Search results for query: *

ThaiDavid: Thanks for the response. The lateral member is full depth and fully welded. The torsion is definitely covered. dhengr: I appreciate that it's tough to develop a mental picture without actually having a sketch. I appreciate you taking the time to address my question. Based upon...

I have four lifting lugs on a skid. The lugs are unstiffened vertical flat plates (with cheek plates) that go through the flange of the skid member and weld to the top flange, bottom flange, and web of the skid member (lug is aligned with the web of the skid member). The skid is being lifted...

nutte: As I stated earlier, the U = 0.9 is a code mandated maximum value for us (TIA/EIA 222-G). In AISC 13th Edition, based upon our vaious channel sizes, we would have a U value that would between 0.94 and 0.97, if we weren't held to 0.9 by TIA. If we assume that the hole is zero inches...

USCeng: You illustrate my point exactly. That's a block shear failure and not a tension rupture example. It's interesting to me that tension rupture controls in LRFD and yet we are not able to find an example in a photo of the issue. You'd think that if it controls all bolted channels in...

Nutte: You're right, tension rupture does not control when using ASD. I worried that someone would misunderstand my post just after I entered it. I should have been more clear in that I am looking at an LRFD problem but lamenting the fact that it's not ASD. In LRFD (13th Edition, AISC)...

The structure in question is a monopole for a telecommunications application. I'll take a look at the post you suggested. Thanks so much for the insight on the view of the K value. I'd feel much more comfortable with a K value of 1.0 but I can understand what you said about it being...

I work for a living too and agree that it's not something I want to see associated with anything I've designed. As an ASD guy, tension rupture was something I was told about. Basically, I was told that there was such a thing but that it would never control a typical connection. Have a look at...

I did...and had no luck. I'm beginning to consider the possibility that tension rupture at a bolted connection exists only in the imagination of a certain steel code (which shall remain nameless).

I meant tension rupture in mild steel at the bolted end of a tension member (structural steel). You can see the equation for it in Chapter J4.1 (Eqn J4-2) of AISC 13th Edition Steel Construction Manual.

Does anyone have a photo of tension rupture failure at a bolted connection? Please post the link. Thanks.

Not having the document isn't such a bad thing. My post seems like a lot of work for little result difference but the distance between the bolts is pretty small. In ASD design, I wouldn't worry about it but LRFD seems like it offers very little room to maneuver. Yes, the channels are...

No response so I'm trying a different title. I have an HSS in a polygon shape which has a stitch bolted piece of reinforcement (channel) being added (built-up section). The section has an axial load but it is very small in magnitude when compared to the moment. Chapter F13 of AISC 13th...

I have an HSS in a polygon shape which has a stitch bolted piece of reinforcement (channel) being added (built-up section). The section has an axial load but it is very small in magnitude when compared to the moment. Chapter F13 of AISC 13th Edition refers me to E6 and D4 for bolt spacing...

http://www.canada.com/montrealgazette/news/storyimage.html?id=599aef6c-ef08-4d87-adb9-5939b0158555&img=2d10ecc2-a89f-483d-babb-9429b9866713&path=/montrealgazette/news/ Better photo. Still hard to tell the cause from a picture.

I've only used LRFD a few times and am a proud owner of the "black book". For the most part, everyone I know uses ASD and those of us that have used LRFD at all have noticed that the calculations are much more lengthy with LRFD than is the case with ASD. As I typed that last line, I could...

RAM Advanse...I second this suggested program. It took me very little time to learn it. Each model generated took me far less time to finish than with staad (ack...update=glitch hunt...no love for me when it comes to staad), StruCAD, or Risa.

I have a mind bender for everyone. We have an annular plate at the base of a thin shelled tubular structure. The base is usually unstiffened. When this fails, we try one stiffener per bolt and change the method of calculation to PL/6 (partially fixed) between stiffeners and then size the...