I'd be curious to learn if even 1 thing can be done in Strand that couldn't be done in SAP2000. From what I've seen, SAP has all the analysis capabilities, with design code checks not possible with Strand. Strand seems to suck badly with user interface issues and design code requirements.
Josh, I stated that SAP calculates torsion. That statement still remains ENTIRELY correct. You used that statement as a cheap attempt to tout a questionable sales advantage of your Risa 3D software for handling warping, an "advantage" which may be wildly conservative or unconservative depending...
Steel member reactions under torsion can be complex since torsion and warping usually occurs with shear and bending moments. To my knowledge, the only reliable approach for analysis of warping using beam/line elements is to have a warping degree of
freedom, 7 DOF instead of 6. I believe Abaqus...
Late reply to your question, but yes, you can assign point loads or area "patch" loads on SAP area elements. The key is to mesh the area in order to incorporate those load assignments - in other words, you can't simply draw a special joint on a SAP area element and assign a load to it. You would...
As you probably know, torsion is always accounted for in analysis. For design, torsional strength and allowable torsional strength is automatically determined only for closed sections like pipes and tubes.. and that design check started in the newer steel design codes as I recall..I think...
gh, you seem to have read the 2nd paragraph of my post, but skipped over the first paragraph where I explained how to do exactly what you are asking for using the "Select Load cases" option. Please reread
Your question is not so clearly worded. When you say "bifurcation" are you referring to geometric nonlinear behavior (buckling), or material nonlinear behavior, or both? Is this brittle material or ductile? More information is needed in order to reply.
I have not heard before the approach to design reinforcement based on stresses. However, you can obtain integrated shears and moments by using section cuts. That information from section cuts should help you determine required reinforcement.
SAP also offers design of irregular concrete...
If you model the soil as an assigned load load, define a load case which includes selfweight and pressure load and change that load case to nonlinear P-Delta. Next, definee a modal dynamic case using "Stiffness at end of nonlinear case" and select the nonlinear load case with selfweight and...
In my version 18, all load cases and combos are selected by default for reporting output tables. If after running your analysis you go to Display menu>Show tables, click the "Select load cases" button. There you can pick and choose which load combos and cases to include in your reports.
The...
It's not so much a "gap" as it is a change of section properties requiring that you define and model different sections - one section composite steel pipe filled with reinforce concrete, and another frame/column element which is reinforced concrete only (without pipe) going into the pipe cap...
When you say steel "covered with concrete" are you referring to concrete cladding/fireproofing on the steel beams, or do you mean concrete slab? If concrete slab, what are you trying to accomplish with the None (null) area load? you didn't say how you modeled the concrete floor. Did you use...
You haven't defined or assigned any hinges or link properties. Use Define menu>Section properties to do both. Hinges are assigned to frame elements, typically near the beginning and end joints, but slightly offset like relative .02 and .98 for example.
Link elements are typically used as...
Your link local axes look OK now, but I don't understand why you have defined multi-linear links which have different displacements for the same identical force. Also, you have nonlinear links but you still only have linear analyses. Either change links to linear springs or run nonlinear...
Since you've checked your model, please attach your modified .sdb file. It's late here, so I may not check until tomorrow. You can assign a joint displacement at support locations and then use that displacement in your time history case. Read my previous email regarding modeling of 2-point spring.
Also, Staad sucks.. when the company I worked for 6 years ago was transitioning from Staad to SAP, combining of separate models was at that time a HUGE advantage for SAP compared to Staad. No comparison really.. I'm guessing from your comments that Staad has improved somewhat in combining...
No, actually I meant what I wrote, .s2k, not .$2k. You don't see import or export of .$2k files in the File menu, do you? .$2k may possibly subsitute for .s2k, but my original advice still stands.
