Can you share us your spreadsheet?
I actually don't really know which equation you may have mistype.
I believe "pure compressive" you said meant the whole column is experiencing compression, which is not correct term FYI, but I just presume this is what you meant,
When NA reach very last bar...
Hi everyone,
I am interested to know how does you all as engineer analysis and design a high rise.
Lets just say, a 40 storey high building, each with 3m floor to floor.
Floor footprint 20 x 80m
In my region, a high rise is analysis in one model with all beam connection is assumed fixed, and...
This is kinds of weird.
Nevertheless, to my best knowledge, fundamentally if you have a restrained on the compressive part of the member, in this case, 350.9kNm (sagging) will be on top part of beam, the LTB length should be reduced to corresponding length. If you pretty sure that it will not...
Hi, I have done it.
You may find the post here
https://www.eng-tips.com/threads/earthquake-engineering-to-eurocode-8-no-seismic-member-aside-from-wall.527635/
Hi all,
I have a project where part of the structural requirement is capable to withstand the earthquake based on EN1998
I have some question about it.
A) Regularity of plan/elevation
The building has 3 floor, L1, L2 and Roof
All are identically in term of layout and size(about 140m x 62m) ...
I was about to says this and already found someone saw the same thing.
Based on the calculation, your beam length is 7793mm but lateral length is the same.
That's mean you defined your beam is retrained but Tekla do not capture it.
Your another question: "why the maximum moment is used to check...
Hi all,
I would like to made a follow-up question.
A) Regularity of plan/elevation
The building has 3 floor, L1, L2 and Roof
All are identically in term of layout and size(about 140m x 62m) , However, because the floor height is very high at 7.0m, a small part of the floor has an intermediate...
Hi
Yes and I would like to apologise, I just reread and found that I have misinterpreted the wording near collapse which should be more critical.
And yes your answer is definitely the exact answer to my question.
While I am waiting for my client to confirm if the return period of 2,475years...
Hi,
Thanks for your insight.
Part 3 is for existing building. Does it applicable in my case where we are designing a completely new structure? or it is a good practices to take into account of the provision of Part 3?
Also, I get confused as following:-
No collapse is 475year while near...
Hi Enginners,
I have a project where the clients has specific several engineering parameter for us beforehand.
The parameter is listed as below:-
- Design Code - Eurocode 8 (Fine)
- PGA = 0.05g (Lesser than National Annex)
- Return period = 2,475 years (Why?)
My question is, Eurocode is based...
one wheel means pinned
two means no directional restraint.
But having wheel of one and two is funny.
Anyway, by hand calculation, you can resolve it.
Point A provide only Rx.A
Point B provide both Rx.B and Ry.B
Solving for vertical force.
Thus, We know Ry.B is 5N because no vertical reaction...
I can only answer for Part 1
The general practice in my region is to have flush the beam with the column/wall.
In your case, if the column/wall is 300mm Width then the beam should be 300 as well otherwise it is aesthetically awful.
If flushing is not possible, I would add a beam that is...
Hi HTURKAK,
Sorry for my English if I get you wrong.
Do you meant that as for general rule of thumb, pilecap with deep section are advisable to go with flexural method while if it is shallow, such as if the shear span ratio to depth is less than 1.5, then a truss method is more recommended?
Good Morning,
I am doing a pilecap design and I trying to understand the concept as I am developing a generic spreadsheet to design a pilecap.
If we are using the old BS8110, clause 3.11.4.1 where it allows the pilcap to be designed using bending theory or truss theory.
Same goes to Eurocode 2...
Which design code you are using?
If you are using Eurocode (EC2: 9.3.1.2(2) or BS8110(3.12.10.3.2), there is a provision for top steel reinforcement even it is pinned support.
However, we still need to see the bending moment diagram, in your case, contour of bending diagram before anything is...
I gone through the last excel sheet but I do not go through the reference book by prab bhat yet because I don't have that book
For me, the calculation work out including the moment capacity by reinforcement and theoretically is correct based on your assumption of NA where it will be exactly as...
Hi Rapt,
Yes I agree and I would love to use that rather than old BS8110 value, but use longer length will get queried by our client.
As of the BS8110 3.12.9, we practice this by extending a little bit based on 3.12.9.1 recommendation, however, when come to EC, the additional reinfocement...
Hi Greyhill,
Yes I am looking at PD6687 as well, the issue is that, while the PD did describe and explain/provide justification, it is seen to be an evidence to proof the existing building that design based on BS8110 is not adequate/safe, for instance, a longer lapping required, additional edge...
Hi everyone,
I was assigned as designer engineer for a new project recently and this is my first time to lead on a project.
While the analysis of building frame is not a trouble for me, I have several questions on the detailing part.
As for the background, in my region most of the structural...
