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Project #: <br />Class:5 - Soil Class P = 643.06 lb Lateral Wind Force s = 100 psf/ft Lateral Bearing per IBC Table 1806.2 <br />b =2 ft Footing diameter* h = 17.71 ft Equivalent Centroid s' = 200 psf/ft Increased per IBC 1806.3.4 <br />u =18.98 k-ft Moment at grade s =11.387 k-ft erv ce .u <br />u =1.07 k Shear at grade s =0.6431 k erv ce .u <br />ITERATION PER IBC 1807.3.2.1 DESIGN RESULTS <br />S1 =442.68 psf MIN. PIER DEPTH: 6 ft and 8 in Ratio:3.3333 - <br />d =6.6401 ft MIN. PIER DIAMETER*: 2 ft and 0 in Vol:20.861 cf <br /> =1.6996 ft *Also refers to diagonal of a square or rectangle <br />Notes: (4) Anchors cenered in rectangular/square pattern <br />arm = 7.0711 in Torsion lever arm <br />Vu =1.07 k-ft Total Shear at plate ș = 45 deg <br />Tu =1.50 k-ft Total Torsion at plate Vx,bolt =0.4515 kip Shear per anchor, x-component <br />s1 =10 in Anchor spacing L-R Vz,bolt =0.4515 kip Shear per anchor, z-component <br />s2 =10 in Anchor spacing T-B VT =0.6385 kip Torsional Shear per bolt <br />Vb =0.8493 kip Total Bolt Shear <br />Tu =11.4 kip Fastener Tension <br />Vu =0.8493 kip Fastener Shear rv =1.41 ksi Required Shear Stress <br />bolt =0.875 in Bolt diameter nt =43.50 ksi Modified Nominal Tensile Stress (J3-3a) <br />ij = 0.75 - Strength Reduction Factor <br />ĸ Threaded Part Grade ijTn =19.6 kip Tensile Rupture Capacity <br />Fu =ksi ĸ Tensile Ult. Strength per AISC T D/C: 0.58 OK <br />ijVn =11.8 kip Shear Rupture Capacity <br />Abolt =0.60 in2 Area of Bolt D/C: 0.07 OK <br />Fnt =43.5 ksi Nom. Tensile Stress per AISC Table J3.2 ijRn =19.6 kip Modified Tensile Rupture Capacity <br />Fnv =26.1 ksi Nom. Shear Stress per AISC Table J3.2 D/C: 0.58 O <br />Steel Fastener & Threaded Part Check per AISC <br />Gr. 36 Rod (F1554) <br />58 <br />Bolt Shear at Plate with Torsion + Shear <br />RUN <br />2507075 Raising Cane's RC1032 Drive Thru Canopy <br />1415 N. Bristol St, Santa Ana, CA 92706 <br />Unconstrained Cast-in-Place Pier Design <br />Pier & Anchor Design <br />7 of 7