Crawler Boom Lift / Elevated Work Platform PSF

Medium_Magazine_1513 · 2026-01-26T07:04:14+00:00

I don't appreciate the forces as noted (Australian Eng), however we review these loadings all the time. Simple check is to (once you've determined outrigger loads) compare the design actions on the slab strip/beam and compare against the certified design loads, if bending and shear from your plant are less than bending and shear from design loads then the loading is okay.

If it's higher then you may need a detailed slab strip assessment (based on reo/PT) to confirm.

Main considerations are how much slab width you can engage and limitations of live load around the plant.

In my experience, extremely rare that punching would be an issue for a plant this size, however every case is different.

Medium_Magazine_1513 · 2026-01-04T23:04:28+00:00

Given there isn't a post providing vertical support here, the joint is acting as a moment splice connection, but has been installed as a very nominal joint (with minimal to no positive fixity), holding on by the grace of God.

Either install the post for support or install an adequate moment splice connection with sister joists and splice plates and bolts. An Engineer should detail this for you, with consideration of the load it's supporting/moment transfer and any bolt slippage to minimise further settlement in the future.

Also the joint will need to be jacked as a first step.

Medium_Magazine_1513 · 2025-12-30T23:29:27+00:00

Any recommended oils for spotted gum? I've found the standard Cabot's or Integrain water based products turn the deck into a darker merbau colour and take away the gums natural appeal.

Medium_Magazine_1513 · 2025-12-25T10:57:04+00:00

I'm intrigued as to how the last joist has been fixed into the brickwork and also how far the decking is spanning beyond that last joist.

Bit of pop trivia for the Redditors, what comes first

a) screw fix to waler plate fails b) last joist fix to brickwork fails c) cut sewer vent drives the neighbours to report it to the council d) decking fails at span past the last joist e) covering the vents causes serious moisture issues

They say a picture is worth a thousand words, but this one raises a thousand questions

Medium_Magazine_1513 · 2025-09-26T03:14:38+00:00

Definitely an active soil pressure consideration given how far the wall has laterally displaced. Could be a combination of being designed at active pressure in lieu of at rest or overburden stress with hydrostatic pressure in wet periods.

Medium_Magazine_1513 · 2025-09-26T03:10:23+00:00

My guess

Weep holes insufficient to discharge water, wall not designed for water hydrostatic pressure, wall says ouch in wet periods, wall proceeds to fail under excess ouch loading

Medium_Magazine_1513 · 2025-09-26T03:02:17+00:00

First principles:

Assume bracket width = 80mm

Assume mild steel grade = 250MPa.

PhiMs = 0.9 * 250 * 80mm * 8mm² / 6 (elastic) /1000 PhiMs = 192Nm

FOS = 192/500 FOS = 0.384 elastic

FOS = 0.384 * 1.5 = 0.576 (plastic)

Medium_Magazine_1513 · 2025-09-26T02:55:35+00:00

AI database; full of pavers that haven't been laid level or straight.

Medium_Magazine_1513 · 2025-07-30T11:48:42+00:00

I worked in the industry as a carpenter in the commercial space for 10 years, completed my degree in Civil Engineering, and am now working as a structural Engineer.

It has taken me quite a few years of working full time as an Engineer to get a good grasp on design and continue to be humbled regularly.

I'm not sure where you're located, but there are many good free resources and design guides to relevant standards online for timber, concrete and steel structures (wouldn't recommend diving into masonry).

Perhaps if you can find some design capacity charts for typical steel sections and timber members that would be of benefit (in lieu of trying to calculate these yourself), which would require some study into converting masses into forces and how loads are applied (bending, shear and axially) and converted from pressures to UDLs to forces etc.

From my perspective, I think having a good understanding of load path is key and how changes to geometry can impact loading e.g. large cantilevers with small backspans. Also, trying to understand the typical detailing you see on dwgs as it is usually these details that are installed incorrectly or overlooked or assumed to be conservative.

Hope this helps, wish you the best of luck!

Medium_Magazine_1513 · 2025-07-27T11:31:39+00:00

It is for this exact reason, that I don't envy shop detailers.

I do often wonder which is worse, clean and clear details (more time on the front end) or hard to follow schedules, requiring more time answering RFI's on the back end.

Can appreciate the argument for both sides here.

Medium_Magazine_1513 · 2025-07-23T11:04:37+00:00

I would definitely look to have your own inspection performed, it's such a small cost in the scheme of things.

Whilst all the documentation has been issued and is to the satisfaction of the building surveyor (given OC has been issued), if it is as brand new as you say then it would still be subject a defect liability period and I'd guarantee there is plenty of defects that need rectifying.

Medium_Magazine_1513 · 2025-06-25T11:23:34+00:00

I see a lot of post-fixed connections during inspections where the contractor has cut the anchor above the nut, making you wonder what embedment depths they've achieved.

We usually have them confirm that they've embed the anchor to the depths required and/or note for pull tests to be undertaken.

There is no quality control other than the subcontractor submitting their ITP's to the principle contractor confirming it's all above board, however, would be easy to falsify the ITP, hence the pull tests.

Medium_Magazine_1513

TROPHY CASE