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CANTILEVER COLUMN- <br />Seismic Load: <br />Number of Story:2 (N)S DS =1.034 ρ =1.3 R= 2.50 Special Cantilever Steel Column <br />I= 1 C d =2.5 Ω= 1.25 <br />Roof DL: 20 psf 3rd Floor DL: 0 psf 2nd Floor DL: psf for Parking & 15 psf for Building <br />Partition Load: 10 psf Exterior Wall: 15 psf Story Height: 9.0 ft(H) <br />1) Parking Area Trib. Area Considered Half (1/2) <br />Length of Soft Story Line: ft(L1) Length of Cantilever:5.25 ft(B2) Width to next Grid Line: ft(B1) <br />Trib. Area per FL: =((B1/2)+B2)xL1= ((19 /2)+ 5.25) x124.25=ft2 <br />Weight of EXT. WL =Wo*H*(2*(B1/2+B2)+L1)*(N-1)*0.8= 15*9*(2*(9.5+5.25)+124.25)*(2-1)*0.8= lbs <br />↑ for Wall Opening Deduction <br />Weight of RR, FL & Pati. =(RDL+3rd FDL+2nd FDL+Pati.x(N-1))xA= (20+0+20+10*(2-1))*1832.6875= lbs <br />Total Weight = (16605 + 91634.38) = lbs <br />V1=0.75ρ(SDS/RI)(Wtotal)=lbs (LRFD) (0.75 is Reduction Factor per LABC CH.93) <br />lbs (ASD) <br />Above all, the total load is V1+V2= (43665.498 + 0) = lbs (LRFD) <br />lbs (ASD) <br />From plan can get use 2 Special Cantilever Steel Column <br />Vo = =V/n= (30565.8486 / 2)/1000 = kips (ASD used for Column Design)15.283 <br />RETROFIT1 BASE SHEAR LOAD <br />43665.50 <br />30565.85 <br />43665.5 <br />30565.8 <br />124.3 19.00 <br />1832.7 <br />16605 <br />91634.38 <br />108239.38 <br />PROJECT NO.1003 W BISHOP ST <br />DATE: 1/17/2024 <br />1 <br />20 <br /> <br /> <br />Page 4 of 35 <br />1003 W Bishop St - <br />1011187895/29/2024