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Project Title: <br /> flHAREZLAK Project ID:Engineer: <br /> i ENGINEERING Project Descr: <br /> Wood Beam Project File:Moon RES.ec6 <br /> LIC#:KW-06017599,Build:20.22.3.16 HAREZLAK ENGINEERING (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: R.B1 <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set:ASCE 7-16 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 850 psi Ebend-xx 1300 ksi <br /> Fc-Pr!! 1300 psi Eminbend-xx 470ksi <br /> Wood Species : Hem-Fir Fc-Perp 405 psi <br /> Wood Grade : No.2 Fv 150 psi <br /> Ft 525 psi Density 26.84 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.24)S(0.4) <br /> v v r <br /> 4041 4x8 Alk <br /> Span=6.0 ft <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Uniform Load : D =0.0150, S=0.0250 ksf, Tributary Width= 16.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.887: 1 Maximum Shear Stress Ratio = 0.528 : 1 <br /> Section used for this span 4x8 Section used for this span 4x8 <br /> fb:Actual = 1,127.15psi fv:Actual = 91.13 psi <br /> Fb:Allowable = 1,270.75 psi Fv:Allowable = 172.50 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 3.000ft 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 0.081 in Ratio= 886>=360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.130 in Ratio= 554>=180 Span: 1 : +D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V Cd CFN 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=6.0 ft 1 0.425 0.253 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.08 422.68 994.50 0.58 34.17 135.00 <br /> +D+5 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=6.0 ft 1 0.887 0.528 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.88 1,127.15 1270.75 1.54 91.13 172.50 <br /> +D+0.7505 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=6.0 ft 1 0.748 0.446 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.43 951.03 1270.75 1.30 76.89 172.50 <br /> +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=6.0 ft 1 0.143 0.085 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.65 253.61 1768.00 0.35 20.50 240.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max. "+"Defl Location in Span <br /> +D+5 1 0.1299 3.022 0.0000 0.000 <br /> Page 8 of 56 <br />