I was not inferring that this statement is vague, I think the standard explains the reason for the clause sufficiently. Unless calculations show a wider spacing is possible This is the statement I was referring to. How would you even perform this calculation? Would you just assume the tendons...
rapt
Thanks for your reply.
Okay, I will send an email if I wish to contact you directly. The purpose of this thread was to get other designers opinions on this topic as well.
The maximum spacing for tendons specified in the code is 1500, unless calculations can prove otherwise (Which in...
rapt,
Thanks for your reply.
The case I gave was just an example, not an actual design case
I understand it's unreasonable to have sudden sharp steps and sloping widths in the column strip like the code may imply.
So let's say we have a situation like this, an actual design case this time...
hokie66
I had asked the question about adding a feature in rapt to specify tendon spacing rather than number of tendons
They responded by saying they'll think about adding the feature in.
Hence, I'm asking here for people's opinions
Hello,
Can anyone provide any guidance/recommendations of correctly assigning the number of tendons in column and middle strips using RAPT
In particular I am struggling to find the best way to assign no. of tendons for situations where the column strips varies in a run
For example, a 3 span...
Okay, I figured out the issue. Turned out I had assigned the same shell diaphragm to two shells which were disconnected. Assigning different diaphragm's fixed the issue. Silly error!
That's the thing. There's no errors, there's only warnings and informational messages. And it doesn't point to anywhere specific. I've attached the file in the thread if you'd like to take a look
It's strange because this building has been split up into two models as there is a permanent movement joint. In one model there are almost 150 null shells used to add additional loads, no errors, warnings, or information messages
But in the 2nd model I am able to model 25 null shells without...
Hi
I am modelling a mid rise building in ETABS and I am having some problems with modelling null areas/shells. The reason I am modelling these is to add additional loads in certain areas (balcony, corridor etc.) to a slab element that has already been modelled and has had its load assigned.
I...
Hi,
Can anyone please guide me for appropriate moment ratios for creep in columns? This factor affects the buckling load calculation in columns using RAPT. I wish to understand how RAPT interprets the factor. i.e How RAPT uses it in its calculations. I understand creep in columns leads to more...
