A seemingly simple question but in fact very difficult? 1

[RobertEIT]

Please see attached file.

The base plate is adequate. the 300 kips-in overturn moment can be in any direction.

Required: What is the maximum tension (kips) in anchor bolt.

Note: only left hand drawing is in original question. The right hand drawing is based on my analysis, it may not be correct. You can ignor it.

 

[MaddEngineer]

I'm still avoiding doing real work...

And took a look at AISC Design Guide 1, Column Base Plates. I have a copy of the Third Printing 2003.

What was interesting in the Appendix A "Research Review" is the following note:

"DeWolf and Sarisley (1978b, 1980, 1982) conducted
tests of base plates with moments and compared the
results to the present design methods. Their variables
included the plate thickness, the anchor bolt size and the
eccentricity for the equivalent axial load. They found that
the behavior at failure was not always consistent with the
assumption used in present design approaches."

 

[PUEngineer]

I have to agree with Madd in that assuming the column is stiffer than the base plate could be accurate depending on the base plate thickness. A good presentation was given at the NASCC 2008. Below is a link to the presentation, very lenghty, but good.

http://www.aisc.org/UploadedContent/2008NASCCSessions/E1/default.htm