steel beams for thick wall.
steel beams for thick wall.
(OP)
Hi there,
I'm based in uk and have done some calculations to size beams to replace a load bearing stone wall
Wall thickness is 530mm so approx 500mm stone/mortar wall excluding render.
I have sized 2 off 203x203x 46 uc beams. This only comes to 406mm total width.
I'm not sure whether I should specify 250mm wide top plates for each beam (totalling 500mm) to ensure full contact between wall and beams. Or whether the 100mm overhang (spread over 33mm either side of each beam) is acceptable. I can find no guidance in specifications for this.
Would I be able to use a top plate if I could get away with 2 times smaller 153uc beams, as these would be much narrower.....
Any thoughts? apologies if this is a simple one, but I cant find the solution in any of my books or online.
Thanks in advance.
I'm based in uk and have done some calculations to size beams to replace a load bearing stone wall
Wall thickness is 530mm so approx 500mm stone/mortar wall excluding render.
I have sized 2 off 203x203x 46 uc beams. This only comes to 406mm total width.
I'm not sure whether I should specify 250mm wide top plates for each beam (totalling 500mm) to ensure full contact between wall and beams. Or whether the 100mm overhang (spread over 33mm either side of each beam) is acceptable. I can find no guidance in specifications for this.
Would I be able to use a top plate if I could get away with 2 times smaller 153uc beams, as these would be much narrower.....
Any thoughts? apologies if this is a simple one, but I cant find the solution in any of my books or online.
Thanks in advance.






RE: steel beams for thick wall.
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RE: steel beams for thick wall.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: steel beams for thick wall.
thank you for the feedback.
The loads are relatively light as the wall is a first floor wall with only a roof gable and roof loads above. the clear span is 5.5m.
I have been conservative with the loadings and have sized based on a single beam supporting the load.
I'm just not sure if i should stipulate that top plates are welded to provide continuous surface contact between wall and beams. The stones in walls are large so I believe I can do without but am just seeing if there are other opinions.
RE: steel beams for thick wall.
There is more to this project than you are assuming. I suggest you consult your boss or mentor before proceeding.
Deflection of beams supporting masonry is critical. The beams you have selected have a span to depth ratio of 27-to-1 (5500 mm / 203 mm). Without doing any calculations I can assure you that they are not suitable for this application.
Also, side-to-side beam stability needs serious consideration. A plate or two on top of the beams is not enough.
If you want to get into the numbers here, we can do that... or not. What is the calculated beam deflection at full load?
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RE: steel beams for thick wall.
I didnt check the basics before I proceeded. The depth/span ration is out and because of my not checking I overlooked an error in my calculations. I have a 20mm deflection which is too much. I originally read the 20mm as 2mm and thought nothing more of it.
I may be able to use a 254 UC beam as this falls within the band of depth/span ratio, but could opt for a deeper UB depending on how I get on with deflection.
If beam ends up being narrower than wall, my original question still stands, should I recommend a plate to provide a continuous surface or can I assume (as i believe is correct) that a small gap is acceptable either side of beam.
Thanks
RE: steel beams for thick wall.
Are you going to preload the beams somehow so that the initial deflection doesn't produce the typical diagonal portal cracks?
RE: steel beams for thick wall.
Since we don't know the loads, I can't comment too much on beam selection size. However, I disagree with what seems to be your priority - maximum flange width. IMHO, it is better to select beam size based on web depth, without regard for flange width - to limit deflection as much as practical. Place the beams so that there is no overhang at all. Span the gap and cover the top of both beam flanges with a 500 mm wide steel plate of suitable thickness. Weld the plate to both beams. Providing maximum spacing between beams will help with resisting any eccentric loading on the wall.
Limiting deflection is important, per the technical note. But it will also help load sharing between the two beams. Any differential loading on one beam creates a magnified problem. As load on one beam increases, load on the other may decrease. The result, as one beam's deflection increases, the other beam's deflection decreases, causing wall tilt be twice what would otherwise be expected.
Another step I would use is to tie the two beams together with a few diaphragms (say 3 or 4).
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RE: steel beams for thick wall.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: steel beams for thick wall.
Diaphragms +
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RE: steel beams for thick wall.
1) I don't think that there will be space between the beams to install meaningful rollover beams as diaphragms without contructability issues. I think the top/bottom plate concept from the other thread is the way to go.
2) I think that some degree of overhang is actually desirable as it will allpw for some field tolerance in the positioning of the beams.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: steel beams for thick wall.
1) No need to debate this question... all the OP has to do is tell us what size and spacing will be used for the beams, and the constructability issue will be self evident. My advice should improve constructability:
2) Using a nominal 500 mm width, with no overhang, looks like plenty of field tolerance for beam positioning to me.
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RE: steel beams for thick wall.
I'm just waiting for OP to post the revised beam size that I can draw the detail my own self...
We must be talking about different things. I see a 500 plate below a 500 wall as having no lateral tolerance whatsoever.
This condition always seems to come up with European folks. I've never actually used the system myself. Anyone able to enlighten me with regard to the sequence of construction, shoring, etc?
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: steel beams for thick wall.
I really appreciate the feedback. I'll let you know steel sizes and see if that changes anyone opinion tomorrow.
I saw the sketch linked of small top plates at intervals and beams on out edges. (thanks) imteresting idea. I'll get back to you tomorrow. Cheers
RE: steel beams for thick wall.
Crap. Just realized that the wall may actually be 530 and, thus, there is some tolerance after all. My bad.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: steel beams for thick wall.
L /688 (8 mm deflection over 5.5 meter span).
The moment in any beam size that meets that deflection criteria will be so low (compared to the beam's maximum capacity) that LTB will probably not be an issue for a 5.5 meter span.
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RE: steel beams for thick wall.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: steel beams for thick wall.
so I have selected a 356x171x57 UB
this supports the full load independently, so doubling up the beams provides alot of redundancy and covers the TIF factor (Things I forgot).
it meets the L/360 requirements for Eurocodes (for beams carrying plaster) so I think the deflection is OK (limit is 15mm and I get 15mm)
Where does the L/688 come from?
As for the installation i like the idea of the stiffeners. Not sure how practical they will be to install.
As for top plate, with such narrow beams I think i need to suggest them. it will definitely be needed if the stone wall has loose infill (only determined when work starts). ....
RE: steel beams for thick wall.
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RE: steel beams for thick wall.
I don't know either. As I mentioned above, I could use some help understanding the sequence of construction.
-Would one assemble both beams on the ground and install them together?
-Does one beam get cut into place and the second beam comes later?
-Will there be a temporary shoring system of some sort?
-Will the beams bear on a pocket in the stone at the ends or is there a new column of sorts at the sides of the opening?
-Will you be attempting to grout between the stone and the steel to achieve a more uniform bearing?
-Will there be a door or window tying into the underside of the beam?
The deflection issue is about preventing damage to the very stiff, very brittle stone. Plaster limits won't govern.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: steel beams for thick wall.
RE: steel beams for thick wall.
OK, I must apologies, I hadnt linked the L/688 to the 8mm for my particular span. I was looking within the document for the actual ration L/688. I do appreciate the support (pardoning pun) you guys have provided.
Well the 8mm is certainly something new to me, with my 15mm deflection I'll take a look through and see what can be done as i'm about double the guidance in that document. Both the British Standards and the Eurocodes dont mention a specific value for deflection. However I am always learning and certainly am not going to ignore good technical guidance. particular where safety is involved.
406x178x74 meets the deflection requirements of 8mm (7mm deflection).
sequence of construction I would leave to the builder, however as an engineer I should "design it to be built".
my preference and my guidance on the drawing would be to lift one beam in at a time. resin anchoring first beam to a padstone and allowing to cure. padstone will be set on the existing 530mm thick wall or possibly new engineer brick column if builders find loose masonry.
repeating for next beam. I was going to use CHS spaced at 600 centres along the length of beam to maintain uniform installation. however the stiffeners would negate the need for these. I do like that detail and would probably suggest it.
I have a suspicion that a deeper beam will be too much for the client (head room) and that the compromise will be a shorter opening....
I've been extremely conservative in the load assumptions, but with old stone walls, I'd rather not assume a nice simple loading scenario and two beams supporting weight provide the bearing capacity which will allow me to sleep at night.
I want to minimise site welding, so perhaps have the top plate tack welded to the top of one beam prior to installation. then other beam sit underneath that plate....
RE: steel beams for thick wall.
1) Install one beam.
2) Remove stone below opening.
3) Install other beam?
I'm trying to establish whether or not there will be a case where only one beam will be supporting the stone for a while.
I guess that I'm also not clear on how the top plate would be installed if the beams went in one at a time.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: steel beams for thick wall.
The two beams offer support across the mean of the wall thickness. I dont feel comfortable assuming that the load will be directly beneath the centre line of wall, so full wall thickness support is needed.
By assuming this I suppose I could have halved the loads, and looked at reducing the beam depth, however as has been pointed out by those that responded (thanks again) I needed to pay extra care to the deflection in masonry. Plus I am a Civil Engineer by training and we always like to include alot of redundancy
I will need to speak with client and ask if the reduction in head room is acceptable. The architects drawings show no elevation in their plans.....SO its either reduce head room or reduce opening width. Even if he was accepting of the reduction in headroom, I dont think there will be enough masonry left above the supports (due to roof line) to be acceptable regardless.
Do you think a top plate would be acceptable or just a little too much overkill?
RE: steel beams for thick wall.
I know this is an old thread but just wondered how you went on with this, as I did a very similar job a couple of years ago; also UK-based.
House was an old Yorkshire farmhouse, walls were a little less than 500 thick - ashlar/rubblecore/rough stone internally. I used two 203x203x52 with a few separate plates above - the 203s because of limited headroom. Span was 5m. The plates were to stop all the rubbish from the core falling through. There was slight cracking in the external wall, but of little consequence because the place was completely gutted and it was easily pointed up.
In your case, I suspect you may have excessive deflection - consider 203x203x60s - 47s are a bit weedy.
RE: steel beams for thick wall.
after taking some guidance from the responses I received, particularly with respect to the deflection limits, I ended up with the following:
limiting the opening to 4.8m. this was more to do with the available clearance above the beam (conflict between roof line and the new beams).
2 off 356x171x67 UBs
with 3 off 203x133x25 UB stiffeners
10mm plate welded to top of beams 500mm wide, to provide full support accross the cross section of the opening.
padstone was also selected.
Interesting to hear that I'm not the only one working on these large stone wall projects. I've had a similar one come in, with a 600mm wide opening. I've had to spec 3 beams to provide continuous support across the wall on that project.