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Thanks everyone for taking time to share your insights and thanks dvd for the article. I'll definitely keep that on file. Tom

I am hoping that someone can explain to me the strength values for heat affected zone presented in the Aluminum Design Manual Table A3.3 for 6061-T6. The ultimate tensile strength for 6061-T6 is 42ksi for non-HAZ and 24ksi for HAZ. That part makes sense. However, when looking at the yield...

Searching through previous posts on these subjects, I found a lot of great discussion and useful information. Thank you all for your insight. I have maybe a slightly different twist on this subject that has resulted in some (rather strong) differences of opinion in my firm. Assume you have a...

Thank you all for your input. I really appreciate you taking the time and providing your insight. TW

Have had some technical discussions with colleagues regarding the requirements in IBC regarding anchorage and sliding. Putting aside the argument of whether or not it is a great idea, does IBC preclude you from allowing a structure to slide? Section 1604.9 "Counteracting Structural Actions"...

Thanks to everyone for your insight. Seems like it may be a good opportunity to exercise some "common sense" rather than black and white Code pages. JStephen, the scope of these projects typically would be permitted, but I'm thinking in more general terms than a specific project as the theory...

Hi all, and thanks for reading. I am looking for some thoughts as to how folks apply seismic design requirements to non building structures (ASCE 7 Chapter 15). I'll try to make this as brief as possible: IBC Section 1613 says "every structure, and portion thereof.... shall be designed to...

Thank you for that additional clarification.

Thanks for the feedback. I see what you are saying about the angle of the "fillet", but not sure what to call it. However, the intent of my question was about the size limitation which you graciously answered for me. Thank you. TJW

I have searched previous threads and have not found an answer to this exact issue. For a detail similar to the attached sketch. Not sure if I attached it correctly so I'll try to also describe it: Picture a 1 1/2" diameter pipe nested into the inside corner of an angle such that the top of the...

Thanks for the input, I appreciate you taking the time. This confirms what I was thinking. I just wanted to make sure I wasn't missing something. Thanks again, Tom W

I'm looking for the minimum distance required between the edges of a vessel circumferential weld and a nozzle attachment weld per ASME VIII, Div.1 From UW-14, it would seem that there is no requirement for a nozzle of a size that is out of the scope of UG-36(c)(3). Per UW-14(a), any type of...

You could also try http://hyperphysics.phy-astr.gsu.edu/hbase/hph.html it's fairly generic, but if you're just looking for something basic it's got a lot of formulas. Tom W

Thanks LowLax, I agree that adding beams to frame the openings and carry those loads back to existing beams or exterior walls would be the way to go.

Thanks for the input. AggieYank, if I WAS going to do it, I was thinking along the same line as you, to provide edge beams that will support the roof in the area of the new opening ... but I think I might just put my tail between my legs and run! Thanks Tom W

SacreBleu, Thank you for your opinion. It reaffirms my initial reaction as well. As I said, sometimes when something looks so obvious it's nice to bounce it off someone to make sure you're not missing something.

I was asked by a contractor to look at a skylight installation in an existing building. He was asked by the owner to install two skylights identical to two others already in place. As he got into the job, he got leary and looked for some engineering help. I have never seen a roof system like...

Thanks for the replies. I have an OLD Gaylord & Gaylord book, I'll see if it has what you referenced. Lufti, if your chart is handy I wouldn't mind taking a look at it. My email is wolfetomj@msn.com or a fax is (360) 668-3153. Thanks again, Tom W

Can someone give me a "quick and dirty" way to estimate how deep I would have to embed a post in dirt to resist a horizontal load at the top of the post without overturning? This is just a stupid little backyard project for the kids. If it was at one of their friends houses, their dad would...

Hi, The best references I know specifically for water tanks are AWWA D-100 and API-650. These are probably the references that you have already looked at. Doing a quick run through the 8'x8' tanks using API-650 for seismic overturning would indicate that the tanks would need to be anchored per...