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Yakovlev Residence 2 <br /> Remodel <br /> Structural Calculations <br /> 8mposedsygmtbeam: <br /> lrb:= 17.25 Max span(ft) <br /> wrb:= (Ld + Ls)' 24 =444 Max uniform bad to roof beams(ply <br /> 2 <br /> Vrb:= wrb lrb =3830 Max reaction at beam ends(Ibs) <br /> 2 <br /> Mrb:= Wrb 8 lrb = 16515 Max beam moment(ft Ibs) <br /> lrb-12 <br /> Arb:_ 330 =0-627 Max allowable deflections(in) <br /> 12-Mrb <br /> Sreq =82.574 Section modulus required for stresses(in"3) <br /> 2400 <br /> 5-wrb-]rb4-1728 <br /> keq:_ =783 Moment of inertia required for deflections(in^4) <br /> 6 <br /> 384.1.8-10 •A b 5-1/2'k12"Gl_B provided(Sx=132 in^3,Ix=792 in^3) <br /> Vrb <br /> Sb := 2-2 =957 Approx soil bearing pressure(psf) <br /> Use(3)2x6 stud pack ea end for beam support <br /> Phymedheader. <br /> ih= 5.33 Max span(ft) <br /> wh:_ (Ld+LS)•(L2 ) =222 Max uniform bad to roof beams(plf) <br /> "'Oh <br /> Vh =592 Max reaction at beam ends(Ibs) <br /> 2 <br /> wh-lh <br /> Mh:= 8 =788 Max beam moment(ft Ibs) <br /> -1h12 <br /> Oh:= =0.133 Max allowable deflections(in) <br /> 12-Mh <br /> Sreq:_ 670-i.15 = 12.278 Section modulus required for stresses(in^3) <br /> 4 <br /> 5-wh-lh .1728 <br /> 6q:_ =25 Moment of inertia required for deflections(in^4) <br /> 384.1.2.106.Oh Use(2)2x6 stud or greater <br /> (Sx=15 in^3,Ix=41 in"3) <br /> By:J. Conner, PE,SE Tsaruk Structural Calcs_xmcd <br /> 3/9t2022 <br />