Failure about to happen? 14

[JAE]

I think so....

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[IRstuff]

"that column looks a little undernourished to me"

That seems like an awfully judgmental opinion; we have no idea whether it has a metabolic disorder or something else.

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[berkshire]

The question I have and I am not a structural guy is " Are there any more like that, or is that the only one? " .
B.E.

You are judged not by what you know, but by what you can do.

 

[IRstuff]

The other column in the picture looks different; whether that makes it better is another matter.

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[GregLocock]

I was gently wondering if the bit of roof on the right was an extension, and they were expecting a LOT of lateral motion in the main roof due to say sun load. The plate would act as a leaf spring and tolerate that lateral motion. I've (well, a cluey CAD guy working for me) done something like that in the past on a smaller scale.

Cheers

Greg Locock


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[LittleInch]

That UC on the left looks a whole heap heavier than the truss on the right and is supported on what looks like a pretty flimsy piece of angle iron... That must be putting a pretty serious moment on the strut top and hence a decent lateral force on that piece of sheet steel.

It is a bit on a wonder as to why it hasn't actually bent and collapsed yet.

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[12345abc6ttyui67]

Why the predrilled holes in the stub beam? Presumably for something to be attached. I'm more concerned about what's missing.

 

Looks like the ironworkers realizes mid-job their columns were a couple foot short and did some field engineering to correct it.

"Everyone is entitled to their own opinions, but they are not entitled to their own facts."

 

[cooperDBM]

It looks so wrong but also so deliberate. Is the column below just clad or is it concrete, perhaps acting as a cantilever? Is it tapered or is that just the perspective?

 

Around 2001, one person was killed in a mall roof collapse in Sarnia ON. It was due to snow load, although total average accumulation on the roof was well within allowable. A combination of drifting and a significant step (basically an 8 foot transition in elevation) led to a very heavy drift pileup at one location. Thankfully (relatively) it happened before the mall opened, so there were no shoppers inside yet.

I can't be sure but I think that roof was better supported than this one appears to be. Actually the first thing in the photo that caught my attention was how flimsy the roof panels are, especially to the left of the slender column.

"Everyone is entitled to their own opinions, but they are not entitled to their own facts."

 

It looks so wrong but also so deliberate. Is the column below just clad or is it concrete, perhaps acting as a cantilever? Is it tapered or is that just the perspective?

All of the above?

"Everyone is entitled to their own opinions, but they are not entitled to their own facts."

 

[TerryScan]

The important thing is if it all worked in Revit.

 

[JAE]

OK - so he went back last night and took another photo of it from the other side.
There is a single stiffener on that opposite side which makes me feel a little better.
The load coming down from above is still eccentric to the "T" shaped piece of column (beam web plus stiffener) but at least there's something.

However, if the WF roof beam is fully loaded the eccentricity of the load might be too much.

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[12345abc6ttyui67]

Any thoughts on the purpose of the 6 predrilled holes in the short beam section (shown in the original photo). For attachment of bracing?

 

[IRstuff]

Oh, that SO MUCH BETTER...

It looks like the column in the back has some similarity, but it's hidden behind the light fixture.

TTFN (ta ta for now)
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[dik]

As I was coming back from the store this AM, it dawned on me that some engineers will go through hoops to achieve a pinned connection.

Dik

 

[JohnRBaker]

It looks like someone decided to raise the height of the roof by a couple of feet AFTER all of the steel had been cut. That fabricated angle-iron segment looks like a filler piece to me.

John R. Baker, P.E. (ret)
EX-Product 'Evangelist'
Irvine, CA
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[structSU10]

So I was curious and checked this like a stepped column. assuming 20' tall, and top 5' is equal to a WT4x15.5, bottom is an HSS8x8x3/8, the critical buckling load would be about 94 kips, or an allowable load of about 56 kips, neglecting eccentricity. that is a 30'x30' bay at 60 psf allowable.

 

[GregLocock]

So much for the leaf spring theory!

Cheers

Greg Locock


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[ajh1]

Is it just the picture angle, or does it appear that there is a bow in the column (second photo) with the little chunk of "garbage" in the middle a bit to the right of the overall end-to-end centerline?

 

[HamburgerHelper]

It would be funny if that was an unneeded pillar and instead of tearing the pillar down they connected it to just keep it upright.

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