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Project Title: <br /> H A R E Z LA K 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.B6 <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+ 2,900.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 2,900.0 psi Ebend-xx 2,000.0 ksi <br /> Fc-Pr!! 2,900.0 psi Eminbend-xx 1,016.54ksi <br /> Wood Species : iLevel Truss Joist Fc-Perp 750.0 psi <br /> Wood Grade : Parallam PSL 2.0E Fv 290.0 psi <br /> Ft 2,025.0 psi Density 45.070pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.15)L(0.4) D(0.15)L(0.4) <br /> e b e b C b o 0 <br /> 411111 5.25x11.87541* 5.25x11.875 <br /> 4. <br /> Span=18.50 ft Span= 10.0 ft <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Load for Span Number 1 <br /> Uniform Load : D =0.0150, L=0.040 ksf, Tributary Width= 10.0 ft <br /> Load for Span Number 2 <br /> Uniform Load : D=0.0150, L= 0.040 ksf, Tributary Width = 10.0 ft <br /> DESIGN SUMMARY Desi•n OK <br /> Maximum Bending Stress Ratio = 0.593: 1 Maximum Shear Stress Ratio = 0.459 : 1 <br /> Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 <br /> fb:Actual = 1,720.02psi fv:Actual = 133.10 psi <br /> Fb:Allowable = 2,900.00psi Fv:Allowable = 290.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 18.500ft Location of maximum on span = 17.570 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.404 in Ratio= 548>=360 Span: 1 : L Only <br /> Max Upward Transient Deflection -0.041 in Ratio= 2910>=360 Span:2: L Only <br /> Max Downward Total Deflection 0.556 in Ratio= 399>=240 Span: 1 : +D+L <br /> Max Upward Total Deflection -0.057 in Ratio= 2117>=240 Span:2: +D+L <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 C L M fb F'b V Iv F'v <br /> D Only 0.00 0.00 0.00 0.00 <br /> Length= 18.50 ft 1 0.180 0.139 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.82 469.10 2610.00 1.51 36.30 261.00 <br /> Length= 10.0 ft 2 0.180 0.139 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.82 469.10 2610.00 1.09 36.30 261.00 <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= 18.50 ft 1 0.593 0.459 1.00 1.000 1.00 1.00 1.00 1.00 1.00 17.69 1,720.02 2900.00 5.53 133.10 290.00 <br /> Length=10.0 ft 2 0.593 0.459 1.00 1.000 1.00 1.00 1.00 1.00 1.00 17.69 1,720.02 2900.00 4.00 133.10 290.00 <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= 18.50 ft 1 0.388 0.300 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.47 1,407.29 3625.00 4.53 108.90 362.50 <br /> Length= 10.0 ft 2 0.388 0.300 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.47 1,407.29 3625.00 3.27 108.90 362.50 <br /> +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Page 17 of 56 <br />