1049 CROWN DR 2024-10-24 - Laserfiche WebLink

M410 20 of 27 Project Number. Plan Name: Sheet Number. S230726-1XR 1049 Crown Dr Everett Engineer Subject: Date: JT 26"Unreinforced Conc Beam 9/17/23 DEMAND CALCULATION number of stories N "1 stories span L 7.0ft [max on-center pile spacing] concrete area A 216 in2 *see attached concrete self weight SW 225 plf [Includes total height w/o ACI14§14.5.1.7 redux] w DL DL 510 plf" [1-story loading] wLL LL 400 plf [1-story loading] w LLr LLr 400 plf [1-story loading] **Assuming a single span between 2 piles-in reality continuous spans between piles will have reduced moments** moment from DL Mai 4,502 lb-ft 54.0 k-in moment from EL Mt. 2,450 lb-ft 29.4 k-in Mmax=gtwe moment from SL MLL, 2,450 lb-ft 29.4 k-in shear from DL VD,. 2,573 lb 2.57 k shear from LL VLL 1,400 lb 1.40 k Vmax=2 L shear from SL VLF, 1,400 lb 1.40k factored moment Mmra 75.6 k-in 1.4DL Mmra 126.6 k-in 1.2DL+1.6LL+0.55E Mmm 141.3 k-in 1.2DL+1.65E+LL controlling factored moment Mn 141.3 k-in factored shear Vmra 3.6 k 1.4DL Vmra 6.0 k 1.2DL+1.6LL+0.5SL Vuuo 6.7 k 1.2DL+1.6SL+LL controlling factored shear V. 6.7 k controlling factored bearing B. 6.7 k Bmax=Vmax STRENGTH CALCULATION concrete strength fc 2.5 ksl assumed Tight wt concrete mod.factor A 1 normal weight concrete flexure strength red.factor 4 ,, 0.6 ACI 318-14[Table 21.2.1] shear strength red.factor 4,,ne„ 0.6 ACI 318-14[Table 21.2.1] bearing strength red.factor 43b,,,i„s 0.6: ACI 318-14[Table 21.2.1] 'Note that per ACI 318-14 Ch.27.3.2 a phi factor of 0.8 con be used if dimensions and material properties ore confirmed. moment of ineritia I,,, 11,016 led *see attached elastic section modulus S,„ '.1,001 in3'. *see attached tens fiber to NA c 13.0 In *see attached nom flexure strength(T controls) Mn 250.3 k-in MD=5ASm CONTROLS ACI 318-14[Eq.14.5.2.1a] nom flexure strength(C controls) Mn 2,127.1k-in ga"-0_851'S„, ACI 318-14[Eq.14.5.2.1b] RESIDENTIAL CONCRETE M„ 375.4 k-in MD=7.551.177;Sm X ACI 332-14[Eq.8.2.1.1] -not utilized flexure strength 4tM„ 150.2 k-in >Mu OK D/C=94.08% ;. ,.. - nom shear strength V„ 14.4 k V =3 A�*A ACI14[Table 14.5.5.1(a)] shear strength 4tV„ 8.6 k >Vu OK D/C=77.86% loaded bearing area Ai 74 in2 [IDEAL 2-7/8"Tru-Force Underpinning Bracket] supporting surface bearing area A, 74 in2 [If the supporting surface is>than loaded area] nom bearing strength B„ 156.6 k 0.35f'.4i ACI14[Table 14.5.6.1(c)] bearing strength $B„ 94.0 k >Bu OK D/C=7:16% Additional Verification Calc: max concrete tensile strength f, 375 psi f=7,5x4T ACI 318-14[Eq.19.2.3.1] max beam tensile stress F, 167 psi F,=(M*c)/fxx f, >Ft OK