# Units: kip, in
# MHS, Sept 1999
# email: mhscott@ce.berkeley.edu
#
#
# _________________________ _
# | | |
# | | | 12'
# | | |
# |____________|____________| _
# | | |
# | | |
# | | | 15'
# | | |
# | | | _
# === === ===
# | 24' | 24' |
#
# NOTE: to RUN this example, run the g3 interpreter and
# type the command: source RCFrame3.tcl
#
# $Revision: 1.1 $
# $Date: 2000/09/15 08:23:09 $
# $Source: /usr/local/cvs/OpenSees/EXAMPLES/ExampleScripts/RCFrame3.tcl,v $
model BasicBuilder -ndm 2 -ndf 3
# tag X Y
node 1 0 0
node 2 0 180
node 3 0 324
node 4 288 0
node 5 288 180
node 6 288 324
node 7 576 0
node 8 576 180
node 9 576 324
# node DX DY RZ
fix 1 1 1 1
fix 4 1 1 1
fix 7 1 1 1
# "Cracked" second moments of area
set IcolInt [expr 0.7*1/12*24*pow(27,3)]
set IcolExt [expr 0.7*1/12*24*pow(24,3)]
set Igir [expr 0.5*1/12*18*pow(24,3)]
# Cross-sectional area of members
set AcolInt [expr 24*27]
set AcolExt [expr 24*24]
set Agir [expr 18*24]
# Concrete elastic modulus
set E 4000
# Geometric transformation
geomTransf Linear 1
# tag ndI ndJ A E I transf
element elasticBeamColumn 1 1 2 $AcolExt $E $IcolExt 1
element elasticBeamColumn 2 2 3 $AcolExt $E $IcolExt 1
element elasticBeamColumn 3 4 5 $AcolInt $E $IcolInt 1
element elasticBeamColumn 4 5 6 $AcolInt $E $IcolInt 1
element elasticBeamColumn 5 7 8 $AcolExt $E $IcolExt 1
element elasticBeamColumn 6 8 9 $AcolExt $E $IcolExt 1
element elasticBeamColumn 7 2 5 $Agir $E $Igir 1
element elasticBeamColumn 8 5 8 $Agir $E $Igir 1
element elasticBeamColumn 9 3 6 $Agir $E $Igir 1
element elasticBeamColumn 10 6 9 $Agir $E $Igir 1
# Gravity load
set P -192
# Lateral load
set H 240
pattern Plain 1 Linear {
# node FX FY MZ
load 2 $H $P 0.0
load 5 0.0 [expr $P*2] 0.0
load 8 0.0 $P 0.0
load 3 $H [expr $P/2] 0.0
load 6 0.0 $P 0.0
load 9 0.0 [expr $P/2] 0.0
}
algorithm Linear
numberer RCM
constraints Plain
integrator LoadControl 1 1 1 1
system BandSPD
analysis Static
# Perform the linear analysis
analyze 1
# Get the roof displacement
print node 3