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PROJECT <br />PROJECT NO. <br />ITEM <br />McGuff TI <br />Foundation ENGINEER <br />DATE <br />SHEET NO. <br />3/12/2025 <br />CL <br />S24-0254 <br />1-Way Shear <br />Mu(E) =10131.0 lb-in =F PH x C.G. <br />LC 1: PU (D) =2512.3 lbs =(1.2+0.2S DS )x(Weight + Pad) <br />LC 2: PU (D) =1228.4 lbs =(0.9-0.2S DS )x(Weight + Pad) <br />LC 1: e = 4.03 in =M u /P u <br />LC 2: e = 8.25 in =M u /P u <br />==>Large Eccentricity =if(B/6 > e, Small Eccentricity, Large Eccentricity) <br />Note: Conservatively use <br />fmax =216.2 psf =if("Small Eccentricity",(P/BH + 6M/BH 2 ),(2P/3B(H/2-e))fmax as fully uniform load <br />Vu = 0.32 kips =(f max /1000)x(l'xW')/144 <br />ϕVn =5.92 kips =0.75x2xSQRT(f'c )/1000xBx(d-3)Note: Assume critical <br />section @ edge of equipment <br />1-Way Shear O.K.=if(ϕV n >V u , 1-Way Shear O.K., N.G.) <br />2-Way Shear <br />Note: Assume critical <br />section @ edge of equipment <br />Acrit = 850 in^2 in2 =(L'xW')-(LxW) <br />Vu = 1.3 K kips =(f max /1000) x (A crit /144) <br />λ =1.0 Light Weight (0.75) or Normal Weight (1.0) <br />β = 0.7 =L/W <br />α =40 <br />bo=118 =(2xW)+(2xL) <br />Vc =0.219 ksi =4λ x sqrt(f'c ) <br />Vc =0.427 ksi =(2+(4/β))λ x SQRT(f'c ) <br />Vc =0.147 ksi =(2+(α x d)/b o )λ x SQRT(f'c ) <br />ϕVn =25.90 kips =0.75 x min(V c ) x b o x d <br />2-Way Shear O.K.=if(ϕV n >V u , 2-Way Shear O.K., N.G.) <br /> BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH