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I am working on an existing structural steel framed building that has been is service for about 25 years. Since the owners are adding some heavier roof mounted AHUs, I asked that the affected existing girder to column connections (welded to column, bolted to beam web) be exposed...
Hello, and thank you.
I need to determine if an existing CIP slab section is adequate. I have a segment of a slab that is 8' wide x 12" thick, spanning 25'. There are uniformly spaced longitudinal bars in the bottom (#5 @ 12")along with 2-#11 along each side of this strip. There are #5 @ 12"...
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We are trying to repair an existing wood framed picnic shelter canopy that was damaged by wind. It uses wood trusses supported by GL beams supported by GL columns that have corner braces. Unfortunately, it is located close to an escarpment, so we have a...
I know about asce 7-05, the current reference for the 2009 IBC and 2010 CBC, and the new 7-10. But what is an asce 7-08?
We are not based in California, and have a CA plan reviewer saying our calculations and design programs should be referencing 08, not 05.
Didn't know there was one, and...
I hope everyone is doing well.
With respect to a standard stand-alone wood framed garage in California:
Can I design the seismic lateral with a three-sided diaphragm, (not using the short wall segments on either side of the OH door as shear walls)?
CBC 2305.2.5, which deals with criteria for...
What are the relative advantages and disadvantages of normal, medium, and light weight structural CMU? As a typical matter of course, we specify medium weight (115 pcf, but really don't have a knowledge base of why this should be so. Seems like, in most cases, the primary building structural...
Sorry for this off-the wall- question, but need to know. I am a structural engineer in building design. However, I am asked from time to time to help architects design supports for counter tops. Not hardly main building structure, but asked anyway and I try to help.
I can't find a document or...
I searched out a thread here that came very close to answering this question, but not quite. I hope you can provide a little more comment to this question.
We often design composite steel floor systems (also sometimes concrete on bar-joist floors)that have brick veneer clading on spandrel...
We have a project owner that is insisting on no periods in abreviations on the structural drawings, something we have done for decades. I know some CAD drafting publications say this is so, but I think this is just for ease of typing. I believe the use of periods is clearer, (we see it done both...
