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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: 2.131 <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+ 1,700.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 1,700.0 psi Ebend-xx 1,300.0ksi <br /> Fc-Prll 1,400.0 psi Eminbend-xx 660.75 ksi <br /> Wood Species iLevel Truss Joist Fc-Perp 680.0 psi <br /> Wood Grade TimberStrand LSL 1.3E-Beam/Col Fv 400.0 psi <br /> Ft 1,075.0 psi Density 45.010pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.165)L(0.44) <br /> 3.5x11.875 <br /> Span=7.0 ft <br /> r <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 = 11.0 ft <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.318 1 Maximum Shear Stress Ratio = 0.138 : 1 <br /> Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 <br /> fb:Actual = 540.58psi fv:Actual = 55.22 psi <br /> Fb:Allowable = 1,700.00psi Fv:Allowable = 400.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 3.500ft Location of maximum on span = 6.029 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.038 in Ratio= 2230> 360 Span: 1 : L Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.052 in Ratio= 1622-180 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 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=7.0 ft 1 0.096 0.042 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.01 147.43 1530.00 0.42 15.06 360.00 <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 0.318 0.138 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.71 540.58 1700.00 1.53 55.22 400.00 <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=7.0 ft 1 0.208 0.090 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.03 442.29 2125.00 1.25 45.18 500.00 <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=7.0 ft 1 0.033 0.014 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.61 88.46 2720.00 0.25 9.04 640.00 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+L 1 0.0518 3.526 0.0000 0.000 <br /> Page 13 of 52 <br />