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Project Title: <br /> Engineer: <br /> PMJect <br /> Project Descr: <br /> Wood Beam Project File: 10033.ec6] <br /> LIC#:KW-06014008.Build:20.24.05 02 Structural Design Associates (c)ENERCAU;INC ft8 -2323 <br /> DESCRIPTION: main floor beam with point load <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2021,ASCE 7-16 <br /> Load Combination Set :ASCE 7-16 <br /> Material Properties <br /> j Analysis Method : Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 900.0 psi Ebend-xx 1,600 Oksi <br /> Fc-Prll 1,350 0 psi Eminbend-xx 580.Oksi <br /> Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade No.2 Fv 180.0 psi <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling Ft 575.0 psi Density 31 210pcf <br /> - D(1.293)S(0.688) ---- - --- i <br /> D 0.016 L 0.0533 <br /> 2-2x10 <br /> 1 Z <br /> Span=11.50 ft <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=0.0160, L=0.05330 , Tributary Width = 1.0 ft <br /> Point Load : D = 1.293, S=0.5880 k @ 2.0 ft <br /> DESIGN SUMMARY <br /> Maximum Bending Stress Ratio = 0.837 1 Maximum Shear Stress Ratio = 0.447 : 1 <br /> Section used for this span 2-2x10 Section used for this span 2-2x10 <br /> fb:Actual = 952.37psi fv:Actual = 92.54 psi <br /> F'b = 1,138.50 psi F'v = 207.00 psi <br /> Load Combination +D+0.750L+0.750S Load Combination +D+O 750L+0.750S <br /> Location of maximum on span = 2.015ft Location of maximum on span = 0.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.067 in Ratio= 0>=360 Span: 1 : L Only <br /> Max Upward Transient Deflection 0 in Ratio= 2070<360 n/a <br /> Max Downward Total Deflection 0.223 in Ratio= 617> 180 Span: 1 :+D+0.750L+0.750S <br /> Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination Max ress _Ratios omen Values ear Values <br /> Segment Length Span# M V CD CM Ct CLx CF Cfu C i Cr M fb Fb V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=11.50 ft 1 0.720 0.383 0.90 1.00 1.00 1 00 1.100 1 00 1.00 1 00 2.29 641.2 891 0 1 15 62.1 162.0 <br /> +D+L 1 00 1.00 1.00 1.100 1.00 1.00 1 00 00 0.00 0.0 0.0 <br /> Length=11.50 ft 1 0 794 0A25 1.00 1 00 1.00 1.00 1.100 1 00 1.00 1 00 2.80 7864 9900 1 41 76.4 180-0 <br /> +D+S 1.00 1.00 1.00 1.100 1.00 1 00 1.00 00 000 0.0 0.0 <br /> Length=11.50 ft 1 0.802 0.427 1.15 1.00 1 00 1.00 1.100 1.00 1 00 1.00 3.26 9133 1,1385 1 63 88.3 207.0 <br /> +D+0.750L 1.00 1 00 1.00 1.100 1 00 1.00 1.00 00 0.00 0.0 0.0 <br /> Length= 11.50 ft 1 0.605 0.324 1.25 1.00 1.00 1.00 1.100 1.00 1 00 1.00 2.67 7483 1,237.5 1 35 72.8 225.0 <br /> +D+0.750L+0.750S 1.00 1.00 1.00 1.100 100 1.00 1.00 0.0 0.00 0.0 0.0 <br />