Laserfiche WebLink
Project Title: <br /> hm HAREZLAK Engineer: <br /> Project ID: <br /> Ti. 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: 2.B3 <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 1300 ksi <br /> Fc-Pr!! 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 06�S(0. <br /> j 3.5x11.25 <br /> 144 <br /> Of* 3.5x11.25 <br /> =16.0 ft <br /> PI <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 Desi•n OK <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 /> f):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 = 15.066ft <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 C FN 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= 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+5 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+0.7505 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+5 1 0.4396 8.058 0.0000 0.000 <br /> Page 14 of 56 <br />