Short Col
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Print Company name Project: BRIDGE OVER F STREET Engineer: YP Project # ShortCol and address here Date: 1/20/04 Copyright © 2004 Subject: RECTANGULAR COLUMN Checker: Page: 1 Yakov Polyakov, PE Date: Capacity Of Eccentrically Loaded Short Column Material Properties 27.00 MPa 24,593 MPa 420.00 MPa 200,000 MPa 0.7 0.75 Height H = 600.00 mm Width B = 600.00 mm 76.2 mm No.bars = 12 1006.4496 1.70% 6,415 kN Maximum calculated capacities: 786 kN-M -786 kN-M 2678 kN 2678 kN X Y mm^2 mm mm 1 510.00 -238.00 538.00 2 510.00 -79.00 538.00 3 510.00 79.00 538.00 4 510.00 238.00 538.00 5 510.00 -238.00 62.00 6 510.00 -79.00 62.00 7 510.00 79.00 62.00 8 510.00 238.00 62.00 9 510.00 -238.00 379.00 10 510.00 238.00 379.00 11 510.00 -238.00 221.00 12 510.00 238.00 221.00 13 Interaction Diagram Factored Loads Capacity D/C Ratio 14 f Pu Mu 15 kN kN-M kN kN-M kN-M % 16 -1799 38 0.750 1 2231 0 #VALUE! #VALUE! 17 -1519 113 0.750 2 3096 0 #VALUE! #VALUE! 18 -1240 181 0.750 3 2278 -494 #VALUE! #VALUE! 19 -960 249 0.750 4 2978 609 #VALUE! #VALUE! 20 -680 317 0.750 5 1084 -523 #VALUE! #VALUE! 21 -400 384 0.750 6 1784 580 #VALUE! #VALUE! 22 -120 449 0.750 7 23 160 510 0.750 8 24 439 564 0.750 9 25 719 608 0.750 10 26 999 651 0.750 11 27 1279 691 0.750 12 28 1559 727 0.750 13 29 1839 748 0.750 14 30 2118 763 0.750 15 31 2398 776 0.750 16 32 2678 786 0.750 17 33 2958 785 0.750 18 34 3238 769 0.750 19 35 3518 751 0.750 20 36 3797 732 0.750 37 4077 711 0.750 38 4357 687 0.750 39 4637 661 0.750 40 4917 632 0.750 5196 599 0.750 5476 563 0.750 5756 522 0.750 6036 481 0.750 6316 431 0.750 [email protected] www.yakpol.net f'c = Ec = fy = Es = fb = fc = rs = ximum Force: fPu(max) = 0.8f[0.85f'c(bh-SAs)+fySAs] = fMb = fMb = fPb = fPb = Reinforci ng Bar No. Steel Area Dist. from Center Dist. from Bottom As fPn fMn fMn -1,000 -500 0 500 1,000 -4,000 -2,000 0 2,000 4,000 6,000 8,000 Column Interaction Diagram Units: kN, kN-M fMn fPn US Metr Units ACI 318-99, AASH ACI 318 Rectangu Circul Section Shape AASHTO seismic
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InputPrint Company nameProject:BRIDGE OVER F STREETEngineer:YPProject #ShortColand address hereDate:1/20/04Copyright 2004Subject:RECTANGULAR COLUMNChecker:Page: 1Yakov Polyakov, PEDate:[email protected] 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
