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• <br /> NKH Engineering Project Title: Hammer Remodel <br /> nkhengineering.com Engineer: AKR <br /> Project ID: 20-003 <br /> Project Descr: <br /> Printed: 4 MAR 2020.11:17PN <br /> Wood Beam D.1NKH Engineering12020 Projects120-003 Hammer Remodel\Calculations\Hammer Framing&Foundations.ec6 <br /> Software copyright ENERCALC,INC.1983-2019,Build:12.19.11.30 <br /> DESCRIPTION: B4-(N)Beam @ Hall/Stair(e/w) <br /> CODE REFERENCES <br /> Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 <br /> Load Combination Set:ASCE 7-10 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-10 Fb- 1,000.0 psi Ebend-xx 1,700.0 ksi <br /> Fc-Prll 1,500.0 psi Eminbend-xx 620.0 ksi <br /> Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade :No.1 Fv 180.0 psi <br /> Ft 675.0 psi Density 31.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.048)L(0.16) <br /> b b b b <br /> D(0.048)L(0.16) <br /> b b dd b b <br /> 6x8 <br /> Span=8.50ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations <br /> Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=4.0 ft,(Floor) <br /> Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=4.0 ft,(Floor) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.874 1 Maximum Shear Stress Ratio = 0.305 : 1 <br /> Section used for this span 6x8 Section used for this span 6x8 <br /> = 874.36psi = 54.91 psi <br /> = 1,000.00psi = 180.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.115 in Ratio= 886>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.150 in Ratio= 682>=180 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<180 <br /> Maximum Forces &Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V Cd CFN C i Cr Cm C t CL M tb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=8.50 ft 1 0.224 0.078 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.87 201.77 900.00 0.35 12.67 162.00 <br /> +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=8.50 ft 1 0.874 0.305 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.76 874.36 1000.00 1.51 54.91 180.00 <br /> +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=8.50 ft 1 0.565 0.197 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.03 706.21 1250.00 1.22 44.35 225.00 <br /> +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=8.50 ft 1 0.076 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.52 121.06 1600.00 0.21 7.60 288.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Deft Location in Span <br /> +D+L 1 0.1495 4.281 0.0000 0.000 <br /> S12 <br />