analyse error?

[hamed739]

hi,
i write 2d frame with 1 joint element program.
it has error:"constraint matrix not diagonal"
why happen it?
thanks.

[andrett7]

Hi Hamed,

could you please post the part of the code where you define the geometry and the connections? Maybe there is a problem regarding the connettivity between some elements.

Andrea

[vesna]

To solve you problem you can not use Plain constraint handler.

[hamed739]

>Hi Andrea
# define NODAL COORDINATES

#column line 1
node 101 0.0 0.0
node 104 0.0 0.0
node 105 0.0 467.5
node 102 0.0 467.5
node 103 -45 500

node 111 0.0 532.5
node 114 0.0 532.5
#column line 2
node 201 800 0.0
node 204 800 0.0
#column line 3
node 301 1600 0.0
node 304 1600 0.0

#Nodes on beam lines

#Bay 1
node 1101 45 500
#Nodes at the center of beam-column joints

#Column line 1
node 107 0 500
node 117 0 1000

#Column line 2
node 207 800 500
node 217 800 1000

#Column line 3
node 307 1600 500
node 317 1600 1000
# BOUNDARY CONDITIONS

fix 101 1 1 1; # Fixed support nodes
fix 201 1 1 1; # Fixed support nodes
fix 301 1 1 1; # Fixed support nodes
#--------------------------------------------------------------------------------------------#
# Define ELEMENTS #
#--------------------------------------------------------------------------------------------#

# element nonlinearBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag

set IDColTransf 101; # all columns
set IDBeamTransf 102; # all beams

geomTransf Corotational $IDColTransf
geomTransf Corotational $IDBeamTransf

set np 5; # number of Gauss integration points for nonlinear curvature distribution

# COLUMNS

element nonlinearBeamColumn 112 104 105 $np 1 $IDColTransf;
element nonlinearBeamColumn 122 114 117 $np 1 $IDColTransf;

element nonlinearBeamColumn 212 204 207 $np 1 $IDColTransf;
element nonlinearBeamColumn 222 207 217 $np 1 $IDColTransf;

element nonlinearBeamColumn 312 304 307 $np 1 $IDColTransf;
element nonlinearBeamColumn 322 307 317 $np 1 $IDColTransf;


# BEAMS

# Bay 1

element nonlinearBeamColumn 1011 1101 207 $np 3 $IDBeamTransf;
# Bay 2

element nonlinearBeamColumn 2011 207 307 $np 3 $IDBeamTransf;
#--------------------------------------------------------------------------------------------#
# Define Zero-length elements #
#--------------------------------------------------------------------------------------------#
uniaxialMaterial Elastic 2 1e12

#column line 1
element zeroLength 111 101 104 -mat 2 -dir 1 2 6 -orient 0 1 0 -1 0 0
element zeroLength 113 105 102 -mat 2 -dir 1 2 6 -orient 0 1 0 -1 0 0

element zeroLength 121 111 114 -mat 2 -dir 1 2 6 -orient 0 1 0 -1 0 0
#column line 2
element zeroLength 211 201 204 -mat 2 -dir 1 2 6 -orient 0 1 0 -1 0 0
#column line 3
element zeroLength 311 301 304 -mat 2 -dir 1 2 6 -orient 0 1 0 -1 0 0
#--------------------------------------------------------------------------------------------#
# Define joint ELEMENTS #
#--------------------------------------------------------------------------------------------#
#material for hinges on the face of joints
uniaxialMaterial Elastic 100 1e12
#Material tag for the shear panel
uniaxialMaterial Bilinear 12 7431787 21988 -21988 0.048 -1e-6 0.0118 -0.0118 1 0.4 0 0 0
#1st column line
element Joint2D 114 102 1101 111 103 10001 100 100 100 100 12 0
#--------------------------------------------------------------------------------------------#
# Assign masses to nodes #
#--------------------------------------------------------------------------------------------#

mass 1101 9.54561 1e-9 1e-9
mass 207 19.0912 1e-9 1e-9
mass 307 9.54561 1e-9 1e-9
mass 117 9.54561 1e-9 1e-9
mass 217 19.0912 1e-9 1e-9
mass 317 9.54561 1e-9 1e-9
#--------------------------------------------------------------------------------------------#
# Rigid Diaphragm #
#--------------------------------------------------------------------------------------------#

# Rigid Diaphragm; Forces the horizontal displacement of column nodes to be equal

equalDOF 1101 207 207
equalDOF 207 307 207

equalDOF 117 217 217
equalDOF 217 317 217
#--------------------------------------------------------------------------------------------#
# degree of freedom of nodes at center #
#--------------------------------------------------------------------------------------------#
#Fix the rotational degree of freedom of nodes at center of beam-column joints

#Column line 1
fix 107 0 0 1
fix 117 0 0 1
#Column line 2
fix 207 0 0 1
fix 217 0 0 1
#Column line 3
fix 307 0 0 1
fix 317 0 0 1
#--------------------------------------------------------------------------------------------#
# linking the center joints to the faces of joints #
#--------------------------------------------------------------------------------------------#
#Make the trusses linking the center of beam-column joints to the faces of joints
uniaxialMaterial Elastic 4 1e12
#Column Line 1
element truss 115 107 102 0.6 4
element truss 116 107 1101 0.6 4
element truss 117 107 111 0.6 4
element truss 118 107 103 0.6 4
#--------------------------------------------------------------------------------------------#
# uniaxialMaterial for joint #
#--------------------------------------------------------------------------------------------#



damageModel HystereticEnergy 1 85239 1
damageModel HystereticEnergy 3 18439 1


#uniaxialMaterial Bilinear tag Ke Fy+ Fy- alpha-h alpha-cap delta+cap delta-cap flagCutEnv R DmgS DmgK DmgD
#For the columns
uniaxialMaterial Bilinear 1 7.50E+07 25740 -25740 6.84E-04 -1.99E-03 0.0254 -0.0254 1 0.4 1 0 1
#For the beams
uniaxialMaterial Bilinear 3 1.49E+07 8310 -8310 2.54E-03 -3.51E-03 0.0170 -0.0170
#--------------------------------------------------------------------------------------------#
# GRAVITY Load #
#--------------------------------------------------------------------------------------------#


pattern Plain 1 Linear {
eleLoad -ele 1011 -type -beamUniform -23.411
eleLoad -ele 1021 -type -beamUniform -23.411
eleLoad -ele 2011 -type -beamUniform -23.411
eleLoad -ele 2021 -type -beamUniform -23.411
}
constraints Plain;
numberer RCM;
system BandGeneral;
test NormDispIncr 1.0e-8 100
algorithm Newton;
integrator LoadControl 1;
analysis Static
analyze 1;
loadConst -time 0.0;

[salimonafs]

hi
how can i choose orient for zero length element by angle 62 (degree)
and how can i calculate these factor at Hysteretic Material including: pinchX pinchY damage1 damage2 beta?

please help me

[vesna]

How to define orient vector for zero length element is explained here: http://opensees.berkeley.edu/wiki/index ... th_Element. At the bottom of the page you will also wind an example where angle was 45 degrees.

Hysteretic Material parameters: pinchX pinchY damage1 damage2 beta, are rather chosen than calculated. Depending on the type of hysteric curve that you want to achieve you need to play with the parameters until you find set that fits your need. Here you can find some info on how these parameters change hysteric behavior:http://opensees.berkeley.edu/OpenSees/m ... l/4052.htm

[salimonafs]

hi vesna
thanks alot for your helping...
however, i can't understand how to define 45 degree!!!!????
for example could you help me how to define 62 degree??
thanks so much

[vesna]

To define orient vector you need to define $x1 $x2 $x3, that are vector components in global coordinates defining local x-axis (for 45 degrees this vector is 1 1 0) and $yp1 $yp2 $yp3 vector components in global coordinates defining vector yp which lies in the local x-y plane for the element (for 45 degrees this vector is -1 1 0). If you do not understand this you need to learn basics of linear algebra.

[salimonafs]

hi vesna
i write this command line for zero length's orient in opensees ,is it correct?

-orient [expr cos(62)] [expr sin(62)] 0 [expr -sin(62)] [expr cos(62)] 0

have a good time,vesna

[vesna]

When defining angles they need to be input in radians, not degrees.

[salimonafs]

Hi vesna
My model consist of centrically brace that you see in modeling folder in bellow.but now warning shown when I have run for pushover . so how can I run for pushover and etc?
All units: kg-cm-sec

http://www.mediafire.com/?a5yzd2rmnxhuzja

can i define truss for link beam in eccentrically brace (EBF)? is that correct
Thanks a lot

[salimonafs]

vesna wrote:
> When defining angles they need to be input in radians, not degrees.

hi vesna
excuse me, now my question is can i define truss for link beam in eccentrically brace (EBF)? is that correct
and whats this picture of meaning?
http://www.mediafire.com/view/?p8gqx37997wp7un

do you know where i get example about brace (CBF & EBF) in opensess can?

[vesna]

I will host OpenSees webinar on CBFs at the end of this month and will post an example at that time. I do not think there is an example on EBF on OpenSees wiki.

[salimonafs]

vesna wrote:
> I will host OpenSees webinar on CBFs at the end of this month and will post
> an example at that time. I do not think there is an example on EBF on
> OpenSees wiki.
tank you for your reply, vesna
please answer my other question:
excuse me, now my question is can i define truss for link beam in eccentrically brace (EBF)? is that correct
and whats this picture of meaning?
http://www.mediafire.com/view/?p8gqx37997wp7un

can i take distribuit load on truss?

[vesna]

i do not understand you other question.

truss is an element that can take axial load only. distributed load can be applied on elements that have some banding capacity (e.g., beam-column elements).