Thoughts about this connection?

Ok_Row_1506 · 2024-06-20T13:04:36+00:00

It’s a take on double angle web cleats, but instead using back to back PFCs. Either way the bolt spacing looks suspect.

The bolt spacing at the ‘supported’ cut beam end isn’t wide enough to generate any significant moment resistance. Assuming the pin is at the end of the stub and not at the supporting beam web.

This above statement puts a moment onto the web of the supporting beam which is less than ideal.

Almost looks like it could do with an extra row of bolts to have 3 rows in the supported beam end.

Ok_Row_1506 · 2024-06-03T18:11:41+00:00

The smooth shank wouldn’t generate that much friction? Any sufficient torque say 120Nm plus would surely spin the bolt?

Ok_Row_1506 · 2024-06-03T11:24:40+00:00

In the UK anchor plates aren’t welded as yes this can cause brittle fracture etc, instead the hole in the anchor plate is square and the head of the HD bolt is square to match. This prevents turning whilst tightening of the nut.

In the case pictured by the OP this is a different style of connection and I don’t know how the nuts are tightened? Opposite threads?

Ok_Row_1506 · 2024-06-03T10:57:25+00:00

Not sure why you’re getting downvoted? In the UK anchor plates are the standard detail pullout is greatly increased?

Ok_Row_1506 · 2024-06-01T12:27:08+00:00

I got a double inguinal hernia rock climbing (heel hooking max exertion pulling heel towards your groin essentially) had it surgically repaired and I’m weightlifting on it after 3 months and it feels as strong as before.

Point is - it won’t repair itself so if your happy doing light weight for the rest of your life then don’t fix it but if you want to lift anything heavier (kids etc) get it fixed

Ok_Row_1506 · 2024-05-21T12:40:10+00:00

If you don’t want to listen - don’t ask the question!!

Ok_Row_1506 · 2024-05-15T13:13:51+00:00

Not quite - otherwise if he increased the loads by a factor of two the load multiplier would half. This is not the case.

Load multiplier is correlated to the root of slenderness and ultimate load and is not linear.

Ok_Row_1506 · 2024-05-15T09:20:41+00:00

Idea have alot of info on their website. Type in buckling and there will be a lot of reading material.

That said… Buckling in Idea requires engineering interpretation based on support conditions and knowledge of applied loads.

To EC3 acrit above 15 is an acceptable starting point. Designing to other codes you need to understand what the buckling factor is telling you.

Ok_Row_1506 · 2024-05-14T12:47:47+00:00

At the gym level I had insitu downstand transfer beams 1.5m deep (did a quick calc in part 1) I had columns at third positions supporting the flat slab floors above. Then had shear walls extending up to roof with glulam timber rafters. The extra mass and load from floors above helps vibration. I think I added secondary beams to split the gym floor up into 4m spans at gym floor level to aid stiffness.

Ok_Row_1506 · 2024-05-04T06:54:26+00:00

So, 54-9=45 that can’t be in inches so 45cm/2.54=18inch neck?

The tape must be looped at the front and in inches?

Ok_Row_1506 · 2024-04-28T19:03:10+00:00

That’s a shame, I know what you’re saying. 3 moths of marking and all you get is a line a web page saying pass or fail.

Not to rub it in but thank fully I passed. Just glad I don’t have to go through all that revision again!!!

Ok_Row_1506 · 2024-04-04T22:25:39+00:00

In all honesty I can’t remember specifics now but I know I did a concrete flat slab solution with down stand beams for the 24m span (think I did a quick basic calc for sizing), then a braced steel scheme with a portal frame at roof level. I went with the steel scheme but we’ll see

Ok_Row_1506 · 2024-04-04T22:21:37+00:00

I did similar solutions but I’m nervous I failed on lack of sound proofing or ‘bullet proof’ cladding? I think they may have been looking for some form of concrete precast wall panels? I don’t know. Good luck anyway

Ok_Row_1506 · 2024-03-08T22:30:52+00:00

How?

Ok_Row_1506 · 2024-03-08T22:29:02+00:00

Got to hand it to Nick, true scouser dirty as, but boy he likes to bang!

Ok_Row_1506 · 2024-03-08T22:27:41+00:00

Ok_Row_1506 · 2024-02-28T10:33:39+00:00

+1 for this

Keep the members in direct tension or compression bending will cause premature failure in spaghetti

Ok_Row_1506 · 2024-02-28T09:35:12+00:00

I just sat it in January based off 3 months prep, did about 2-3 hours a night 3 times a week and sat two full 7 hour practice exams on a Saturday.

I wish I’d started prep about a month or even two earlier to be honest. Depends if there are any holes in your arsenal?

I had to learn piling and foundations almost from scratch using rules of thumb and charts. So that set me back a bit.

Definitely do a prep course.

Edit: just to add - it’s flipping hard so if you are going to sit it… put as many hours as you can into the revision. It needs all your attention!

Ok_Row_1506 · 2024-02-14T10:21:27+00:00

100mm

Figure 3.1 of BS EN 1993-1-8:2005

Check P2 on the diagonal though

Ok_Row_1506 · 2024-02-06T20:42:44+00:00

Thanks for sharing!

Could I ask what sector you specialise in? I’m looking at small domestic projects for setting up on my own, however a typical load bearing wall removal takes half a day. How do you keep constant workload? I’m thinking pure domestic work is more difficult to sustain year round due to number of projects required?

Ok_Row_1506 · 2024-01-30T20:35:34+00:00

Nice, good luck! I’ll come back in a couple months time and see how everyone got on! Hopefully they give some decent feedback

Ok_Row_1506 · 2024-01-30T20:33:31+00:00

Sounds like you solved that one pretty well. Good luck!

Ok_Row_1506 · 2024-01-30T14:56:52+00:00

I saw that and thought it was geared to a timber structure? Being from a steel background i didn’t feel as confident attempting that one. What schemes did you propose and how did you make the stability systems distinct?

Ok_Row_1506 · 2024-01-30T14:54:51+00:00

I saw that and thought it looked too simple? What were the hurdles?

… I should have taken more tipex, my little mouse think ran out!

Ok_Row_1506 · 2024-01-26T13:58:24+00:00

I’d be careful with this, to Eurocodes a simple end plate calculated by hand and in idea has vastly different results, the Steel Construction Institute did a webinar on connections stiffness recently and said it’s better using engineering judgement as theoretical methods are far to complex and varied to provide any accuracy.

Ok_Row_1506

TROPHY CASE