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17 of 32 <br />Project Number: <br />Plan Name: <br />Sheet Number: <br />S220802-IXR <br />4230 Grand Ave <br />Lngineer: <br />Subject: <br />Date: <br />NJ <br />20" Unreinforced Conc Beam <br />9/13/2022 <br />DEMAND CALCULATION <br />numberofstories <br />It <br />1stories <br />span <br />L <br />8.0 ft <br />[max on -center pile spacing] <br />concrete area <br />A <br />168 in2 <br />'see attached <br />concrete self weight <br />SW <br />250 plf <br />[Includes total height w/o ACI14 §14.5.1.7 redux] <br />Pt OL <br />DL <br />2.30it <br />= 9.0ft • 946 <br />[1-story loading] <br />Pt LL <br />LL <br />1.00 it <br />= 8.0 ft ' 980 <br />[1-story loading] <br />Pt LLr <br />LLr <br />O.SOk <br />= 8.0 ft . 100 <br />[1-story loading] <br />momentfrom DL <br />Mai <br />6,600 lb-ft <br />79.2 k-in <br />moment from LL <br />MtL <br />2,000 lb-ft <br />24.0 k-in <br />moment from SL <br />MLL, <br />1,600 lb-ft <br />19.2 k-in <br />factored moment <br />MLRFD <br />110.9 k-in <br />1.4DL <br />MLRFD <br />143.0 k-in <br />1.2DL+1.6LL+O.SSL <br />MLRFD <br />149.8 k-in <br />1.2DL+1.6SL+LL <br />controlling factored moment <br />M„ <br />149.8 k-in <br />factored shear <br />VLRFD <br />3.0k <br />1.4DL <br />VLRFo <br />3.6k <br />1.2DL+1.61LL+O.SSL <br />VLRFD <br />3.7 It <br />1.2DL + 1.6SL + LL <br />controlling factored shear <br />V. <br />3.7 k <br />controlling factored bearing <br />B. <br />3.7 It <br />[R=V for SS beam] <br />STRENGTH CALCULATION <br />concrete strength <br />f'c <br />2.5 ksi <br />assumed <br />light wt concrete mod. factor <br />X <br />1 <br />normal weight concrete <br />flexure strength red. factor <br />(on.. <br />0.9 <br />tension -controlled <br />ACI14 (Table 21.2.11 <br />shear strength red. factor <br />erne:, <br />0.75 <br />ACI14 [Table 21.2.11 <br />bearing strength red. factor <br />ACI14 [Table 21.2.11 <br />moment ofineritio <br />1„ <br />4,700 in4 <br />`see attached <br />elastic section modulus <br />S,,, <br />577 in3 <br />`see attached <br />tens fiber to NA <br />c <br />1 9.8 in <br />'see attached <br />nom flexure strength (Tcontrols) <br />M„ <br />144.3 1 <br />Mn = 52JfTcSm <br />ACI 318-14 [Eq. 14.5.2.1a] <br />nom flexure strength(C controls) <br />M„ <br />1,226.1 k-in <br />M. — 0_85 f"S" <br />ACI 318-14 [Eq. 14.5.2.1b] <br />RESIDENTIAL CONCRETE <br />M, <br />216.4 k-in <br />Mn = 7.55AVf7,$„ CONTROLS <br />ACI 332-14 [Eq. 8.2.1.11 <br />flexure strength <br />194.1 k-in <br />> Mu OK <br />D/C= 76.9D% <br />nom shear strength <br />V.. <br />11.2 k <br />n = 3 d� . A <br />ACI14 [Table 14.5.5.1 (a)] <br />sheorstrength <br />8.4 k <br />> Vu OK <br />D/C= 44.29% <br />loaded hearing area <br />A, <br />74 in2 <br />[IDEAL 2-7/8"Tru-Force Underpinning Bracket] <br />supporting surface bearing area <br />A, <br />141n2 <br />[Ifthe supporting surface is>than loaded area] <br />nom bearing strength <br />31, <br />156.6 k <br />" I <br />ACI14 [Table 14.5.6.1 (c)] <br />bearing strength <br />0, <br />101.8 k <br />> Bu OK <br />D/C= 3.65% <br />Additional Verification Calc: <br />max concrete tensile strength <br />max beam tensile stress <br />f. 375 psi %r = 7.SAVfc <br />F.. 312 psi Ft = (M+c) <br />lf:x <br />f, > Ft OK <br />ACI 14 [Eq. 19.2.3.11 <br />