Interior Column Bending Moments
Interior Column Bending Moments
(OP)
Can anyone provide a good book/ source for calcualting moments in columns. The subject column only has an axial load (interior parking garage column); however the Concrete design manual requireds a bending moment for the application of the charts for design.
The only meathod I am firmilar with is portal frame distribution, which does not seem applicable.
The only meathod I am firmilar with is portal frame distribution, which does not seem applicable.






RE: Interior Column Bending Moments
RE: Interior Column Bending Moments
I am working for the developer, under a PE. Please note there is no interior horizonatal loading, only vertical loading.
RE: Interior Column Bending Moments
RE: Interior Column Bending Moments
Additionally, even though it is an interior parking garage column, the girders presumably bears on a corbels on opposite sides of a column. If you have live load on one side only, there is a significant eccentricity to account for there (probably in the range of 14" or so - for a 20" square column). This e would only apply to the live load on one side of the column and may not be critical since it will reduce the axial load, but should be investigated nonetheless.
The min e for ALL axial load is as mention above, however. Again, if anyone can direct me as to where this is in the code, I would appreciate it. I really need to start tabbing this stuff!
RE: Interior Column Bending Moments
RE: Interior Column Bending Moments
RE: Interior Column Bending Moments
This is the traditional method of analysis.
RE: Interior Column Bending Moments
RE: Interior Column Bending Moments
I didn't start this post, but when I worked at a pre-caster, ALL of the lateral loads were designed to be resisted by shearwalls ALL of the time. Some of the interior shearwalls were analyzed as beam-column frames because of the number of holes, but the columns were never designed for lateral loads.
CPL79-
You should still design for net moment with live load on trib area of one girder only. This is of course assuming that you have 2 girders (on opposite sides of the column) coming to your interior column.