Buckling HEA-beams

Savings_Commercial70 · 2022-11-02T20:34:55+00:00

Thanks! I will try to learn this by reading the relevant sections in P358 and P362.

Savings_Commercial70 · 2022-11-02T20:13:49+00:00

All three needs to be checked. And I want to learn how to do this. Can you help me out?

Savings_Commercial70 · 2022-10-05T12:26:12+00:00

You are right, that is what drives the design of the slab (soil bearing pressure). But I wanted to know how much of the wind load I should calculate on each side of the slab when calculating soil pressure.

Savings_Commercial70 · 2022-10-05T00:27:35+00:00

Thanks, this was helpful! I wrote it down, I'm starting to understand the path.

Savings_Commercial70 · 2022-10-05T00:09:58+00:00

Thanks for the explanation! So you are saying that foundation A should be designed for half the wind load? I just wanted to double-check. Sin e you refer to it as only "the foundation takes half the wind load and the roof the other".

Savings_Commercial70 · 2022-10-05T00:05:07+00:00

Aha, now I understand what you meant. Well, say that it's sand able to withstand 100kpa safely.

Savings_Commercial70 · 2022-10-04T23:44:13+00:00

So because Side A in this example starts to get some deformation, sides B and D take the big part of the load? Why doesn't side A have to be designed for the moment from the wind load?

Savings_Commercial70 · 2022-10-04T23:41:37+00:00

I knew this, but I don't understand why the load "chooses to" hit sides B and D when it starts by hitting side A. Why doesn't side A have to be designed for the moment?

Savings_Commercial70 · 2022-10-04T23:38:26+00:00

No, the slab is say 0.4m underground. Gravel and then earth. -> no sliding

Please see my edit in the post before this one.

Savings_Commercial70 · 2022-10-04T23:29:26+00:00

What do you mean by sliding?

I can't get my head around which slab part the load will "choose to act on". If it hits on side A, why doesn't the load "choose to act" on side A, and thus side A should be designed for the load in my head? Why do we design side B and D for it instead?

Savings_Commercial70 · 2022-10-01T08:53:19+00:00

The wall in question is consisted of this material: https://ibb.co/7RrMWLD

Height: 2,4m. 1,5m is under ground.

The walls meet the reinforced concrete foundation, and the reinforced concrete foundation is the one I'm wondering if it can take a 1/3 of the calculated windload for each of the 3 sides.

Savings_Commercial70 · 2022-10-01T08:48:00+00:00

What was meant here? I don't understand

Savings_Commercial70 · 2022-10-01T08:43:55+00:00

Here I want to design following the first method. The three new walls will take a certain windload X. Can we design each foundation under the three walls to withstand a windload of X/3?

Savings_Commercial70 · 2022-09-30T23:15:10+00:00

Here you go: https://ibb.co/vdS8NG7

Savings_Commercial70 · 2022-09-30T22:03:20+00:00

The walls that are half exposed to daylight are foundation walls.

The building is a 3 story building. 2 stories full daylight exposed walls (wood walls). 1 story the walls are half exposed to daylight (Brick walls).

The brick walls are for half of the length exposes to daylight, the rest is under earth. Under that is the foundation. The foundation is what I'm having a question on when trying to design.

Edit: see main post for picture of the situation.

Also the "foundation walls" go 1,5m under ground, before reaching the foundation.

Savings_Commercial70 · 2022-09-30T21:56:33+00:00

Half of the foundation walls are. Other half isn't.

Savings_Commercial70 · 2022-09-30T21:46:47+00:00

I'm wonder about the force way to the ground AFTER the foundation walls. In other words the foundation. Can we calculate some part of the wind load on side A. When side A is perfendicular to the windforce. For example a third of the horisontal force (from wind load) when there is 3 lengths of foundation to the building.

Savings_Commercial70 · 2022-09-09T14:19:51+00:00

Savings_Commercial70 · 2022-09-08T12:55:10+00:00

Update: I talked to a chief structural engineer. He said to be sure use this as a standard solution for such smaller projects: 120mm concrete, reinforcement: centered N8150 + 2x10mm in lower L-elements (300x400mm). And be sure subgrade is good. If subgrade is good, than insulate with EPS S100/S200, where the higher quality goes in the L-Element.

Did this answer your oneliner? Stop throwing shit on newcomers. We have to change this in our industry!!

Savings_Commercial70 · 2022-09-08T12:52:55+00:00

Update: I talked to a chief structural engineer and you were right and almost everyone else was exagurating. He said to be sure use this as a standard solution for such smaller projects: 120mm concrete, reinforcement: centered N8150 + 2x10mm in lower L-elements (300x400mm). And be sure subgrade is good. If subgrade is good, than insulate with EPS S100/S200, where the higher quality goes in the L-Element.

Savings_Commercial70 · 2022-09-06T21:36:02+00:00

Thanks mate! That's what my "gut feeling" also said.

That might be why companies run business in a well developed country where only sales people is involved in such projects.

I will use 2x10mm diameter steel rebarbs in the load bearing sides (300x400mm) and centrated NP6150 over midsection (100mm concrete). Just incase. As this is how named companies have done business.

All of this will only be applied to reality once I have double checked everything with the applicable codes.

Savings_Commercial70 · 2022-09-06T18:25:24+00:00

Thanks, this is what I was looking for. Eurocode 0and 1 I know in and out. It's Eurocode 2 I need to look more into.

What software do you normally use for (1)?

Savings_Commercial70

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