OpenSees Examples Manual -- Structural Models & Anlyses: Difference between revisions

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__NOTOC__
<!--        INTRODUCTION        -->
<!--        INTRODUCTION        -->
{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
<h1>Introduction</h1>
! style="padding:2px" | <h1 style="margin:3px; background:white; font-size:120%; font-weight:bold; border:1px solid #black; text-align:left; color:#000; padding:0.2em 0.4em;">
The examples in this manual are listed in order of simplicity.
<big><big>Introduction</big></big></h1>
|-
| style="color:#000;" | <div>


The following examples are listed in order of simplicity.
NOTE: gravity analysis is always included as part of the model building
NOTE: gravity analysis is always included as part of the model building


Each example script does the following:
<!--        MODELS        -->
<h1>Models</h1> 


 
The following types of models are represented in these examples:
A. Build the model
:;<h2>Elastic Elements</h2>
#model dimensions and degrees-of-freedom
: OpenSees [[Elastic Beam Column Element]]
#nodal coordinates
: The elastic, uncoupled, axial and flexural stiffnesses are defined at the element level
#nodal constraints -- boundary conditions
: user specifies: E,I,A
#nodal masses
:;<h2>Inelastic Elements</h2>
#elements and element connectivity
: OpenSees [[Force-Based Beam-Column Element]]
#recorders for output
: 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        -->
<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


   
<!--        SIMULATION        -->
B. Define & apply gravity load
<h1>Simulation Process</h1>  
#nodal or element load
Each example script does the following:<br>
#static-analysis parameters (tolerances & load increments)
:<h2>Build the model</h2>
#analyze
:#model dimensions and degrees-of-freedom
#hold gravity loads constant
:#nodal coordinates
#reset time to zero
:#nodal constraints -- boundary conditions
:#nodal masses
:#elements and element connectivity
:#recorders for output


:<h2>Define & apply gravity load</h2>
:#nodal or element load
:#static-analysis parameters (tolerances & load increments)
:#analyze
:#hold gravity loads constant
:#reset time to zero


C. Define and apply lateral load  
:<h2> Define and apply lateral load </h2>
#load pattern (nodal loads for static analysis, support ground motion for earthquake)
:#load pattern (nodal loads for static analysis, support ground motion for earthquake)
#lateral-analysis parameters (tolerances & displacement/time increments)
:#lateral-analysis parameters (tolerances & displacement/time increments)
#damping for dynamic analysis
:#*Static Lateral-Load Analysis
#analyze
:#**define the displacement increments and displacement path
:#*Dynamic Lateral-Load Analysis
:#**define the input motion and all associated parameters, such as scaling and input type
:#**define analysis duration and time increment
:#**define damping
:#analyze
   
   






 
<h1>Introductory Examples</h1>
 
The objective of Example 1a and Example 1b is to give an overview of input-file format in OpenSees using simple scripts. <br>
</div>
These scripts do not take advantage of the Tcl scripting capabilities shown in the later examples. However, they do provide starting a place where the input file is similar to that of more familiar Finite-Element Analysis software. Subsequent examples should be used as the basis for user input files.
|}
 
 
 
 
 
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:<h2>[[OpenSees Example 1a. 2D Elastic Cantilever Column ]]</h2>
{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
! style="padding:2px" | <h1 style="margin:3px; background:white; font-size:120%; font-weight:bold; border:1px solid #black; text-align:left; color:#000; padding:0.2em 0.4em;">
<big><big>[[OpenSees Examples -- Introductory Examples]]</big></big></h1>
 
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|-
| style="color:#000;" | <div>
The objective of Example 1a and Example 1b is to give an overview of input-file format in OpenSees using simple scripts. These scripts do not take advantage of the Tcl scripting capabilities shown in the later examples. However, they do provide starting a place where the input file is similar to that of more familiar Finite-Element Analysis software. Subsequent examples should be used as the basis for user input files.
<big><strong>[[OpenSees Example 1a. 2D Elastic Cantilever Column ]]</strong></big>
</div>
|}
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top;background:#white;"
! style="padding:2px" | <strong>Objectives</strong>
! style="padding:2px" | <strong>Objectives</strong>
|-
|-
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Models</strong>
! style="padding:2px" | <strong>Models</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Analyses</strong>
! style="padding:2px" | <strong>Analyses</strong>
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<!--        SECTION        -->
{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
:<h2>[[OpenSees Example 1b. Elastic Portal Frame]]</h2>
! style="padding:2px" |
<!--        subSECTION 2        -->
<!--        subSECTION 2      -->
|-
| style="color:#000;" | <div>
<big><strong>[[OpenSees Example 1b. Elastic Portal Frame]]</strong></big>
</div>
|}
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{| style="margin:0; background:none;"
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{| style="width:100%; vertical-align:top; background:#white;"
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Objectives</strong>
! style="padding:2px" | <strong>Objectives</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Models</strong>
! style="padding:2px" | <strong>Models</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Analyses</strong>
! style="padding:2px" | <strong>Analyses</strong>
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<h1>Simple Examples of Nonlinear-Models</h1> 
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:<h2>[[OpenSees Example 2a. Elastic Cantilever Column with variables]]</h2>
{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
! style="padding:2px" | <h1 style="margin:3px; background:white; font-size:120%; font-weight:bold; border:1px solid #black; text-align:left; color:#000; padding:0.2em 0.4em;">
<big><big>[[OpenSees Examples -- Simple Nonlinear Analysis Examples]]</big></big></h1>
<!--        subSECTION 1        -->
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|-
| style="color:#000;" | <div>
<big><strong>[[OpenSees Example 2a. Elastic Cantilever Column with variables]]</strong></big>
</div>
|}
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Objectives</strong>
! style="padding:2px" | <strong>Objectives</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Models</strong>
! style="padding:2px" | <strong>Models</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Analyses</strong>
! style="padding:2px" | <strong>Analyses</strong>
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{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
:<h2>[[OpenSees Example 2b. Nonlinear Cantilever Column: Uniaxial Inelastic Section]]</h2>
! style="padding:2px" |
<!--        subSECTION 2      -->
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|-
| style="color:#000;" | <div>
<big><strong>[[OpenSees Example 2b. Nonlinear Cantilever Column: Uniaxial Inelastic Section]]</strong></big>
</div>
|}
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Objectives</strong>
! style="padding:2px" | <strong>Objectives</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Models</strong>
! style="padding:2px" | <strong>Models</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Analyses</strong>
! style="padding:2px" | <strong>Analyses</strong>
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{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
:<h2>[[OpenSees Example 2c. Nonlinear Cantilever Column: Inelastic Uniaxial Materials in Fiber Section ]]</h2>
! style="padding:2px" |
<!--        subSECTION  3      -->
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|-
| style="color:#000;" | <div>
<big><strong>[[OpenSees Example 2c. Nonlinear Cantilever Column: Inelastic Uniaxial Materials in Fiber Section ]]</strong></big>
</div>
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{| style="width:100%; vertical-align:top; background:#white;"
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Objectives</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Models</strong>
! style="padding:2px" | <strong>Models</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Analyses</strong>
! style="padding:2px" | <strong>Analyses</strong>
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<h1>2D Structural Modeling & Analysis Examples</h1> 
These examples take advantage of the Tcl scripting language starting from simple variable substitutions in the initial examples, to the more advanced techniques of array management and logical expressions (if-then statements). <br>
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:<h2>[[OpenSees Example 3. Cantilever Column with units]]</h2>
 
{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
! style="padding:2px" | <h1 style="margin:3px; background:white; font-size:120%; font-weight:bold; border:1px solid #black; text-align:left; color:#000; padding:0.2em 0.4em;">
<big><big>[[OpenSees Examples -- 2D Structural Modelling & Analysis Examples]]</big></big></h1>
<!--        subSECTION 1        -->
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|-
| style="color:#000;" | <div>
<big><strong>[[OpenSees Example 3. Cantilever Column with units]]</strong></big>
</div>
|}
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{| style="margin:0; background:none;"
{| style="margin:0; background:none;"
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Objectives</strong>
! style="padding:2px" | <strong>Objectives</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Models</strong>
! style="padding:2px" | <strong>Models</strong>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
! style="padding:2px" | <strong>Analyses</strong>
! style="padding:2px" | <strong>Analyses</strong>
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{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
:<h2>[[OpenSees Example 4. Portal Frame]]</h2>
! style="padding:2px" |
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|-
| style="color:#000;" | <div>
<big><strong>[[OpenSees Example 4. Portal Frame]]</strong></big>
</div>
|}
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{| style="margin:0; background:none;"
{| style="margin:0; background:none;"
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
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! style="padding:2px" | <strong>Analyses</strong>
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{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
:<h2>[[OpenSees Example 5. 2D Frame, 3-story 3-bay, Reinforced-Concrete Section & Steel W-Section]]</h2>
! style="padding:2px" |
<!--        subSECTION  3      -->
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|-
| style="color:#000;" | <div>
<big><strong>[[OpenSees Example 5. 2D Frame, 3-story 3-bay, Reinforced-Concrete Section & Steel W-Section]]</strong></big>
</div>
|}
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
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:<h2>[[OpenSees Example 6. generic 2D Frame, N-story N-bay, Reinforced-Concrete Section & Steel W-Section]]</h2>
! style="padding:2px" |
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| style="color:#000;" | <div>
<big><strong>[[OpenSees Example 6. generic 2D Frame, N-story N-bay, Reinforced-Concrete Section & Steel W-Section]]</strong></big>
</div>
|}
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<h1>3D Structural Modeling & Analysis Examples</h1> 
<blockquote>
A few items are new in 3D:
*Additional coordinates need to be considered in defining nodes
*Additional degrees of freedom need to be considered in defining the following:
**nodal constraints (boundary conditions)
**nodal masses
**nodal loads
*The transformation from local element/section coordinates to global system coordinates needs to be specified
*Element loads are specified in local coordinates
*Additional arguments are required for many elements (bending about local-y axis) properties
*Element/Section torsional stiffness needs to be considered
*Rigid floor diaphragms need be included for building models
</blockquote>




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:<h2>[[OpenSees Example 7. 3D Frame, 3-story 3-bayX 3-bayZ, Reinforced-Concrete Section & Steel W-Section]]</h2>
 
{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
! style="padding:2px" | <h1 style="margin:3px; background:white; font-size:120%; font-weight:bold; border:1px solid #black; text-align:left; color:#000; padding:0.2em 0.4em;">
<big><big>[[OpenSees Examples -- 3D Structural Modelling & Analysis Examples]]</big></big></h1>
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<big><strong>[[OpenSees Example 7. 3D Frame, 3-story 3-bayX 3-bayZ, Reinforced-Concrete Section & Steel W-Section]]</strong></big>
</div>
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{| style="width:100%; vertical-align:top; background:#white;"
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:<h2>[[OpenSees Example 8. generic 3D Frame, NStory NBayX NBayZ, Reinforced-Concrete Section & Steel W-Section]]</h2>
! style="padding:2px" |
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<big><strong>[[OpenSees Example 8. generic 3D Frame, NStory NBayX NBayZ, Reinforced-Concrete Section & Steel W-Section]]</strong></big>
</div>
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<h1>Section Modeling And Analysis Examples</h1> 
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:<h2>[[OpenSees Example 9. Build & Analyze a Section Example]]</h2>
{| style="width:100%; vertical-align:top; border:1px solid #black; background:#white;"
! style="padding:2px" | <h1 style="margin:3px; background:white; font-size:120%; font-weight:bold; border:1px solid #black; text-align:left; color:#000; padding:0.2em 0.4em;">
<big><big>[[OpenSees Examples -- Section Modelling And Analysis Examples]]</big></big></h1>
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| style="color:#000;" | <div>
<big><strong>[[OpenSees Example 9. Build & Analyze a Section Example]]</strong></big>
</div>
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| style="color:#000;" | <div>
[[File:Example9_figure1.GIF|link=OpenSees Example 9. Build & Analyze a Section Example]]
[[File:Example9_figure1.GIF|link=OpenSees Example 9. Section Build & Analysis Example]]
</div>
</div>
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| style="color:#000;" | <div>
*defined section using uniaxial behavior (define moment-curvature curve) or
*defined section using uniaxial behavior (define moment-curvature curve) or
*define section using uniaxial materials (define stress curve) in fiber section
*define section using uniaxial materials (define stress-strain curve) in fiber section
</div>
</div>
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{| style="width:100%; vertical-align:top; background:#white;"
{| style="width:100%; vertical-align:top; background:#white;"
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! style="padding:2px" | <strong>Analyses</strong>
! style="padding:2px" | <strong>Analyses</strong>

Latest revision as of 21:01, 17 March 2010

Introduction

The examples in this manual are listed in order of simplicity.

NOTE: gravity analysis is always included as part of the model building

Models

The following types of models are represented in these examples:

Elastic Elements

OpenSees Elastic Beam Column Element
The elastic, uncoupled, axial and flexural stiffnesses are defined at the element level
user specifies: E,I,A

Inelastic Elements

OpenSees Force-Based Beam-Column Element
Two types of sections

Uniaxial Section

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

Fiber Section

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

The following types of lateral loads are represented in these examples:

Static Pushover

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

Monotonic Pushover

One-directional displacement-controlled static lateral loading

Reversed Cyclic Pushover

One-directional displacement-controlled static lateral loading
Displacement cycles are imposed in positive and negative direction

Time-Dependent Dynamic Loads

Transient analysis
Four types

Uniform Sine-Wave

Sine-wave acceleration input
Same acceleration input at all nodes restrained in specified direction

Multiple-Support Sine-Wave

Sine-wave displacement input
Different displacements are specified at particular nodes in specified directions

Uniform Earthquake

Earthquake (from file) acceleration input
Same acceleration input at all nodes restrained in specified direction

Multiple-Support Earthquake

Earthquake (from file) displacement input
Different displacements are specified at particular nodes in specified direction

Bidirectional Earthquake

Different inputs are specified for two directions
Same acceleration input at all nodes restrained in specified direction

Simulation Process

Each example script does the following:

Build the model

  1. model dimensions and degrees-of-freedom
  2. nodal coordinates
  3. nodal constraints -- boundary conditions
  4. nodal masses
  5. elements and element connectivity
  6. recorders for output

Define & apply gravity load

  1. nodal or element load
  2. static-analysis parameters (tolerances & load increments)
  3. analyze
  4. hold gravity loads constant
  5. reset time to zero

Define and apply lateral load

  1. load pattern (nodal loads for static analysis, support ground motion for earthquake)
  2. lateral-analysis parameters (tolerances & displacement/time increments)
    • Static Lateral-Load Analysis
      • define the displacement increments and displacement path
    • Dynamic Lateral-Load Analysis
      • define the input motion and all associated parameters, such as scaling and input type
      • define analysis duration and time increment
      • define damping
  3. analyze



Introductory Examples

The objective of Example 1a and Example 1b is to give an overview of input-file format in OpenSees using simple scripts.
These scripts do not take advantage of the Tcl scripting capabilities shown in the later examples. However, they do provide starting a place where the input file is similar to that of more familiar Finite-Element Analysis software. Subsequent examples should be used as the basis for user input files.

OpenSees Example 1a. 2D Elastic Cantilever Column

Objectives
  • overview of basic OpenSees input structure
  • coordinates, boundary conditions, element connectivity, nodal masses, nodal loads, etc.
  • two-node, one element
Models
  • elastic elements
Analyses
  • static pushover
  • dynamic earthquake-input

OpenSees Example 1b. Elastic Portal Frame
Objectives
  • two element types
  • distributed element loads
Models
  • elastic elements
Analyses
  • static pushover
  • dynamic earthquake-input



Simple Examples of Nonlinear-Models

OpenSees Example 2a. Elastic Cantilever Column with variables
Objectives
  • introduce variable: define & use
Models
  • elastic element
Analyses
  • static pushover
  • dynamic earthquake-input

OpenSees Example 2b. Nonlinear Cantilever Column: Uniaxial Inelastic Section
Objectives
  • first example of nonlinear model, set nonlinearity at section level
Models
  • nonlinearBeamColumn element
  • uniaxial section
Analyses
  • static pushover
  • dynamic earthquake-input

OpenSees Example 2c. Nonlinear Cantilever Column: Inelastic Uniaxial Materials in Fiber Section

Objectives
  • set nonlinearity at material level
  • material stress-strain response is assembled into fiber section
  • reinforced-concrete fiber section
Models
  • nonlinearBeamColumn element
  • uniaxial material
  • fiber section (Reinforced-concrete fiber section)
Analyses
  • static pushover
  • dynamic earthquake-input


2D Structural Modeling & Analysis Examples

These examples take advantage of the Tcl scripting language starting from simple variable substitutions in the initial examples, to the more advanced techniques of array management and logical expressions (if-then statements).

OpenSees Example 3. Cantilever Column with units
Objectives
  • units, defined and used (they will be used in all subsequent examples)
  • separate model-building and analysis files
  • introduce PDelta effects (or not)
Models
  • elastic elements
  • inelastic uniaxial section
  • fiber section (Reinforced-concrete fiber section)
  • Linear, PDelta or Corotational Transformation
Analyses
  • static pushover
  • dynamic earthquake-input

OpenSees Example 4. Portal Frame
Objectives
  • use previously-defined procedures to simplify input
  • introduce more analysis types
  • introduce procedure to read database input motion files (data with text in first lines)
Models
  • elastic elements
  • inelastic uniaxial section
  • inelastic fiber section (Reinforced-concrete fiber section)
Analyses
  • static reversed cyclic analysis
  • dynamic sine-wave input analysis (uniform excitation)
  • dynamic earthquake-input analysis (uniform excitation)
  • dynamic sine-wave input analysis (multiple-support excitation)
  • dynamic earthquake-input analysis (multiple-support excitation)
  • dynamic bidirectional earthquake-input analysis (uniform excitation)

OpenSees Example 5. 2D Frame, 3-story 3-bay, Reinforced-Concrete Section & Steel W-Section
Objectives
  • 2D frame of fixed geometry: 3-story, 3-bay
  • nodes and elements are defined manually, one by one
Models
  • Reinforced-Concrete Section
  • Steel W-Section
  • elastic uniaxial section
  • inelastic uniaxial section
  • inelastic fiber section
Analyses
  • static reversed cyclic analysis
  • dynamic sine-wave input analysis (uniform excitation)
  • dynamic earthquake-input analysis (uniform excitation)
  • dynamic sine-wave input analysis (multiple-support excitation)
  • dynamic earthquake-input analysis (multiple-support excitation)
  • dynamic bidirectional earthquake-input analysis (uniform excitation)

OpenSees Example 6. generic 2D Frame, N-story N-bay, Reinforced-Concrete Section & Steel W-Section
Objectives
  • 2D frame geometry of variable geometry ( # stories and # bays are variables)
  • node and element definition is automated
  • use previously-defined procedures to view model node numbers and elements, deformed shape, and displacement history, in 2D
Models
  • Reinforced-Concrete Section
  • Steel W-Section
  • elastic uniaxial section
  • inelastic uniaxial section
  • inelastic fiber section
Analyses
  • static reversed cyclic analysis
  • dynamic sine-wave input analysis (uniform excitation)
  • dynamic earthquake-input analysis (uniform excitation)
  • dynamic sine-wave input analysis (multiple-support excitation)
  • dynamic earthquake-input analysis (multiple-support excitation)
  • dynamic bidirectional earthquake-input analysis (uniform excitation)


3D Structural Modeling & Analysis Examples

A few items are new in 3D:

  • Additional coordinates need to be considered in defining nodes
  • Additional degrees of freedom need to be considered in defining the following:
    • nodal constraints (boundary conditions)
    • nodal masses
    • nodal loads
  • The transformation from local element/section coordinates to global system coordinates needs to be specified
  • Element loads are specified in local coordinates
  • Additional arguments are required for many elements (bending about local-y axis) properties
  • Element/Section torsional stiffness needs to be considered
  • Rigid floor diaphragms need be included for building models


OpenSees Example 7. 3D Frame, 3-story 3-bayX 3-bayZ, Reinforced-Concrete Section & Steel W-Section
Objectives
  • 3D frame of fixed geometry
  • nodes and elements are manually manually, one by one
  • introduce rigid floor diaphragm
  • use previously-defined procedures to view model node numbers and elements, deformed shape, and displacement history, in 3D
Models
  • Reinforced-Concrete Section
  • Steel W-Section
  • Elastic or Fiber Section option is a variable within one input file
  • rigid diaphragm
Analyses
  • static reversed cyclic analysis
  • dynamic sine-wave input analysis (uniform excitation)
  • dynamic earthquake-input analysis (uniform excitation)
  • dynamic sine-wave input analysis (multiple-support excitation)
  • dynamic earthquake-input analysis (multiple-support excitation)
  • dynamic bidirectional earthquake-input analysis (uniform excitation)

OpenSees Example 8. generic 3D Frame, NStory NBayX NBayZ, Reinforced-Concrete Section & Steel W-Section
Objectives
  • 3D frame geometry of variable geometry ( # stories and # bays in X and Z are variables)
  • node and element definition is automated
  • introduce user-input interface, the user is given the option as to what to view in model
Models
  • Reinforced-Concrete Section
  • Steel W-Section
  • Elastic or Fiber Section option is a variable within one input file
  • optional rigid diaphragm
Analyses
  • static reversed cyclic analysis
  • dynamic sine-wave input analysis (uniform excitation)
  • dynamic earthquake-input analysis (uniform excitation)
  • dynamic sine-wave input analysis (multiple-support excitation)
  • dynamic earthquake-input analysis (multiple-support excitation)
  • dynamic bidirectional earthquake-input analysis (uniform excitation)



Section Modeling And Analysis Examples

OpenSees Example 9. Build & Analyze a Section Example
Objectives
  • defined section using uniaxial behavior (define moment-curvature curve) or
  • define section using uniaxial materials (define stress-strain curve) in fiber section
Models
  • Uniaxial Nonlinear section
  • Fiber Steel W-section
  • Fiber RC symmetric rectangular unconfined-concrete section
  • Fiber RC symmetric rectangular unconfined & confined-concrete section
  • Fiber RC generalized rectangular section
  • Fiber RC generalized circular section
Analyses
  • 2D static unidirectional moment-curvature analysis
  • 3D static unidirectional moment-curvature analysis



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