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

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<!--        INTRODUCTION        -->
<!--        INTRODUCTION        -->
  <h1>Introduction</h1>
  <h1>Introduction</h1>
The examples in this manual are listed in order of simplicity.
Only new commands are listed here


NOTE: gravity analysis is always included as part of the model building
<!--        General commands        -->
<h1>General commands</h1> 


<!--        MODELS        -->
:;<h2>reliability Command</h2>
<h1>Models</h1>
: 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’


The following types of models are represented in these examples:
{|
:;<h2>Elastic Elements</h2>
| style="background:yellow; color:black; width:800px" | '''reliability'''
: OpenSees [[Elastic Beam Column Element]]
|}
: The elastic, uncoupled, axial and flexural stiffnesses are defined at the element level
 
: user specifies: E,I,A
:;<h2>parameter Command</h2>
:;<h2>Inelastic Elements</h2>
: In DDM-based FE response sensitivity analysis, the sensitivity parameters can be material,
: OpenSees [[Force-Based Beam-Column Element]]
: geometry or discrete loading parameters. Each parameter should be defined as:  
: Two types of sections
 
::<h3>Uniaxial Section</h3>
{|
::: The inelastic, uncoupled, axial and flexural stiffnesses are defined at the section level
| style="background:yellow; color:black; width:800px" | '''parameter $tag <specific object arguments>'''
::: The OpenSees [[Uniaxial Section]] Command is used
|}
::: User specifies:
 
:::: Axial stiffness A
<!--        UniaxialMaterial Commands        -->
:::: Section Moment-Curvature characteristics via the OpenSees [[UniaxialMaterial Command]]
<h1>UniaxialMaterial Commands</h1>
::<h3>Fiber Section</h3>
 
::: The section is broken down into fibers where uniaxial materials are defined independently.
Several uniaxial materials are available for DDM-based FE response sensitivity computation.
::: The program calculates the coupled flexural and axial stiffnesses/strength by integrating strains across the section
 
::: The OpenSees [[Fiber Section]] Command is used
:;<h2>SteelMP Command</h2>
::: User specifies
: This command is used to construct a uniaxial Menegotto-Pinto steel material object.
:::: Stress-Strain characteristics via the OpenSees [[UniaxialMaterial Command]] for all number of materials
: Reference:  
:::: Section geometry via series of Patches and Layers in the fiber section
: Barbato M., Conte J.P. (2006). “Finite element structural response sensitivity and reliability analyses using smooth versus
::: Two Section Geometries are presented
: non-smooth material constitutive models.” International Journal of Reliability and Safety, 1(1-2):3-39.
:::: *RC Rectangular Section
 
:::: *Standard AISC W section
{|
| style="background:yellow; color:black; width:800px" | '''uniaxialMaterial SteelMP $matTag $sigmaY $E $b'''
|}
 
:;<h2>SmootPSConcrete Command</h2>
: This command is used to construct a uniaxial smoothed Popovics-Saenz concrete material object, 
: Reference:  
: Zona A., Barbato M., Conte J.P. (2005). “Finite element response sensitivity analysis of steel-concrete composite beams with
: deformable shear connection.” Journal of Engineering Mechanics (ASCE), 131(11):1126–1139.
 
 
{|
| style="background:yellow; color:black; width:800px" | '''uniaxialMaterial SmoothPSConcrete $matTag $fc $fu $Ec $epso $epsu $eta'''
|}


<!--        LATERAL LOADS        -->
<h1>Lateral Loads</h1> 
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:
The following Analysis commands are added to the interpreter to create the Analysis and perform the analysis:

Revision as of 18:35, 10 January 2011

Introduction

Only new commands are listed here

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’
reliability

parameter Command

In DDM-based FE response sensitivity analysis, the sensitivity parameters can be material,
geometry or discrete loading parameters. Each parameter should be defined as:
parameter $tag <specific object arguments>

UniaxialMaterial Commands

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

SteelMP Command

This command is used to construct a uniaxial Menegotto-Pinto steel material object.
Reference:
Barbato M., Conte J.P. (2006). “Finite element structural response sensitivity and reliability analyses using smooth versus
non-smooth material constitutive models.” International Journal of Reliability and Safety, 1(1-2):3-39.
uniaxialMaterial SteelMP $matTag $sigmaY $E $b

SmootPSConcrete Command

This command is used to construct a uniaxial smoothed Popovics-Saenz concrete material object,
Reference:
Zona A., Barbato M., Conte J.P. (2005). “Finite element response sensitivity analysis of steel-concrete composite beams with
deformable shear connection.” Journal of Engineering Mechanics (ASCE), 131(11):1126–1139.


uniaxialMaterial SmoothPSConcrete $matTag $fc $fu $Ec $epso $epsu $eta


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

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