Design for Depth of Pile Cap (ACI 318-08) Design Data: Ftg Length, L = Ftg. Width, W = Ftg Thickness, T = f' c = fy = Pile Capacity, V u = Pile Diameter = 8.50 8.50 22 4 60 40 12 ft ft in ksi ksi kips in 1'-3" 3'-0" 3'-0" 1'-3" Strength requirements for shear 1'-3" 3'-0" 3'-0" 1'-3" JVu e JVn a. Wide-beam action for footing: No. of Piles within tributary area = Vu = 3 120 (11-3) kips JVn ! J 2 fcdw d b bw = cover = d= J= 102 7.0 15.0 0.75 in in in JVn = 145.149 kips b. Two-way action: No. of Piles within tributary area = Vu = >Vu O.K. 8 320 kips ® 4 ±2 F ± Vc E ± d ! smallest value of ¯ s 2 f cd0d b ±b0 ± 4 ± ° cover = d= F= b0 = Es = b0 / d = Factor = JVc = 7.0 15.0 1 124 40 8.27 4 352.9 in in 6 6.8 4 ratio of long to short side of column, concentrated load or reaction area. in Column size 16 in (Square) 40 for int. col, 30 for edge col., 20 for corner col. kips >Vu O.K. c. Check "punching shear stregth at corner piles. ® 4 ±2 F ± Vc E ± d ! smallest value of ¯ s 2 f cd0d b ±b0 ± 4 ± ° F= b0 = Es = d= b0 / d = Factor = JVc = 1 84.8 20 15.0 5.65 4 241.4 in 6 5.5 4 ratio of long side to short side of the column, « 40 for int. col, 30 for edge col., 20 for corner column in kips >Vu O.K. 81948934.xls Page 1