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P4 <br />Project:Job No.:Calc. No.: Rev: <br />MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1 <br />Subject: Discipline: <br />Equipment anchorage support analysis Arch./Civil/Structural <br />Design for :Roof Level Equipment <br /> Seismic Load per: Mechanical and Electrical Component (ASCE 13.6) <br />Ip (important factor) = 1 <br /> MCE short period SS=1.333 <br />MCE 1 sec. period S1=0.476 <br />Site Class= D <br />SDS= 1.066 <br />ap (amplification factor)= 1 (ASCE Table 13.6-1) <br />Rp (modification factor)= 2.5 (ASCE Table 13.6-1) <br />Building height (H)= 32 ft <br />Equipment anchor elev.(Z)= 29 ft <br />Fp= 0.4x ap x SDS x (1+2x(Z/H)) / (Rp / Ip) x Wp (ASCE Eq. 13.3-1) <br /> = 0.48 Wp <br />Fp,max.= 1.6 x SDS x Ip x Wp= 1.71 Wp (ASCE Eq. 13.3-2) <br />Fp,min.= 0.3 x SDS x Ip x Wp= 0.32 Wp (ASCE Eq. 13.3-3) <br /> <br />Using Lateral Force Eh = 0.48 Wp <br /> <br />Wind Load per Method 2 - Analysis Procedure <br />Design Wind Load for Rooftop equipment <br />Wind speed= 95 mph <br />Risk Catagoly II <br />Exposure category= C <br />Topographic factor KZt = 1.00 <br />I= 1 <br />qh (velocity pressure)= 0.00256 Kz Kzt Kd V² I= 19.15 psf (ASCE Eq. 29.3-1) <br /> Kz= 0.98 (ASCE Table 29.3-1) <br />Kd= 0.85 (ASCE Table 26.6-1) <br />P= qz G Cf (ASCE Eq. 29.4-1) <br />G = 0.85 (ASCE 26.5.8) <br />Cf = 1.6 (ASCE Fig. 29.4-1) <br />P= qz G Cf= 26.05 psf <br /> <br />Fh= 26.05 x Awind <br /> Architecture - Engineering - Consulting <br />26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000 <br />Lateral Force Analysis 5111 3%4 W Edinger Ave <br />#WCC014/30/2025