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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 /> I D:1NKH Engineering12020 Projects120-003 Hammer Remodel\Calculations\Hammer Framing&Foundations.ec6 q <br /> Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:12.19.11.30 <br /> DESCRIPTION: B3-(N)Beam @ Storage/Hall(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+ 2,400.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi <br /> Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi <br /> Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi <br /> Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi <br /> Ft 1,100.0 psi Density 31.210 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.108)Lr(0.18)S(0.225) <br /> b v 0 0 a <br /> a b D(0.108)L(0.36) a <br /> b <br /> D(0.108)Lr(0.18)S(0.225) D(0.108)L(0.36) <br /> 0 a a 0 b b a a a <br /> D(0.084)L(0.28) D(0.084)L(0.28) <br /> a a a b b b dd a a <br /> D(0.084)L(0.28) D(0.084)L(0.28) <br /> a a a b -b d b a a <br /> • <br /> 5.125x7.5 5.125x7.5 <br /> Span=5.750 ft Span=7.750 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations <br /> Beam self weight calculated and added to loads <br /> Load for Span Number 1 <br /> Uniform Load: D=0.0120, L=0.040 ksf,Extent=0.0->>5.750 ft, Tributary Width=7.0 ft,(Floor) <br /> Uniform Load: D=0.0120, L=0.040 ksf,Extent=0.0->>5.750 ft, Tributary Width=7.0 ft,(Floor) <br /> Uniform Load: D=0.0120, Lr=0.020, S=0.0250 ksf, Tributary Width=9.0 ft,(Roof) <br /> Load for Span Number 2 <br /> Uniform Load: D=0.0120, L=0.040 ksf,Extent=0.0-->>3.0 ft, Tributary Width=7.0 ft,(Floor) <br /> Uniform Load: D=0.0120, L=0.040 ksf,Extent=0.0-->>3.0 ft, Tributary Width=7.0 ft,(Floor) <br /> Uniform Load: D=0.0120, L=0.040 ksf,Extent=3.0-->>7.750 ft, Tributary Width=9.0 ft,(Floor) <br /> Uniform Load: D=0.0120, L=0.040 ksf,Extent=3.0-->>7.750 ft, Tributary Width=9.0 ft,(Floor) <br /> Uniform Load: D=0.0120, Lr=0.020, S=0.0250 ksf, Tributary Width=9.0 ft,(Roof) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.766: 1 Maximum Shear Stress Ratio = 0.559 : 1 <br /> Section used for this span 5.125x7.5 Section used for this span 5.125x7.5 <br /> = 1,416.71 psi = 148.09 psi <br /> = 1,850.00psi = 265.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 5.750ft Location of maximum on span = 5.750 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.093 in Ratio= 1002>=360 <br /> Max Upward Transient Deflection -0.007 in Ratio= 9795>=360 <br /> Max Downward Total Deflection 0.136 in Ratio= 684>=180 <br /> Max Upward Total Deflection -0.010 in Ratio= 6956>=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 C FN C i Cr Cm C t CL M fb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=5.750 ft 1 0.278 0.203 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.85 462.60 1665.00 1.24 48.32 238.50 <br /> Length=7.750 ft 2 0.278 0.203 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.85 462.60 1665.00 1.24 48.32 238.50 <br /> S1 0 <br />