Force-Based Beam-Column Element: Difference between revisions

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This command is used to construct a force beam element object, which is based on the non-iterative (or iterative) force formulation, and considers the spread of plasticity along the element.
This command is used to construct a force beam element object, which is based on the non-iterative (or iterative) force formulation, and considers the spread of plasticity along the element.


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NOTE:
NOTE:


The default integration along the element is based on Gauss-Lobatto quadrature rule (two integration points at the element ends).
*The default integration along the element is based on Gauss-Lobatto quadrature rule (two integration points at the element ends).


The default element is prismatic, i.e. the beam is represented by the section model identified by $secTag at each integration point.
*The default element is prismatic, i.e. the beam is represented by the section model identified by $secTag at each integration point.


The -iter switch enables the iterative form of the flexibility formulation. Note that the iterative form can improve the rate of global convergence at the expense of more local element computation.
*The -iter switch enables the iterative form of the flexibility formulation. Note that the iterative form can improve the rate of global convergence at the expense of more local element computation.


The valid queries to a nonlinear beam-column element when creating an ElementRecorder object are 'force,' 'stiffness,' and 'section $secNum secArg1 secArg2...' Where $secNum refers to the integration point whose data is to be output.
*The valid queries to a nonlinear beam-column element when creating an ElementRecorder object are 'force,' 'stiffness,' and 'section $secNum secArg1 secArg2...' Where $secNum refers to the integration point whose data is to be output.




EXAMPLE:
EXAMPLE:


element truss 1 2 4 5.5 9; # truss tag 1 between nodes 2 and 4 with area 5.5 and uses material 9
element forceBeamColumn 1 2 4 5 8 9; # force beam column elementwith tag 1 between nodes 2 and 4 with 5 integration points, each using section 8, and the element uses geometric transformation 9




REFERENCES:
REFERENCES:
Neuenhofer, Ansgar, FC Filippou. Geometrically Nonlinear Flexibility-Based Frame Finite Element. ASCE Journal of Structural Engineering, Vol. 124, No. 6, June, 1998. ISSN 0733-9445/98/0006-0704-0711. Paper 16537. pp. 704-711.


Neuenhofer, Ansgar, FC Filippou. Evaluation of Nonlinear Frame Finite-Element Models. ASCE Journal of Structural Engineering, Vol. 123, No. 7, July, 1997. ISSN 0733-9445/97/0007-0958-0966. Paper No. 14157. pp. 958-966.
*Neuenhofer, Ansgar, FC Filippou. Geometrically Nonlinear Flexibility-Based Frame Finite Element. ASCE Journal of Structural Engineering, Vol. 124, No. 6, June, 1998. ISSN 0733-9445/98/0006-0704-0711. Paper 16537. pp. 704-711.
 
*Neuenhofer, Ansgar, FC Filippou. Evaluation of Nonlinear Frame Finite-Element Models. ASCE Journal of Structural Engineering, Vol. 123, No. 7, July, 1997. ISSN 0733-9445/97/0007-0958-0966. Paper No. 14157. pp. 958-966.


Neuenhofer, Ansgar, FC Filippou. ERRATA -- Geometrically Nonlinear Flexibility-Based Frame Finite Element. ASCE Journal of Structural Engineering, Vol. 124, No. 6, June, 1998. ISSN 0733-9445/98/0006-0704-0711. Paper 16537. pp. 704-711.
*Neuenhofer, Ansgar, FC Filippou. ERRATA -- Geometrically Nonlinear Flexibility-Based Frame Finite Element. ASCE Journal of Structural Engineering, Vol. 124, No. 6, June, 1998. ISSN 0733-9445/98/0006-0704-0711. Paper 16537. pp. 704-711.


Taucer, Fabio F, E Spacone, FC Filippou. A Fiber Beam-Column Element for Seismic Response Analysis of Reinforced Concrete Structures. Report No. UCB/EERC-91/17. Earthquake Engineering Research Center, College of Engineering, University of California, Berkeley. December 1991.
*Taucer, Fabio F, E Spacone, FC Filippou. A Fiber Beam-Column Element for Seismic Response Analysis of Reinforced Concrete Structures. Report No. UCB/EERC-91/17. Earthquake Engineering Research Center, College of Engineering, University of California, Berkeley. December 1991.


Spacone, Enrico, V Ciampi, FC Filippou. A Beam Element for Seismic Damage Analysis. Report No. UCB/EERC-92/07. Earthquake Engineering Research Center, College of Engineering, University of California, Berkeley. August 1992.
*Spacone, Enrico, V Ciampi, FC Filippou. A Beam Element for Seismic Damage Analysis. Report No. UCB/EERC-92/07. Earthquake Engineering Research Center, College of Engineering, University of California, Berkeley. August 1992.


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Code Developed by: <span style="color:blue"> Micheal Scott, Oregon State Unievrsity </span>
Code Developed by: <span style="color:blue"> Micheal Scott, Oregon State Unievrsity </span>

Revision as of 23:52, 1 October 2009

This command is used to construct a force beam element object, which is based on the non-iterative (or iterative) force formulation, and considers the spread of plasticity along the element.

element forceBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens> <-iter $maxIters $tol>

Alternative command (kept for backward compatability) is:

element nonlinearBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens> <-iter $maxIters $tol>




$eleTag unique element object tag
$iNode $jNode end nodes
$numIntgrPts number of integration points along the element.
$secTag identifier for previously-defined section object
$transfTag identifier for previously-defined coordinate-transformation (CrdTransf) object
$massDens element mass density (per unit length), from which a lumped-mass matrix is formed (optional, default=0.0)
$maxIters maximum number of iterations to undertake to satisfy element compatibility (optional, default=1)
$tol tolerance for satisfaction of element compatibility (optional, default=10-16)


NOTE:

  • The default integration along the element is based on Gauss-Lobatto quadrature rule (two integration points at the element ends).
  • The default element is prismatic, i.e. the beam is represented by the section model identified by $secTag at each integration point.
  • The -iter switch enables the iterative form of the flexibility formulation. Note that the iterative form can improve the rate of global convergence at the expense of more local element computation.
  • The valid queries to a nonlinear beam-column element when creating an ElementRecorder object are 'force,' 'stiffness,' and 'section $secNum secArg1 secArg2...' Where $secNum refers to the integration point whose data is to be output.


EXAMPLE:

element forceBeamColumn 1 2 4 5 8 9; # force beam column elementwith tag 1 between nodes 2 and 4 with 5 integration points, each using section 8, and the element uses geometric transformation 9


REFERENCES:

  • Neuenhofer, Ansgar, FC Filippou. Geometrically Nonlinear Flexibility-Based Frame Finite Element. ASCE Journal of Structural Engineering, Vol. 124, No. 6, June, 1998. ISSN 0733-9445/98/0006-0704-0711. Paper 16537. pp. 704-711.
  • Neuenhofer, Ansgar, FC Filippou. Evaluation of Nonlinear Frame Finite-Element Models. ASCE Journal of Structural Engineering, Vol. 123, No. 7, July, 1997. ISSN 0733-9445/97/0007-0958-0966. Paper No. 14157. pp. 958-966.
  • Neuenhofer, Ansgar, FC Filippou. ERRATA -- Geometrically Nonlinear Flexibility-Based Frame Finite Element. ASCE Journal of Structural Engineering, Vol. 124, No. 6, June, 1998. ISSN 0733-9445/98/0006-0704-0711. Paper 16537. pp. 704-711.
  • Taucer, Fabio F, E Spacone, FC Filippou. A Fiber Beam-Column Element for Seismic Response Analysis of Reinforced Concrete Structures. Report No. UCB/EERC-91/17. Earthquake Engineering Research Center, College of Engineering, University of California, Berkeley. December 1991.
  • Spacone, Enrico, V Ciampi, FC Filippou. A Beam Element for Seismic Damage Analysis. Report No. UCB/EERC-92/07. Earthquake Engineering Research Center, College of Engineering, University of California, Berkeley. August 1992.

Code Developed by: Micheal Scott, Oregon State Unievrsity