Laserfiche WebLink
Project #: <br />CAST-IN-PLACE PIER DESIGN Primary <br />b =2 ft Footing diameter*Soil Class: 5 <br />Mu =1.27 k-ft Moment at grade Vu =0.36 k Shear at grade Ȧ = 1.3 Per IBC 1605.3.2 <br />Ms =0.7599 k-ft Service M (0.6*Mu)Vs =0.218 k Service V (0.6*Vu P = 283.2 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 = 3.49 ft S1 = 260.41 psf MIN. PIER DEPTH: 3 ft and 0 in <br />d = 2.926 ft A = 1.2725 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 =1.27 k-ft Tu =0.13 k-ft ij = 0.9 Fy =46 ksi <br />Vu =0.36 kip L = 6 ft = 72 in Zreq =0.3671 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 />#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A <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 />1.63 5.6235 0.2252 OK!20.836 0.0174 OK!4.8563 0.0276 OK!0.2252 OK! <br />ECCENTRIC WELD GROUP (RECTANGULAR SECTION) <br />B =2.5 in Weld Pattern Width a = 0.1326 in Weld Throat <br />H =2.5 in Weld Pattern Height (Strong Axis)w =1.3256 in Fillet weld area FEXX =psi <br />S =0.1875 in Fillet weld size <br />Vy =0.36 kip In Plane Force Iw,x-x =1.4946 in Weld Moment of Inertia <br />Pz =0 kip Out-of-Plane Force y =1.25 in Center of Gravity <br />Mx-x =15.199 kip-in Weld Group Moment <br />fv,y =0.2739 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 =12.712 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 =12.715 ksi D/C: 0.4036 OK <br />STEEL PLATE SQUARE POST, SQUARE PLATE UNIAXIAL BENDING <br />Mu1 =1.27 k-ft Design Moment T r 1 =1.9 kip Group Tension F =36 ksi Plate Yield <br />b =14 in Plate width Mu,l =5.225 k-in Plate Moment t =0.75 in Plate thickness <br />edge =3 in Bolt Edge Distance Z = 1.965 in Plastic Section Modulus n =2 - # T fasteners <br />d =2.5 in Tube Depth Mn =70.75 k-in Nominal Yield Moment <br />sb =8 in Fastener spacing ijb =0.9 - Strength Reduction Factor <br />arm = 2.75 in Plate Bending Arm ijMn =63.67 k-in Yield Moment apacity <br />bef =13.98 in Bending Width verride as ener u =0.9 p(LRFD) <br />bef =13.98 in E ective Bending Width D/C: 0.082 K x .6 = 0.6 p(ASD) <br />Combined <br />Mild Steel <br />70000 <br />#N/A <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 />HSS2-1/2X2-1/2X1/4 <br />Section Type:SquareHSS <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 <br />Ratio <br />1.5 <br />2511019B 1303 N. Bristol St , Santa Ana, CA 92706 <br />Raising Cane's Pre-sell Board <br />5 of 6 <br />Page 41 <br />Page 41