lippie,
Like i said, i do not know what the GUI capabilities of Strudl are - therefore I can only assume they are diabolically bad if author of this presentation chooses staad graphics over strudls.
You seem to be a great advocate of STAAD - one wonders how much longer it will be around with...
mr fleisher,
you are so far wrong, if you think that the graphic environment of STAAD represents market leading software then you have been walking with your head in the clouds for many moons now. I do not know the capability of Strudl or its graphics, but I do know that they would have to be...
Why not look at femap structural.
femap is a top quality pre and post processor and it has the ideas solvers behind it now. Not so sure on the price but I think it has been pitched as a low cost solution.
Only trying to draw attention to the fact that there are packages out there that are better for this type of work than the aforementioned - I happen to use Robot but I am sure that every other package that deals with Solid Elements is better than STAADs.
My motives are unquestionable - I run a...
Seethru,
Why am I called a STAAD basher, because i point out that the software is physically incapable of performing a function. thats not my fault, pal! speak to the donuts who write the software, get them to put this functionality in and I wont bother to bring your attention to the fact that...
Sorry to be the bearer of bad news but you cannot put a pressure load on solid elements in STAADIII/Pro-2000,2001 or 2002. It will only accept nodal loads - so i hope you don't have an irregular mesh because it'll be a pain deciding where to put every load and assigning a value to it.
I...
Hi,
I prefer software for this task that is standalone as already have analysis software and would not want to purchase new.
Any more ideas would be gratefully received.
ac
I am trying to create some DLL's using VB6. Does anyone have any advice on how to do this or any good websites with examples showing how to call DLL's etc.
ac
wood armer is an equivalent moment method - it basically takes the Mxy (twisting) moment and lumps this value to the principal direction moments Mx & My.
A ref for this is R.H.Wood – „The reinforcement of slabs in accordance with a pre-determined field of moments”, Concrete, February 1968
a
There is a significant difference in the formulation of both elements that you mention ie Plane Stress and Shell. In a plane stress element the out of plane stresses are assumed to be zero which means that they can only be loaded in the plane if the element. Shell elements require loading on...
