hello
Planning to remove a load-bearing wall in the middle of the house and put up a beam instead.
Checked around online and used various calculation programs.
How much deflection is acceptable?
A Glulam 90*450 gives a deflection of 3mm
If replacing glulam with an I-beam, which of the values should be considered, Ix or Wx?
House width 8260
Opening width 3500
1.5 stories
Planning to remove a load-bearing wall in the middle of the house and put up a beam instead.
Checked around online and used various calculation programs.
How much deflection is acceptable?
A Glulam 90*450 gives a deflection of 3mm
If replacing glulam with an I-beam, which of the values should be considered, Ix or Wx?
House width 8260
Opening width 3500
1.5 stories
ok...
have been looking at house plans and had some thoughts
The nicest look will be if the beam + gypsum is a maximum of 105mm, which gives a beam width of about 80mm...
This excludes IPE and HE beams (I think), will check kkr and see if it holds, otherwise, one can stack two kkr on top of each other and weld them together...
Calculation help is gladly accepted!
have been looking at house plans and had some thoughts
The nicest look will be if the beam + gypsum is a maximum of 105mm, which gives a beam width of about 80mm...
This excludes IPE and HE beams (I think), will check kkr and see if it holds, otherwise, one can stack two kkr on top of each other and weld them together...
Calculation help is gladly accepted!
Living in Stockholm, I have a 1.5-story house built in 1975. The house's width is about 8m.
I have just removed the load-bearing wall with an opening of 3600 mm. I used a glulam beam with the dimensions 315*115mm. The calculations have been done by a structural engineer.
Just as an example...
Regards,
PCLarsson
I have just removed the load-bearing wall with an opening of 3600 mm. I used a glulam beam with the dimensions 315*115mm. The calculations have been done by a structural engineer.
Just as an example...
Regards,
PCLarsson
ok..according to the online program, I should manage with 90*315, which would fit if I use 6.5mm gypsum on the ceiling. But one would like to over-dimension
still trying to calculate on KKR profiles
a KKR 160*80*6 weighs just a little more than a glued laminated beam and has an Ix = 8360 compared to 90*315 glued laminated wood which has Ix=2344.......................
But what load should one calculate for, on a 1.5-story house in Skåne with heavy roof tiles.....
still trying to calculate on KKR profiles
a KKR 160*80*6 weighs just a little more than a glued laminated beam and has an Ix = 8360 compared to 90*315 glued laminated wood which has Ix=2344.......................
But what load should one calculate for, on a 1.5-story house in Skåne with heavy roof tiles.....
Your figures are incorrect. Seek help from a structural engineer.gta324 said:ok..according to the online program I would manage with 90*315 which would fit if I use 6.5mm gypsum on top. But you always want to over-dimension
still trying to calculate on kkr profiles
a kkr 160*80*6 weighs only a little more than a glulam beam and has an Ix = 8360 compared to 90*315 glulam which has Ix=2344.......................
But what load should you calculate with, on a 1.5-story house in Skåne with heavy roof tiles.....
For example, a glulam beam has a second moment of area of 90*315^3/12=23441 cm^4
A VKR 160*80*6.3 has 917 cm^4.
I calculate your load to be approximately 65000N if you have a deflection of 3mm with a 90*450. How would a 90*315 have less deflection???? According to my calculations, it's approximately 9.5 mm in deflection.
A VKR160*80*6.3 has approximately 20 mm.
There is a lack of info on how the boundary conditions look.
A 90*315 would not have less bending; it was the smallest beam according to the calculation program for glulam beams (with 8mm deflection).hokanp said:
True that a VKR has a significantly lower moment of inertia, not sure how I thought/saw :blushing:
65000N Wonder how strong VKR one needs then?
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built on a "torpargrund" so there is a thick concrete beam underneath standing on pillars, I will crawl under and see if the supports are on pillars or if they end up in between, in that case I am considering supporting that as well, but then I will probably get help from a company....
picture of why we (read the partner) do not want a wider beam than max 105mm, the walls are 96 but a few mm she probably won't see
picture of why we (read the partner) do not want a wider beam than max 105mm, the walls are 96 but a few mm she probably won't see
The truss manufacturer calculated a beam for us.
The span of the load-bearing floor (i.e., full span minus knee walls) is about 6.5 meters.
The beam length is 7200mm, laid on three supports, with 3300 and 3800 mm wide bays.
The support reaction was about 65kN on the middle pillar and 20 kN on the ends.
The deflection was a maximum of 3.4mm in the short bay and 9mm in the long bay with an LT40 115x315 chosen by the truss manufacturer.
All according to the calculation data I received.
Also, consider how the rather large forces transferred via the beam's supports should be managed.
Do you have a sufficiently strong slab/floor/footer in the crawl space for this?
edit: If you write slowly, others beat you ...
The span of the load-bearing floor (i.e., full span minus knee walls) is about 6.5 meters.
The beam length is 7200mm, laid on three supports, with 3300 and 3800 mm wide bays.
The support reaction was about 65kN on the middle pillar and 20 kN on the ends.
The deflection was a maximum of 3.4mm in the short bay and 9mm in the long bay with an LT40 115x315 chosen by the truss manufacturer.
All according to the calculation data I received.
Also, consider how the rather large forces transferred via the beam's supports should be managed.
Do you have a sufficiently strong slab/floor/footer in the crawl space for this?
edit: If you write slowly, others beat you ...
Moelven has a good dimensioning program for free on their website.