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Project #: <br />CAST-IN-PLACE PIER DESIGN Primary <br />b =2 ft Footing diameter*Soil Class: 5 <br />Mu =4.04 k-ft Moment at grade Vu =1.23 k Shear at grade Ȧ = 1.3 Per IBC 1605.3.2 <br />Ms =2.4229 k-ft Service M (0.6*Mu)Vs =0.74 k Service V (0.6*Vu P = 962.6 lb Lateral Wind Force <br />s = 100 psf/ft Lateral Bearing per IBC Table 1806.2 <br />s' = 267 psf/ft Increased per IBC 1806.1 & 1806.3.4 <br />ITERATION PER IBC 1807.3.2.1 DESIGN RESULTS <br />h = 3.27 ft S1 = 419.6 psf MIN. PIER DEPTH: 4 ft and 9 in <br />d = 4.7146 ft A = 2.6841 ft MIN. PIER DIAMETER*: 2 ft and 0 in <br />*Also refers to diagonal of a square or rectangle <br />MEMBER SELECTION STAGE: 1 LRFD DESIGN <br />Mu =4.04 k-ft Tu =1.71 k-ft ij = 0.9 Fy =46 ksi <br />Vu =1.23 kip L = 5.9583 ft = 71.5 in Zreq =1.1705 in3 <br />Z ijMn ijVn ijTn <br />(in3)(k-ft) D/C Check (kip) D/C Check (k-ft) D/C Check D/C Check <br />1.28 4.416 0.9144 OK!17.942 0.0688 OK!3.8232 0.4466 OK!1.18 N.G. <br />Z ijMn ijVn ijTn <br />(in3)(k-ft) D/C Check (kip) D/C Check (k-ft) D/C Check D/C Check <br />4.69 16.181 0.2496 OK!38.199 0.0323 OK!13.587 0.1257 OK!0.2496 OK! <br />ECCENTRIC WELD GROUP (RECTANGULAR SECTION) <br />B =4 in Weld Pattern Width a = 0.1768 in Weld Throat <br />H =4 in Weld Pattern Height (Strong Axis)w =2.828 in Fillet weld area FEXX =psi <br />S =0.25 in Fillet weld size <br />Vy =1.23 kip In Plane Force Iw,x-x =8.0559 in Weld Moment of Inertia <br />Pz =0 kip Out-of-Plane Force y =2 in Center of Gravity <br />Mx-x =48.458 kip-in Weld Group Moment <br />fv,y =0.4364 ksi Weld stress due to Vy <br />FEXX =70 ksi Weld tensile strength fv,z =0 ksi Weld stress due to Pz <br />Fn,w =42 ksi Nominal weld strength b,x-x =12.03 ksi Weld force due to Mx-x <br />ij = 0.75 - Strength Reduction Factor COMPARATIVE STRESSES <br />ijFn,w =31.5 ksi Weld design capacity fRES =12.038 ksi D/C: 0.3822 OK <br />STEEL PLATE SQUARE POST, SQUARE PLATE UNIAXIAL BENDING <br />Mu1 =4.04 k-ft Design Moment T r 1 =6.057 kip Group Tension F =36 ksi Plate Yield <br />b =11 in Plate width Mu,l =12.11 k-in Plate Moment t =0.75 in Plate thickness <br />edge =1.5 in Bolt Edge Distance Z = 1.389 in Plastic Section Modulus n =2 - # T fasteners <br />d =4 in Tube Depth Mn =49.99 k-in Nominal Yield Moment <br />sb =8 in Fastener spacing ijb =0.9 - Strength Reduction Factor <br />arm = 2 in Plate Bending Arm ijMn =44.99 k-in Yield Moment apacity <br />bef =9.875 in Bending Width verride as ener u =3.0 p(LRFD) <br />bef =9.875 in E ective Bending Width D/C: 0.269 K x .6 = 1.8 p(ASD) <br />HSS2-1/4X2-1/4X1/4 <br />Mild Steel <br />70000 <br />Ratio <br />2.375 <br />Section Type:SquareHSS <br />( X ) <br />MA <br />N <br />U <br />A <br />L <br /> <br />SE <br />L <br />E <br />C <br />T <br />I <br />O <br />N <br />Section Name Combined <br />HSS4X4X1/4 <br />( ) <br />LE <br />A <br />S <br />T <br /> <br />Z <br /> <br />SE <br />L <br />E <br />C <br />T <br />I <br />O <br />N <br />Section Name Combined <br />1303 N. Bristol St , Santa Ana, CA 92706 2511019A Raising Cane's Menu Board - Menu Board <br />5 of 6 <br />Page 31 <br />Page 31