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Thanks! canwesteng, I think you are correct that if the bolt is in good condition it can be re-used once. Motorcity, the connection is OK by my load calc. I doubt it could be brought snug due to loading. I'm inclined to leave it; I don't know that adding shims would actually do anything since...

Good Morning! 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...

Thank you for your input! I agree that we don't have very uniformly distributed bottom reinforcement - have the #5s that are uniform across bottom, bu the #11 aren't. There are some other factors. This slab strip that I'm calling a wide, shallow beam, is actually an edge strip of a mlti-span...

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"...

Thanks for the input. I think the Gf is some number other than the 0.93. It's that value times a lot of other factors that relate to the natural frequency, which I calculate to be quite low. As for the original design code, I'm not convinced it was properly designed to any code. Clearly, some...

Thank you for looking at this question! 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...

Thanks for the input. I really thought there was no 08, but didn't want to call the reviewer back until I tried to make sure I wasn't seriously mistaken - seemed like an unlikely error on her part.

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...

The diaphragm is not triangular. By "3-sided" I meant to indicate that there are shear walls on 3 sides, not the front wall. Sorry that I wasn't clear. Thanks for all your input!

Thanks for your input! I know that plywood is actually semi-rigid,(but the code ALLOWS it to be considered as flexible for the purpose of force distribution to walls, which can make it easier for some lateral design.) In my case(or any using 3-sided), I want to consider its rigidity in...

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...

Thank You for your input. It follows fairly well with what I had thought. In this case, we had spec'd normal weight and the contractor is asking for the change. Part of the project is exposed vehicle work bays, other part is offices. Some shear walls heavily loaded, but no real high f'm...

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...

Thanks to all for your responses. I wound up using DL plus 3 - 200 lb point loads at equal spacing. The counter is about 16' long. I sized a tube to limit deflection to protect surface - has lots of reserve strength capacity.

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...

Thank you all for your responses. I'm glad that our approach seems to generally follow other's practices. Although we also tend to be conservative in the loading we use for deflection control, sometimes the results of using ALL loads in this spandrel condition just don't seem realistic.

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...

Thank you for all your responses! We will probably have to delete the abreviation periods to placate the owner. Will try to stick to guns on footing schedules (did move to foundation plan, but have another concurrent project with same owner with multiple buildings; hard not to use a single...

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...