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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 2020,11:17P`i <br /> Wood BeamD: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: B6-(E)8X8 Beam(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+ 1,500.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-10 Fb- 1,500.0 psi Ebend-xx 1,900.0 ksi <br /> Fc-PrIl 1,700.0 psi Eminbend-xx 690.0 ksi <br /> Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade :Select structural Fv 180.0 psi <br /> Ft 1,000.0psi Density 31.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.156)L(0.52) <br /> u D(0.12)Lr(0.2)S(0.25) o b <br /> D(0.156)L(0.52) <br /> d v 8 b b <br /> 8x8 • <br /> Span=7.0 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=13.0 ft,(Floor) <br /> Uniform Load: D=0.0120, Lr=0.020, S=0.0250 ksf, Tributary Width=10.0 ft,(Roof) <5% Over . . OK <br /> Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=13.0 ft,(Floor) <br /> DESIGN SUMMARY Design N.G. <br /> Maximum Bending Stress Ratio = 1.034 1 Maximum Shear Stress Ratio = 0.635 : 1 <br /> Section used for this span 8x8 Section used for this span 8x8 <br /> = 1,551.47 psi = 114.26 psi <br /> = 1,500.00 psi = 180.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 3.500ft Location of maximum on span = 6.387 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.113 in Ratio= 744>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.161 in Ratio= 521>=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=7.0 ft 1 0.344 0.211 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.72 464.33 1350.00 1.28 34.20 162.00 <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=7.0 ft 1 1.034 0.635 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.09 1,551.47 1500.00 4.28 114.26 180.00 <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=7.0 ft 1 0.359 0.220 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.95 673.39 1875.00 1.86 49.59 225.00 <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=7.0 ft 1 0.421 0.258 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.25 725.66 1725.00 2.00 53.44 207.00 <br /> +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=7.0 ft 1 0.766 0.470 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.42 1,436.49 1875.00 3.97 105.79 225.00 <br /> +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> S16 <br />