Hi ash1356. Has this recent welding remedial work been inspected and approved by your Local Authority Building Control? It may be beneficial if you give notification to the Council so that they can inspect and confirm that that everything complies. This could be beneficial if at a future date you sell the property and at this time that your property insurance is not compromised or invalidated.
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MetalMonkey
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If they had coped both ends of the beam or added a lip on the flange end to catch the beam, then it would have been less concerning, as the welds would have just been resisting twisting rather than supporting all the weight.
Some bolted in angle braces might be another way to beef it up, but this is all a bit shade tree fabrication, for a proper structural design, that by their own admission, required welding because the calculated loads are too high for bolting - it raises serious concerns.
The reworked welding looks better than it did, but that's not really saying much.
I made a similar hash of the first beam I welded for my garage, and that was only supporting a corrugated roof. And I was still so mortified, I spent half a day with a diegrinder gouging it out so I could have another attempt. And I'm just a hobbyist in a shed that likes to play about. So I defer to the proper welders on here, but I'd still be unhappy with that, and be tasking the engineer to come up with a better solution if that was my money being spent.
Some bolted in angle braces might be another way to beef it up, but this is all a bit shade tree fabrication, for a proper structural design, that by their own admission, required welding because the calculated loads are too high for bolting - it raises serious concerns.
The reworked welding looks better than it did, but that's not really saying much.
I made a similar hash of the first beam I welded for my garage, and that was only supporting a corrugated roof. And I was still so mortified, I spent half a day with a diegrinder gouging it out so I could have another attempt. And I'm just a hobbyist in a shed that likes to play about. So I defer to the proper welders on here, but I'd still be unhappy with that, and be tasking the engineer to come up with a better solution if that was my money being spent.
I'm not saying it's better than a bolted joint, but I think some of you might be surprised at what would constitute a sufficient size of weld for the thickness of steels here.
I was under some bolted structural steelwork at work today - flat plates welded to the webs of beams, no stiffener behind. Perfectly fine. I think the photos of the revised work will be okay too.
I last designed bolted structural steel work around 25 yrs ago for a two storey wash plant going into a well known multicylinder diesel engine manufacturer in Germany - I might have referred to a book from the 1930's for the bolted joints
I was under some bolted structural steelwork at work today - flat plates welded to the webs of beams, no stiffener behind. Perfectly fine. I think the photos of the revised work will be okay too.
I last designed bolted structural steel work around 25 yrs ago for a two storey wash plant going into a well known multicylinder diesel engine manufacturer in Germany - I might have referred to a book from the 1930's for the bolted joints
finyuk2005
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worked with a boy in a shipyard that always yelled at me if i chipped his slag off......"it looks better with it on!"
addjunkie
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Was this in the days of old when paid for productivity rather than quality, and I herd tell rods were laid along a fillet and a nice big weave over the top!worked with a boy in a shipyard that always yelled at me if i chipped his slag off......"it looks better with it on!"
Ive a copy of x ray somewhere that was taken of deck plates done that way [ slugging ] and you can see about a dozen rods capped over ,,, the whole boat was rejected or so the story went ,,,, famous graph that turns up in a lot of radiography courses.
finyuk2005
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good enough for rusty fishing boats!
Brad93
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Not much point in a weld with a greater leg length than the thickness of the member.
8mm leg fillet is hard to achieve in one pass, and the inexperienced will probably overshoot it in 3 passes unless using 2.5s.
So I love to see the big old weaved verticals - excess reinforcement, more stress induced, larger HAZ, lots of points for a crack to originate when it's not smooth and well fused.
8mm leg fillet is hard to achieve in one pass, and the inexperienced will probably overshoot it in 3 passes unless using 2.5s.
So I love to see the big old weaved verticals - excess reinforcement, more stress induced, larger HAZ, lots of points for a crack to originate when it's not smooth and well fused.
addjunkie
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Not so good for larger Oil Bulk Ore carriers like the Derbyshire or the Kowloon Bridge, but they were a poor design too.good enough for rusty fishing boats!
the nice thing about it when its picked up and ground out for repair its very visible and theres no row ,, even better if theres a graph shot to show it ,,, a lot different that lack of side wall fusion showing up on a ut screen and vanishing in a touch when ground back for rework ,,, on a pipe in the mud ,,, with someones third call hanging on it ,,, you can see why sets get knocked over , lost , or kicked over the side ...
