I have a rafter truss with about 7.4 meters between the inner measurements of the outer walls. A glulam beam runs through the middle of the house as a support for the trusses with dimensions 90x405. This covers the living room and kitchen with a length of 7.4 meters, where there are currently two columns supporting it. I am now going to replace these with an 80cm section of leca 190mm as a support in the middle. I plan to build the leca wall in an L-shape with 80cm of built-up leca 190mm to support the glulam beam. The height of this is about 2500mm, built with Masonry Mortar B.
I see via the glulam dimensioning guide from setragroup that the column load is 30 kN for 4 meters of free span - this will be less than that.
Is there a simple equation where I can prove what a 2.5 meter built leca block wall can handle in downward load?
The top two tables on page 20 of this show that leca 200mm can handle quite a bit more than the 30kN I am looking for.
http://www.weber.se/fileadmin/user_upload/pdf/leca/arbanv/leca-block-projektering.pdf
I see via the glulam dimensioning guide from setragroup that the column load is 30 kN for 4 meters of free span - this will be less than that.
Is there a simple equation where I can prove what a 2.5 meter built leca block wall can handle in downward load?
The top two tables on page 20 of this show that leca 200mm can handle quite a bit more than the 30kN I am looking for.
http://www.weber.se/fileadmin/user_upload/pdf/leca/arbanv/leca-block-projektering.pdf
The load should not be a problem; leca can handle fairly high compressive strength (I have seen 3-5 MPa). You need to calculate the area that the glulam beam will have against the leca block (1 Pa = 1 N/m2, i.e., 3 MPa = 3000000 N/m2).
The most important thing is probably to ensure that what you are building the leca wall on can handle it and that the leca wall cannot buckle due to lateral weakness.
The most important thing is probably to ensure that what you are building the leca wall on can handle it and that the leca wall cannot buckle due to lateral weakness.
The lecacaption will be an L masonry. 80-100 cm along the glulam beam and 60-80 cm to the side. Under the lecacaption, there is 10 cm reinforced concrete, 300 s100 cellular plastic, macadam, and then clay. Doesn't seem like it would be a problem either.
Read the latest inspection plan from my KA today - where it is assumed that Eurocodes are satisfied in the point regarding the relocation of load-bearing columns to the central beam. I quickly checked the regulations regarding Eurocodes, and it feels like this particular calculation should be referred to from a suitable manufacturer. It would be desirable not to have to hire a constructor to "reinvent the wheel." Any ideas?
Someone wrote here before that you need to calculate the pressure the column exerts on the surface it stands on. Then the mounting must be carried out in a way that absorbs the forces. Then you need to ensure that the masonry wall does not start to buckle, but that may not be an issue. Finally, the foundation must be able to handle the load that arises.
The base withstood the same pressure without the weight of the lecablocks on a smaller area before - so this shouldn't be a problem.
I think it's quite understandable that it holds - perhaps in my construction description, the statement that the force on the base is distributed over a larger area is sufficient?
How should an internal lecawall be attached to the floor - with a sliding layer or not?
I think it's quite understandable that it holds - perhaps in my construction description, the statement that the force on the base is distributed over a larger area is sufficient?
How should an internal lecawall be attached to the floor - with a sliding layer or not?
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