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hey forum. Ive just purchased a Nikon AC-2s level and it makes a metallic rattle coming from under the cover (where the leveling damper is located) when I shake it. Just wanted to ask if this is normal? Also should I check if its properly calibrated or is it highly unusual for a new instrument? Thx!

masomenos, im not sure what you mean when you talk about the difference in behaviour of rigid/flexible diaphragms using shell elements. I thought that SAP, or any other FEA program for that purpose, only understands the RIGID diaphragm explicitly. In other words you cant "assign" a flexible...

Oh, sorry, I thought you meant the inertia along the Z (vertical axis). It is probably calculated the same way for all three axes anyway.

On a side note, what difference does it make if you assign a rigid diaphragm or use a 20cm thick concrete slab? I mean the in-plane stiffeness is essentially infinite for both cases. Are rigid diaphragms only used in case you don't actually include the shell elements?

Thanks for the tip dozer, even though that was just an example to give an idea on how crap the interface is.

Probably not.. Your best shot would be to compare the results from another similar code and then change the parameters to match your code. Are you talking about steel? As for material list, you can define new materials in the define menu. Also there is a "material list.ssf" text file which you...

-ve

Well there is a presentation at johnmartin.com and also I have a brief PDF on pushover by csi-berkeley, drop me your email if you'd like to see it. Other than that, perhaps google is the best shot. (I'm also trying to figure out pushover).

Im not familiar with the subject, but i stumbled across these last night: http://www.johnmartin.com/presentations/floor_vibrations/index.htm http://www.johnmartin.com/publications/Vibration/Design.pdf Hope these help.

I misclicked the field when In the sign up process :p

dozer let me agree with you. I got my hands dirty with STAAD.Pro 2004 numerous times and the interface is just trash (ever tried printing a figure from the screen?) and inconsistent. This is reflected in the design code parameters as well. Let's not even get into the connection design and the...

Try making a simpler model in which you assign the loads to the frames, and in the other one you draw shell elements but with zero stiffeness in all DOF's. If the results are the same, you probably can use it in your curved roof.

Im not sure i want to tackle this question, but as a guidance, wouldnt it be easier to do something equivalent with a static analysis? (just to see how the software deals with this issue). How similar are the responses btw?

jack, it is indeed a little hard to see where M12 comes from. If you imagine a rectangular simply supported slab and divide it into strips (beams), you will notice that the middle strip deflects more than a parallel strip thats closer to the edge. Well, this "middle" beam causes torque on the...

Not sure if this helps, but check out Display->Show tables->Mass sources

Hi, you can define->joint constraint->diaphragm (for rigid diaphragms) and then assign it to the joints at particular story. Bear in mind that you have to define a new constraint for every storey, that is you cannot assign the same diaphragm on two storeys. Not sure about the flexible...

http://www.csiberkeley.com/support_watch&learn.html Static Pushover Analysis (6 min) Also there is a PDF on pushover by CSI, i think you can google it up.

The answer to your first question is yes. Add M11 +- |M12|. As for the section cuts, which version do you use?

Hi. Check out the sign conventions in SAP help. For shear design I think you should use V13 and V23 (or better, the maximum value from each). For moments, add up +-M12 (twisting moment) to M11 and M22 to obtain the design moment for each direction. I think the best and most correct way though...