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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 2020,11:16PN <br /> Wood Beam D:1NKH Engineering12020 Projects120-003 Hammer Remodel\Calculations1Hammer Framing&Foundations.ec6 <br /> Software copyright ENERCALC,INC.1983-2019.Build:12.19.11.30 <br /> Lie.#:KW-0601271 `, �X A, <br /> DESCRIPTION: B1 =(N)Beam Over Sewing Nook <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-PrIl 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(0.084)Lr(0.14)S(0.175) <br /> . v a a b <br /> D(0.048)L(0.16) <br /> , 6 b <br /> l <br /> \ At <br /> 5.125x9 ill`i\: <br /> Span=13.50 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=4.0 ft,(Floor) <br /> Uniform Load: D=0.0120, Lr=0.020, S=0.0250 ksf, Tributary Width=7.0 ft,(Roof) <br /> DESIGN SUMMARY ! \\-s. <br /> 'Maximum Bending Stress Ratio = 0.563 1 Maximum Shear Stress Ratio = 0.252 : 1 <br /> Section used for this span 5.125x9 Section used for this span 5.125x9 <br /> = 1,553.81 psi = 76.87 psi <br /> = 2,760.00 psi = 304.75 psi <br /> Load Combination +D+0.750L+0.7505 Load Combination +D+0.750L+0.7505 <br /> Location of maximum on span = 6.750ft 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 0.235 in Ratio= 690>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.527 in Ratio= 307>=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=13.451 ft 1 0.260 0.116 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.23 561.06 2160.00 0.85 27.76 238.50 <br /> Length=0.04927 ft 1 0.004 0.116 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.05 8.16 2160.00 0.85 27.76 238.50 <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=13.451 ft 1 0.497 0.223 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.88 1,193.26 2400.00 1.82 59.03 265.00 <br /> Length=0.04927 ft 1 0.007 0.223 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.10 17.36 2400.00 1.82 59.03 265.00 <br /> +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=13.451 ft 1 0.371 0.166 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.42 1,114.23 3000.00 1.70 55.12 331.25 <br /> Length=0.04927 ft 1 0.005 0.166 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.09 16.21 3000.00 1.70 55.12 331.25 <br /> +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=13.451 ft 1 0.454 0.203 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.22 1,252.52 2760.00 1.91 61.97 304.75 <br /> Length=0.04927 ft 1 0.007 0.203 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.11 18.22 2760.00 1.91 61.97 304.75 <br /> S6 <br />