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Project Title: Bement B2/16 <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Printed: 6 AUG 2021,12:19PM <br /> File:Bement.ec� <br /> Wood Beam Software copyright ENERCALC,INC.19832020,Build:1220.824 <br /> Lic.#:KW-06010288 RB Engineers,Inc. <br /> DESCRIPTION: BM#1 <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 E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 2900 psi Ebend-xx 2000ksi <br /> Fc-Prll 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 0.208)Ltb0.4) <br /> D(1.05)L(2) D(0.091)L(0.28) D(1.05) 52) o 0 <br /> b t b r 8 <br /> D(0.208)L(0.4) <br /> 0 o a o <br /> 5.250 X 11.875 <br /> �Tf Span=14.0 ft <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations. <br /> Load for Span Number 1 <br /> Uniform Load: D=0.0130, L=0.0250 ksf,Extent=0.0->>1.50 ft, Tributary Width=16.0 ft <br /> Uniform Load: D=0.0130, L=0.040 ksf, Tributary Width=7.0 ft <br /> Uniform Load: D=0.0130, L=0.0250 ksf,Extent=12.50->>14.0 ft, Tributary Width=16.0 ft <br /> Point Load: D=1.050, L=2.0k@ 1.50ft <br /> Point Load: D=1.050, L=2.0k@12.50ft <br /> DESIGN SUMMARY Oesi•n OK <br /> Maximum Bending Stress Ratio = 0.481: 1 Maximum Shear Stress Ratio = 0.465 :1 <br /> Section used for this span 5.250 X 11.875 Section used for this span 5.250 X 11.875 <br /> fb:Actual = 1,395.44psi fv:Actual = 134.94 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 = 7.000ft Location of maximum on span = 13.029 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.265 in Ratio= 522>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= <360 <br /> Max Downward Total Deflection 0.371 in Ratio= 4452>=240 <br /> Max Upward Total Deflection 0.000 in Ratio= <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 FiV 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=14.0 ft 1 0.150 0.158 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.04 392.76 2610.00 1.71 41.11 261.00 <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=14,0 ft 1 0.481 0.465 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14,35 1,395.44 2900.00 5.61 134.94 290.00 <br /> +D+0.7501 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 <br /> Length=14.0 ft 1 0.316 0.308 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.77 1,144.77 3625.00 4.63 111.49 362.50 <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=14.0 ft 1 0.051 0.053 1,60 1.000 1.00 1.00 1.00 1.00 1.00 2.42 235.66 4640.00 1.03 24.67 464.00 <br />