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16 of 22 <br /> Project Number: Plan Name: Sheet Number: <br /> S240722-2XR 703 Niles Ave Everett <br /> Engineer: Subject: Date: <br /> 1T 26"Unreinforced Conc Beam 7/23/24 <br /> DEMAND CALCULATION <br /> number ofstories If 2stories <br /> span L 6.0 ft [max on-center pile spacing] <br /> concrete area A 216 in2 *see attached <br /> concreteself weight SIN 225 plf [Includes total height w/o ACI14§14.5.1.7 reci <br /> w DL DL 765 plf [2-story loading] <br /> w LL LL 800 plf [2-story loading] <br /> w LLr LLr 375 plf [2-story loading] <br /> **Assuming a single span between 2 piles-in reality continuous spans between piles will have reduced moments** <br /> momentfrom DL MDt 4,455 lb-ft 53.5 k-in <br /> momentfrom LL MLL 3,600 lb-ft 43.2 k-in Mm—=6''o <br /> momentfrom SL MLL, 1,688 lb-ft 20.3 k-in <br /> shearfrom DL VDt 2,970 lb 2.97k <br /> shearfrom LL VLL 2,400 lb 2.40 k max=21' <br /> shearfrom SL VLLr 1,125 lb 1.13k <br /> factored moment MLRrD 74.8 k-in 1.4DL <br /> MLRrD 143.4 k-in 1.2DL+1.6LL+0.55L <br /> MLRrD 139.8 k-in 1.2DL+1.65L+LL <br /> controlling factored moment Mu 143.4 k-in <br /> factoredshear VLRro 4.2 k 1.4DL <br /> VLRro 8.0k 1.2DL+1.6LL+0.5SL <br /> VLRro 7.8k 1.2DL+1.6SL+LL <br /> controlling factored shear V„ 9.0 k <br /> controlling factored bearing B. 8.0 k Bmax=vmax <br /> STRENGTH CALCULATION <br /> concrete strength f'c 2.5 ksi assumed <br /> light wt concrete mod.factor A 1 normal weight concrete <br /> flexure strength red.factor ACI 318-14[Table 21.2.11 <br /> shear strength red.factor Ch— 0.6 ACI 318-14[Table 21.2.11 <br /> bearing strength red.factor k­mg 0.6 ACI 318-14[Table 21.2.11 <br /> *Note that per AC1318-14 Ch.27.3.2 a phi factor of 0.8 can be used if dimensions and material properties are confirmed. <br /> moment ofineritio Ix„ 11,016M4 *see attached <br /> elastic section modulus Sm 1 1,001 in3 *see attached <br /> tens fiber to NA c 13.0 in *see attached <br /> nom flexure strength(Tcontrols) MR 250.3 k4n Mn=SlVfcS,n CONTROLS ACI 318-14[Eq.14.5.2.1a] <br /> nomflexurestrength(Ccontrols) M„ 2,127.1 k-in M=0.85f'S ACI 318-14[Eq.14.5.2.1b] <br /> RESIDENTIAL CONCRETE M„ 375.4 k-in Mn=7.551Vf7,S.m X ACI 332-14[Eq.8.2.1.11 -not utilized <br /> flexure strength 40K 150.2 k-in >Mu OK D/C=95.50% <br /> nom shear strength V„ 14.4 k n=4;[V f c*A ACI14[Table 14.5.5.1(a)] <br /> 3 <br /> shearstrength $V„ 8.6 k >V. OK D/C=92.20% <br /> loaded bearing area As 74 in2 [IDEAL 2-7/8"Tru-Force Underpinning Bracket] <br /> supporting surface bearing area Az 74 in2 [If the supporting surface is>than loaded area] <br /> nom bearing strength B„ 156.6 k 0.85jA 1 ACI14[Table 14.5.6.1(c)] <br /> bearing strength $B" 94.0 k >Bu OK D/C=8.48% <br /> Additional Verification Calc: <br /> max concrete tensile strength f, 375 psi f=7,S2,Vf7c ACI 318-14[Eq.19.2.3.1] <br /> max beam tensile stress F, 169 psi At—(M*c) <br /> lLxx <br /> f, >Ft OK <br />