I want to design a circular roof with a uniform pressure acting on it ppt to its surface. Is it the Area load command right for applying. Uniform load with local axis is another alternative for member in arch?? However area load doesn't show in the graphical interface.
Please advice.
If the model contains any of the following data, it could trigger that Note.
a) MEMBER TENSION
b) MEMBER COMPRESSION
c) SPRING TENSION
d) SPRING COMPRESSION
e) PLATE MAT with the COMPRESSION option
f) ELASTIC MAT with the COMPRESSION option
In all these cases, the program has to use an iterative method to find out which member or support spring should be switched off and which ones need to be treated as active. If the components of the structure that are active at the start of an iteration are the same as those at the conclusion of that iteration, convergence is said to have been attained.
The message is reported as a Note because it enables us to understand how many iterations it took to attain convergence for a load case. It is not indicative of anything wrong.
While stabilizing load cases like gravity alone can be solved usually in just one iteration, when they are combined with destabilizing load cases like seismic or wind, more than one iteration may be needed.
Maybe there is a Tension/Compression cases in your model.
We know Tension/Compression is Nonlinear, which does not always converge and may become unstable, so program will check the output for instability messages.
In your model, Tension/Compression converged after 6 iterations, so it is great.
This is the Notes I got when I run my model with basement walls and elevators modeled by plate (**NOTE-Tension/Compression converged after 6 iterations, Case= 1) please do help enlighten me on this notes. Appreciate a lot if you could help me on what to do regarding this matter.
Go into the input file and add the parameter TRACK 2 before the CHECK CODE command. Save the file and run the analysis. You will get a more detailed output containing information such as the axial compression capacity. Chances are, it is smaller than the applied load and is leading to a RATIO greater than 1.
If you are unable to find the information on your own, please attach the model.
The second issue you mentioned is perhaps an error that has been introduced in a recent build and did not exist in earlier builds. I will get back to you after some investigation.
Hi all,
STAAD provides the CG of geometry floor wise with the help of Print CG command, but is there any way to get CG of loads ?
Yes you do. You can download Structural Synchronizer from the Bentley Free App page.
http://www.bentley.com/en-US/Free+Software/bentley+iware.htm
Hi all,
I'm a AECOsim SS5 user.
when I try to create an ISM repository, a message occur: "Structural synchronizer is not found"
I thought it was just inside, have I to download and install it?
thanks
dario
I installed struclink and the ism options got enabled! Thanks for that. While creating or updating from the repository I'm getting an error message stating Bentley property catalog not found on computer. So am I expected to install this catalog too? If so where do I get it from?
Hi Shino,
It appears that not everything is being installed. Check Programs and Features to see if you have Bentley SPC Server V8i SS3 and Bentley Structural Property Catalog V8i installed.
Thank you Steve! I'll make sure those packages are installed as well..
They are currently imported and export from Revit as Foundation Slabs. Importing them as footings is on the development list as a future enhancement. Right now the only way to change them is delete the foundation slab and add a footing.
I'm trying to bring a RAM SS model into Revit, and while I appreciate the new options regarding materials and deck mappings, I'm struggling with my foundations coming in correctly.
I want my RAM Spread footings to come in as a a family type "Footing" not "Foundation Slab". Is there any way to manipulate the ISM file through the editor, prior to Revit import to make this happen? Columns and beams can create new types of families, so I'm not sure why footings do not the do the same. Am I just stuck with Foundation Slabs under all of my columns that I have to manually change to Footings?
Thanks,
This FAQ was written for AISC steel design, but addresses the stress output in general:
communities.bentley.com/.../10724.american-steel-code-aisc-faq.aspx
I've started using ISM for a quasi-round tripping process between Revit and RAM, and have come across a hiccup in the proceedings. For example:
-Model is started in RAM
-Model is brought into Revit through ISM
-Columns are cleaned up (i.e. splices removed by deleting upper levels, and stretching lower column upwards, because they still come in floor to floor and not full height)
-RAM Model is updated for new loading, requiring an update to column sizes
-"Update Model" is selected in RAM column changes are accepted
-"Update from Model" is selected in Revit, and here's where the breakdown really manifests -- All I want to do is update the column size, but there's no way to do that in Synchronizer without clicking through each individual column, or selecting the columns graphically.
It would be really nice if in addition to filters by item type, we could filter by change type. For example Material, Shape, Nodes, Rotation etc. This would make the process of only updating certain things easier. This would also be handy for floors when I don't want to fight the naming/mapping from RAM-ISM-Revit, but would like to update geometry/openings.
i am eagerly waiting for the STAAD Pro. customer support team to answer my question
What is the exact STAAD.Pro version which you are using? Can you attach your hand calculations?
Does STAAD have an issue calculating a reduced allowable bending moment based on the unbraced length about the weak axis? This is my first time using the European code and I am doing some hand calculations to verify my results. I use 6.3.2.2 to calculate my reduction factor. STAAD does not appear to have a reduced moment capacity based on this value. I use LY & UNL to enter in the unbraced lengths. Any ideas on what I am doing wrong?
Remove all warnings from your model like overlapping members. Intersect all members. Main leg is failing in slendernes. It doesn't mean that it is really going to fail all of a sudden. Its good if there is some sort of tie in between. In general, we usually design for critical case which is not acting all the time. Why there is reduction in DL & LL factor? Why wind load is not applied on roof? Is it a open structure?