I have the following model:
# --------------------------------------------------------------------------------------------------
# Trave 2 Modello Elastico
# elasticBeamColumn element
# Unità in KN, cm
#
# 1 ----------------------- 2 -------- 3
# L1 L2
# ^Y
# |
# |
# |
# |
# ------------- >X
#
# SET UP ----------------------------------------------------------------------------------------
wipe; # clear opensees model
model basic -ndm 2 -ndf 3; # 2 dimensions, 3 dof per node
set dataDir Data3; # set up name for data directory
file mkdir $dataDir/; # create data directory
# definizione geoemtria -------------------------------------------------------------
set L1 423; # luce campata
set L2 219.5; # luce sbalzo
set Lp1 85.8; # posizione potenziometro campata sxsx (a partire dall'appoggio del nodo 1)
set Lp2 170.5; # posizione potenziometro campata sx (a partire dall'appoggio del nodo 1)
set Lp3 255.3; # posizione potenziometro campata c (a partire dall'appoggio del nodo 1)
set Lp4 339.1; # posizione potenziometro campata dx (a partire dall'appoggio del nodo 1)
set Lp5 109.8; # posizione potenziometro sbalzo mc (a partire dall'appoggio del nodo 6)
set Lp6 109.7; # posizione potenziometro sbalzo me (a partire dall'appoggio del nodo 6)
# definizione sezione
set H 52; # Altezza sezione
set B 26; # Base inferiore
set Bali 58; # Base suoperiore
set h 20; # Altezza zona piena
# calcolo caratteristiche geometriche e meccaniche
set Aomog 2263.43; # Area sezione omogeneizzata
set Izcampata 574422.11; # Momento di inerzia omogeneizzato sezione campata
set Izsbalzo 536396.35; # Momento di inerzia omogeneizzato sezione sbalzo
set E 2000; # Modulo elastico calcestruzzo
# coordinate nodali x,y
node 1 0 0;
node 2 $Lp1 0;
node 3 $Lp2 0;
node 4 $Lp3 0;
node 5 $Lp4 0;
node 6 $L1 0;
node 7 [expr $L1+$Lp5] 0;
node 8 [expr $L1+$L2] 0;
# Single point constraints -- Boundary Conditions
fix 1 1 1 0; # node DX DY RZ
fix 6 0 1 0; # node DX DY RZ
# Define ELEMENTS -------------------------------------------------------------
# define geometric transformation: performs a linear geometric transformation of beam stiffness and resisting force from the basic system to the global-coordinate system
set transfTag 1;
geomTransf Linear $transfTag; # associate a tag to transformation
# connectivity:
element elasticBeamColumn 1 1 2 $Aomog $E $Izcampata $transfTag; # element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag
element elasticBeamColumn 2 2 3 $Aomog $E $Izcampata $transfTag; # element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag
element elasticBeamColumn 3 3 4 $Aomog $E $Izcampata $transfTag; # element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag
element elasticBeamColumn 4 4 5 $Aomog $E $Izcampata $transfTag; # element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag
element elasticBeamColumn 5 5 6 $Aomog $E $Izcampata $transfTag; # element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag
element elasticBeamColumn 6 6 7 $Aomog $E $Izsbalzo $transfTag; # element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag
element elasticBeamColumn 7 7 8 $Aomog $E $Izsbalzo $transfTag; # element elasticBeamColumn $eleTag $iNode $jNode $A $E $Iz $transfTag
# Define RECORDERS -------------------------------------------------------------
recorder Node -file Data3/Dispnodo2.txt -time -node 2 -dof 1 2 3 disp; # spostamenti nodo 2
recorder Node -file Data3/Dispnodo3.txt -time -node 3 -dof 1 2 3 disp; # spostamenti nodo 3
recorder Node -file Data3/Dispnodo4.txt -time -node 4 -dof 1 2 3 disp; # spostamenti nodo 4
recorder Node -file Data3/Dispnodo5.txt -time -node 5 -dof 1 2 3 disp; # spostamenti nodo 5
recorder Node -file Data3/Dispnodo7.txt -time -node 7 -dof 1 2 3 disp; # spostamenti nodo 7
recorder Node -file Data3/Dispnodo8.txt -time -node 8 -dof 1 2 3 disp; # spostamenti nodo 8
recorder Node -file Data3/RBase1.txt -time -node 1 -dof 1 2 3 reaction; # support reaction
recorder Node -file Data3/RBase2.txt -time -node 6 -dof 1 2 3 reaction; # support reaction
# Definizione analisi statica
# The displacement is applied using the sp command, the command requires the node and
# DOF of interest. A reference values is given that is multiplied by the displacements
# in the Pathseries to determine the applied displacement.
set F1 " Series -dt 0.1 -values {32.00 36.00 45.00 51.00 60.00 66.00 80.00 87.00 50.00}";
set F2 " Series -dt 0.1 -values {0.00 9.00 9.00 18.00 18.00 27.00 27.00 36.00 0.00}"
pattern Plain 1 $F1 {
load 4 0 -1 0
}
pattern Plain 2 $F2 {
load 8 0 -1 0
}
# Define analysis parameters
integrator LoadControl 1
system SparseGeneral -piv
test NormDispIncr 1.0e-5 100 1
numberer Plain
constraints Transformation
algorithm KrylovNewton
analysis Static
# Apply the 1 points in the files.
analyze 1
# create the display
recorder display Trave 10 10 800 200 -wipe
prp 0 0 100.0
vup 0 1 0
vpn 0 0 1
viewWindow -500 500 -200 200
projection 0
display 1 0 10
puts "Beam Done"
When I turn I take no step load
Someone tell me why? Thank you, answer there I would be grateful
Help analysis two load history
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