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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 2020.11:16PW <br /> D:1NKH Engineering1 <br /> Wood Beam <br /> Projects120-003 Hammer Remodel\Calculations\Hammer Framing&Foundations.ec6 <br /> Software copyright ENERCALC,INC.1983-2019,Build:12.19.11.30 <br /> �° 146717 . <br /> DESCRIPTION: B2-(N)Beam Over Laundry <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 31.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.042)L(0.14) <br /> D(0.042)L(0.14) <br /> d b b b <br /> riti41 3.5x7.5 <br /> Span= 10.0 ft <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=3.50 ft,(Floor) <br /> Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=3.50 ft,(Floor) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.693: 1 Maximum Shear Stress Ratio = 0.344 : 1 <br /> Section used for this span 3.5x7.5 Section used for this span 3.5x7.5 <br /> = 1,664.00 psi = 91.09 psi <br /> 2,400.00 psi = 265.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 5.000ft Location of maximum on span = 0.000ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.286 in Ratio= 419>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.372 in Ratio= 322>=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 CL M fb F'b V fv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length=10.0 ft 1 0.178 0.088 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.05 384.00 2160.00 0.37 21.02 238.50 <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=10.0 ft 1 0.693 0.344 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.55 1,664.00 2400.00 1.59 91.09 265.00 <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=10.0 ft 1 0.448 0.222 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.68 1,344.00 3000.00 1.29 73.58 331.25 <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=10.0 ft 1 0.060 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.63 230.40 3840.00 0.22 12.61 424.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.'="Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+L 1 0.3719 5.036 0.0000 0.000 <br /> S8 <br />