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Thanks for the reply :) It is indeed a difficult bracing type to design and balance. However, it is quite practical to actually allow for some windows and other architectural features :)

Greetings, I am designing a 9-story building with excentrically braced frames in one direction, using the Canadian Building Code. According to the S16-01 standard (concerning steel design), the inelastic component of the link rotation is limited to 0.08 rad (for link with e < 1.6Mp/Vp). This...

Thanks for the answer. I also checked with the software developer, my assumption about including all the vibration modes in the results table was right.

I am using Advance Design America. I just spoke with a colleague, and he confirmed me these are the results from the entire response spectrum analysis, meaning those shear numbers are for all the vibration modes, and not only the principal mode. Is this right?

Greetings, I am doing the analysis of a 9-story building using a dynamic analysis. The building is a residential complex, built using steel. In one direction, concentrically-braced frames (limited ductility) are used and in the other direction, excentrically-braced frames. In the principal...

Well, thanks all for the answers. The column isn't part of the LFRS: the slab is a diaphragm transferring the lateral loads to shear walls on the perimeter. The slab is supported with a thick plate with studs (so far). I believe the reinforcement of the column strip will be put on each sides...

Hello guys, We are designing a concrete flat slab supported by steel HSS columns with plates. Basically, the contractor (who is also the client) wants to have continuous steel columns (not interrupted at each level). I have calculated the punching shear through the slab by checking the minimum...

alphaxy: I would love to actually help you do that but I am pretty young in my profession and never had to design a raft yet (at leats, not an entire one, only a portion of an existing raft, by hand).

Unfortunately, I almost never used ETABS so far. I am still looking to find a project where I will use it. Sorry about that.

alphaxy, Yes, that's what I decided in the end. I still hope CSI will actually update SAFE v12 and fix some bugs. I found that, as you thought, the punching area isn't always accurate. Sometimes, for some unknown reasons, SAFE would "ignore" the added thickness from a drop panel.

Thank you. I found the paper on the Computers and Structures website, but it did not solve my problem.

Hello guys, I have a model of a flat plate, with a couple of shear walls on the perimeter. I have trying to verify the punching shear of the columns but for some reason I don't know, SAFE won't calculate the punching shear on the perimeter columns ("N/C" result). When does SAFE stop...

Ok, thanks for the input, guys. We just bought the Canadian Foundation Engineering Manual, which gives some estimated values for the subgrade reaction modulus.

I may be wrong but it looks like punching shear cracking. As to why this happens on the roof only (and not the other floor), maybe the exposed slab has suffered significant temperature shrinkage..? I would gladly provide more information but haven't seen this a lot.

Forgot to add "...since this is about "compensation" of the thin web by a thick flange to avoid stability problems."

I am pretty sure this is the compression flange since this is about "compensation" of the thin web by a sufficiently thick flange.

fattdad: Thanks for the reply. I know this may sound dumb but you actually cleared the doubts in my mind when you said: "Bear in mind, there also has to be movement at the toe to mobilize passive earth pressure." That actually can't happen for the wall I'm designing at the moment.

Ok, that's what I thought. I usually design with at-rest for retaining walls acting as foundation walls at the same time (my case). JedClampett: Do you have a (book/article) reference for the 0.001H criteria? That doesn't seem so bad, 4 mm on a 4 m wall..?

Hello all, When I design retaining walls supporting some kind of structure, I usually use the at-rest earth pressure to limit possible deflections. However, a colleague of mine came up with a question about the design of one of his walls. At what point can we consider active/passive pressures...

Hello all, This is a question about using springs to model a soil foundation, in a structural design software. The software uses "kN/mm" as an input value for the spring supports. I would like to know if anyone here, either by experience or with a reference, can guide me to find some typical...