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NORTHWEST PILE CALCULATION Date: 03/02/2021 <br />ENGINEERING GROUP Designer: Charles Steffensmeier, P.E. <br />ASD Loads: <br />Load, w2 = IDL + ILL 901 plf (comb.#2 -without roof LL) OR <br />Load, w4 = IDL + ILL(0.75) 1108 plf (comb.#4 -with roof LL) <br />Max. load w ASD= 1108 plf <br />Concrete Analvsis: ACI 318-14 <br />LFRD Loads: <br />Load, wl_ <br />1037 <br />plf <br />(comb 1) <br />Load, w2_ <br />1310 <br />plf <br />(Comb 2) <br />Load, w3= <br />1497 <br />plf <br />(Comb 3) <br />Load, w4= <br />1134 <br />plf <br />(Comb 4) <br />Max. load w LFRD= <br />1497 <br />plf <br />Max. beam span(B) = <br />8 <br />ft = <br />96 <br />in <br />Mmax = wu:I2A = <br />143.67 <br />in -kips = <br />11.97 <br />k-ft <br />Shearmax = (5/8)*wu.B= <br />7.48 <br />kips <br />Foundation Width, bw = <br />6 <br />in <br />Code Reference <br />Foundation Depth, d = <br />40 <br />in <br />(h-2") <br />ACI 14.5.1.7 <br />Cross Sectional Area, A = <br />240 <br />in <br />Section Modulus, Sxb = <br />1600 <br />in <br />Gross Moment of Inertia, Ig = <br />32000 <br />in <br />Assumed Conc, f'c = <br />2500 <br />psi <br />yt= <br />20 <br />in <br />Foundation Moment & Shear Capacity Per ACI 318-14 <br />Code Reference <br />Conc Modulus of Rupture,fr= <br />375 <br />psi <br />ACI 19.2.3.1 <br />Cracking Moment, Ma = <br />50.0 <br />k-ft <br />ACI 24.2.3.5 <br />Flexure Reduction Factor, 4) = <br />0.6 <br />ACI 21.2.1 <br />Design Moment, 4oMn = <br />20.0 <br />k-ft <br />OK <br />ACI 14.5.2.1a & 14.5.2.1b <br />Shear Strength, Vn = <br />16.0 <br />kips <br />ACI Table 14.5.5.1 <br />Shear Reduction Factor, (0 = <br />0.6 <br />ACI 21.2.1 <br />Design Shear, 4)Vn = <br />9.6 <br />kips <br />OK <br />Notes: 1) Foundation analysis is based on having an unreinforced section <br />2) When calculating member in strength in flexure, combined <br />flexure and axial load, or shear, the entire cross section shall <br />be considered in design, except for concrete cast against soil <br />where the overall thickness shall be taken as 2 in. less than <br />the specified thickness. (ACI 14.5.1.7) <br />i <br />Pa'Y2 I <br />