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Thanks Agent and Kootk for your responses! For the usual case of columns on pedestals, IMHO, if both are relying on rebar, the tension breakout and shear breakout capacity could potentially (anyone reading this, please take this with a grain of salt) be treated without interaction, given that...

In designing baseplate connection to concrete utilizing the Widianto paper 'Design of Anchor Reinforcement in Concrete Pedestals' or Annex/Appendix D, is there a need to check the interaction of Tf/Tr + Vf/Vr <= 1.2, where Tr=tension resistance based on reinforced concrete breakout surface...

Thanks for your responses HTURKAK, Once20036, and KootK! KootK, I appreciate your kind words and your detailed and thoughtful response. All the insights you've sshared will be considered and will not be taken lightly. Every EIT would be lucky to work with a senior engineer like you. Will...

When the top chords of open web steel joists (OWSJ) are used as boundary elements (struts/chords) of a diaphragm, one detail we are looking to use to transfer axial forces between OWSJs is that of tie angles as shown below. This is consistent with the suggested detail from some joists...

Retired13, TheRick109, steveh49 thank you all for your input. I believe KootK’s last note summarizes the options that we now have at our disposal, depending on our design’s restraint conditions, in calculating the Cb value based on Yura’s research.

Hi KootK, your prompt and helpful responses yesterday are appreciated. The thread you linked is informative and kind of entertaining as well. The Yura paper you posted is a great addition to my stability library and could see it to be of practical help with future projects.

Thanks KootK! This is authoritative enough for me! That's what I think too, but cannot find any literature that can justify it other than Yura's 1995 "Bracing for Stability" paper. I might need to dig further to satisfy my curiosity. This expression has been there for quite a while and I am...

When using Yura's Cb Equation below (with continuous top flange lateral support), do you limit Cb to some maximum value? I am checking some existing beams continuous over columns whose moment gradients results in Cb with values ranging from 3 to 4. As a side note, in CSA S16, the omega sub 2...

If I have, say, a 2m to 3m thick concrete wall: How many layers of vertical rebar is usually provided for this case? Will 2 layers (inside face and outside face) suffice? Hopefully, there are some people here who has experience with this or who can point to literature that provides guidance for...

Good for you for being able to do a lot of things in detail [bigsmile]. I've tried to use maximum snow drift value previously but was met with frown by some senior engineers. I guess it kind of makes more sense to do it in a more detailed manner OR use a reasonable uniform value to avoid every...

Thanks everyone for the replies. Those are some nice spreadsheets dold. Yes, what you described is what I had in mind. If I remember correctly (not very sure), Canadian code recently allows up to 10ft and snow drift on roof top units can be ignored. I still think i makes sense to consider drift...

Engineers in Canada or any engineer in this forum who has to deal with snow loads: Assuming I have a typical 120ft long by 60ft wide single story building. There are three main W-beam bearing lines supporting OWSJ (OWSJ length is 30ft). Beams supporting joists are all 20ft spans. Say there is...

I wanted to see if anyone here ever used circular HSS column and W beams for moment frames. If yes, I will appreciate it if anyone can show me how the connections were detailed. Thanks in advance.

I am trying to design some drag struts around a floor opening that will run perpendicular to OWSJs. Anyone here who would be willing to share a detail that they have used in the past? Thank you in advance.

@hookie66 - Thanks for expounding on that. I was just curious to see what other engineers in this forum think about it and also the reasons why.

@P205 - Thanks for the reference, I will try to check out that book. I have thought about that case too, where the baseplate is buried under the slab: my concern was that on how to keep the slab in contact with the steel column if the concrete around cracks or shrinks away. I am guessing...

Hi hookie66. Would you care to share the reasoning behind it?

For a steel column baseplate connected to the foundation by anchor bolts with, say, 1" to 2" of grout under it, acted on by both tension (or compression) and shear at the same time, can we use the following shear friction expression as the shear capacity of the base connection? V,capacity =...