) <br />GCr = 1.9 <br />(Af < 0.1 BH) <br /> <br />Fh= 34.3 psf <br />50 <br />1430 E Edinger Ave <br />3/27/2025