CFVR5244 - Isostatic and hiperestatic checking on isostatic solid
Rectangular 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 rectangular 1 x 0.5, with reinforcement of S400 steel.
Load states:
- LS 1: Self weight
- LS 2: Self weight + Prestressing loads
- LS 3: Transverse weight
- LS 4: Prestressing loads
This example is based on "Prestressed concrete, a fundamental approach", 4th edition, page 16.
Element types used in the model: SOLID45 Needed CivilFEM Modules: |
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| Model Statistics | |
| Number of elements | 1024 |
| Number of nodes | 1377 |
| Number of civil materials | 3 |
| Number of cross sections | 17 |
| Number of shell vertices | 0 |
Log file: CFVR5244.DAT
FINISH ~CFCLEAR,,1 ~CFACTIV,PRSC,Y NomFile='CFVR5244' /TITLE,%NomFile%, I&H CHECKING, ISOST SOLID, RECT 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,REC,1,1 ,0.5 ! 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 CSYS,0 NSEL,S,LOC,X,15 NSEL,R,LOC,Y,0 D,ALL,,,,,,UY,UZ CSYS,0 NSEL,S,LOC,X,0 NSEL,R,LOC,Y,0 D,ALL,ALL ALLSEL ! Support beam construction AREA = 0.01 C_DIAMETER = 0.15 ~SBSMDEF,1,H_ELEMS*2+1 ~PCEPDEF,1, 1, 0,0 ~PCEPDEF,2,medcut,-0.400,0 ~PCEPDEF,3, endcut, 0,0 ~PCPPDEF,1, 1, 0,0 ~PCPPDEF,3, endcut, 0,0 Papp = 862207 ~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, /SOLU ACEL,,9.81 SOLVE ! LS 1: Self weight ~PCPL ! Prestressing forces SOLVE ! LS 2: SW + Prestressing ~PCDEL ! Prestressing forces delete ACEL,,,9.81 ! "Transverse" weight SOLVE ! LS 3: SWT ACEL, ~PCPL ! Prestressing forces SOLVE ! LS 4: Prestressing /POST1 !-------------------------------------------------------------------------------------- ! DATA CHECK !-------------------------------------------------------------------------------------- ! Data comparison number NComp = 21 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) = 0.0 $ ~CFGET,VALUE( 1,2),PRSCONC,,KPRES ~CFSET,,2 LABEL( 2) = 'KPRES2' $ VALUE( 2,1) = 1 $ ~CFGET,VALUE( 2,2),PRSCONC,,KPRES ~CFGET,aux1,SOLID,medcut,FORCE,HMZ ~CFGET,aux2,SOLID,medcut,FORCE,IMZ LABEL( 3) = 'HMZ/IMZ'$ VALUE( 3,1) = -1 $ VALUE( 3,2)=aux1/aux2 LABEL( 4) = 'FY' $ VALUE( 4,1) = 0.0 $ ~CFGET,VALUE( 4,2),SOLID,medcut,FORCE, FY LABEL( 5) = 'IFY' $ VALUE( 5,1) = 0.0 $ ~CFGET,VALUE( 5,2),SOLID,medcut,FORCE,IFY ~CFSET,,3 LABEL( 6) = 'KPRES3' $ VALUE( 6,1) = 0.0 $ ~CFGET,VALUE( 6,2),PRSCONC,,KPRES ~CFSET,,1 LABEL( 7) = 'MZ' $ VALUE( 7,1) = 344882.8125 $ ~CFGET,VALUE( 7,2),SOLID,medcut,FORCE, MZ ~CFSET,,3 LABEL( 8) = 'IMY' $ VALUE( 8,1) = 0.0 $ ~CFGET,VALUE( 8,2),SOLID,medcut,FORCE,IMY ~CFSET,,4 LABEL( 9) = 'KPRES4' $ VALUE( 9,1) = 1 $ ~CFGET,VALUE( 9,2),PRSCONC,,KPRES ~CFGET,aux1,SOLID,medcut,FORCE,HMZ ~CFGET,aux2,SOLID,medcut,FORCE,IMZ LABEL(10) = 'Ratio MZ' $ VALUE(10,1) = 1.00 $ VALUE(10,2)=ABS(aux2/(aux2+aux1)) ~CFGET,aux1,SOLID,medcut,FORCE,HFX ~CFGET,aux2,SOLID,medcut,FORCE,IFX LABEL(11) = 'Ratio FX' $ VALUE(11,1) = 1.00 $ VALUE(11,2)=ABS(aux2/(aux1+aux2)) ~CFGET,aux1,SOLID,medcut,FORCE,HFY ~CFGET,aux2,SOLID,medcut,FORCE,IFY LABEL(12) = 'Ratio FY' $ VALUE(12,1) = 0.00 $ VALUE(12,2)=ABS(aux2/aux1) LABEL(13) = 'RFX1' $ VALUE(13,1) = 0.0 $ *GET,VALUE(13,2),NODE,1,RF,FX LABEL(14) = 'RFY1' $ VALUE(14,1) = 0.0 $ *GET,VALUE(14,2),NODE,1,RF,FY LABEL(15) = 'RFZ1' $ VALUE(15,1) = 0.0 $ *GET,VALUE(15,2),NODE,1,RF,FZ LABEL(16) = 'RFY2' $ VALUE(16,1) = 0.0 $ *GET,VALUE(16,2),NODE,2,RF,FY LABEL(17) = 'RFZ2' $ VALUE(17,1) = 0.0 $ *GET,VALUE(17,2),NODE,2,RF,FZ a_parab = 0.0071111111 LABEL(18) = 'YP' $ VALUE(18,1) = a_parab*(-7.5+7.5/h_elems)**2 -0.4 $ ~CFGET,VALUE(18,2),PRSCONC,,TENDON,COORD,Y,1,2 LABEL(19) = 'ZP' $ VALUE(19,1) = 0 $ ~CFGET,VALUE(19,2),PRSCONC,,TENDON,COORD,Z,1,2 LABEL(20) = 'SXYP' $ VALUE(20,1) = 2*a_parab*(-7.5+7.5/h_elems) $ ~CFGET,VALUE(20,2),PRSCONC,,TENDON,COORD,SXY,1,2 ~CFSET,,2 LABEL(21) = 'UYMAX' $ VALUE(21,1) = 0.984E-5 $ *GET,VALUE(21,2),NODE,20,U,Y ! Warning and error tolerances TOLER( 1,1) = 1E-02 $ TOLER( 1,2) = 1E-02 TOLER( 2,1) = 1E-02 $ TOLER( 2,2) = 1E-02 TOLER( 3,1) = 1E-02 $ TOLER( 3,2) = 1E-02 TOLER( 4,1) = 1E-00 $ TOLER( 4,2) = 1E-00 ! FY value is taken as null compared to initial force TOLER( 5,1) = 1E-02 $ TOLER( 5,2) = 1E-02 ! IFY value must be null TOLER( 6,1) = 1E-02 $ TOLER( 6,2) = 1E-02 TOLER( 7,1) = 1E+05 $ TOLER( 7,2) = 1E+05 TOLER( 8,1) = 1E-02 $ TOLER( 8,2) = 1E-02 ! IMY value must be null TOLER( 9,1) = 1E-02 $ TOLER( 9,2) = 1E-02 TOLER( 10,1) = 1E-02 $ TOLER( 10,2) = 1E-02 ! HMZ value is taken as null compared to initial force TOLER( 11,1) = 1E-03 $ TOLER( 11,2) = 1E-03 ! HFX value is taken as null compared to initial force TOLER( 12,1) = 1E-03 $ TOLER( 12,2) = 1E-03 ! HFY value is taken as null compared to initial force TOLER( 13,1) = 1E-03 $ TOLER( 13,2) = 1E-03 ! Nodal reaction forces FX must be null TOLER( 14,1) = 1E-03 $ TOLER( 14,2) = 1E-03 ! Nodal reaction forces FY must be null TOLER( 15,1) = 1E-03 $ TOLER( 15,2) = 1E-03 ! Nodal reaction forces FZ must be null TOLER( 16,1) = 1E-03 $ TOLER( 16,2) = 1E-03 ! Nodal reaction forces FY must be null TOLER( 17,1) = 1E-03 $ TOLER( 17,2) = 1E-03 ! Nodal reaction forces FZ must be null TOLER( 18,1) = 1E-03 $ TOLER( 18,2) = 1E-03 TOLER( 19,1) = 1E-03 $ TOLER( 19,2) = 1E-03 ! ZP value must be null TOLER( 20,1) = 1E-03 $ TOLER( 20,2) = 1E-03 TOLER( 21,1) = 1E-06 $ TOLER( 21,2) = 1E-06 !-------------------------------------------------------------------------------------- ! Results comparison !-------------------------------------------------------------------------------------- COMPARA.MAC |
Results
| Label | Target | CivilFEM | Ratio | Tolerance |
| KPRES1 | 0 | 0 | 0.000 | 0.01 |
| KPRES2 | 1 | 1 | 1.000 | 0.01 |
| HMZ/IMZ | -1 | -1 | 1.000 | 0.01 |
| FY | 0 | -0.28888 | 0.000 | 1 |
| IFY | 0 | 0 | 0.000 | 0.01 |
| KPRES3 | 0 | 0 | 0.000 | 0.01 |
| MZ | 3.4488e+005 | 3.4218e+005 | 1.008 | 1e+005 |
| IMY | 0 | 0 | 0.000 | 0.01 |
| KPRES4 | 1 | 1 | 1.000 | 0.01 |
| Ratio MZ | 1 | 1.0079 | 0.992 | 0.01 |
| Ratio FX | 1 | 1 | 1.000 | 0.001 |
| Ratio FY | 0 | 0 | 0.000 | 0.001 |
| RFX1 | 0 | 0 | 0.000 | 0.001 |
| RFY1 | 0 | 0 | 0.000 | 0.001 |
| RFZ1 | 0 | 0 | 0.000 | 0.001 |
| RFY2 | 0 | 0 | 0.000 | 0.001 |
| RFZ2 | 0 | 0 | 0.000 | 0.001 |
| YP | -0.09375 | -0.093752 | 1.000 | 0.001 |
| ZP | 0 | 0 | 0.000 | 0.001 |
| SXYP | -0.093333 | -0.093335 | 1.000 | 0.001 |
| UYMAX | 9.84e-006 | 9.8403e-006 | 1.000 | 1e-006 |
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