Laserfiche WebLink
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: 2.135 <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(0.24)L(0.32) <br /> D(0.0525)L(0.14) <br /> rl <br /> 3.5x11.875 3.5x11.875 <br /> Span=10.0 ft Span=2.0 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 =3.50 ft <br /> Load for Span Number 2 <br /> Point Load : D=0.240, L=0.320 k @ 2.0 ft <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.161: 1 Maximum Shear Stress Ratio = 0.080 : 1 <br /> Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 <br /> fb:Actual = 274.08psi fv:Actual = 32.18 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 = 4.413ft Location of maximum on span = 9.050 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.039 in Ratio= 3064­360 Span: 1 : L Only <br /> Max Upward Transient Deflection -0.018 in Ratio= 2692­360 Span:2: L Only <br /> Max Downward Total Deflection 0.050 in Ratio= 2409-180 Span: 1 : +D+L <br /> Max Upward Total Deflection -0.019 in Ratio= 2488-180 Span:2: +D+L <br /> Maximum Forces &Stresses for Load Combinations <br /> Load Combination Max Stress Katios Moment Values Shear a ues <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=10.0 ft 1 0.046 0.026 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.48 70.02 1530.00 0.26 9.41 360.00 <br /> Length=2.0 ft 2 0.046 0.026 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.48 70.02 1530.00 0.24 9.41 360.00 <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=10.0 ft 1 0.161 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.88 274.08 1700.00 0.89 32.18 400.00 <br /> Length=2.0 ft 2 0.096 0.080 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.12 163.39 1700.00 0.56 32.18 400.00 <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=10.0 ft 1 0.104 0.053 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.52 221.44 2125.00 0.73 26.49 500.00 <br /> Length=2.0 ft 2 0.066 0.053 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.96 140.05 2125.00 0.48 26.49 500.00 <br /> +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Page 16 of 52 <br />