OpenSees Basic Examples (H5: 弾性フレーム解析) コマンドサマリ

Basic Examples Manual (Elastic Frame Example)　解説
のコマンドのサマリは以下の通りです。

このコマンドを　ファイル名　ElasticFrame.tcl　として、テキストフォーマットで作成し、


OpenSeesの起動環境　で　起動しているOpenSees のコマンドラインに


OpenSees ElasticFrame.tcl  <Enter>

と打ち込んで、実行します。


----- ElasticFrame.tcl 始まり　------

# OpenSees -- Open System for Earthquake Engineering Simulation

# Pacific Earthquake Engineering Research Center

# http://opensees.berkeley.edu/

#

# Basic Elastic Frame

# ----------------------

#  2d Elastic Beam Column Elements

#  Distributed Load & Pushover Analysis

# 

# Example Objectives

# -----------------

#  Simple Introduction to OpenSees

# 

# Units: kips, in, sec

# Written: fmk

# Date: January 2011

#

# set some parameter

#

set PI  [expr 2.0 * asin(1.0)]

set g   386.4

set ft  12.0

set Load1 1185.0; 

set Load2 1185.0; 

set Load3  970.0;

# set floor masses 質量

set m1  [expr $Load1/(4*$g)]; # 4 nodes per floor

set m2  [expr $Load2/(4*$g)]

set m3  [expr $Load3/(4*$g)]

# set floor distributed loads

set w1  [expr $Load1/(90*$ft)];   # frame 90 ft long (1ft = 12in)

set w2  [expr $Load2/(90*$ft)]

set w3  [expr $Load3/(90*$ft)]

# ------------------------------

# Start of model generation

# ------------------------------

# Remove existing model

wipe

# Create ModelBuilder (with two-dimensions and 2 DOF/node)

model BasicBuilder -ndm 2 -ndf 3

# Create nodes

# ------------

# Create nodes & add to Domain - command: node nodeId xCrd yCrd <-mass $massX $massY $massRz>

# NOTE: mass in optional

node 1     0.0   0.0 

node 2   360.0   0.0 

node 3   720.0   0.0 

node 4  1080.0   0.0 

node 5    0.0  162.0 -mass $m1 $m1 0.0

node 6  360.0  162.0 -mass $m1 $m1 0.0

node 7  720.0  162.0 -mass $m1 $m1 0.0

node 8 1080.0  162.0 -mass $m1 $m1 0.0

node 9     0.0 324.0 -mass $m2 $m2 0.0

node 10  360.0 324.0 -mass $m2 $m2 0.0

node 11  720.0 324.0 -mass $m2 $m2 0.0

node 12 1080.0 324.0 -mass $m2 $m2 0.0

node 13    0.0 486.0 -mass $m3 $m3 0.0

node 14  360.0 486.0 -mass $m3 $m3 0.0

node 15  720.0 486.0 -mass $m3 $m3 0.0

node 16 1080.0 486.0 -mass $m3 $m3 0.0

# Set the boundary conditions - command: fix nodeID xResrnt? yRestrnt? rZRestrnt?

fix 1 1 1 1

fix 2 1 1 1

fix 3 1 1 1

fix 4 1 1 1

# Define geometric transformations for beam-column elements

geomTransf Linear 1; # beams

geomTransf PDelta 2; # columns

# Define elements

# Create elastic beam-column - command: element elasticBeamColumn eleID node1 node2 A E Iz geomTransfTag

# Define the Columns

#[ elementの番号 ] [ 片方のnode番号] [片方のnode番号] [ 断面積] [ヤング率] [Z軸の慣性モーメント] [$transfTag]

element elasticBeamColumn  1  1  5 75.6 29000.0 3400.0 2; # W14X257

element elasticBeamColumn  2  5  9 75.6 29000.0 3400.0 2; # W14X257

element elasticBeamColumn  3  9 13 75.6 29000.0 3400.0 2; # W14X257

element elasticBeamColumn  4  2  6 91.4 29000.0 4330.0 2; # W14X311

element elasticBeamColumn  5  6 10 91.4 29000.0 4330.0 2; # W14X311

element elasticBeamColumn  6 10 14 91.4 29000.0 4330.0 2; # W14X311

element elasticBeamColumn  7  3  7 91.4 29000.0 4330.0 2; # W14X311

element elasticBeamColumn  8  7 11 91.4 29000.0 4330.0 2; # W14X311

element elasticBeamColumn  9 11 15 91.4 29000.0 4330.0 2; # W14X311

element elasticBeamColumn 10  4  8 75.6 29000.0 3400.0 2; # W14X257

element elasticBeamColumn 11  8 12 75.6 29000.0 3400.0 2; # W14X257

element elasticBeamColumn 12 12 16 75.6 29000.0 3400.0 2; # W14X257

# Define the Beams

element elasticBeamColumn 13  5  6 34.7 29000.0 5900.0 1; # W33X118

element elasticBeamColumn 14  6  7 34.7 29000.0 5900.0 1; # W33X118

element elasticBeamColumn 15  7  8 34.7 29000.0 5900.0 1; # W33X118

element elasticBeamColumn 16  9 10 34.2 29000.0 4930.0 1; # W30X116

element elasticBeamColumn 17 10 11 34.2 29000.0 4930.0 1; # W30X116

element elasticBeamColumn 18 11 12 34.2 29000.0 4930.0 1; # W30X116

element elasticBeamColumn 19 13 14 20.1 29000.0 1830.0 1; # W24X68

element elasticBeamColumn 20 14 15 20.1 29000.0 1830.0 1; # W24X68

element elasticBeamColumn 21 15 16 20.1 29000.0 1830.0 1; # W24X68

# Define loads for Gravity Analysis

# ---------------------------------

#create a Linear TimeSeries (load factor varies linearly with time): command timeSeries Linear $tag

timeSeries Linear 1

# Create a Plain load pattern with a linear TimeSeries: 

#  command pattern Plain $tag $timeSeriesTag { $loads }

pattern Plain 1 1 {

    eleLoad -ele 13 14 15 -type -beamUniform -$w1

    eleLoad -ele 16 17 18 -type -beamUniform -$w2

    eleLoad -ele 19 20 21 -type -beamUniform -$w3

}

# ---------------------------------

# Create Analysis for Gravity Loads

# ---------------------------------

# Create the system of equation, a SPD using a band storage scheme

system BandSPD

# Create the DOF numberer, the reverse Cuthill-McKee algorithm

numberer RCM

# Create the constraint handler, a Plain handler is used as homo constraints

constraints Plain

# Create the integration scheme, the LoadControl scheme using steps of 1.0

integrator LoadControl 1.0

# Create the solution algorithm, a Linear algorithm is created

test NormDispIncr 1.0e-10 6

algorithm Newton

# create the analysis object 

analysis Static 

# ---------------------------------

# Perform Gravity Analysis

# ---------------------------------

analyze 1

# ---------------------------------

# Check Equilibrium

# ---------------------------------

# invoke command to determine nodal reactions 

reactions

set node1Rxn [nodeReaction 1]; # nodeReaction command returns nodal reactions for specified node in a list

set node2Rxn [nodeReaction 2]

set node3Rxn [nodeReaction 3]

set node4Rxn [nodeReaction 4]

set inputedFy  [expr -$Load1-$Load2-$Load3]; # loads added negative Fy diren to ele

set computedFx [expr [lindex $node1Rxn 0]+[lindex $node2Rxn 0]+[lindex $node3Rxn 0]+[lindex $node4Rxn 0]]

set computedFy [expr [lindex $node1Rxn 1]+[lindex $node2Rxn 1]+[lindex $node3Rxn 1]+[lindex $node4Rxn 1]]

puts "\nEqilibrium Check After Gravity:"

puts "SumX: Inputed: 0.0 + Computed: $computedFx = [expr 0.0+$computedFx]"

puts "SumY: Inputed: $inputedFy + Computed: $computedFy = [expr $inputedFy+$computedFy]"

# ---------------------------------

# Lateral Load

# ---------------------------------

# set gravity loads constant and time in domain to e 0.0

loadConst -time 0.0

timeSeries Linear 2

pattern Plain 2 2 {

    load 13 220.0 0.0 0.0

    load  9 180.0 0.0 0.0

    load  5  90.0 0.0 0.0

}

# ---------------------------------

# Create Recorder

# ---------------------------------

recorder Element -file EleForces.txt -ele 1 4 7 10 forces

# ---------------------------------

# Perform Lateral Analysis

# ---------------------------------

analyze 1

# ---------------------------------

# Check Equilibrium

# ---------------------------------

reactions

set node1Rxn [nodeReaction 1]; # nodeReaction command returns nodal reactions for specified node in a list

set node2Rxn [nodeReaction 2]

set node3Rxn [nodeReaction 3]

set node4Rxn [nodeReaction 4]

set inputedFx  [expr 220.0+180.0+90.0] 

set computedFx [expr [lindex $node1Rxn 0]+[lindex $node2Rxn 0]+[lindex $node3Rxn 0]+[lindex $node4Rxn 0]]

set computedFy [expr [lindex $node1Rxn 1]+[lindex $node2Rxn 1]+[lindex $node3Rxn 1]+[lindex $node4Rxn 1]]

puts "\nEqilibrium Check After Lateral Loads:"

puts "SumX: Inputed: $inputedFx + Computed: $computedFx = [expr $inputedFx+$computedFx]"

puts "SumY: Inputed: $inputedFy + Computed: $computedFy = [expr $inputedFy+$computedFy]"

# print ele information for columns at base

print ele 1 4 7 10

# ---------------------------------

# Check Eigenvalues

# ---------------------------------

set eigenValues [eigen 5]

puts "\nEigenvalues:"

set eigenValue [lindex $eigenValues 0]

puts "T[expr 0+1] = [expr 2*$PI/sqrt($eigenValue)]"

set eigenValue [lindex $eigenValues 1]

puts "T[expr 1+1] = [expr 2*$PI/sqrt($eigenValue)]"

set eigenValue [lindex $eigenValues 2]

puts "T[expr 2+1] = [expr 2*$PI/sqrt($eigenValue)]"

set eigenValue [lindex $eigenValues 3]

puts "T[expr 3+1] = [expr 2*$PI/sqrt($eigenValue)]"

set eigenValue [lindex $eigenValues 4]

puts "T[expr 4+1] = [expr 2*$PI/sqrt($eigenValue)]"

recorder Node -file eigenvector.txt -nodeRange 5 16 -dof 1 2 3 eigen 0

record

exit

----- ElasticFrame.tcl  終わり　------

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Basic Examples Manual (Elastic Frame Example)　
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