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Never used Etabs but I would assume a ROD element is a tension element!

I disagree with stripping the formwork if the strength under the construction load is ok. It is far better to add strengthening before any deflection has occurred.

If you limit the bar size, you could ensure the bar can develop yield at the critical section for bending near the inside face of the column. So the maximum bar size would be dependent on the support length. In ASS3600, you would get 50% development from the cog, plus the length to the critical...

There is a phi factor built into in the bond calculation for reduced capacity of the reinforcement. In Eurocode, which actually provides the basic calculation , converting material factors to equivalent phi, that comes to about 1.15 / 1.5 = .75. This is built into the Australian code development...

Unless you have a heavy point load on the end of the cantilever, why are you worried about S/T modelling anyway? Whatever reinforcement you need at the end column for the internal span would be adequate for the short cantilever.

The main benefit of a corner bar is to reduce the compression stress concrete in the curve of the main bar, thus allowing tighter bend radius. This is useful for stirrups and other applications where bend radii are a problem in detailing such as corbels. Eurocode and the FIB Model Code have...

You have simply created a new tension zone at the back of the anchors. Is there other horizontal reinforcement to transfer that tension force further into the kerb/deck?

Actually steel relaxation would probably be the worst loss for prestress bar/rods. It is normally not Low Relaxation like strand!

The old method was based on Zustti's logic and the perimeter was set at the larger distance to match the method to test results. The new code uses The Critical Shear Crack Theory developed by Muttoni and has gone back to using .5d for the perimeter, along with limitations on the length of the...

It also depends on the type of steel fiber. Not all fibers are equal.

14.6.2.1 specifically says when boundary elements are required in each storey.

It is meant to be performed using the ductility factor and structural performance factor assumed by the designer. Where 1 and 1 are required, the code specifically says so.

I would say restraint complicated by lack of development of the bottom reinforcement into the connection. There appears to be some vertical separation across the joint in the second photo!

The last photos and gap in the damaged area appears to show a bad quality concrete wearing slab above and rotten timbers between that and the precast slab panels. Is the part where the concrete has broken off part of a plank or an edge insitu infill strip? And the damage appears to be...

Optical illusion! More photos help!

How thick is the delaminated piece. It looks very thin. And the slab also looks very thin. Minimum for post tensioned would normally be 5 - 6" thick. Are you sure it is post-tensioned, or is it a thin pretensioned precast decking panel with a thin topping/wearing surface? Holes could be old...

I was thinking plastic shrinkage cracking from the pattern, but have never see the upheaval like that. Was an extra thin layer added during the finishing to get the correct surface level?

If they are left in place, they will affect the calculations and should be included for both serviceability and ultimate strength.

In what way are they "temporary"? Are they somehow removed after a certain time?

He is talking about 2 orthogonal shear planes because that is how people treat detailing of slabs. They convert the results to 2 orthogonal directions because that is how you place the reinforcement. For flexure, you could just as easily calculate the reinforcement required based on then...