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Project Title: Bement B11/16 <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Printed: 6 AUG 2021, 2:34PM <br /> Wood Beam File:Bement.ec6 <br /> Software copyright ENERCALC,INC.1983-2020,Bui d:1220.824 <br /> Lk.#:KW-06010288 RB Engineers,Inc. <br /> DESCRIPTION: BM#4 <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+ 2900 psi h:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 2900 psi Ebend-xx 2000ksi <br /> Fc-Pill 2900 psi Eminbend-xx 1016.535ksi <br /> Wood Species :iLevel Truss Joist Fc-Perp 750 psi <br /> Wood Grade :Parallam PSL 2.0E Fv 290 psi <br /> Ft 2025 psi Density 45.07pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(1.55)L(3.75) <br /> i f � <br /> 7.0 X 11.875 7.0 X 11.875 <br /> Span= 12.250 ft Span=3.750 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Load for Span Number 1 <br /> Uniform Load: D=0.10, Tributary Width=1.0 ft <br /> Load for Span Number 2 <br /> Point Load: D=1.550, L=3.750 k @ 3.750 ft <br /> DESIGN SUMMARY Desl.t n OK <br /> Maximum Bending Stress Ratio = 0.500 1 Maximum Shear Stress Ratio = 0.330 :1 <br /> Section used for this span 7.0 X 11.875 Section used for this span 7.0 X 11.875 <br /> fb:Actual = 1,449.69 psi fv:Actual = 95.64 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 = 12.250ft Location of maximum on span = 12.250ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.249 in Ratio= 362>=360 <br /> Max Upward Transient Deflection -0.121 in Ratio= 1218>=360 <br /> Max Downward Total Deflection 0.326 in Ratio= 276>=240 <br /> Max Upward Total Deflection -0.145 in Ratio= 1012>=240 <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 FAr Cr 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=12.250 ft 1 0.162 0.107 0,90 1.000 1.00 1.00 1.00 1.00 1.00 5.81 423.97 2610.00 1.55 27.97 261.00 <br /> Length=3.750 ft 2 0.162 0.107 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.81 423.97 2610,00 1.55 27.97 261.00 <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=12.250 ft 1 0.500 0.330 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.87 1,449.69 2900.00 5.30 95.64 290.00 <br /> Length=3.750 ft 2 0.500 0.330 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.87 1,449.69 2900.00 5.30 95.64 290.00 <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=12.250 ft 1 0.329 0.217 1,25 1.000 1.00 1.00 1.00 1.00 1.00 16.36 1,193.26 3625.00 4.36 78.72 362.50 <br /> Length=3.750 ft 2 0.329 0.217 1.25 1.000 1.00 1,00 1.00 1.00 1.00 16.36 1,193.26 3625.00 4.36 78.72 362.50 <br /> +0.60D 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=12.250 ft 1 0.055 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.49 254.38 4640.00 0.93 16.78 464.00 <br />