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17 of 31 <br /> Project Number: Plan Name: Sheet Number <br /> 5230503-2XR 2118 Jefferson P1 Everett <br /> Engineer: Subject: Date: <br /> IT 36"Unreinforced Conc Beam 7/19/23 <br /> DEMAND CALCULATION <br /> number of stories II -1 stories-' <br /> span L 7.0 ft [max on-center pile spacing] <br /> concrete area A 296 in2 - *see attached <br /> concrete self weight SW 308 plf [Includes total height w/o ACI14§14.5.1.7 redux] <br /> w DL DL 450 plf [1-story loading] <br /> w LL LL "400 plf [1-story loading] <br /> w LLr LLr 300 plf [1-story loading] <br /> **Assuming a single span between 2 piles-in reality continuous spans between piles will have reduced moments** <br /> moment from DL MLA 4,645lb-ft 55.7 k-in <br /> moment from LL MLL 2,450 lb-ft 29.4 k-in Mmax=ewLC <br /> moment from SL Mar 1,838 lb-ft 22.1 k-in <br /> shear from DL Vo5 2,654 lb 2.65 k <br /> shear from LL VLL 1,400 lb 1.40 k Vmax=ZwL <br /> shear from SL VLL, 1,050 lb 1.05 k <br /> factored moment MLRro 78.0 k-in 1.4DL <br /> MLRro 125.0 k-in 1.2DL+1.6LL+0.5SL <br /> MLRFD 131.6 kin 1.2DL+1.6SL+LL <br /> controlling factored moment M„ 131.6 k-in <br /> factored shear Von:, 3.7k 1.4DL <br /> VLRFD 6.0 k 1.2DL+1.6LL+0.5SL <br /> VLRFD 6.3 k 1.2DL+1.6SL+LL <br /> controlling factored shear V,, 6.3 k <br /> controlling factored bearing B„ 6,3 k Bmax=Vmax <br /> STRENGTH CALCULATION <br /> concrete strength fc 2.5 ksi assumed <br /> light wt concrete mod.factor A 1 normal weight concrete <br /> flexure strength red.factor One, 0.6 - ACI 318-14[Table 21.2.1] <br /> shear strength red.factor Chear 0.6 ACI 318-14[Table 21.2.1] <br /> bearing strength red.factor (Obeying 0.6 ACI 318-14[Table 21.2.1] <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 of ineritia I. 30,597in4 *see attached <br /> elastic section modulus S„, 1,929 m3 *see attached <br /> tens fiber to NA c 18.1 in *see attached <br /> nom flexure strength(Tcontrols) Mn 482.2 k-in M„=SA�Sm CONTROLS ACI 318-14[Eq.14.5.2.1a] <br /> corn flexure strength(C controls) M„ 4,098.3 k-in M„=0.8jj,,.'S*, ACI 318-14[Eq.14.5.2.1b] <br /> RESIDENTIAL CONCRETE Mn 723.2 k-in M,a=7.553Sm X ACI 332-14[Eq.8.2.1.1] -not utilized <br /> flexure strength $M„ 289.3 k-in >Mu OK D/C=45,48%: <br /> nom shear strength Vn 19.7 k yn=4 3A *A ACI14[Table 14.5.5.1(a)] <br /> sheor strength (kV„ 11.8 k >Vu OK <br /> loaded bearing area A, 74 in2 [IDEAL 2-7/8"Tru-Force Underpinning Bracket] <br /> supporting surface bearing area A2 74 in2 [If the supporting surface is>than loaded area] <br /> nom bearing strength B, 156.6 k 0.85f'R L ACI14[Table 14.5.6.1(c)] <br /> bearing strength rpB„ 94.0 k >Bu OK D/C=6.67% <br /> Additional Verification Calc: <br /> max concrete tensile strength f, 375 psi f,=7.5AIIKACI 318-14[Eq.19.2.3.1] <br /> max beam tensile stress F, 78 psi Ft__(M*c)/ <br /> Lxx <br /> f, >Ft OK <br />