CFVR5245 - Primary and secondary forces and moments checking on isostatic solid
T cross section.
The model is a prestressed beam 15 m length.
The beam is made of C16/20 concrete and the tendons are made of Gr250 steel.
The section is a T one with reinforcement of S400 steel. It has the following dimensions:
- h = 1 m
- tw = 0.5 m
- b = 1 m
- tf = 0.3 m
- Self weight
- Prestressing loads
Element types used in the model: SOLID45 Needed CivilFEM Modules: |
|
| Model Statistics | |
| Number of elements | 448 |
| Number of nodes | 765 |
| Number of civil materials | 3 |
| Number of cross sections | 17 |
| Number of shell vertices | 0 |
Log file: CFVR5245.DAT
FINISH ~cfclear,,1 ~CFACTIV,PRSC,Y NomFile='CFVR5245' /TITLE,%NomFile%, I&H CHECKING, ISOST SOLID, T SECTION ! ------------------------------------------------------------------------------------- ! Initial data ! ------------------------------------------------------------------------------------- ! CivilFEM SETUP ~UNITS,SI ~CODESEL,,EC2-91,EC2-91 ~CFACTIV,PRSC,Y ! Preprocessor /PREP7 ! Material Definition ~CFMP,1,LIB,CONCRETE,EC2,C16/20 ~CFMP,2,LIB,REINF,CEB,S400 ~CFMP,3,LIB,PREST,ASTMA416,Gr250 ! Parameters for not considering prestressing losses. ~CFMP,3,Prest,MU,,0 ~CFMP,3,Prest,K ,,0 ~CFMP,3,Prest,A ,,0 ! Element Type Definition ET,1,SOLID45 ! Cross-section definition ~CSECDMS,1,T,1,1 ,0.5,1 ,0.3,0 ,0 ,0 ,0 ,2 ,2 !~TREFINE,1 ! Model Construction k,1 k,2,15 l,1,2 lsel,none ~SEC2DOU,1,0,1 lesize,all,,,1 vdrag,all,,,,,,1 h_elems = 8 siz = 15/(h_elems*2) esize,siz lsel,all vmesh,all medcut = h_elems+1 endcut = h_elems*2+1 *do,i,0,h_elems*2 local,11+i,0,i*siz nsel,s,loc,x,0 esln,s *if,i,EQ,0,then nsel,s,loc,x, siz *else nsel,s,loc,x,-siz *endif esln,r nsel,s,loc,x,0 ~SLDSEC, i+1, 1, 11+i *enddo nsel,s,loc,x,0 nsel,r,loc,y,-1 d,all,uy,0,,,,uz, csys,0 nsel,s,loc,x,0 nsel,r,loc,y,-1 d,all,ux,0,,,,uy,uz, ALLS ! Support beam construction area = 0.01 c_diameter = 0.15 ~SBSMDEF,1,h_elems*2+1 ~PCEPDEF,1, 1, 0,0 ~PCEPMDF,1,MOVE,CG ~PCEPDEF,2,medcut,-0.900,0 ~PCEPDEF,3, endcut, 0,0 ~PCEPMDF,3,MOVE,CG ~PCPPDEF,1, 1, 0,0 ~PCPPDEF,3, endcut, 0,0 Papp = 932258.79 ~PCTNDEF,1,3,area,c_diameter,Papp ,Papp ,0 ~PCTNMDF,1,EADD,1. ~PCTNMDF,1,EADD,2. ~PCTNMDF,1,EADD,3. ~PCTNMDF,1,PADD,1. ~PCTNMDF,1,PADD,3. ~PCTNMDF,1,METHOD,1 ~PCTNMDF,1,EPAROUT,1,0 ~PCTNMDF,1,EPARIN,2,0 ~PCLOSS,0,0,0,0.8, FINISH /SOLU ~PCPL ! Prestressing forces SOLVE ! Calculation ACEL,,9.81 SOLVE FINISH /POST1 !-------------------------------------------------------------------------------------- ! DATA CHECK !-------------------------------------------------------------------------------------- ! Data comparison number NComp = 12 NComp_ch = 0 ! Matrix dim. *DIM,LABEL,CHAR,Ncomp,1 *DIM,LABEL_CH,CHAR,Ncomp_ch,1 *DIM,VALUE,,Ncomp,3 *DIM,VALUE_CH,CHAR,Ncomp_ch,3 *DIM,TOLER,,Ncomp,2 ! Labels, Correct data, obtained data !-------------------------------------------------------------------------------------- ~CFSET,,1 LABEL( 1) = 'KPRES1' $ VALUE( 1,1) = 1 $ ~CFGET,VALUE( 1,2),PRSCONC,,KPRES ~CFGET,aux1,SOLID,medcut,FORCE, MZ,J, ~CFGET,aux2,SOLID,medcut,FORCE,IMZ,J, LABEL( 2) = 'MZ/IMZ' $ VALUE( 2,1) = 1 $ VALUE( 2,2)=aux1/aux2 ~CFGET,aux1,SOLID,medcut,FORCE, FX,J, ~CFGET,aux2,SOLID,medcut,FORCE,IFX,J, LABEL( 3) = 'FX/IFX' $ VALUE( 3,1) = 1 $ VALUE( 3,2)=aux1/aux2 ~CFGET,aux1,SOLID,medcut,FORCE,HFY,J, ~CFGET,aux2,SOLID,medcut,FORCE,IFY,J, LABEL( 4) = 'HFY' $ VALUE( 4,1) = 7102 $ VALUE( 4,2)=ABS(aux1) LABEL( 5) = 'RFX1' $ VALUE( 5,1) = 0.0 $ *GET,VALUE( 5,2),NODE,1,RF,FX LABEL( 6) = 'RFY1' $ VALUE( 6,1) = 0.0 $ *GET,VALUE( 6,2),NODE,1,RF,FY LABEL( 7) = 'RFZ1' $ VALUE( 7,1) = 0.0 $ *GET,VALUE( 7,2),NODE,1,RF,FZ LABEL( 8) = 'RFY2' $ VALUE( 8,1) = 0.0 $ *GET,VALUE( 8,2),NODE,2,RF,FY LABEL( 9) = 'RFZ2' $ VALUE( 9,1) = 0.0 $ *GET,VALUE( 9,2),NODE,2,RF,FZ ~CFSET,,2 LABEL(10) = 'KPRES2' $ VALUE(10,1) = 1 $ ~CFGET,VALUE(10,2),PRSCONC,,KPRES ~CFGET,aux1,SOLID,medcut,FORCE,HMZ,J, ~CFGET,aux2,SOLID,medcut,FORCE,IMZ,J, LABEL(11) = 'HMZ/IMZ' $ VALUE(11,1) = -1 $ VALUE(11,2)=aux1/aux2 LABEL(12) = 'UYMAX' $ VALUE(12,1) = -0.35E-4 $ *GET,VALUE(12,2),NODE,708,U,Y ! Warning and error tolerances *DO,II,1,NComp TOLER(II,1) = 1E-8 TOLER(II,2) = 1E-8 *ENDDO TOLER( 2,1) = 1E-2 $ TOLER( 2,2) = 1E-2 TOLER( 3,1) = 1E-4 $ TOLER( 3,2) = 1E-4 TOLER( 4,1) = 1E+2 $ TOLER( 4,2) = 1E+2 TOLER( 11,1) = 1E-2 $ TOLER( 11,2) = 1E-2 TOLER( 12,1) = 1E-6 $ TOLER( 12,2) = 1E-6 !-------------------------------------------------------------------------------------- ! Results comparison !-------------------------------------------------------------------------------------- COMPARA.MAC |
Results
| Label | Target | CivilFEM | Ratio | Tolerance |
| KPRES1 | 1 | 1 | 1.000 | 1e-008 |
| MZ/IMZ | 1 | 0.99212 | 1.008 | 0.01 |
| FX/IFX | 1 | 0.99997 | 1.000 | 0.0001 |
| HFY | 7102 | 7102 | 1.000 | 100 |
| RFX1 | 0 | 0 | 0.000 | 1e-008 |
| RFY1 | 0 | 0 | 0.000 | 1e-008 |
| RFZ1 | 0 | 0 | 0.000 | 1e-008 |
| RFY2 | 0 | 0 | 0.000 | 1e-008 |
| RFZ2 | 0 | 0 | 0.000 | 1e-008 |
| KPRES2 | 1 | 1 | 1.000 | 1e-008 |
| HMZ/IMZ | -1 | -1.0004 | 1.000 | 0.01 |
| UYMAX | -3.5e-005 | -3.5949e-005 | 0.973 | 1e-006 |
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