InputPrint Company nameProject:BRIDGE OVER F STREETEngineer:YPProject #ShortColand address hereDate:1/20/04Copyright 2004Subject:RECTANGULAR COLUMNChecker:Page: 1Yakov Polyakov, PEDate:yakov@yakpol.netwww.yakpol.netCapacity Of Eccentrically Loaded Short ColumnMaterial Propertiesf'c =27.00MPaEc =24,593MPafy =420.00MPaEs =200,000MPafb =0.7fc =0.75Height H =600.00mmWidth B =600.00mm076.2mmNo.bars =1201006.44960rs =1.70%Maximum Force: fPu(max) = 0.8f[0.85f'c(bh-SAs)+fySAs] =6,415kNMaximum calculated capacities:fMb =786kN-MfMb =-786kN-MfPb =2678kNfPb =2678kNReinforcing Bar No.SteelAreaDist. from CenterDist. fromBottomAsXYmm^2mmmm1510.00-238.00538.002510.00-79.00538.003510.0079.00538.004510.00238.00538.005510.00-238.0062.006510.00-79.0062.007510.0079.0062.008510.00238.0062.009510.00-238.00379.0010510.00238.00379.0011510.00-238.00221.0012510.00238.00221.0013Interaction DiagramFactored LoadsCapacityD/C Ratio14fPnfMnfPuMufMn15kNkN-MkNkN-MkN-M%16-1799380.7501223107690%17-15191130.7502309607770%18-12401810.75032278-494-77164%19-9602490.7504297860978478%20-6803170.75051084-523-66379%21-4003840.7506178458074478%22-1204490.750700%231605100.750800%244395640.750900%257196080.7501000%269996510.7501100%2712796910.7501200%2815597270.7501300%2918397480.7501400%3021187630.7501500%3123987760.7501600%3226787860.7501700%3329587850.7501800%3432387690.7501900%3535187510.7502000%3637977320.7503740777110.7503843576870.7503946376610.7504049176320.75051965990.75054765630.75057565220.75060364810.75063164310.75065963770.750659600.750-1799-380.750-1519-1130.750-1240-1810.750-960-2490.750-680-3170.750-400-3840.750-120-4490.750160-5100.750439-5640.750719-6080.750999-6510.7501279-6910.7501559-7270.7501839-7480.7502118-7630.7502398-7760.7502678-7860.7502958-7850.7503238-7690.7503518-7510.7503797-7320.7504077-7110.7504357-6870.7504637-6610.7504917-6320.7505196-5990.7505476-5630.7505756-5220.7506036-4810.7506316-4310.7506596-3770.750659600.750

Input

Interaction DiagramFactored LoadsfMnfPnColumn Interaction Diagram Units: kN, kN-M

Calculations0-0.160060060000

Reinforcing AreaConcrete Outline

Sheet1Sum of Forces = 0Sum of Moments = 0a513.1609907737mm-0.85f'c(ab)=-7066.227kNS(Asfs(Ys-h/2)) =185kN-Mb10.85S(As*fs)=-1465.356kN-0.85f'c(ab)(a/2-h/2) =306.8kN-MPu6875.5kNPu/f9167.303kNMu/f =491.7kN-MMu369kN-MTotal635.720ACI 318-99ACI 318-02AASHTOf0.750.750.75zeroM540119.4460527860.1f'cAg =972kNfPu(max) = 0.8f[0.85f'c(bh-As)+fyAs] =6415.2kNForce Converter1000S(As)=6120.00mm^2MomentConverter1000000fPu(min) = f(fySAs) =-1799.28kNUnits12UnitsSICurrentUnitsSISteelAreaDist from BottomStrain inReinf. BarStress in Reinf. BarCode:1ACI 318-99AsYsesfsColumn Interaction Diagrammm^2mmMPaUnits: Kip, Kip-ft151062-0.002692-397.05Section Shape1Rectangular251062-0.002692-397.05351062-0.002692-397.05451062-0.002692-397.05Asection =3600005510538-0.000327-42.3639951532R3006510538-0.000327-42.3639951532ALPHA =0.78053577587510538-0.000327-42.3639951532Ac =307896.594464194Area in Compression8510538-0.000327-42.3639951532Y =43.4195046132C.G. of compression area (from center)9510221-0.001902-357.411325146610510221-0.001902-357.411325146611510379-0.001117-200.384580228712510379-0.001117-200.3845802287130.0000000140.0000000150.0000000160.0000000170.0000000180.0000000190.0000000200.0000000210.0000000220.0000000230.0000000240.0000000250.0000000260.0000000270.0000000280.0000000290.0000000300.0000000310.0000000320.0000000330.0000000340.0000000350.0000000360.0000000370.0000000380.0000000390.0000000400.00000000000000000000000

USMetricUnitsACI 318-99, AASHTO staticACI 318-02RectangularCircularSection ShapeAASHTO seismic Zone 3Solve Changing compression depth

XYMaxMinCircular Concrete Plota=Calculations!$B$20.79-729-9XYAs=OFFSET(FirstReinf,0,1,Nb,1)0.79-2.33333333332240300300As_=OFFSET(As,0,0,COUNT(As),1)0.792.33333333332DX =18289.7777478867377.6457135308B=Input!$B$160.7972DY=24259.8076211353450Bar_Area=Input!$B$190.79-78.6666666667Plot of diagonal212.132034356512.132034356Betta1=Calculations!$B$30.7978.6666666667to control XY scale150559.8076211353Btemp=Sheet1!$F$130.79-715.3333333333xy77.6457135308589.7777478867xyclr=Input!$B$170.79715.3333333333-12.0000.0000600-300.000-0.100Code=Calculations!$H$150.79-72212.00024.000-77.6457135308589.7777478867300.000600.000conc_chart_X=CHOOSE(Shape,Sheet1!$M$14:$M$18,Sheet1!$J$3:$J$27)0.79-2.333333333322Dialog box Concrete plot-150559.8076211353Permanentconc_chart_Y=CHOOSE(Shape,Sheet1!$N$14:$N$18,Sheet1!$K$3:$K$27)0.792.333333333322H =24-212.132034356512.132034356Rectangular Concrete plotCurrentUnits=Calculations!$H$140.79722B =18-259.8076211353450Ec=Input!$E$10-90-289.7777478867377.6457135308-3000Es=Input!$E$11-924-300300-300600fc=Input!$B$10924-289.7777478867222.3542864692300600FirstAs=Input!$A$2990-259.80762113531503000FirstP=Input!$F$44-90-212.13203435687.867965644-3000FirstReinf=Calculations!$A$18-15040.1923788647FirstX=Sheet1!$B$11-77.645713530810.2222521133ForceConverter=Calculations!$I$9-00fs=OFFSET(As,0,3)77.645713530810.2222521133Fy=Input!$B$1115040.1923788647H=Input!$B$15212.13203435687.867965644Htemp=Sheet1!$F$12259.8076211353150MomentConverter=Calculations!$I$10289.7777478867222.3542864692Ms=Calculations!$I$2300300Mu=Calculations!$B$5Nb=Input!$B$18phi_b=Input!$B$12phi_c=Input!$B$13phi02=Calculations!$C$7phi99=Calculations!$B$7Pmax=Calculations!$E$9Pmin=Calculations!$E$11Pneg=Input!$F$77:$F$108Ppos=Input!$F$44:$F$75Pu=Calculations!$B$4reinf_X=OFFSET(Input!$C$29:$C$68,0,0,Nb)reinf_y=OFFSET(Input!$D$29:$D$68,0,0,Nb)Shape=Calculations!$H$18Strain=OFFSET(As_,0,2)UnitForce=IF(Units="US","kip","kN")UnitLength=IF(Units="US","in","mm")UnitMoment=IF(Units="US","kip-ft","kN-M")Units=Calculations!$H$13Units1=Calculations!$H$12UnitStress=IF(Units="US","ksi","MPa")X=OFFSET(FirstX,0,0,COUNT(Sheet1!$B:$B))Y=OFFSET(X,0,1)ys=OFFSET(As,0,1)Zero=Calculations!$E$5zeroM=Calculations!$E$7