thread507-378806
Working on design of some perforated architectural wall panels enclosing a parking garage podium for a high rise structure and trying to determine whether the design wind pressure per ASCE 7 can be reduced based on the percent open area. ASCE 7 doesn't really address the issue -...
Thanks for all of the input!
Dave, will RISA 3D check custom sections? For instance, could one draw a custom bent steel section in AutoCAD and then import it into RISA 3D to have it checked for strength (yielding, lateral torsional buckling, flange buckling, etc.)?
Unfortunately, the GC has already awarded the contract and ordered the building from the new PEMB manufacturer. The two buildings will be structurally separated, but the GC has removed two frame lines from the end of the existing building in order to add on the new building. The new building has...
Although I have quite a bit of education and background in FEA, the company I work for operates primarily through hand calculations. Recently, my boss has requested that I research and recommend an FEA software that would be a useful tool on our projects. Do you all have any recommendations? I...
The original company has declined to help out on the project. The client is adding on another PEMB and the original company did not win the contract for the addition.
We have a client that would like to make some extensive modifications to a PEMB. We have expressed concern over the problems this may create, but they intend to push ahead nonetheless.
Does anyone here know of a structural engineering firm that specializes in work with modification of existing...
Thanks for the replies folks.
I am very familiar with the ESR reports, use them everyday :)
ztengguy - my opinion/thoughts align pretty much identically with yours, just wanted to see if there were any varying ideas out there.
Some of you may find this to be a dumb question, but I will go ahead and ask...
I have designed embeds for components and cladding anchorage on a large project in a high wind pressure, hurricane-prone region. On projects this large, I find that there are always some locations at which embeds...
Thanks for the notes guys. Yes, P1 and P2 definitely must both be accounted for in calculating the moment although I may be a bit more conservative and assume the center of my compression block at the edge of the gusset.
I need to find the strength of the gusset plate shown in the attached sketch, but I am having trouble locating the correct section of the steel construction manual for reference...do any of you know where I should be looking in the AISC manual or have another resource that may be better for this...
