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wow
it is already work
thanx so much
silvia

hi all i have amodel like example 5.1 3d rigid frame . but with bidirection eccentricity ex and ey iam intersiting in master node displacement i can run the model and get resonable result for each ex an ey but when i try to run a parameter study while varaying ex and ey there is a problem. well i us...

Hi all dear I have two issues first - how can i run a time history non linear dynamic analysis of a structure while i use the deformation of nonlinear static analysis of the same structure as an initial condition. second -is it possible to get the sequance of plastic hinges formulation. in structure...

dear all i ran the exapmle 5.1 (3drigidframe) and got the correct result. then as i think if i increase the time domain ( in this example 20sec) associated with the earthquake record tapas. the model must go on free vibration must be there is no response . so i increased the time to 30 sec. but i st...

i already change the element i and j defination and got
the right value of reaction
thanx silvia

i already check using the omnline manual
and also i got the same result

no i did not try to use support reaction in the node recorder
but i think if the axial force zero the reaction also will be zero.
also the opensees manual i have nt include the reaction support in the node recorder.
thanx silvia

dear all i try to get the straining action in a column and beam ( elements of 3dframe) . i run a linear algorithm to solve this problem statically . i got axial force in column which mean reactions at support. two column given a actual value but the other given value=0.0 i check all the local and gl...

Dear all first merry chrismas and happy new year. :) i have a model like example 5.1 3drigid frame . and iam looking to run the model and get the master node dispalcment response at different times. then need to change the columns stiffness ( EI) according to any statistical distribution ( may be th...

thanx alot

i use openees to get the eigenvalues and period of model.
so write that order

puts [eigen ] is this value represet the ( Omega) or the root of that value.

thanx

Thanx silvia
Alaa

thanks silvia for your replay i already get the rotation 1e-24. i know that practically zero. also when i modify the file and ask for memeber recorder i got torsional moment practicaly equal zero (1-e-23). but theoritical it must be zero.i confused cause other FEM programs like sap2000 and ansys do ...

# Units: kip, in, sec # ---------------------------- # Start of model generation # ---------------------------- # Create ModelBuilder with 3 dimensions and 6 DOF/node model BasicBuilder -ndm 3 -ndf 6 # Define geometry # --------------- # Set parameters for model geometry set h 144.0; # Story height ...

hi all
iam traing to solve example 5.1 by using one earthquake only in y-direction.
but i got rotation at master nodes and got torsion moments at column.
i do not know why .
plz any explaination about that
thanks