Shear LimitCurve: Difference between revisions
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| ''' $d''' || effective column depth (in.) | | ''' $d''' || effective column depth (in.) | ||
|- | |- | ||
| ''' $Fsw''' || | | ''' $Fsw''' || floating point value describing the amount of transverse reinforcement <math>(F_{sw} = \frac{A_{st}f_{yt}d_c}{s})</math> | ||
|- | |- | ||
| '''$Kdeg''' || If positive: unloading stiffness of beam-column element (Kunload from Figure 4-8) | | '''$Kdeg''' || If positive: unloading stiffness of beam-column element (Kunload from Figure 4-8) | ||
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| '''%Fres'''' || floating point value for the residual force capacity of the post-failure backbone (see Figure 4-6) | | '''%Fres'''' || floating point value for the residual force capacity of the post-failure backbone (see Figure 4-6) | ||
|- | |||
|- | |- | ||
| '''$defType''' || integer flag for type of deformation defining the abscissa of the limit curve | | '''$defType''' || integer flag for type of deformation defining the abscissa of the limit curve | ||
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2 = drift based on displacment of nodes ndI and ndJ | 2 = drift based on displacment of nodes ndI and ndJ | ||
|- | |- | ||
| '''$forType''' || | |- | ||
| '''$forType''' || integer flag for type of force defining the ordinate of the limit curve. See NOTES 1. | |||
0 = force in associated limit state material | 0 = force in associated limit state material | ||
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2 = axial load in beam-column element | 2 = axial load in beam-column element | ||
|- | |||
|- | |- | ||
| '''$ndI''' || nteger node tag for the first associated node | | '''$ndI''' || nteger node tag for the first associated node | ||
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Modeling Failures in Existing Reinforced Concrete Columns by Ken Elwood: [[file:ElwoodCJCE2004.pdf]] | Modeling Failures in Existing Reinforced Concrete Columns by Ken Elwood: [[file:ElwoodCJCE2004.pdf]] | ||
---- | |||
WARNING: | |||
UNITS TO BE ENTERED AS ABOVE and REQUIRE UNITS OF MODEL AS A WHOLE TO BE SAME. | |||
---- | ---- | ||
Latest revision as of 15:24, 12 September 2023
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This command is used to construct a shear limit curve object that is used to define the point of shear failure for a LimitStateMaterial object. Point of shear failure is based on empirical drift capacity model from Chapter 2 of PEER 2003/01 report. After shear failure the response of LimitStateMaterial is forced to follow shear limit curve.
| limitCurve Shear $curveTag $eleTag $rho $fc $b $h $d $Fsw $Kdeg $Fres $defType $forType <$ndI $ndJ $dof $perpDirn $delta> |
| $curveTag | unique LimitCurve tag |
| $eleTag | integer element tag for the associated beam-column element |
| $rho | transverse reinforcement ratio <math>(\frac{A_{st}}{bh})</math> |
| $fc | concrete compressive strength (psi) |
| $b | column width (in.) |
| $h | full column depth (in.) |
| $d | effective column depth (in.) |
| $Fsw | floating point value describing the amount of transverse reinforcement <math>(F_{sw} = \frac{A_{st}f_{yt}d_c}{s})</math> |
| $Kdeg | If positive: unloading stiffness of beam-column element (Kunload from Figure 4-8)
if negative: slope of third branch of post-failure backbone (see Figure 4-6) |
| %Fres' | floating point value for the residual force capacity of the post-failure backbone (see Figure 4-6) |
| $defType | integer flag for type of deformation defining the abscissa of the limit curve
1 = maximum beam-column chord rotations 2 = drift based on displacment of nodes ndI and ndJ |
| $forType | integer flag for type of force defining the ordinate of the limit curve. See NOTES 1.
0 = force in associated limit state material 1 = shear in beam-column element 2 = axial load in beam-column element |
| $ndI | nteger node tag for the first associated node
(normally node I of $eleTag beam-column element) |
| $ndJ | integer node tag for the second associated node
(normally node J of $eleTag beam-column element) |
| $dof | nodal degree of freedom to monitor for drift. See NOTES 2 |
| $perpDirn | perpendicular global direction from which length is determined to compute drift. See Notes 2. |
| $delta | drift (floating point value) used to shift axial limit curve |
NOTES:
- Options 1 and 2 assume no member loads
- 1 = X, 2 = Y, 3 = Z
EXAMPLE:
<tcl>CenterColShearSpring.tcl</tcl>
DESCRIPTION:
Modeling Failures in Existing Reinforced Concrete Columns by Ken Elwood: File:ElwoodCJCE2004.pdf
WARNING:
UNITS TO BE ENTERED AS ABOVE and REQUIRE UNITS OF MODEL AS A WHOLE TO BE SAME.
REFERENCES:
Elwood, K.J and Moehle, J.P., "Shake Table Tests and Analystical Studies on the Gravity Load Collapse of Reinforced Concrete Frames", Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA. PEER 2003/01.
Code Developed by: Ken Elwood, University of British Columbia