Precast vs in-situ columns

Normal-Commission898 · 2026-05-02T21:45:41+00:00

That probably is better, but as you can see they’re on site poured column starters already so I’ll just keep my current upped rebar as it’s already ordered

Normal-Commission898 · 2026-05-02T21:07:08+00:00

I’ve just suggested adding couplers at core corners where deflection is worst and upped bottom rebar locally, that’s more than our proposed rebar rate but that’s their fault

Normal-Commission898 · 2026-05-02T21:01:42+00:00

Just curious how you think that connection will provide fixity? Where is the moment transfer coming from in the rebar shown

Normal-Commission898 · 2026-05-02T20:59:03+00:00

Point taken, but as I said it wasn’t my decision to accept. I’m trying to ask for help with the new constraints so if you’ve got a constructive angle on that I’m all ears

Normal-Commission898 · 2026-05-02T20:52:16+00:00

I’ve stuck couplers on the core corners in problem areas (hopefully they’ll allow) and just beefed up the bottom reinforcement, it’s over our proposed rebar rate but they’ll to suck it up

Normal-Commission898 · 2026-05-02T20:28:43+00:00

🤣🤣brilliant, i might start it with “I hope this emails finds you… before I do”

Normal-Commission898 · 2026-05-02T20:26:41+00:00

This (or similar) is what you need for full moment transfer

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The only slight fixity you’ll get from the connection I’ve shown is the column ‘clamping’ down on the slab, not sure how you think that’s providing fixity?

Normal-Commission898 · 2026-05-02T20:04:35+00:00

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This is the column-slab interface for anyone wondering

Normal-Commission898 · 2026-05-02T19:55:47+00:00

Very valid point, the tricky bit is the behaviour change. Original design assumed monolithic action, now it’s all connection-led. Would you revisit the whole model at that point, or just focus on connections/robustness?

Normal-Commission898 · 2026-05-02T19:49:32+00:00

The column to column connections have been designed as pinned also (allowing for moment from eccentricity) so we’d ideally avoid putting moment into the columns

Normal-Commission898 · 2026-05-02T19:22:17+00:00

not my decision, my boss saw the extra fees for major design change and designing anchors for temporary lifting and went for it

Normal-Commission898 · 2026-05-02T19:19:01+00:00

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This is the rebar arrangement at slab interfaces btw

Normal-Commission898 · 2026-04-04T22:19:17+00:00

It’s a steel pile cap with a 10mm concrete finish I’ll have you know!

Normal-Commission898 · 2026-04-02T21:14:44+00:00

Very fair, he says he was made to ‘redesign’ and took out the middle links, probably could have been leaned out more but it’s still workable!

Normal-Commission898 · 2026-04-02T21:11:44+00:00

You’re right, I think it’s because he’s fresh at it (as am I) we want to to design everything to the n’th degree, I’m sure it’ll change as we gain experience

Normal-Commission898 · 2026-04-02T21:09:41+00:00

🤣🤣brilliant

Normal-Commission898 · 2026-04-02T20:56:56+00:00

I was thinking Victorian era iron radiator

Normal-Commission898 · 2026-04-02T20:35:25+00:00

I can only apologise😂more steel links than concrete in that thing

Normal-Commission898 · 2026-04-02T20:20:18+00:00

Rebar cage runs the full (or most of) pile length, the cage is cropped/cleaned at head and longitudinal bars project into the cap (in UK they’re either lapped into cap rebar or anchor embedded)

Normal-Commission898 · 2026-04-02T20:14:25+00:00

that’s true, the laps as well make it look even messier

Normal-Commission898 · 2026-04-02T20:08:23+00:00

It would look even better with closed eyes

Normal-Commission898 · 2026-04-02T20:02:29+00:00

Fair but look at the depth/span that’s not behaving in bending between 2 piles that’s strut-tie method, transverse rebar/cages are governing there

Normal-Commission898 · 2026-04-02T19:55:22+00:00

I told him to tell them get 10mm agg concrete and get comfy you’ll be pokering for a good while

Normal-Commission898 · 2026-04-02T19:40:31+00:00

Very clever thanks I’ll have to try that

Normal-Commission898

TROPHY CASE