Pinching Limit State Material

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This command is used to construct a uniaxial material that simulates a pinched load-deformation response and exhibits degradation under cyclic loading. This material works with the RotationShearCurve limit surface that can monitor a key deformation and/or a key force in an associated frame element and trigger a degrading behavior in this material when a limiting value of the deformation and/or force are reached. The material can be used in two modes: 1) direct input mode, where pinching and damage parameters are directly input; and 2) calibrated mode for shear-critical concrete columns, where only key column properties are input for model to fully define pinching and damage parameters.


MODE 1: Direct Input

uniaxialMaterial PinchingLimitStateMaterial

$matTag $nodeT $nodeB $driftAxis $Kelas $crvTyp $crvTag $YpinchUPN $YpinchRPN $XpinchRPN $YpinchUNP $YpinchRNP $XpinchRNP $dmgStrsLimE $dmgDispMax $dmgE1 $dmgE2 $dmgE3 $dmgE4 $dmgELim $dmgR1 $dmgR2 $dmgR3 $dmgR4 $dmgRLim $dmgRCyc $dmgS1 $dmgS2 $dmgS3 $dmgS4 $dmgSLim $dmgSCyc

$matTag unique material object integer tag
$nodeT integer node tag to define the first node at the extreme end of the associated flexural frame member (L3 or D5 in Figure)
$nodeB integer node tag to define the last node at the extreme end of the associated flexural frame member (L2 or D2 in Figure)
$driftAxis integer to indicate the drift axis in which lateral-strength degradation will occur. This axis should be orthogonal to the axis of measured rotation (see $rotAxis in Rotation Shear Curve definition)

driftAxis = 1 – Drift along the x-axis driftAxis = 2 – Drift along the y-axis driftAxis = 3 – Drift along the z-axis

$Kelas floating point value to define the initial material elastic stiffness (Kelastic); Kelas > 0
$crvTyp integer flag to indicate the type of limit curve associated with this material.

crvTyp = 0 – No limit curve crvTyp = 1 – axial limit curve crvTyp = 2 – RotationShearCurve

$crvTag integer tag for the unique limit curve object associated with this material
$YpinchUPN floating point unloading force pinching factor for loading in the negative direction

Note: This value must be between zero and unity

$YpinchRPN floating point reloading force pinching factor for loading in the negative direction

Note: This value must be between negative one and unity

$XpinchRPN floating point reloading displacement pinching factor for loading in the negative direction

Note: This value must be between negative one and unity

$YpinchUNP floating point unloading force pinching factor for loading in the positive direction

Note: This value must be between zero and unity

$YpinchRNP floating point reloading force pinching factor for loading in the positive direction

Note: This value must be between negative one and unity

$XpinchRNP floating point reloading displacement pinching factor for loading in the positive direction

Note: This value must be between negative one and unity

$dmgStrsLimE floating point force limit for elastic stiffness damage (typically defined as the lowest of shear strength or shear at flexrual yielding). This value is used to compute the maximum deformation at flexural yield (δmax Eq. 1) and using the initial elastic stiffness (Kelastic) the monotonic energy (Emono Eq. 1) to yield. Input 1 if this type of damage is not required and set $dmgE1, $dmgE2, $dmgE3, $dmgE4, and $dmgELim to zero
$dmgDispMax floating point for ultimate drift at failure (δmax Eq. 1) and is used for strength and stiffness damage. This value is used to compute the monotonic energy at axial failure (Emono Eq. 2) by computing the area under the backbone in the positive loading direction up to δmax. Input 1 if this type of damage is not required and set $dmgR1, $dmgR2, $dmgR3, $dmgR4, and $dmgRLim to zero for reloading stiffness damage. Similarly set $dmgS1, $dmgS2, $dmgS3, $dmgS4, and $dmgSLim to zero if reloading strength damage is not required
$dmgE1 $dmgE2 $dmgE3 $dmgE4 floating point elastic stiffness damage factors α1,α2,α3,α4 shown in Eq. 1
$dmgELim floating point elastic stiffness damage limit Dlim shown in Eq. 1; Note: This value must be between zero and unity
$dmgR1 $dmgR2 $dmgR3 $dmgR4 floating point reloading stiffness damage factors α1,α2,α3,α4 shown in Eq. 1
$dmgRLim floating point reloading stiffness damage limit Dlim shown in Eq. 1; Note: This value must be between zero and unity
$dmgRCyc floating point cyclic reloading stiffness damage index; Note: This value must be between zero and unity
$dmgS1 $dmgS2 $dmgS3 $dmgS4 floating point backbone strength damage factors α1,α2,α3,α4 shown in Eq. 1
$dmgSLim floating point backbone strength damage limit Dlim shown in Eq. 1; Note: This value must be between zero and unity
$dmgSCyc floating point cyclic backbone strength damage index; Note: This value must be between zero and unity


NOTES:


The material model is coupled with a 1) it has the ability to continually monitor forces and deformations in the flexural elements for conditions that trigger lateral-strength degradation, 2) it has a built-in function that compensates for flexural deformation offsets that arise from the degrading behavior in shear springs, and 3) it is able to trigger lateral-strength degradation through either a limiting lateral force or element deformations (whichever is reached first). The proposed element also introduces several functionalities that give users a high degree of control over the triggering of strength degradation and the ensuing cyclic degrading behavior. Damage algorithms were implemented to control the degrading behavior through pinching, reloading stiffness degradation, and strength degradation (Fig. 2). The rate of damage accumulation can be controlled by energy-, displacement-, and cycle-based damage computation algorithms.

Damage Models:

The model automatically adjust reloading stiffness

Elastic stiffness, reloading stiffness, and strength can be adjusted using the following energy and displacement damage model (from Mitra and Lowes (2007)):


EXAMPLE:

PinchingLimitStateMaterial Example


DESCRIPTION:



REFERENCES:

1. LeBorgne M. R., 2012, "Modeling the Post Shear Failure Behavior of Reinforced Concrete Columns." Austin, Texas: University of Texas at Austin, PhD, 301.

2. LeBorgne M. R. , Ghannoum W. M., 2013, "Analytical Element for Simulating Lateral-Strength Degradation in Reinforced Concrete Columns and Other Frame Members," Journal of Structural Engineering, V. doi: 10.1061/(ASCE)ST.1943-541X.0000925

3. Ghannoum W. M., Moehle J. P., 2012, "Rotation-Based Shear Failure Model for Lightly Confined Reinforced Concrete Columns," Journal of Structural Engineering, V. 138, No. 10, 1267-78.

4. Mitra Nilanjan, Lowes Laura N., 2007, "Evaluation, Calibration, and Verification of a Reinforced Concrete Beam--Column Joint Model," Journal of Structural Engineering, V. 133, No. 1, 105-20.



Code Developed by: Matthew Leborgne and Wassim M. Ghannoum, University of Texas at Austin

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