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Custom Design 1 <br /> 2602 Cleveland Ave <br /> Structural Calculations <br /> Cleveland Ave Structural Calculations <br /> -Respond to City's inspection letter dated October 14,2019 <br /> -Provide Gravity,wind and seismic calculations for the columns supporting the roof over the front <br /> porches <br /> -Provide verificationthat the reduction in east shear wall does not change the lateral bracing <br /> Entry roof and column <br /> -Roof has been raised to the level of the rest of the house as an extension of the primary <br /> diaphragm.Any lateral loads are carried by the roof diaphragm(sheathing above <br /> and below)and transferred to the east shear wall.Columns support gravity loads only. <br /> ioh:= 6 Overhang length(ft) <br /> woh:= 19 Overhang width(ft) <br /> Ld:= 15 Roof dead load(psf)including 1.5 psf roofing,2.0 <br /> psf sheathing,2.0 psf trusses,0.5 psf insulation, <br /> 3.0 psf gypboard and 3.0 psf miscellaneous and <br /> mechanical equipment <br /> LS:= 25 Roof snow load(psf) <br /> I\ <br /> pcol (Ld+ LLOCoh+ woh) = 500 Max load to each column(lbs) <br /> 2 <br /> Check 4x6 hem fir post provided <br /> H:= 17.12= 204 Unrestreained height of column(in) <br /> bcol 3.5 Provided column width(in) <br /> dcol 5.5 Provided column depth(in) <br /> Acol:= bcol'dco1= 19.25 Column area(inA2)4x6 <br /> CF:= 1.3 Size factor(4x6) <br /> Fc:= 1300 Reference compression parallel(psi) <br /> C:= 0.8 Factor for sawn lumber(NDS 3.7.1) <br /> E:= 1.2 x 106 Wood modulus(psi)(Table 4A) <br /> le:= 0.8•H= 163.2 effective length(assumes pinned/fixed condition) <br /> Fcs•.= Fc•CF= 1690 Fc factor in NDS <br /> By:J. Conner, PE, SE Cleveland Ave Structural <br /> (/// t Y Calcs.xmcd <br /> 11/11/2019 <br />