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swearingen, what did you think of the CBT exam? Buildings or bridges?

Would it be appropriate to design as a pin-connected member (AISC 360-16 sect. D5)? That provides some geometrical limitations on the tensile and shear rupture strength. Need to check bolt shear, bearing, and tearout, of course.

I am by no means an expert on this topic. I found one example in the SDI Diaphragm Design Manual 3rd Ed (attached). https://files.engineering.com/getfile.aspx?folder=1ef4c222-ec7c-4762-9b4e-431f8fb1a83b&file=SDI_diaphragm_design_manual_example.pdf

I don't have anything useful to add, but wow! Does construction of that type have to get permitted or inspected? I don't live anywhere near timber pile foundations like that in the land of deep frost...

human909 - I'm pretty young, just 6 years out of undergrad. A bit of backstory--I worked in consulting for 4 years then moved over to the owner side in heavy industry a couple years ago. I do less design now, at least on big projects. I do my own design on small to medium sized projects and...

Eng16080 - you're right, my bad. I made the problem in a hurry and had some funny math. See new attachment for what's hopefully a better example that doesn't break statics. I could see how the column flange would take the bulk of the beam shear. KootK - thank you, that makes sense. I'm still...

Does anyone have some insight on this? I see a couple viable options, but I'm not confident about which is correct: 1) Vertical beam shear / beam reaction simply adds to the column axial force and does not add to or interact with column web panel zone shear. 2) Vertical beam shear / beam...

Depends on the loads and reactions at the column. Any uplift or part of a moment or braced frame with large shear / horizontal reactions? I would be concerned with stability if column is part of LFRS. Would you just support your channels/shoring on cribbing down to earth or an existing slab? I...

Assuming a typical flange plate moment connection of one beam connecting to a column flange: When you draw your shear force diagram for web panel zone shear (AISC 360-16 J10.6), do you ever include the vertical shear demand from the beam into the web panel zone shear demand? Or can we safely...

Call your local fabricators and check on availability. I work on the owner side as a structural engineer, and our main steel supplier currently stocks A36 plate and orders A572 Gr. 50 on a per-project basis. They don't currently have enough warehouse space to stock both grades for plate. I could...

After comparing the different methods (AISC 360-16) in grad school, my takeaway has been to use the Direct Analysis Method in your software of choice if you can. In Risa-3D (can't speak for other programs), the only "extra" steps are to apply notional loads (0.2% of gravity) and split axial...

I don't pretend to be an expert on the various stability methods, but I've had some practice in grad school recently. If I'm wrong somewhere, my bad. There's a lot to sift through. My reply will only consider AISC 360-16 (15th Ed manual spec), not anything older or newer. Spec references in...

Thank you--that makes a lot more sense. I noticed the 71 psf too, which seemed insane. I was expecting <30 psf. I don't have ASCE 7-16 in front of me right now, but I think the definition of Af under the F = qz*G*Cf*Af equation tripped me up. I believe it's defined as the "projected area...

I've read the other threads on eng-tips about this but could use some clarity on a couple things. Attached is an example I put together quickly--it's not a real structure. 1. When using Fig. 29.4-3 in ASCE 7-16, why does a larger ε=(solid area/gross area) ratio lead to a smaller Cf (and...

For sure--that's the biggest difference. The size effect factor in my example was 0.82, which was a significant enough reduction to be unacceptable to me. I didn't want to be penalized more than necessary, and the low shear strength values in RisaCalc raised some alarm bells.

There's also a button on the left side for saving selections to be able to recall/view them later (at least in recent versions). You can select whatever members you'd like and save them to a named view.

Wanted to give a heads up about a known limitation in RisaCalc. I checked with Risa support, and they confirmed this. They have a pending request to fix it or add a toggle feature. According to ACI 318-19 Sect. 13.2.6.2, it's permissible to neglect the size effect factor (lambda_s) for footing...

lexpatrie, I live closer to Duluth. Definitely open to meeting new people, but right now I'm working on a master's degree while working full time and have a young family. Time is scarce. I hope to have more of a life and get to know more people once I'm done with school. Are you in consulting...

If you're just welding a channel to one side of the web of the WF, it's not going to give you a lot of additional flexural strength. Maybe it's just enough to get your numbers to work out, but it's not very efficient. Better to reinforce the flanges for flexure.

Does your reinforcement look like one of the options in my attached image--and which one?https://files.engineering.com/getfile.aspx?folder=2a9b62f3-ce79-46b7-903f-bacf269251ec&file=channel_reinf.jpg