That sounds like a bit much of a sweeping claim. If you google "U.S. Dept. of Defense progressive collapse UFC 4-023-03" you will see in their design manual that the DoD uses SAP2000 for their progressive collapse analysis. Similar google searches show that Abaqus is also used by the DoD. I'd...
SAP2000 could likely meet your analytical requirements for $8k (US dollars) or less, including NL time history analysis and PSD random dynamic analysis. Not sure if they have a direct Solidworks interface, but SAP can import Nastran .dat and IGES formats. I've never modeled solder joints, but I...
bothul, you don't give enough data to offer you much help. Where did you get your max loads? Did you assign the max loads as joint load and/or distributed line loads? Your time history functions would be typically be based on field measurements or wind tunnel data. You might want to read some...
In order to simulate a dynamic wind load, you will have to obtain dynamic wind loading data from a wind tunnel study or some other measurement. With this data you would assign joint and/or lineal wind loads at different locations throughout your model and then define a time history function or...
What cap beam option are you referring to? If you want your footbridge to rest on a column with a base isolator, then draw your column to end a short distance away from the bridge.. in other words, there should be a small gap between the end of the column and the bridge. Define a link with the...
I don't understand your issue regarding disabling the AISC design check.. because you have to run a separate design check after the analysis in order to obtain design code results. If you just run the analysis by itself there will be no design check. If you run an analysis, results from your...
How did you "add" a joint in your solid element? In order to assign a joint load, there must be a meshed joint location there. You cannot simply draw a special joint on area or solid elements to assign a joint load like you can do with frame elements.
This isn't a full answer to your question, but modal analysis cases can be based on the stiffness of a nonlinear P-delta case. Those "stressed" modal cases can then be used as the basis for response spectrum or modal time history cases. For example, you could define a static nonlinear p-delta...
Why do you need to use constraints at all? Just model your piles as equivalent springs, or model them explicity with frame elements connecting centerline to the pile cap. It would help if you posted your model or a drawing.
I don't have Autocad, but if you have a composite structure, that is a "special case". Assuming that you're referring to a deck filled with concrete with shear connections to beams below, you would import the filled deck as an area element then make section property Membrane. Then draw...
Not true. I just defined battered piles with 20 joints and assigned multiple local axes on joints to match frame local axis using the instructions I posted earlier. It took me less than a minute to do it. Spend a little time experimenting with joint local axis 'advanced' options if you're...
You can either draw the corrugated shape with line elements then extrude into shells or membrane areas. You can also define as a flat shell or membrane element but using orthotropic material. Or you can model as a shell or membrane if orthotropic behavior is not important for your design. Your...
cprr/navids, Willis answered your concerns on modeling tension only in the previous thread. Did you follow his suggestion and run analysis cases as nonlinear? Because otherwise the tension and compression limits will be ignored.
You can select bracing then use Design menu>Steel frame design to...
Did SAP2000 report any instabilities during the analysis? Because that can cause problems in reporting results. If you can't figure it out, send the .sdb model to CSI tech support. They'll give you a definitive answer
You can rotate the local axes of multiple joints in one command fairly easily by selecting them then Assign>Joint>Local axis then checkbox "advanced". There you have several options such as user vector or specify two joints or plane coordinate direction CR CA in order to line up with frame local...
ThomasH wrote above on June 30:
So I would say, "All FEA tasks"? No definitly not.Structural FEA in terms of steel frames etc? Sure, as long is it doesn't get TO nonlinear or TO dynamic.
You should be honest enough to own up to your earlier mistatement of facts when challenged. Contrary to...
