Steel Frame Modeling in Sap 2000

[mohsen1987]

Hi
I used Sap 2000 v14 for steel modeling .
I modeled a 7 story building .The x Direction frame is moment frame and the Y Direction frame is simple frame with bracement.
But after the run,beams of moment frame had negligible shear and moment near zero.
the quastion is why?plz help me.
Am I modeling this buiding wrong?plz help.
thanks

 

[rrm1266]

What were your deflections in the x-direction? If they were unreasonably large then your beam-column connections may be modeled incorrectly (i.e. you have moments released on the elements) or the steel is simply too weak in flexure. If your deflections are small check to make sure your lateral loads are being applied correctly.

 

[rko2011]

did you set up a diaphragm for each floor? Without looking at your model, maybe you didn't put the lateral loads in correctly? Check the nodal degrees of freedom for your moment frame to make sure it has the right connections.

 

[MiketheEngineer]

Stupid suggestion. Make sure you are using feet and not inches fro lengths

 

[johnbridge231]

What about the applied loads? Have they been given properly?
And the base reactions are zero as well?

Analysis and Design of arbitrary cross sections
Reinforcement design to all major codes
Moment Curvature analysis

http://www.engissol.com/cross-section-analysis-design.html

 

[paddingtongreen]

We need more information:
Does the flooring span in the x direction?
If not, how is it supported?
As the moments and shears are low, are the axial forces high?


Michael.
Timing has a lot to do with the outcome of a rain dance.

 

[RareBugTX]

What I do when modelling in SAP2000 is do a quick paper and pencil sketch of what my figures should be. I am very cautious with the computer's results. even with Enercalc. Reactions, base shear, deflections, etc. If results are way off, then something is wrong with the model or settings or both.

 

[msquared48]

Is the OP still alive?

Mike McCann
MMC Engineering

http://mmcengineering.tripod.com