Dear all,
I am a french engineer and I need to attend a workshop for senior engineers about the code aspects of ACI 318, IBC or UBC and stuff like this.
Additionally, as I work for middle East, a workshop that treats comparisons between American code and British code would be very appreciated...
I am currently working on the design of shear walls and I do not have the formulas of chapter 11-10 of the ACI 318.
Does anyone have these formulas in the international units.
Thanks in advance for any help relative to this subject.
Alan
Dear all,
I am currently estimating the amount of time needed to do my own model of the structure based on a model ETABS that is existing.
Could somebody tell me if the text file extracted from Etabs is easily readable and if we could easily extract the coordinates of the nodes and all the...
In the UBC 97, it is written that walls and portion and walls wit Pu > 0.35 P0 shall not be considered for the calculation for earthquake resisting forces.
I can not see such a criteria in both IBC and ACI, can somebody explain me the reason for such a drastic criteria.
I am very embarassed to...
I would like to have informations from somebody who knows safe software:
Can we model lateral supports on the periphery of the foundation?
I need to take into account earthquake and therefore I have a base shear that I need to implement on safe software.
What is the way to implement this base...
Thank you very much. I do not understand the physical meaning of this 10% ponderation and this 1.1 coefficient seems to have disapear in IBC 2003.
Anyway, thank you so much for your help.
Alan
Thank you very much for your answers.
Now I am totally confused by the paragraph "Exceptions" of section 1612.2.1 of UBC 97.
In this section the basic load combinations 1.2 D + 1 E + 0.5 L are defined.
In the exception it is writen " Factored load combinations multiplied by 1.1 where load...
Dear All,
I am currently checking the work done on a project in Singapour (calculation done with UBC 97 and British standards.
The earthquake seismic combinations used are not the classical 1.2 D + 0.5 L + Ex + 0.3 Ey
Instead the design office uses 1.44 D +.55 L + 1.1 Ex
Has somebody see...
Thank you very much for the answer.
I precise that indeed my intention is to assume that the loads inside the critical shear perimeter just go into the piles.
This doesn't seem yto be implicitly writen in the codes. I am currently working on BS.
The fact is that, they explain the cross...
Dear all,
I am currently working on the design of a raft piled foundations of a tower in Singapour:
The design office uses the software safe to model the raft and puts springs to take into account the piles:
The questions are the following:
1) With Safe, Can we take into account the direct...
