I have a W21x62 beam supported by a 6x6 HSST column and I'm trying to design a column cap plate. In the connect version loading on the beam is from bar joists on 48" centers, whereas the standalone has single point load input thru the dialog box (I used the axial load from the top of column). When running in the Connect version I'm showing web buckling failure (ratio = 1.16) while in the stand alone no problem (ratio = .46). I also note the Connect version calculated column sidewall forces differently. In the connect version I had to increase column wall thickness to pass that criteria.
FWIW - I did check applied forces and they're essentially the same.
I'm curious if the connect version looks at the distribution of forces on the beam differently than in the standalone? If so, how to account for that in the model?
Are you comparing Ram Connection Stand-Alone with a version integrated with RAM Structural System? Can you give me the full version number of the both programs, e.g. Ram Connection 13.02.01.25 and Ram Structural System 7.00.01.09? Or send your files.
I'm comparing Ram Connect inside STAAD Pro Connect to Ram Connect standalone. Normally I would just use the Ram inside STAAD but I'm having some software issues when trying to edit the connection inside STAAD. So I'm manually transferring the loads from STAAD to the standalone.
Here's the STAAD model with the Cap Plate connection and the connection report (ctr support beam.doc) showing web buckling failure. Also included is the report from the standalone Ram showing no buckling problem. (Center support standalone.pdf)
Thx in advance
6724.Center support beam.STD
Please attach files .cut, .rcc and .rsd from the folder where STAAD.Pro model is saved. Also, RAM Connection standalone model.
For some reason I can't upload those files, getting "error". Do you have direct email address I can send the complete folder?
I included the actual STAAD file in the earlier reply, can you use that to generate the 3 files you're looking for?
I see two significant things. The first is that you are using ASD in one program, LRFD in the other. The second pertains to the moments. When the moments are 0 the cap plate checks web crippling using 1/2 the column load, but when there is some moment, even a small one, it switches to checking the full axial force. That looks incorrect to me because the capacity is not changing. Let me investigate that with our developers.