Search results for query: *

Sorry I meant I would have chosen false. Looks like Zelgar found the updated non repealed reference. Curious to how you found it, their site is terrible to search on.

All, I am trying to apply for my PE by comity in Montana. I am required to fill out a "Montana Engineer Licensing Law and Rule Questionnaire" I am running into an issue however. Many of the questions, I am able to find referenced in Montana law, however when viewing in the engineer.mt.gov...

Thanks Lomarandil, looking into it now. Ron: I didn't, they haven't cut yet and received an RFI. They skewed it to be able to fit more pieces and thus order less material. Completely understandable. It will be under dynamic loading but it has a very short life-span (several months) so would not...

I designed some steel girders... The way the fabrication shop "nested" the flanges on the steel plate, was so that it was skewed and not orientated with the grain of the plate. The flanges were skewed approximately 14 deg from horizontal - direction of the grain. My boss is currently out on PTO...

I would ask this in the structural forum to which gets more traffic

I don't understand why your company would want to increase the liability they are exposed to. My company would fight tooth and nail to maintain the precedence you have set. If they do want the connections to be designed by your company, I would kindly negotiate a fair price and sub the work out...

I think (or hope) Dave meant to say anything < 1.0 is acceptable. Which your situation as you have alluded to is not. This should be a simple problem for anyone familiar with math should be able to figure out on their own. But first, you need to determine in what failure mode are you at 1.3...

Thanks Jiang, I have computed the critical buckling stress using Roarks and Blodgett as references (almost identical) and confirmed the critical buckling stress is greater than my yield stress confirming your approach in my eyes.

After applying jiang's method, my results have either confused me more or confirmed a suspicion. I have analyzed this three ways. 1) Treated it as a box girder with non compact flanges using the whole area, using F7-2 2) Treated it as a built up shape with non compact flanges using the whole...

I appreciate (most) comments. dhengr, my question (and kiddy) sketch was very precise. I asked for help in a very specific situation, that is, how would you analyze a double web girder with non compact flanges in bending? I did not ask you to design a girder for me, if I had, I would have...

Thanks Jiang, that approach yields about a 9% reduction when compared to treating it as a box girder using Flange Local Buckling. Unfortunately it leaves me a little bit short. When compared to using section F3 I get about a 15% increase in capacity. So, by using section F3, my increase in...

Can you expand on this?

Thanks for the input, the software results is what has us debating the issue. I also have RISA 3D and wanted to check the capacity there, but never saw an option for a double web plate girder option. The difference is significant enough that it is worth the investigation. Especially because I...

Ladies and gents, I am in the process of designing a double web plate girder, the girder tapers towards the ends. At the center of my plate girder, where the flanges are the widest is where my questions applies. I have been treating my double web plate girder as a box girder, using section F7...

Is it possible to model double web plate girders in Risa? I have been doing some hand calculations to determine my bending capacity in a double web plate girder. I used a structural analysis software used in the offshore industry (SACS) that has the ability to model double web plate girders to...

I work in the US, but our company has offices in Canada. I haven't gone to work there yet, but my colleagues that have, have had a difficult time and that is with a professional agency doing all the paper work. Just food for thought.

I would begin with the Lubbock, TX F5 tornado of 1970. After which "wind engineering" was created at Texas Tech University which has led the way in this area.

This was painful to follow.

2nd Jayrod, Crosby is the place to go

As appot said, You have this in CAD already, make the weld a "region" then get the "massprop" of the region to determine the moment of inertia. You can determine the section modulus form there.