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the command in the manual should be correct.

the eleLoad command goes inside the plain pattern command in the same way nodal loads do .. just look at Example3.1 or 3.2.

the problem is that the default eigen solver uses the arpack routines to determine the eigenvalues and eigenvectors .. this is a very efficient package for finding a few eigenvalues of big systems .. it will not find all eigenvalues however, the most is n-1 .. for very small systems a new feature in...

the first involves 5 calls to the matrix constructor & 5 subsequent calls to the destructor .. lots of memory calls to the os typically kill object-oriented programs (it's why we use references wherever we can). the second involves all those calls to the inline functions .. while not great .. probab...

you probably have a concrete model .. it depends on the model, concrete values and state of strain in Concrete fibers (remember there is a big jump between tangent returned by concrete material if under tension (0.0) or initial compression (Ec) .. initially if fibers at very low strain any small mov...

we will try to make the documentation clearer .. in the meantime you can quite easily figure this out for youself .. model a cantilever with a single nonlinearBeamColumn element, create a rectangular section with elastic materials and apply the same load in the 2 orthogonal directions (y,z if member...

i am not sure where you got your Example3.1.tcl from .. look in the actual file you have for the recorder command(s) .. the name of the output file(s) will be there .. look for those files .. for example, the current Example3.1.tcl contained with a source distribution and found at http://opensees.be...

tcl hs 2 built in commands for this: time & clock

set duration [time "source Example3.1.tcl"]; #duration a string containg time in milliseconds

or

set t1 [clock seconds]
source Example3.1.tcl
set t2 [clock seconds]
set duration [expr $t2 - $t1]; # duration in seconds

currently the source is avail via cvs only. i will try and get the tarballs up shortly.

the pseudoTime is the time in a dynamic analysis .. we just call it pseudoTime because people get confused when we mention time in a static analysis.

or are you referring to something else when you say 'time'?

1. not so easy due to the fact that the tangent matrix can be stored in different formats, i.e. banded, symmetric banded, profile, sparse, symm sparse, etc .. and there is no Print method currently in these classes .. also these classes would be useless to you for caughey damping as outlined in 2. 2...

version 1.6.1 now posted at the website has the -nees option. for some reason somebody took had taken it out from a file i had given him and i didn't check to make sure he did not modify any of my code while he was at it . can't trust anyone!

the answer is given above .. suggest you do a single dof problem, do the analysis given above and then look at what happens to the nodal displacements.

there was a post to a question further down the board for 2d beams .. suggest you
put a post in the documentation part of the message board on the element you are interested in .. this way i can get the person responsible for the doc to go bug Michael
about it!

1. OpenSees is unitless. We will not go through the file & pick the max for you. you can do this using a tcl script if you wish (go look at a tcl book for example). the values assigned are the data values in the file * the factor you specify. it's up to you to figure out the factor. 2. use command '...