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Project Name:Samueli Academy Engineer:Elie Sayegh, PE <br />Project No.:1074220072 Date: <br />f'c 2500 psi Dist from Steel Col to Conc. Edge: 11.00 in <br />fy 60000 psi Conc. Comp. Arm (a): 2.11 ft <br />Distance to Edge of Comp. (b): 0.53 ft <br />Length of wedges (2) (wc): 15.56 in <br />Compression (C): 94.19 kips <br />Reinforcement Cover 3.5 in Shear Stress Due to Bearing: 637.25 psi <br />Vertical Reinforcement 12 - # 7 Max. Allow. V (phi of 0.55 - DSA): 55.00 psi <br />Vertical As 7.22 in2 Shear Check:Shear Reinf Req. <br />Ag 1385.4 in2 Distance to Av (0.8*D): 33.6 in <br />Min Req. As (1%) 13.85 in2 Av Legs:2 <br />ACI 318, 10.3.1 Min As (0.5%) 6.93 in2 DSA Phi (ɸ):0.55 <br />Shear Capacity of Steel (Vs):309.3 Kips <br />ACI 318-19 - 18.7.5.4 ρ 0.005 Shear Capacity (ɸVs):170.1 Kips <br />Confined Area 962.11 in2 55% <br />Horiz. Reinf. Size # 5 <br />Area of Shear Reinf. Av 0.31 in2 <br />Steel Volumn pe Tie/Hoop 33.73 in3 <br />Required Spacing (styp) 14.02 in o.c. <br />Spacing at top (si)4 in <br />Concrete Volume Per Pier: 3.56 cu.yd <br />Pier Count:22 <br />Total Concrete Volume: 78.39 cu.yd <br />Figure #1 - Section Thru Column/Foundation <br />Concrete Pier with Bolted Steel Post Design - P1 (Continued) <br />Pier Reinforcement Pier Shear Check <br />Refer to proceeding Concrete Column Calculations for Axial & <br />Flexural Checks <br />Material Take offs <br />11/10/2023 <br />Use #5 Grade 60 hoops/ties at 4 inches o.c. at top 5' of <br />pier. Reduce to 12 inches o.c. for remainder depth <br />Page 16 <br />1901 N Fairview St & Bldg A, B, <br />C, F & 1919 N Fairview St Bldg E <br />4/11/2024