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Projecl Title: <br /> En ineer: <br /> Project Descr: <br /> _..........._._._._..._....._.._............._.._............ .. ..........._. .. . .. . .... __. _._...................._......._................... ........... <br /> .... <br /> d®d@atRl project File. 10033.ec6 <br /> l ................... <br /> _..._............. ...._...._...._........................, <br /> t_ICN KW-ORU14Q4R,F3ut1t1:20-24.05.p?. Structural Design Asw.iatt s (cj f1+f 12CnLC INC t0R3.20?.3 <br /> DESCRIPTION: exist floor beam with point load <br /> CODE REFERENCES <br /> ............_._..-_-......_.... ......... _. ......... __. ..._.... _.. - ._.. - --- <br /> Calculations per NDS 2018, IBC 2021,ASCE 7-16 <br /> Load Combination Set:ASCE 7-16 <br /> Material Properties -- <br /> -- -- __..... ..--- _ .. .. ---- -.. ....... µ_.....- - ._ <br /> Analysis Method: Allowable Stress Design Fb+ 1600 psi E:Modulus of Elasticity <br /> Load Combination ASCE 7-16 Fb- 1600psi Ebend-xx 1600ksi <br /> Fc-Prll 1100psi Eminbend-xx 580ksi <br /> Wood Species Douglas Fir-Larch Fc- Perp 625 psi <br /> Wood Grade Select structural Fv 170 psi <br /> Ft 950psi Density 31.21 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> i <br /> i 16x1R <br /> i 1 2 <br /> Span=22.750 It <br /> .. . ... . . ..........._.__..._.-........_............ <br /> _.... <br /> Applied Loads Service loads entered.Load Factois will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Uniform Load : D=0.2880, L=1.20, Tributary Width= 1.0 ft <br /> Point Load : D=0.960k tx@4.0ft <br /> DESIGN SUMMARY . .. .. .... <br /> Maximum Sending Stress Ratio - 0.971: 1 Maximum Shear Stress Ratio <br /> Section used for this span 16x18 Section used for this span 16x18 <br /> i <br /> i fb:Actual - 1,489.42psi fv:Actual = 86.36 psi <br /> F'b - 1.534.31 psi F'v = 170.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span 11.292ft Location of maximum on span - 0.000 ft <br /> Span#where maximum occurs - Span#1 Span#where maximum occurs = Span#1 i <br /> Maximum Deflection l <br /> Max Downward Transient Deflection 0.657 in Ratio= 0>-360 Span: 1 :L Only <br /> Max Upward Transient Deflection 0 in Ratio= 415<360 nla <br /> Max Downward Total Deflection 0.833 in Ratio= 327>-240 Span: 1 :+D+L <br /> Max Upward Total Deflection 0 in Ratio= U<240 nla <br /> Maximum Forces& Stresses for Load Combinatio .... <br /> ................ <br /> -...-.. <br /> _ <br /> Segment Length Span# M V CD CM C# CLx C C.I C M - - fb F b V tv F'v <br /> F.... .... y ........_ --- <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=22.750 ft 1 0.226 0.132 0.90 1.00 1.00 1.00 0.959 1.00 1.00 1.00 20.60 312.5 1,380.9 3.66 20.2 153.0 <br /> +D+L 1.00 1.00 1.00 0.959 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=22.750 ft 1 0.971 0.508 1,00 1.00 1.00 1.00 0.959 1.00 1.00 1.00 98.20 1,489.4 1,534.3 15.62 86.4 170.0 <br /> +0+0.750L 1.00 1.00 1.00 0.959 1.00 1.00 1.00 0.0 0,00 0.0 0.0 <br /> E Length=22.760 ft 1 0,623 0.329 1.25 1.00 1.00 1.00 0,959 1.00 1.00 1.00 78.79 1,195.1 1,917.9 12.63 69.8 212.5 <br /> +0.60D 1.00 1.00 1,00 0,959 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=22,760 It 1 0.076 0.046 1.60 1.00 1.00 1.00 0,959 1.00 1,00 1.00 12.36 187.5 2,454.9 2.20 12.1 272.0 <br /> r <br /> I <br />