Removing a load-bearing wall

Piotr84

New Member
Hi everyone,
I need some advice on the size and structure of an RSJ beam that I should use for removing a load-bearing wall in my house.

Project details:
  • House: two-story terraced house (attached to neighbors on both sides)
  • Location: ground floor, living room
  • Load-bearing wall: dividing the living room from another room, approximately 3.5m wide and 2.5m high
  • There is another load-bearing wall directly above this one on the first floor
  • Planned door opening: approximately 1.7m wide and 2m high
  • Living room dimensions: 3.5m wide, 4.5m long
  • Room dimensions: 3.5m wide, 2.5m long
  • I plan to install double bi-fold doors in place of this wall
What size RSJ should I use to properly support the new structure? Are there any additional structural requirements or support that need to be considered?

Thanks in advance for any advice and suggestions!

file-eMAMFdW3UFsMlnIAPQlzFOkD.jpg
 
What size RSJ should I use to properly support the new structure? Are there any additional structural requirements or support that need to be considered?
You need a structural engineer to do the calculations after a site visit. You will also need party wall agreements.
 
You need a structural engineer to do the calculations after a site visit. You will also need party wall agreements.

I'm just wondering what size the metal beam can be and what its density must be. Has anyone had a similar layout and size of house and cut double doors into a load-bearing wall? I would like to know how much such a beam might cost, but first I need to know the dimensions. Thanks
 
The density of your steel will be 7850kg/***.

The section will be whatever your SE determines (subject to BC approval). For 1700 width it won't be very big. You won't be involved with Party Wall as you've drawn it.
 
Don't forget to underpin the foundations at the edges of the opening, or build piers on new foundations at each end of the opening. Your SE will advise on this.
 
Not necessary
Ok, go ahead and place the entire weight of the structure above on a short piece of foundation that was never intended to support the point load. I see trouble ahead, especially with the 1930's semi detached when the foundations were just a stepped brick foot built directly on the sub soil with no concrete strip foundation. Severntrent, you are very 'brave'.
 
. Seventeenth, you are very 'brave'.
Me and several thousand more builders. Loads will radiate out and be dispersed on remaining brickwork and foundations and radiate back in at the bottom under the section of wall taken out, yes there will be some increase in foundation bearing pressure which will have had a FoS of 3 and if has supported a house since 1930 will have been compacted to give a even greater FoS. Even if it had stepped brick footings, which has appeared from nowhere, there are still millions of such foundations still doing their job? Just call me Del Boy " He who Dares"
 
Sorry Bob but Severn is spot on as usual. This is a very trivial opening in the scheme of things. I've just designed a very similar job at 2m and a 127 UB would work though I upspecced to 152
 
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