Determining Moment at the Top of a Steel Column
Determining Moment at the Top of a Steel Column
(OP)
Hi All,
Newbie here! I am working on a structural steel beam system to support a cooling tower. Right now I'm on the column loads, more specifically the flexure design using the AISC equation H1-1b.
I know this was probably covered before (tried searching and did not find what I needed), I need to determine the moment at the top of the column (Mrx & Mry) without using software, where the beam connects. This feels so basic, but cannot find what I need. I used a simple statics (Horizontal Wind Load P x Length) but the moment is too high so I need a more specific method. Can the Euler's formula be reworked to determine moment or deflection? Or rework the Moment diagrams on a beam (Table 3-23 AISC)?
The wind load was already calculated and I used the resultant divided by the tributary area of the worst case support.
Any help here is much appreciated. Thank you!
Newbie here! I am working on a structural steel beam system to support a cooling tower. Right now I'm on the column loads, more specifically the flexure design using the AISC equation H1-1b.
I know this was probably covered before (tried searching and did not find what I needed), I need to determine the moment at the top of the column (Mrx & Mry) without using software, where the beam connects. This feels so basic, but cannot find what I need. I used a simple statics (Horizontal Wind Load P x Length) but the moment is too high so I need a more specific method. Can the Euler's formula be reworked to determine moment or deflection? Or rework the Moment diagrams on a beam (Table 3-23 AISC)?
The wind load was already calculated and I used the resultant divided by the tributary area of the worst case support.
Any help here is much appreciated. Thank you!
RE: Determining Moment at the Top of a Steel Column
If you're willing to provide a sketch, we will have better picture of your problem and likely better answers.
RE: Determining Moment at the Top of a Steel Column
Thanks!
RE: Determining Moment at the Top of a Steel Column
RE: Determining Moment at the Top of a Steel Column
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Determining Moment at the Top of a Steel Column
I would model it as pinned at corners and let all the lateral be taken by the bracing. Otherwise you may be under sizing the brace and its connections assuming the joint takes more load than it actually does.
RE: Determining Moment at the Top of a Steel Column