KootK, thanks, i see what you're saying. Although for a suspended transfer slab, I assume the bottom pour would be supporting the wet weight of concrete from the top pour rather than making the formwork support both. So, i would think that changes things a little.
KootK, if the beam is designed correctly and has adequate longitudinal shear capacity then the top and bottom section will behave as one section. So i don't understand how the stiffness of the top section reduces the load on the C.J. without slippage along the joint. Perhaps i am missing...
It's surprising that the unbalanced moments are negligible when all the transfer columns are on one side. Because all the transfer columns are supported by the 1150 slab, i would have expected to see unbalanced moments and shear concentrated in the thicker slab because that's where the load is...
We use a similar approach in Australia, I haven't looked at it for a long time, but I thought it's just a shear friction formula where this part of the formula is accounting for the component of shear resistance provided by multiplying the permanent pressure acting on the horizontal C.J...
KootK,
Not adhering to the plane sections remaining plane assumption certainly makes sense.
Rapt,
I can see how you could apply this approach to development of reinforcement at internal spans. But what about edge or corner columns where fixity between the column and slab attract a negative...
KootK, thanks for the response. I generally agree with you. To give you more context, i am writing some reinforced concrete design software and I'm trying to figure out how to handle situations where reinforcement is partially developed. For example, a few common situations i need to consider...
In all the engineering offices i have worked. When looking at an R.C. cross-section with partially developed reinforcement, the general approach has been to reduce the bar area by multiplying the area of the bar by the percentage of the bar development. However, the phi factor is not usually...
I agree this should be in the student section.
I would say that your understanding is not quite correct. My understanding is as follows, the force is in equilibrium, not the strain in the steel and concrete. As the tensile steel and extreme compressive concrete face are generally not the same...
dik, i think its a practicality issue more than anything. For example, you mentioned precast walls, but if you use precast walls over then the whole slab needs to be continuously propped until the precast dowels are grouted and cured. Otherwise the slab is partially loaded before the slab and...
It's very hard to give you an opinion with very limited information. Where i live, a slab like this would typically be built as a two-way flat plate transfer slab to keep the overall slab depth and formwork costs to a minimum. Personally, i am hesitant to use walls to span like you have...
I'm not sure what software you're using. I know that in Space Gass you can make any support unidirectional, which would achieve what you are after. I expect other software would have similar features.
I have specified many epoxy anchors in the past. When I'm attending site, if the epoxy is still wet then i randomly pull out one of the epoxy anchors. It has made me reluctant to specify them now, because in my experience the holes are rarely cleaned and the embedment depth is often not even...
Thanks SteynvW. I believe the option to take the effective length as 0.5Lu is only for the restricted tabular method, while Nf*/phiNu also applies to columns designed as walls. Also, do you know why the option to take the effective length as 0.5Lu is in the code in the first place? I'm not sure...
When designing a column to AS3600, I find it a bit unclear exactly how PhiNu should be calculated. Figure C5.6.3 in the commentary shows an interaction diagram where a straight line is drawn from 0,0 and through M*,N*. PhiNu is then taken at the point where this line intersects the curve. But it...
