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CANTILEVER COLUMN- <br />1) ROOF LOADS:t/w = 8 ft. ((11.5ft/2)+2ft) <br />= 15 psf +20 ft. =plf <br />2) 3RD FLOOR LOADS:t/w = 8 ft. <br />= 0 psf +0 0.0 ft. = plf <br />3) 2ND FLOOR LOADS:t/w = 8 ft. <br />= 15 psf +40 10.0 ft. = plf <br />4)= 15 psf x 8 =plf <br />plf <br />10.00 ft <br />WDL=(15+ 0+0+15+10)X7.75+(15X8)=plf <br />WLL=(20 + 0+40)X7.75=plf ft <br />R1:lbs R2: <br />lbs <br />5) Earthquake LOADS: <br />EL: =10198 lbs (from RISA Result)S DS = <br />New SCC: Column: W14X68 Height= 10 ft Asection = in2 DL= kips <br />LC#1: EQ =(1.0 + 0.14*SDS)*D + H + F + 0.7ρQE = <br />(1+0.14*1.0344)*(4300+680)+0.7*1.3*(10198/1.3)= lbs <br />LC#2: EQ =(1.0 + 0.105*SDS)*D + H + F + 0.75*L + 0.525*ρQE = <br />(1+0.105*1.0344)*(4300+680)+0.75*4650+0.75*10198= lbs <br />P=Max.(Total Wt., LC#1, LC#2)= lbs <br />ALLOWABLE BEARING PRESSURE - 1,500 PSF (PER CBC 20 & LABC 20 TABLE 1804.2) <br />Also assume the pad is squared then can get; <br />To Exsisting Pad: <br />=(4300+ 4650)=lbs =ft2 <br />= Area= 2.44 ft Say ft <br />To New Pad: <br />=10198 =ft2 <br />Use 2.0 ft wide x 4 ft long x 12 inch deep pad <br />Area of Pad=2*4= 8 ft2 >5.1 ft2 O.K. <br />= <br />= <br />RETROFIT1 <br />Area of Footing <br />Area of Footing <br />FOUNDATION DESIGN <br />P (lbs.) <br />Soil Bearing Capacity <br />Area of Footing 2000 5.099 <br />Soil Bearing Capacity <br />Area of Footing 1500 5.967 <br />Width of Footing 4 <br />15899.2 <br />16656.9 <br />16656.88776 <br />Total wt. (lbs.) <br />4300 <br />4650 4650 <br />1.034 <br />20 0.68 <br />SPAN = <br />430 <br />465 10 <br />4300 <br />WT(WALL) ft. 120 <br />WT =895 <br />WT(DL+LL+Pati.) psf +psf x 7.75 503.8 <br />WT(DL+LL+Pati.) psf +psf x 7.75 0 <br />PROJECT NO.1003 W BISHOP ST <br />DATE:1/17/2024 0:00 <br />1 <br />WT(DL+LL) psf x 7.8 271.3 <br /> <br />÷ <br />√ <br />÷ <br /> 2 2 2 2 <br />Page 16 of 35 <br />1003 W Bishop St - <br />1011187895/29/2024