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Project Title: <br /> H <br /> EH A R E Z LA K Engineer: <br /> Project ID: <br /> iENGINEERING ProjectDescr: <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: 2.133 <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+ 1700 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 1700 psi Ebend-xx 1300ksi <br /> Fc-Prll 1400 psi Eminbend-xx 660.75 ksi <br /> Wood Species iLevel Truss Joist Fc-Perp 680 psi <br /> Wood Grade TimberStrand LSL 1.3E-Beam/Col Fv 400 psi <br /> Ft 1075 psi Density 45.01 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.060(0.1) <br /> 3.5x 11.25 <br /> Span=16.0ft <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 =4.0 ft <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.426 1 Maximum Shear Stress Ratio = 0.094 : 1 <br /> Section used for this span 3.5x11.25 Section used for this span 3.5x11.25 <br /> fb:Actual = 832.20psi fv:Actual = 43.07 psi <br /> Fb:Allowable = 1,955.00psi Fv:Allowable = 460.00 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 8.000ft Location of maximum on span = 15.066 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.275 in Ratio= 698> 360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.440 in Ratio= 436> 240 Span: 1 : +D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<240 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 Ci 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= 16.0 ft 1 0.204 0.045 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.92 312.08 1530.00 0.42 16.15 360.00 <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=16.0 ft 1 0.426 0.094 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.12 832.20 1955.00 1.13 43.07 460.00 <br /> +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=16.0 ft 1 0.359 0.079 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.32 702.17 1955.00 0.95 36.34 460.00 <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=16.0 ft 1 0.069 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.15 187.25 2720.00 0.25 9.69 640.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+S 1 0.4396 8.058 0.0000 0.000 <br /> Page 14 of 52 <br />