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Re: Overstrength factor

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I wouldn't assume anything with software. They have been known to have some mistakes from time to time :-)

Verify with some hand calcs (not too tough on steel code checking) till you get the confidence you need to use the tool.


On Thu, Jul 31, 2008 at 11:30 PM, rahman shahshenas <remish60(--nospam--at)> wrote:
Thank you Gerard

 I asked CSI too, and the response was to chk "design manual". I think we should assume that the program chk for it even though we can not see any report. 


On Thu, Jul 31, 2008 at 6:31 PM, Gerard Madden, SE <gmse4603(--nospam--at)> wrote:
Yes Etabs checks it,

unfortunately in many cases, it doesn't let you know it checks this unless it doesn't work, then you'll see the red message.

I've asked CSI to consider placing this check in the output display in future releases so the program is more transparent.

I had it happen in a design recently that had a lot of discontinuous frames that transfered out load through the first floor diaphragm but continued down to a basement. The program didn't explicitly say it was checking for omega forces on the columns... but when you make them too small, it will tell you there is a problem.


On Thu, Jul 31, 2008 at 1:59 AM, rahman shahshenas <remish60(--nospam--at)> wrote:
Dear All,

 In regard to program defults at SAP2000 or Etabs, I design a steel structure (concentrically braced) and need to know the program checks for (1.2 + 0.2SSDS) DL + 1.0 LL ± Ehm. I know that this chk is required in special seismic cases.  So I followed the design manual and found out that, this combination is created as internal combination automatically. however I couldn't see any report upon that claim. so does it really chk for those combinations?

thanks in advance


Orient Research Consulting Engineers


Bogazici University