Latest revision as of 22:19, 13 March 2011

Created by: Quan Gu (Xiamen University, China), Joel P. Conte (UCSD), Michele Barbato (LSU), Yong Li (UCSD)

Return to Sensitivity Analysis User Page

Introduction

The following Analysis commands are added to the interpreter to create the Analysis and perform the analysis:

General Commands

reliability Command: This command creates the reliability domain in which the sensitivity, reliability and optimization components are kept. This reliability domain is parallel to the finite element (FE) domain in OpenSees. Currently, the commands for stand-alone sensitivity analysis (e.g., sensitivityIntegrator, sensitivityAlgorithm) are set in the reliability domain only and, thus, the ‘reliability’ command must be used before any stand-alone sensitivity analysis.

parameter Command: In DDM-based FE response sensitivity analysis, the sensitivity parameters can be material, geometry or discrete loading parameters.

addToParameter Command: In case that more objects (e.g., element, section) are mapped to an existing parameter, the following command can be used to relate these additional objects to the specific parameter.

updateParameter Command: Once the parameters in FE model are defined, their value can be updated.

sensitivityIntegrator Command: Define the sensitivity integrator.

sensitivityAlgorithm Command: Define the sensitivity algorithm.

recorder Commands: To record the nodal response and response sensitivity.

Material Commands

uniaxialMaterial commands

Several uniaxial materials are available for DDM-based FE response sensitivity computation.

SteelMP Material

This command is used to construct a uniaxial Menegotto-Pinto steel material object.

SmoothPSConcrete Material

This command is used to construct a uniaxial smoothed Popovics-Saenz concrete material object.

UniaxialJ2Plasticity Material

This command is used to construct a uniaxial J2 Plasticity material object with isotropic and kinematic hardening.

Hardening Material for Sensitivity

This command is used to construct a uniaxial material object with combined linear kinematic and isotropic hardening.

Concrete01 Material

This command is used to construct a uniaxial Kent-Scott-Park concrete material object with degraded linear unloading/reloading stiffness according to the work of Karsan-Jirsa and no tensile strength (refer to http://peer.berkeley.edu).

Steel01 Material for Sensitivity

This command is used to construct a uniaxial bilinear steel material object with kinematic hardening and optional isotropic hardening described by a non-linear evolution equation (refer to http://peer.berkeley.edu).

Elastic Material

This command is used to construct a linear elastic uniaxial material object (with optional material damping).

nDmaterial commands

Currently, only one multi-axial material model has been extended for DDM-based FE response sensitivity computation.

MultiYieldSurfaceClay

The ‘MultiYieldSurfaceClay’ is an elastic-plastic material in which plasticity exhibits only in the deviatoric stress-strain response. The volumetric stress-strain response is linear-elastic and is independent of the deviatoric response. This material is implemented to simulate monotonic or cyclic response of materials whose shear behavior is pressure independent. Such materials include, for example, organic soils or clay under fast (undrained) loading conditions.

This material is available for sensitivity computation in both 2-D and 3-D models. It is another version of PressureIndependMultiYield material. However there are three differences between this model and PressureIndependMultiYield:

1. This model uses the consistent tangent modulus instead of the continuum tangent modulus.

2. This model does not support the ‘updateMaterialStage’ command.

3. This model does not support further discretization of the strain increment in each iteration.

Section Commands

Currently, only two cross-section models and the section aggregator have been extended for DDM-based FE response sensitivity computation.

Section Commands

Fiber

Both 2-D and 3-D fiber sections are available for response sensitivity computation.

Elastic

Both 2-D and 3-D elastic sections are available for response sensitivity computation.

Aggregator

This command is used to construct a SectionAggregator object which groups previously-defined UniaxialMaterial objects into a single section force-deformation model.

Element Commands

Currently, several element types have been extended for DDM-based FE response sensitivity computation.

Element Commands

dispBeamColumnWithSensitivity

This command is used to construct a 2-D or 3-D distributed-plasticity displacement-based beam-column (frame) element.

quadWithSensitivity

This command is used to construct a 2D four-node quadrilateral element object based on a bilinear isoparametric formulation.

bbarBrickWithSensitivity

This command is used to construct an eight-node 3D brick element object based on a trilinear isoparametric formulation.

Constraint Commands

Currently, several element types have been extended for DDM-based FE response sensitivity computation.

Constraint Commands

Transformation

This command is used to construct a multi-point constraint handler based on the transformation equation method.

@@ Line 1: / Line 1: @@
+Created by: <span style="color:blue"> [[Quan Gu]] (Xiamen University, China), [[Joel P. Conte]] (UCSD), Michele Barbato (LSU), Yong Li (UCSD)</span>
+----
+[[Sensitivity Analysis| Return to Sensitivity Analysis User Page]]
+-----
+{{Sensitivity_Command_Manual}}
 <!--        INTRODUCTION        -->
   <h1>Introduction</h1>
-The examples in this manual are listed in order of simplicity.
+The following Analysis commands are added to the interpreter to create the Analysis and perform the analysis:
+<!--        General commands        -->
+ <h1>General Commands</h1>
+::; <h3>[[reliability Command]]</h3>
+::: This command creates the reliability domain in which the sensitivity, reliability and optimization components are kept. This reliability domain is parallel to the finite element (FE) domain in OpenSees. Currently, the commands for stand-alone sensitivity analysis (e.g., sensitivityIntegrator, sensitivityAlgorithm) are set in the reliability domain only and, thus, the ‘reliability’ command must be used before any stand-alone sensitivity analysis.
+::; <h3>[[parameter Command]]</h3>
+::: In DDM-based FE response sensitivity analysis, the sensitivity parameters can be material, geometry or discrete loading parameters.
+::; <h3>[[addToParameter Command]]</h3>
+::: In case that more objects (e.g., element, section) are mapped to an existing parameter, the following command can be used to relate these additional objects to the specific parameter.
+::; <h3>[[updateParameter Command]]</h3>
+::: Once the parameters in FE model are defined, their value can be updated.
+::; <h3>[[sensitivityIntegrator Command]]</h3>
+::: Define the sensitivity integrator.
+::; <h3>[[sensitivityAlgorithm Command]]</h3>
+::: Define the sensitivity algorithm.
+::; <h3>[[recorder Commands]]</h3>
+::: To record the nodal response and response sensitivity.
+<!--        Material Commands        -->
+<h1>Material Commands</h1>
+::<h2>[[uniaxialMaterial commands ]]</h2>
+:: Several uniaxial materials are available for DDM-based FE response sensitivity computation.
+::: [[SteelMP Material]]
+::: This command is used to construct a uniaxial Menegotto-Pinto steel material object.
-NOTE: gravity analysis is always included as part of the model building
+::: [[SmoothPSConcrete Material]]
+::: This command is used to construct a uniaxial smoothed Popovics-Saenz concrete material object.
-<!--        MODELS        -->
+::: [[UniaxialJ2Plasticity Material]]
- <h1>Models</h1>
+::: This command is used to construct a uniaxial J2 Plasticity material object with isotropic and kinematic hardening.
-The following types of models are represented in these examples:
+::: [[Hardening Material for Sensitivity]]
-:;<h2>Elastic Elements</h2>
+::: This command is used to construct a uniaxial material object with combined linear kinematic and isotropic hardening.
-: OpenSees [[Elastic Beam Column Element]]
-: The elastic, uncoupled, axial and flexural stiffnesses are defined at the element level
-: user specifies: E,I,A
-:;<h2>Inelastic Elements</h2>
-: OpenSees [[Force-Based Beam-Column Element]]
-: Two types of sections
-::<h3>Uniaxial Section</h3>
-::: The inelastic, uncoupled, axial and flexural stiffnesses are defined at the section level
-::: The OpenSees [[Uniaxial Section]] Command is used
-::: User specifies:
-:::: Axial stiffness A
-:::: Section Moment-Curvature characteristics via the OpenSees [[UniaxialMaterial Command]]
-::<h3>Fiber Section</h3>
-::: The section is broken down into fibers where uniaxial materials are defined independently.
-::: The program calculates the coupled flexural and axial stiffnesses/strength by integrating strains across the section
-::: The OpenSees [[Fiber Section]] Command is used
-::: User specifies
-:::: Stress-Strain characteristics via the OpenSees [[UniaxialMaterial Command]] for all number of materials
-:::: Section geometry via series of Patches and Layers in the fiber section
-::: Two Section Geometries are presented
-:::: *RC Rectangular Section
-:::: *Standard AISC W section
-<!--        LATERAL LOADS        -->
+::: [[Concrete01 Material]]
- <h1>Lateral Loads</h1>
+::: This command is used to construct a uniaxial Kent-Scott-Park concrete material object with degraded linear unloading/reloading stiffness according to the work of Karsan-Jirsa and no tensile strength (refer to http://peer.berkeley.edu).
-The following types of lateral loads are represented in these examples:
-[[File:StaticPushoverLoads_Figure1.GIF|link=OpenSees Examples Manual -- Structural Models & Analyses|right]]
-:;<h2> Static Pushover</h2>
-: Control node is located at the highest floor
-: Lateral-load distribution is proportional the the mass distribution along the height of the building
-: Static analysis
-: Two types
-::<h3>Monotonic Pushover</h3>
-::: One-directional displacement-controlled static lateral loading
-::<h3>Reversed Cyclic Pushover</h3>
-::: One-directional displacement-controlled static lateral loading
-::: Displacement cycles are imposed in positive and negative direction
-[[File:TimeDependent_Figure1.GIF|link=OpenSees Examples Manual -- Structural Models & Analyses|right]]
-:;<h2> Time-Dependent Dynamic Loads</h2>
-: Transient analysis
-: Four types
-::<h3>Uniform Sine-Wave</h3>
-::: Sine-wave acceleration input
-::: Same acceleration input at all nodes restrained in specified direction
-::<h3>Multiple-Support Sine-Wave</h3>
-::: Sine-wave displacement input
-::: Different displacements are specified at particular nodes in specified directions
-::<h3>Uniform Earthquake</h3>
-::: Earthquake (from file) acceleration input
-::: Same acceleration input at all nodes restrained in specified direction
-::<h3>Multiple-Support Earthquake</h3>
-::: Earthquake (from file) displacement input
-::: Different displacements are specified at particular nodes in specified direction
-::<h3>Bidirectional Earthquake</h3>
-::: Different inputs are specified for two directions
-::: Same acceleration input at all nodes restrained in specified direction
-The following Analysis commands are added to the interpreter to create the Analysis and perform the analysis:
+::: [[Steel01 Material for Sensitivity]]
+::: This command is used to construct a uniaxial bilinear steel material object with kinematic hardening and optional isotropic hardening described by a non-linear evolution equation (refer to http://peer.berkeley.edu).
+::: [[Elastic Material]]
+::: This command is used to construct a linear elastic uniaxial material object (with optional material damping).
+::<h2>[[nDmaterial commands]]</h2>
+:: Currently, only one multi-axial material model has been extended for DDM-based FE response sensitivity computation.
+::: [[MultiYieldSurfaceClay ]]
+::: The ‘MultiYieldSurfaceClay’ is an elastic-plastic material in which plasticity exhibits only in the deviatoric stress-strain response. The volumetric stress-strain response is linear-elastic and is independent of the deviatoric response. This material is implemented to simulate monotonic or cyclic response of materials whose shear behavior is pressure independent. Such materials include, for example, organic soils or clay under fast (undrained) loading conditions.
+::: This material is available for sensitivity computation in both 2-D and 3-D models. It is another version of PressureIndependMultiYield material. However there are three differences between this model and PressureIndependMultiYield:
+::: 1. This model uses the consistent tangent modulus instead of the continuum tangent modulus.
+::: 2. This model does not support the ‘updateMaterialStage’ command.
+::: 3. This model does not support further discretization of the strain increment in each iteration.
+<!--        Section Commands        -->
+<h1>Section Commands</h1>
+: Currently, only two cross-section models and the section aggregator have been extended for DDM-based FE response sensitivity computation.
+::; <h3>[[Section Commands]]</h3>
+::: [[Fiber ]]
+::: Both 2-D and 3-D fiber sections are available for response sensitivity computation.
+::: [[Elastic ]]
+::: Both 2-D and 3-D elastic sections are available for response sensitivity computation.
+::: [[Aggregator ]]
+::: This command is used to construct a SectionAggregator object which groups previously-defined UniaxialMaterial objects into a single section force-deformation model.
+<!--        Element Commands        -->
+<h1>Element Commands</h1>
+: Currently, several element types have been extended for DDM-based FE response sensitivity computation.
+::; <h3>[[Element Commands]]</h3>
+::: [[dispBeamColumnWithSensitivity]]
+::: This command is used to construct a 2-D or 3-D distributed-plasticity displacement-based beam-column (frame) element.
+::: [[quadWithSensitivity]]
+::: This command is used to construct a 2D four-node quadrilateral element object based on a bilinear isoparametric formulation.
+::: [[bbarBrickWithSensitivity]]
+::: This command is used to construct an eight-node 3D brick element object based on a trilinear isoparametric formulation.
+<!--        Constraint Commands        -->
+<h1>Constraint Commands</h1>
+: Currently, several element types have been extended for DDM-based FE response sensitivity computation.
+::; <h3>[[Constraint Commands]]</h3>
-*[[General Commands]]
+::: [[Transformation]]
-*[[UniaxialMaterial Commands]]
+::: This command is used to construct a multi-point constraint handler based on the transformation equation method.
-*[[nDmaterial Commands]]
-*[[Element Commands]]
-*[[Constraints Commands]]

DDM-Based Response Sensitivity Computation Tcl Commands:: Difference between revisions

Latest revision as of 22:19, 13 March 2011

Contents

Introduction

General Commands

reliability Command

parameter Command

addToParameter Command

updateParameter Command

sensitivityIntegrator Command

sensitivityAlgorithm Command

recorder Commands

Material Commands

uniaxialMaterial commands

nDmaterial commands

Section Commands

Section Commands

Element Commands

Element Commands

Constraint Commands

Constraint Commands

Navigation menu

DDM-Based Response Sensitivity Computation Tcl Commands:: Difference between revisions

Latest revision as of 22:19, 13 March 2011

Introduction

General Commands

Material Commands

Section Commands

Element Commands

Constraint Commands

Navigation menu

Search