i WOULD JUST LIKE TO inquire if the Impulsive acceleration and convective acceleration base on AWWA D103-09 is at service level or at strength level?
specifically
Ai = Sai I / 1.4Ri <-- Eq 14-16
Ac = Sac I / 1.4Rc <-- Eq 14-17
What does the 1.4 stands for? is it reducing the...
Hi im new with STAAD,
I'm currently designing a circular foundation to support a steel tank, I included the steel shell in my model and applied my hyrdostatic and hydrodynamic within the shell tank. i noticed that I'm not getting much reaction at the foundation due to the later forces applied...
how do you design the footing on a buttress wall? would you be designing the slab as a oneway slab? negative moment towards the buttress wall? if so, hope could you compensate the negative moment that the wall will experience as my slabs moment will be travelling to the walls.
thats kinda my problem
thanks alot from your inputs, i tried to design the size of the combined footing considering static case and applying the said size to dynamic causing a great amount of eccentricity causing it to failing in the allowable bearing capacity even considering 130% increase in...
Then how would you design a footing that causes an uplift reaction on one column? And even if its not an uplift. most one the time reaction from dynamic will cause either a much small reaction at one column or an uplift, in my case an uplift, compared to static which will have a reaction almost...
Hi guys,
i was trying to design a combined footing, and i notice that the reaction that im getting due to seismic is positive in one column and negative in the other ( due to the direction of the siesmic, in reverse if the direction is changed). since they have a couple reaction due to siesmic...
Ok thanks for your answer.
I thougth you will be bounded by the spacing and the rebars from what you had used in getting your durability factor. Since the main idea of the durability factor is to add additional factor to account for cRacking.
My experience from my rough calculation is that the...
Just a quick question, assuming that Durability factor (Sd) is already attained, Sd will be multiplied to the factored moment right and not the service moment?
second, after multiplying the Durability factor to the factored moment, now you can design with the required reinforcement...
Well non. Just thinking of using a punching consideration because of the ACI code that i read. Thats why i want others to give their insight of the section.
Non the less thanksthank you. Well considering one way shear and checking SQY and SQX independently is a more conservative approach than...
that is what we do, its just that i come across with ACI318-08 wall provisions, pointing out (ACI318-11.9.1 : " Design for shear forces perpendicular to face of wall shall be in accordance w/ provisions for slabs in 11.11. . .") going to that said section, Vc is calculated base on sections ...
sorry just like to clear something,
" In this case it's the cross section of the wall", do you mean, the wall peripheral punching area? would it be the perimeter of the plate times "d"?
about the SRSS thing, it is as Vu = sqrt [ (SQY*length)^2 + (SQX*width)^2 ] * d,
correct me if im wrong...
hi just like to inquire some insight pertaining to wall out of plane shear.
Based on ACI 318-08, out of plane shear shall be design same as slab and footing ( ACI318-08 11.9.1) where Vc is calculated based on the perimeter of it's critical section for shear, using STAAD plate analysis I would...
but would it be possible to place a column on top of a corbel? would there be any restrictions? or would it be more better to design a cantilever deep beam as the base support of the column?
Hi I am currently trying to design a a tower column for my suspension bridge overhanging to a platform, so to support the column I'm thinking of putting it on top of the corbel, but my worry is i might be missing something, or maybe there is a better approach in designing it. (DESIGN CODE : ACI)...
