4220 COLBY AVE B 2020-05-05 - Laserfiche WebLink

Project Title: Engineer: Project ID: Project Descr: Hinted:2 JUN 2017,1.00PM Wood Beam File=C:tUsersIBRUCE -110neorivetAwB201-11EVEREr-11 .ecs ENERCALC,INC.1983-2017,Buil:6.17.3.29,Ver:6.17.3.29 Lic.# KW-06006706 Licensee:AWB ENGINEERING Description: Floor joist at stair posts CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx I,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1,100.Opsi Density 31.20pcf D(0.4)L(2.4) D(0.4)L(2.4) 010.027)L(0.0541 i + Vi i V V is- 'f 5.5x11.875 Span=15.0 ft Applied Loads _ Service loads entered:Load Factors will be applied for calculations. Uniform Load: D=0.0270, L=0.0540, Tributary Width=1.0 ft - -`- - - -- PointLoad: D=0.40, L=2.40k(a,4.0ft Point Load: D=0.40, L=2.40k(a,10.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.584 1 Maximum Shear Stress Ratio = 0.305 : 1 Section used for this span 5.5x11.875 Section used for this span 5.5x11.875 fb:Actual = 1,401.15psi fv:Actual = 80/1 psi FR:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination .,.D+L+H Location of maximum on span = 9.799ft Location of maximum on span = 0,000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.379 in Ratio= 474>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.458 in Ratio= 393>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v +0+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.111 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.57 238.82 2160.00 0.60 13.84 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.584 0.305 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.09 1,401.15 2400.00 3.51 80.71 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.080 0.042 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.57 238.82 3000.00 0.60 13.84 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.087 0.045 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.57 238.82 2760.00 0.60 13.84 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1,00 1,00 0.00 0.00 0.00 0.00 Length=15.0 ft 1 0.370 0.193 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11,96 1,110.08 3000.00 2.79 63.99 331.