Home > Uncategorized > A very unproductive week.

A very unproductive week.

This week started in the normal manner of Mad Monday where everything that was meant to be done over the weekend was started on top of the planned works. The focus this week was on the continued preparation of the Zone 5 suspended slab and column, wall and ramp fixing in Zone 2. The slab finally started on Mon, after the calamity of reo deliveries last week, but was held up by cranage moving the bottom mat across from the slip-lane. Zone 2 is more of an issue. Drawings issued on the same day by both the architect and structural engineers differ in their portrayal of the detail around the ramp and were missing detail on slab set-down levels which dictated soffit levels for slabs and beams. After several RFI’s to the Architects I received a satisfactory answer for set-down levels which allowed work to continue but a vague and pretty non-committal response on whether a wall was ramped or horizontal. This matter is still open.

I received an email from the concrete testers stating that the 3 and 7day tests on the 65/20/140 mix used for a column poured last week were significantly understrength. My initial response was to investigate with the tester what the expected final strength would be and whether the mix was as designed and noted on the docket. This was confirmed and it was suggested that it may be a mix that was on the lower percentile of the range. It may reach the approximate strength after 56 days but the question now is whether the risk can be taken to accept this or whether remedial work is required. I forwarded all info to the structural engineer to investigate the situation and recommend a course of action. In my view, as the column forms a corner of a vertical stairwell that is tied into the slabs it may be possible to increase the reinforcement around the connection in order to minimise the loading on the column. This may be the best COA as it will allow construction to continue with minimal rework, and if the column does not reach the required strength it will have an element of redundancy built in to assist in carrying the load.

Tuesday was largely spent in preparation for the work I would not be able to complete during CI’s visit on Wednesday. I think the visit went well and I imagine the change in the site since the CI’s last visit was considerable. From my perspective it was good to talk through the project and highlighted just how much I do actually know about it.

Black Thursday

During the later stages of the CI’s visit we became aware of an altercation between one of the contractors and the JHG H&S representative. This must have escalated after our departure from site as on arrival at site on Thursday there was a significant union presence at the main gate. I had no dramas getting into site though. The lads had more of an issue and the pre-start was lacking numbers. As it happened the rain had effectively stopped play on site (Aussies don’t work in the rain!) which pretty much negated the strike outside. The issue can about 1100 when it was noticed that there was a small fire outside the cab of Tower Crane 2. The operator raised the alarm and evacuated effectively, which resulted in a full evacuation of site. This would not usually be an issue but the fact the union was camped out on the assembly area 1  and after H&S closed the slip-lane (assembly area 2) to access from outside site it meant that the Union propaganda machine whirred into action to get as many photos of their ‘massive’ turn out until we managed to gain access to assembly area 2. The incident was handled well from an operational perspective with the Fire-service on the scene within minutes, but in my view the JHG information flow to the workforce was lacking and the fact a contractor took charge of information passing was a little embarrassing. Work was later put on hold, and eventually stopped for the day (for the lads). A team meeting was called by the PD who briefed that an anonymous text had warned him of a Picket Line for Fri morning.

Evacuation to the Union Assembly Area

Evacuation to the Union Assembly Area

Quiet Friday

I planned on arriving early to avoid the masses so parked up my bike at Steve’s and walked down to site. It was relatively quiet along the main road, but as I approached the main gate there were about 12 union blokes blocking the path. I weaved my way through to find the gate locked and padlock injected with glue. A couple of choice words and a push in the back and memories of Ex Broadsword flooded back. I walked back along the fence-line and was let in through a manned gap in the chain-link. I have spent the morning walking around with a H&S as the site has been locked down and everybody told not to bother coming in.  So I am sat here with my fellow 10 JHG inmates listening to the Union songs and chants whilst the remainder of the staff have a day off. This had better be remembered come report time. I just hope I can get out in time for my flight to Melbourne this afternoon.

The Union Camp across the road

The Union Camp across the road

Memories of Longmoor and Ex BROADSWORD. This was my initial entry point - Foiled by a glued padlock

Memories of Longmoor and Ex BROADSWORD. This was my initial entry point – Foiled by a glued padlock

A reassuring police presence has kept the unions at bay so far

A reassuring police presence has kept the unions at bay so far

So in effect, I have worked 1.5days this week. It is lucky the CI visited when he did – what a difference a day makes.

Categories: Uncategorized
  1. 03/05/2013 at 9:47 am

    Glad to hear you’re doing your bit for labour relations in the Southern Hemisphere……while you’re on your own in the site offices you might ponder on the nature of column failure…… it may be a stiffness thing….here’s a thought

    The stiffness of concrete is normally taken to be something like 5000* (cube strength)^0.5 – So here’s a time when a reduction in strength has less impact on the property that drives failure (stiffness).
    If, let’s say, the cube strength was 16N/mm2 when it ought to have been 25; then, whilst strength is reduced by nearly 36% whilst stiffness is a mere 20% down……yippee!.

    Moreover , if you wished to ‘up ‘ the load resistance of a column by the addition of a material with a higher stiffness ( put another bar in to you), then the equivalent area of concrete wrought by a given area of steel is far better for crappier concrete i.e. one 16mm bar equals about 1400mm2 of 35N concrete BUT 2100 mm2 of crappier concrete.

    Hey this is a long way of saying….there’s a difference between strength and stiffness AND column failure is a mixture….local failure = crush = strength thing;
    overall failure = Euler= stiffness thing

    It’s good in my brain…but I wouldn’t like to live there.

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