A possible solution is to create a dense mesh of elements in the vicinity of the stress concentration region. In finite element models, loads flow from point to point through element nodes. So, a more refined mesh in that location enables the load to flow to a wider area. You can simply select...
The axial load is most likely caused by the Poisson effect. When the web of the girder is subjected to an inplane loading, Poisson effect will cause the web to undergo a deformation along the axis of the beam. Depending on how the supports are positioned, it can induce an axial force. To avoid...
Are u assuming that the rigid diaphragm is like a slab and should attract all the mass? If so, where should they be lumped? At the master node? What if the rigid diaphragm covered only part of the floor?
nrguades
In SAP, I dont know - I have just heard. We use STAAD 2003 and the option is inside the INI file. They don't expose it through the graphical side because according to their people at the REI Conference, "Tech Support would be confused if they were looking at bending moment diagrams...
I agree with Focht3...there should be an option. STAAD and SAP both allow you to draw the bending moment on the tension side (as positive) or compression side (as positive).
EXCLUDE actually excludes all joints you don't want to be included in forming panels where the wind will be distributed. EXPOSURE allows you to specify how much intensity will be applied at a joint or level.
Are you looking at how to design them or model them? We typically model them in STAAD using what they called partial moment releases. THis is basically a connection where you define a percentage of fixity rather than a spring constant. It works really well.
Not true. Anyway, STAAD III is from 1996. STAAD.Pro is their latest software.
Roadmanpd...verify for yourself...go to
http://www.reiworld.com/support/pro/Verification.pdf
They have examples on dynamics as well. Do your own research.
You can use partial moment releases in STAAD.Pro. Under Releases, you can specify MPX, MPY or MPZ as a percentage of full fixity (50%, 80%, etc.). This is called a semi-rigid connection. Much easier than defining a spring.
Torsion is tough. You have two types of stresses. Normal and warping. Normal is fairly easy to calculate for open sections as long as you have the torsional stiffness (J). Warping is the tough one - you have warping bending and shear stresses. To calcualte the warping constant for a random open...
Use a time history analysis in STAAD to simulate a blast. They have a new program called STAAD.foundation that can take the results of your analysis and design the mat.
Try using STAAD.foundation from REI. This has a good compatiability between their main 3D analysis program and slab on grade design. I also use ETABS and STAAD. I wish those two programs would talk to each other as well since each one has its good points on certain types of models.
