Recent content by gjb2

I found this thread after doing a little more searching: http://www.eng-tips.com/viewthread.cfm?qid=198689 That was helpful. Thanks eng-tips.

I am looking for a design reference for checking a steel plate for bending due to a point load in the center. The simplest way to explain what I'm looking for would be to consider a steel plate welded all around to the end of an HSS tube. Then put a bolt through the middle with a point load...

Thanks for the input. I did find out that the ceiling was completely coated with compound and sanded so it may be just a crack in the coating. I am meeting the contractor and owner there tomorrow to see if we can find a solution. I was not suprised to hear that the achitect won't be able to...

I am interested in getting some opinions from other PE's on a deflection/cracking problem on a recently constructed residence. I am the SE of record for a $3 million residence in an area with high snow loads (85psf). The design was mostly performed by a junior structural engineer and reviewed...

I read in ACI 350R (Environmental Engineering Concrete Structures), Section 4.3.3.1, that 1/4" steel plate waterstops have been used sucessfully in conctruction joints. Has anyone had positive experiences using steel plates for waterstops? Any negative experiences with them? I am thinking...

whyun, Thanks, that was exactly what I was looking for. It's also covered in the 2001 NDS Wind/Seismic Supplement which I overlooked.

I don't see why not. There isn't much of anything on log construction in the IBC, so you have to find resources elsewhere. I have used the '97 UBC before when I ran into something that wasn't covered in the IBC. As long as the item isn't prohibited by the IBC, I would prefer to find another...

fndn, Thanks. It was there in the 1997 UBC, in Table 16N. R=5.6 for Building Frame System - Heavy Timber.

I'm designing a 15 ft high single story addition in SDC D, SUG-II, with log columns, glulam beams, and log "K-braces" for lateral force resistance. The roof will be 3x6 T&G. In ASCE 7-02, Table 9.5.2.2 I'm trying to determine what R coefficient to use and I don't see any that look applicable...

In the 2003 IBC Table 2306.4.5 gives allowable shear for Gypsum Board on framed walls. Footnote a. states that the values are for SDC A,B, and C. I don't see anywhere in the code that specifically prohibits use of gyp board for shear resistance in SDC D. Is it permitted in SDC D? And where...