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1) CANTILEVER COLUMN- <br />From Lateral Analysis can get the Shear Force Vx=kips <br />Lt = Total Length of Grid Line=124.25 ft <br />Unit Transfer Load = 246 plf <br />Unit Transfer Load = 15283 plf <br />Use Simpson CMST12, Capacity is 9215 lbs <br />Number of Strap=V/Cap. =18142.71/ 9215= Say <br />1) Splice Plate Design (LRFD) : <br />Use 3/8 inch THK w/ inch Wide w/ 6 inch Long Steel Plate as Drage Member <br />Fy=36 ksi Fu=ksi Ag =in2 <br />Ae= 0.8 An = 0.8(Ag-dbt) = in2 <br />0.9A g F y =0.9x1.3125x36=kips 0.75A e F u =0.75x1.05x58=kips <br />P n = min(0.9A g F y , 0.75A e F u ) =kips <br />Ω0QE = Ω0V /ρ =/1.3=kips P n = kips O.K. <br />2) Drag Connection Design : <br />Use Fillet Weid 1/4 inch fillet weld <br />Vo=Unit Weld Strength=0.45*teFx=0.45x0.707x0.25x70=kips/inch <br />V=Total Weld Strength=Vo*L*2= 5.5676x9.5 kips >V= kips O.K. <br />Therefore: <br />Use inch THK w/ 3.5 inch Wide w/ 6 inch Long Steel Plate <br />w/1/4 inch fillet weld <br />5.568 <br />52.89 25.92 <br />3/8 <br />RETROFIT1 Strap Drag DESIGN <br />1.05 <br />42.53 45.68 <br />42.525 <br />25.9 <42.5 <br />1.97 2.00 <br />3.5 <br />58 1.313 <br />PROJECT NO.1003 W BISHOP ST <br />DATE:1/17/2024 0:00 <br />1 <br />30.57 <br />40.25 ft <br />0 <br />9902 <br />-5381 <br />-2860 <br />-18143 <br />0 0 <br />-20000 <br />-15000 <br />-10000 <br />-5000 <br />0 <br />5000 <br />10000 <br />15000 <br />0 20 40 60 80 100 120 140 <br />Shear Diagram <br />10.25 ft 73.75 <br />Page 13 of 35 <br />1003 W Bishop St - <br />1011187895/29/2024