498 Plate Girder Combined (1)

combinedREPORTPlate Girder DesignSECTION5.0TITLESample Design Check for Moment & Shear CombinedDATE10/9/03FILEcombined_check.xlsTIME4:15 PMCHECK FOR SHEAR AND MOMENT COMBINATIONREFERENCEINPUTPerformance FactorPhi=0.90Web Heighth=1400.00[mm]Web Thicknessw=9.10[mm]Flange Widthb=540.00[mm]Flange Thicknesst=25.40[mm]Material Yield StrengthFy=350.00[Mpa]Transverse Stiffener Distancea=3000.00[mm]Stiffenersstiffeners=(No stiffeners = 0; Stiffeners =1)=1.00Factored ShearVf=750.00[kN]Factored MomentMf=4000.00[kN*m]OUTPUTMOMENT CHECKWeb AreaAw=h * w=12740.00[mm^2]Flange AreaAf=b * t=13716.00[mm^2]Overall Girder Depthd=h + 2*t=1450.80[mm]Elastic Section ModulusS=(1/(6*d))*((b*d^3)-(b-w)*(d-2*t)^3)=2.21E+07[mm^3]HSC 7-59Moment Resistances:Basic Moment ResistanceMr_basic=Phi * S * Fy / 1000000=6955[kN*m]$13.5(b)Red. Moment ResistanceMr'=Mr_basic*(1-(0.0005*Aw/Af)*((h/w)-(1900/(Mf*1000000/(Phi*S))^0.5)))=6891[kN*m]$15.4To Select Which Moment to Use, Obtain Ratios:Actual Width Thickness Ratiohw_ratio=h/w=154Max Width Thickness Ratiomax_hw_ratio=1900/(sqrt(Mf/(Phi*S))*sqrt(1000000))=134$11.2 Table 1Moment ResistanceMr=IF(hw_ratio>max_hw_ratio,Mr',Mr_basic)=6891[kN*m]$15.4Moment CheckIF(Mf/Mr