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Wood Beam File:2x12Analysis.ec6 <br /> Software copyright D ERCALC,INC.1983-2020,BAL12.20.10.3 <br /> DESCRIPTION: (E)2X12 <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set:ASCE 7-16 <br /> Material Properties <br /> Analysis Ni thod: Allowable Stress Design Fb+ 1000 psi E:Nbdulus ofElasticity <br /> Load Combination ASCE 7-16 Fb- 1000psi Ebend-xx 17001csi <br /> Fc-Prll 1500 psi Eminbend-xx 620 ksi <br /> Wood Species : Douglas Fir-Larch Fc-Perp 625 psi <br /> Wood Grade :No.1 Fv 180 psi <br /> Ft 675 psi Density 31.21 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive lvi mber Stress Increase <br /> D(0.159) D(0.159) <br /> D 0.0 064 Lr(0.0266)S(0.03325 <br /> 2x12 <br /> L Span =20.0 ft J <br /> r � <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations <br /> Beam seYmight calculated and added to loads ACCEPTABLE BASED ON <br /> ihvfotmLoad: D=0.0080, Lr=0.020, S=0.0250ks� TnbutaryWidth=1.330ft ASDOVERSTRENGTH <br /> Point Load: D=0.1590 k @ 8.40$ <br /> Point Load: D=0.1590 k @ 12.60 ft FACTORS. OKAY BY <br /> INSPECTION <br /> DESIGN SUMMARY <br /> Maximum Bending Stress Ratio = 042 1 Maximum Shear Stress Ratio = 0.258 : 1 <br /> Section used for this span 2x12 Section used for this span 2x12 <br /> fb: Actual = 1,378.281)si fv: Actual = 53.40 psi <br /> Fb:Allowable = 1,322.50psi Fv:Allowable = 207.00 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location ofmaxirn un on span = 9.854ft Location ofmaxinnun on span = 19.124 fl <br /> Span#where maximum occurs = Span#1 Span#where maxitnun occur = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.398 in Ratio= 603>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.854 in Ratio= 281 x180 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<180 <br /> Maximum Forces &Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Iybment Values Shear Values <br /> Segment Length Span# M V Cd C FN C i Cr C m C t C L M tB Fb V fv Fv <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=20.0 ft 1 0.723 0.163 0.90 1.000 1.00 1.15 1.00 1.00 1.00 1.97 748.35 1035.00 0.30 26.44 162.00 <br /> +D+Lr 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=20.0ft 1 0.871 0.213 1.25 1.000 1.00 1.15 1.00 1.00 1.00 3.30 1,252.21 1437.50 0.54 48.01 225.00 <br /> +D+S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=20.0 it 1 1.042 0.258 1.15 1.000 1.00 1.15 1.00 1.00 1.00 3.63 1,378.28 1322.50 0.60 53.40 207.00 <br /> +D+0.750Lr 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=20.0 ft 1 0.783 0.189 1.25 1.000 1.00 1.15 1.00 1.00 1.00 2.97 1,126.17 1437.50 0.48 42.62 225.00 <br /> +D+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=20.0 ft 1 0.923 0.225 1.15 1.000 1.00 1.15 1.00 1.00 1.00 3.22 1,220.70 1322.50 0.52 46.66 207.00 <br /> +0.60D 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br />