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).
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.
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.
