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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 1Pr <br /> Wood Beam D:ANKH Engineering12020 Projects120-003 Hammer Remodel\Calculations\Hammer Framing&Foundations.ec6 4 <br /> Software copyright ENERCALC,INC 1983-2019,Build 1219 11 30 y <br /> DESCRIPTION: B5-(N)Beam @ Hall/Stair(n/s) <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(0.41)L(1.36) <br /> D(0.048 L(0.16) <br /> a- a a a <br /> D(0.066 L(0.22) <br /> d o 0 a <br /> 5.125x7.5 <br /> Span=8.50 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations <br /> Beam self weight calculated and added to loads <br /> Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=5.50 ft,(Floor) <br /> Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=4.0 ft,(Floor) <br /> Point Load: D=0.410, L=1.360 k @ 4.250 ft,(B4) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.864 1 Maximum Shear Stress Ratio = 0.399 : 1 <br /> Section used for this span 5.125x7.5 Section used for this span 5.125x7.5 <br /> = 2,072.46psi = 105.69 psi <br /> = 2,400.00psi = 265.00 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 0.232 in Ratio= 440>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.304 in Ratio= 335>=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 C FN C i Cr Cm C t C L M fb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=8.50 ft 1 0.228 0.106 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.98 493.53 2160.00 0.65 25.33 238.50 <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 0.864 0.399 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.30 2,072.46 2400.00 2.71 105.69 265.00 <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 0.559 0.258 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.72 1,677.73 3000.00 2.19 85.60 331.25 <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 0.077 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.19 296.12 3840.00 0.39 15.20 424.00 <br /> S14 <br />