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<br /> Project Number: Plan Name: Sheet Number:
<br /> S230130-2XR 5117 23rd Ave W
<br /> Engineer: Subject: Date:
<br /> PAM 26"Unreinforced Conc Beam 3/17/2023
<br /> DEMAND CALCULATION
<br /> number of stories R 2 stories
<br /> span L 6.0 ft [max on-center pile spacing]
<br /> concrete area A 216 in2 'see attached
<br /> concrete self weight 5W 225 plf [Includes total height w/o ACI14 414.5.1.7 redux]
<br /> w Ol DL 780 plf [2-story loading]
<br /> wil LL 960 plf [2-story loading]
<br /> w LLr LLr 300 plf [2-story loading]
<br /> "Assuming a single span between 2 piles-in reality continuous spans between piles will have reduced moments"
<br /> moment from OL Mot 4,523 lb-ft 54.3 k-in
<br /> moment from LL M„ 4,320 lb-ft 51.8 k-in Mmax=gwL2
<br /> moment from SL M,u 1,350 lb-ft 16.2 k-in
<br /> shear from OL Vo, 3,015 lb 3.02 k
<br /> shear from LL V„ 2,880 lb 2.88k Vnnx=Zwt.
<br /> shear from SL V,,, 900 lb 0.90 k
<br /> factored moment M,gro 76.0 k-in 1.4DL
<br /> M,gro 156.2 k-in 1.2DL+1.6LL+0.SSL
<br /> M:rr. 142.9 k-in 1.2DL+1.6SL+LL
<br /> controlling factored moment M„ 156.2 k-in
<br /> factored shear Vur5 4.2k 1.4DL
<br /> V,,,ro 8.7 k 1.2DL+1.6LL+0.5SL
<br /> V,,,ra 7.9 k 1.2DL+1.69.+LL
<br /> controlling factored shear V„ 8.7 k
<br /> controlling factored bearing 8„ 8.7 k Bmax=Vmrrx •
<br /> STRENGTH CALCULATION
<br /> concrete strength fc 2.5 ksi assumed
<br /> light wt concrete mod.factor h 1 normal weight concrete
<br /> flexure strength red.factor fin,. 0.6 ACI 318-14[Table 21.2.11
<br /> shear strength red.factor rb,n,,, 0.6 ACI 318-14[Table 21.2.1]
<br /> bearing strength red.factor 4,,,,,,„g 0.6 ACI 318-14[Table 21.2.1]
<br /> "Note that per ACI 318-14 Ch.27.3.2 a phi factor of 0.8 can be used if dimensions and material properties ore confirmed.
<br /> moment of ineritia Ia 11,016 in4 "see attached
<br /> elastic section modulus Sr, 1,001 in3 "see attached
<br /> tens fiber to NA c 13.0 in "see attached
<br /> nom flexure strength(T controls) M„ 250.3 k-in ,Mn=52 Sm CONTROLS ACI 318-14[Eq.14.5.2.1a]
<br /> nom flexure strength(C controls) M, 2,127.1 k-in ,ti,—0.85/;'S,„ ACI 318-14[Eq.14.5.2.1b]
<br /> RESIDENTIAL CONCRETE M„ 375.4 k-in Mn=7.55ASm X ACI 332-14[Eq.8.2.1.1] -not utilized
<br /> flexure strength 4aM„ 150.2 k-in <Mu FAILED D/C=104.01%
<br /> Calculation based on single span.
<br /> nom shear strength V. 14.4 k V„=4 d .A AC114[Table 14.5.5.1(a)] Multiple spans increase strength,
<br /> 3 therefore within 5/a is acceptable.
<br /> shear strength r0V„ 8.6k <Vu FAILED D/C=100.42%
<br /> loaded bearing area A. 74 n2 [IDEAL 2-7/8"Tru-Force Underpinning Bracket]
<br /> supporting surface bearing area A, 74 in2 [If the supporting surface is>than loaded area]
<br /> nom bearing strength B. 156,6k 0.85f'A, ACI14(Table 14.5.6.1(c)]
<br /> bearing strength GB„ 94.0 k >Bu OK D/C=9.23%
<br /> Additional Verification Cale:
<br /> max concrete tensile strength f, 375 psi 1=7,5A ACI 318-14[Eq.19.2.3.1]
<br /> max beam tensile stress F, 184 psi Fr=(M"c,/Iss
<br /> f, >Ft OK
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