Recent content by BWally

Mike, Blodgett applies to steel plates on concrete foundation. At least that's what it looks like from the derivation and the diagram that accompanies it. Desertfox, Thanks for this, but it applies to concrete foundation as well, whereas my base plate rests on another steel plate. Dave, My...

I'm analyzing the bolted connection at the base of a drilling mast. It's a symmetrical 4-bolt connection. There is tension (uplift) and a moment. There's also shear, but it doesn't significantly influence the allowable interaction equation. This is not the typical steel base plate bolted to...

I've been looking through the CD a lot lately. In fact, I looked through it just last night, and couldn't find anything like what JKStruct describes above. I did find an example of an I-shaped beam resting on an HSS column, with the load being only a force and no moment, which is applicable to...

Thanks WillisV. I looked briefly through the 13th ed. manual and couldn't find the design example that JKStruct describes. Does anybody know where in the 13th ed. manual I can find this example?

JKStruct, I guess I stand corrected--you can have a full-capacity moment connection with just bolts going through the beam bottom flange. What is the AISC HSS specification? I've never heard of it. It sounds like something I should get my hands on.

Willis V, Yeah, I’m the kind of guy who likes his calculations! Nothing makes me more content than doing a legitimate calculation! I'm not yet good enough to make “judgment calls”, as my boss likes to say. I’m writing this from home, so I’ll check out your reference tomorrow at work...

Dik, The beam rests fully on the column. Loading is concentric.

I have a “square tube column to H-beam” connection that consists of an H-beam resting on top of a square tube column. The beam ends at the column. There will be a base plate welded to the top of the tube and bolted to the bottom flange of the beam. There are no beam moments or beam axial...

JAE and UcfSE are correct here. This is like an I-shaped beam terminating into, and welded to, an I-shaped support "girder" (beams at 90 degrees to each other). Because the support girder, being I-shaped, has small torsional stiffness, the reaction delivered to it by the beam will be a...

Tony, I've also always approached it the same way you described. If your finding is correct, then it looks like I will have to change my approach also. An inexact but seemingly sufficient method would be to check bending stresses at 1 or 2 intermediate cross sections between the pin hole...

jmiec, The more I read your last post and think, the more I’m doubting my previous claim that the derivation by Errera et al is completely general. Perhaps it does apply only to corrugated light-gage metal deck, not to a solid flat plate. Their introductory sentence says this: “In many...

jmiec, Yes, the authors (Errera et al) were studying the ability of decking to provide lateral-torsional bracing to beams. But the mathematical derivations they began their paper with did not assume anything about how the decking was attached to the beams (other than defining it as...

Dinosaur, I found out that one of the authors of the paper I mentioned earlier still teaches, here in the same city I live in! I found his email address, emailed him, and he said he no longer practices engineering and that since the paper was almost 40 years old, he wouldn't be able to help...

Thanks, jmiec. I will look into the 2 manuals you suggest. I agree--Appendix 6 does not completely answer my question. I've about decided that if I use the torsional brace method in Appendix 6, adapted for a continuous brace like my plate, it will provide me with a "lower bound" for the...

Good idea, Dinosaur. I hope I can locate them. The papers are old, so the authors may be retired or deceased. Do you know anything about the Diaphragm Design Manual published by the Steel Deck Institute (SDI)?