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Project Title: <br />Engineer: <br />Project 10: <br />Project Oeser: <br />DESCRIPTION: CB-1 -Ceiling Beam <br />CODE F?EFERENCES <br />Calculations per NOS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set: ASCE 7-16 <br />r~~<l~ruaJ_~~"?EIE!~f!i~~-- <br />Analysis Method : Allowable Stress Design <br />Load Combination ASCE 7-16 <br />Wood Species <br />Wood Grade <br />Douglas Fir-Larch <br />No.2 <br />Fb + <br />Fb- <br />Fe-Prll <br />Fe-Perp <br />Fv <br />Ft <br />Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br />0(0.412) <br />Span = 9.50 ft <br />900.0 psi <br />900.0 psi <br />1,350.0 psi <br />625.0 psi <br />180.0 psi <br />575.0 psi <br />E : Modulus of Elasticity <br />Ebend-xx 1 ,600.0 ksi <br />Eminbend-xx 580.0ksi <br />Density 31.210pcf <br />Service loads entered. Load Factors will be applied for calculations. <br />f3eam self weight calculated and added to loading <br />Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 3.0 ft, (Roof Loads) <br />Point Load: D = 0.4120 k@ 4.750 ft, (From HIP-2) <br />Point Load: D = 0.4120 k@ 4.750 ft, (From HIP-2) <br />DES.!GN$VMIVIABX <br />IVlaximum Bending Stress Ratio = 0.671: 1 Maximum Shear Stress Ratio <br />Section used for this span 4x10 Section used for this span <br />fb: Actual = 652.28psi fv: Actual <br />F'b = 972.00psi F'v <br />Load Combination DOnly Load Combination <br />Location of maximum on span = 4.750ft Location of maximum on span <br />Span #where maximum occurs = Span# 1 Span #where maximum occurs <br />fltlaximurn Deflection <br />IVlax Downward Transient Deflection 0.030 in Ratio= 3806>=360 Span: 1 : Lr Only <br />Max Upward Transient Deflection 0 in Ratio= 0<360 nla <br />Max Downward Total Deflection 0.133 in Ratio= 859>=180 Span: 1 : +D+Lr <br />Max Upward Total Deflection 0 in Ratio= 0<180 nla <br />1\fimdmum IForces & Stresses for load Combinations Lo-aci' c01-fi1i1ilatlcii1·-·---l'iilaX-stress Rabos l'iiloment 'ilalues ----c. C r Segment Length Span# M v CD CM Ct CLx Cp Cfu I M fb <br />---··---~---·--·---·--·--···-- <br />D Only <br />Length = 9.50 ft 0.671 0.194 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.71 652.3 <br />>D+i_r 1.00 1.00 1.00 1.200 1.00 1.00 1.00 <br />Length = 9.£i0 ft 0.604 0.189 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.39 815.0 <br />+D+O. 750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 <br />Length= 9.50 ft 0.574 0.177 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.22 774.3 <br />+0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 <br />Length "' 9 .l10 ft 0.226 0.066 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.63 391.4 <br />= 0.194: 1 <br />4x10 <br />= 31.47 psi <br />= 162.00 psi <br />DOnly <br />= 8.737 ft <br />= Span# 1 <br />Sfiear 'ilalues <br />F'b v fv F'v <br />0.0 0.00 0.0 0.0 <br />972.0 0.68 31.5 162.0 <br />0.0 0.00 0.0 0.0 <br />1,350.0 0.92 42.6 225.0 <br />0.0 0.00 0.0 0.0 <br />1,350.0 0.86 39.8 225.0 <br />0.0 0.00 0.0 0.0 <br />1,728.0 0.41 18.9 288.0 <br />ly