2421 ROCKEFELLER AVE 2022-03-23 - Laserfiche WebLink

0 NORTHWEST ENGINEERING GROUP ASD Loads: Load, w2 = IDL + ILL Load, w4 = IDL + ILL(0.75) Max. load w ASD= Concrete Analysis: ACI 318-14 LFRD Loads: PILE CALCULATION Date: 11/17/2021 Designer: Darin Willis, P.E. 1190 pif (comb.#2 -without roof LL) OR 1296 pif (comb.#4 -with roof LL) 1296 pif Load, w1= 1106 pif Load, w2_ 1725 pif Load, w3= 1588 pif Load, w4= 1285 pif Max. load w LFRD= 1725 plf Max. beam span(4 = 3 ft = Mmax = w„.I2/8 = 23.29 in -kips = Shearmax = (5/8)*w„•1= 3.23 kips Foundation Width, bw = 8 in Foundation Depth, d = 22 in Cross Sectional Area, A = 176 in Section Modulus, Sxb= 6453333 in Gross Moment of Inertia, Ig = 7098.667 in Assumed Conc, f'c = 1500 psi yt= 11 in (comb 1) (Comb 2) (Comb 3) (Comb 4) 36 in 1.94 k-ft Code Reference (h-2") ACI14.5.1.7 Foundation Moment & Shear Capacity Per ACI 318-14 Code Reference Conc Modulus of Rupture,fr= 290 psi ACI 19.2.3.1 Cracking Moment, Mcr = 15.6 k-ft ACI 24.2.3.5 Flexure Reduction Factor, 4) = 0.6 ACI 21.2.1 Design Moment, *Mn = 6.2 k-ft OK ACI 14.5.2.1a & 14.5.2.1b Shear Strength, Vn = 9.1 kips ACI Table 14.5.5.1 Shear Reduction Factor, (� = 0.6 ACI 21.2.1 Design Shear, 4oVn = 5.5 kips OK Notes: 1) Foundation analysis is based on having an unreinforced section 2) When calculating member in strength in flexure, combined flexure and axial load, or shear, the entire cross section shall be considered in design, except for concrete cast against soil where the overall thickness shall be taken as 2 in. less than the specified thickness. (ACI 14.5.1.7)