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It is still not working.
Maybe it is longer than 1 months.
could anyone check with that ?

thank you.
btw, good luck for L. Tesser.

I cannot check/find out the code of this material, vesna, why? Could you please check that?
I just found it is decleared in the classtag.h file.

Thank you, frank.
Can you please share the amd lib file for windows developer, btw?

I found that the AMD number algorithm is not constructed, yet.
When it is loaded, the ops returns

AMD::AMD()

THank you for your time.

Sincerely,

N. Li

Best wishes for you all!

Yours sincerely,

Ning.

Users can install tcl8.5 for their own environment on ranger.
You can try it.

best regards,

Ning.

sorry , i have made some mistake.

Could you please check this script, which i just want to display the periods of structures before and after the gravity load analysis. It gave the warning.

[quote]
wipe;
file mkdir Data;
model BasicBuilder -ndm 3 -ndf 6;
set LCol 3; # column length
set Weight 2.e8; # superstructure weight
set PCol $Weight; # nodal dead-load weight per column
set g 9.81; # g.
set Mass [expr $PCol/$g]; # nodal mass
node 1 0 0 0; # node#, X, Y
node 2 0 0 $LCol
fix 1 1 1 1 1 1 1; # node DX DY RZ
fix 2 0 0 1 1 1 1;
# nodal masses:
mass 2 $Mass $Mass 1e-9 1e-9 1e-9 [expr $Mass*3.4] ;

# Define ELEMENTS & SECTIONS -------------------------------------------------------------
uniaxialMaterial Steel01 1 +3.250000E+008 +2.000000E+011 +5.000000E-002

set ColSecTag 1;
# Section "Col_C3_45F": secTag
section Fiber $ColSecTag {
patch quad 1 30 2 -1.630000E-001 +1.630000E-001 +1.630000E-001 +1.630000E-001 +1.630000E-001 +1.750000E-001 -1.630000E-001 +1.750000E-001
patch quad 1 30 2 -1.630000E-001 -1.750000E-001 +1.630000E-001 -1.750000E-001 +1.630000E-001 -1.630000E-001 -1.630000E-001 -1.630000E-001
patch quad 1 2 30 -1.750000E-001 -1.630000E-001 -1.630000E-001 -1.630000E-001 -1.630000E-001 +1.630000E-001 -1.750000E-001 +1.630000E-001
patch quad 1 2 30 +1.630000E-001 -1.630000E-001 +1.750000E-001 -1.630000E-001 +1.750000E-001 +1.630000E-001 +1.630000E-001 +1.630000E-001
patch quad 1 2 2 -1.750000E-001 -1.750000E-001 -1.630000E-001 -1.750000E-001 -1.630000E-001 -1.630000E-001 -1.750000E-001 -1.630000E-001
patch quad 1 2 2 +1.630000E-001 -1.750000E-001 +1.750000E-001 -1.750000E-001 +1.750000E-001 -1.630000E-001 +1.630000E-001 -1.630000E-001
patch quad 1 2 2 +1.630000E-001 +1.630000E-001 +1.750000E-001 +1.630000E-001 +1.750000E-001 +1.750000E-001 +1.630000E-001 +1.750000E-001
patch quad 1 2 2 -1.750000E-001 +1.630000E-001 -1.630000E-001 +1.630000E-001 -1.630000E-001 +1.750000E-001 -1.750000E-001 +1.750000E-001
}

# define geometric transformation: performs a linear geometric transformation of beam stiffness and resisting force from the basic system to the global-coordinate system
set ColTransfTag 1; # associate a tag to column transformation
geomTransf Linear $ColTransfTag 1 0 0 ;

# element connectivity:
set numIntgrPts 5; # number of integration points for force-based element
element dispBeamColumn 1 1 2 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables

# define GRAVITY -------------------------------------------------------------
pattern Plain 1 Linear {
load 2 0 -$PCol 0 0 0 0
}
set lambda [eigen generalized -fullGenLapack 1]
set lambda1 [lindex $lambda 0]

set omega1 [expr pow($lambda1,0.5)]

set T1 [expr 2*3.14159265/$omega1]

puts "T1=$T1"

# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-8;
constraints Plain;
numberer Plain;
system BandGeneral;
test NormDispIncr $Tol 6 ;
algorithm Newton;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;

# Eigen-analysis -- After the applying gravity load
set lambda [eigen generalized -fullGenLapack 1]
set lambda1 [lindex $lambda 0]

set omega1 [expr pow($lambda1,0.5)]

set T1 [expr 2*3.14159265/$omega1]

puts "T1=$T1"

[/quote]

Could you kindly please tell me, where can i download the latest OpenSees Days' lecture materials?

Thanks very much!

ps: my laptop screen is too small, and the buildingTcl is not show itself very well. I just wonder that what is the screen size did silvia used??

Best regards

Sorry，i have made some mistak here. The previous scripts works well.
now i past the warning scripts

[code]
wipe;
file mkdir Data;
model BasicBuilder -ndm 3 -ndf 6;
set LCol 3; # column length
set Weight 2.e8; # superstructure weight
set PCol $Weight; # nodal dead-load weight per column
set g 9.81; # g.
set Mass [expr $PCol/$g]; # nodal mass
node 1 0 0 0; # node#, X, Y
node 2 0 0 $LCol
fix 1 1 1 1 1 1 1; # node DX DY RZ
fix 2 0 0 1 1 1 1;
# nodal masses:
mass 2 $Mass $Mass 1e-9 1e-9 1e-9 [expr $Mass*3.4] ;

# Define ELEMENTS & SECTIONS -------------------------------------------------------------
uniaxialMaterial Steel01 1 +3.250000E+008 +2.000000E+011 +5.000000E-002

set ColSecTag 1;
# Section "Col_C3_45F": secTag
section Fiber $ColSecTag {
patch quad 1 30 2 -1.630000E-001 +1.630000E-001 +1.630000E-001 +1.630000E-001 +1.630000E-001 +1.750000E-001 -1.630000E-001 +1.750000E-001
patch quad 1 30 2 -1.630000E-001 -1.750000E-001 +1.630000E-001 -1.750000E-001 +1.630000E-001 -1.630000E-001 -1.630000E-001 -1.630000E-001
patch quad 1 2 30 -1.750000E-001 -1.630000E-001 -1.630000E-001 -1.630000E-001 -1.630000E-001 +1.630000E-001 -1.750000E-001 +1.630000E-001
patch quad 1 2 30 +1.630000E-001 -1.630000E-001 +1.750000E-001 -1.630000E-001 +1.750000E-001 +1.630000E-001 +1.630000E-001 +1.630000E-001
patch quad 1 2 2 -1.750000E-001 -1.750000E-001 -1.630000E-001 -1.750000E-001 -1.630000E-001 -1.630000E-001 -1.750000E-001 -1.630000E-001
patch quad 1 2 2 +1.630000E-001 -1.750000E-001 +1.750000E-001 -1.750000E-001 +1.750000E-001 -1.630000E-001 +1.630000E-001 -1.630000E-001
patch quad 1 2 2 +1.630000E-001 +1.630000E-001 +1.750000E-001 +1.630000E-001 +1.750000E-001 +1.750000E-001 +1.630000E-001 +1.750000E-001
patch quad 1 2 2 -1.750000E-001 +1.630000E-001 -1.630000E-001 +1.630000E-001 -1.630000E-001 +1.750000E-001 -1.750000E-001 +1.750000E-001
}

# define geometric transformation: performs a linear geometric transformation of beam stiffness and resisting force from the basic system to the global-coordinate system
set ColTransfTag 1; # associate a tag to column transformation
geomTransf Linear $ColTransfTag 1 0 0 ;

# element connectivity:
set numIntgrPts 5; # number of integration points for force-based element
element dispBeamColumn 1 1 2 $numIntgrPts $ColSecTag $ColTransfTag; # self-explanatory when using variables

# define GRAVITY -------------------------------------------------------------
pattern Plain 1 Linear {
load 2 0 -$PCol 0 0 0 0
}
set lambda [eigen generalized -fullGenLapack 1]
set lambda1 [lindex $lambda 0]

set omega1 [expr pow($lambda1,0.5)]

set T1 [expr 2*3.14159265/$omega1]

puts "T1=$T1"

# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-8;
constraints Plain;
numberer Plain;
system BandGeneral;
test NormDispIncr $Tol 6 ;
algorithm Newton;
set NstepGravity 10;
set DGravity [expr 1./$NstepGravity];
integrator LoadControl $DGravity;
analysis Static;
analyze $NstepGravity;

# Eigen-analysis -- After the applying gravity load
set lambda [eigen generalized -fullGenLapack 1]
set lambda1 [lindex $lambda 0]

set omega1 [expr pow($lambda1,0.5)]

set T1 [expr 2*3.14159265/$omega1]

puts "T1=$T1"

[\code]

This script works well on the previous version of OPS.
For now, the opensees 2.1.1 give out the warning,
WARNING DirectIntegrationAnalysis::eigen() - no EigenSOE has been set

the warning will occur in the script when the eigen command loaded twice, for both static analysis and dynamic analysis. Maybe some default classes were omitted in the previous modification.

otherwise, did i do the wrong operation procedure?

Thanks.


Best regards,

Ning

something different of the eigen command compared with the previous version.

when i sourced some old but worked well tcl script, the eigen command gives warning like this:
WARNING StaticAnalysis::eigen() - no EigenSOE has been set

this warning promoted after the gravity load analysis procedure.

whenever and whatever the SOE and Analysis classes specified, the eigen command inputted and the warning information displayed.

Could you please check it?

Thanks!

Best regards,

Ning.

Thank you very much!

Could anybody told me that which part of the source code in the ndMaterial packages have the function of condensation the 3D constitutive relationship into 2D constitutive model??

Thanks very much!

Ning

thankyou!
i have search the forum.

min/max command ? Isn't it the tcl inherent command in tcl mathematic lib, or the additional command implemeneted by Opensees?

Otherwise, are you meaning the max/min material? i dont think it is a solution for the issue of cut off the strain larger than 1%.

By the way, except the hystereic material in openSees, the materials, like steel03,steelMP,reinforcingsteel and hardening, do not consider the failure when the strain become larger than 1%, does they??

i will try the hysteretic material first and wait for your suggestion, thank you!

How can i make the steel fiber to be fail when its strain is larger then 1%?
Steel01 and steel02 both illustrated as there is no material failure .
Since that, the behavior of some steel structure model are not like a real one in the failure nonlinear region.

try
mpiexec -np ....

It should be some configuration problems about the enviromental variables.

check your command console with the command
path

make sure the path includes the mpi bin folder