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Project Title: <br /> ' HAREZLAK Engineer: <br /> Project ID: <br /> iENGINEERING 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: 2.67 <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+ 850.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 850.0 psi Ebend-xx 1,300.0 ksi <br /> Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi <br /> Wood Species : Hem-Fir Fc-Perp 405.0 psi <br /> Wood Grade : No.2 Fv 150.0 psi <br /> Ft 525.0 psi Density 26.840pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> a c D(0.225)L(0.6) <br /> o <br /> 44. 4x8 <br /> Span=3.08 <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, L=0.040 ksf, Tributary Width = 15.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.329 1 Maximum Shear Stress Ratio = 0.292 : 1 <br /> Section used for this span 4x8 Section used for this span 4x8 <br /> fb:Actual = 363.24 psi fv:Actual = 43.78 psi <br /> Fb:Allowable = 1,105.00psi Fv:Allowable = 150.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 1.500ft 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 0.008 in Ratio= 4729>=360 Span: 1 : L Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.010 in Ratio= 3439>=180 Span: 1 :+D+L <br /> Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br /> Maximum Forces &Stresses for Load Combinations <br /> Load Combination Max-S f Ratios 1V omen a ues _ - 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=3.0 ft 1 0.100 0.088 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.25 99.07 994.50 0.20 11.94 135.00 <br /> +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=3.0 ft 1 0.329 0.292 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.93 363.24 1105.00 0.74 43.78 150.00 <br /> +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=3.0 ft 1 0.215 0.191 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.76 297.20 1381.25 0.61 35.82 187.50 <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=3.0 ft 1 0.034 0.030 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 59.44 1768.00 0.12 7.16 240.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+L 1 0.0105 1.511 0.0000 0.000 <br /> Page 18 of 56 <br />