Are you talking about the compression capacity? If so it does work. I can also increase the internal panel with to make it a column. I am also thinking about making the two overhead panels as a continuous one and use dowels bars connecting to the internal panel below. My main concern here is the...
Please find below the plan view. (the red lines denote 200mm panels)
The 200mm slab is designed to span along Y direction (which is 6m plus 1m cantilever in the middle). The overhead panel I am talking about is at the front over the 6m opening.
Okay, so how the the cast-in plate for the panel-panel (the purple one in elevation view not the EA brackets) can hold such huge pull/push forcers especially when negative moment from slab is considered? I checked the out-of-plane capacity of the connection and it should be around 10kN only...
Yeah. I dislike these connection as well but I cannot think of alternative way to do it. I have seen plans from other firms doing it this way without giving consideration for the torsion from their comps. I would expect the cast-in plates (shown in purple) for overhead panel to panel should form...
Just to clarify that the slab is not cantilever. Sorry about confusion caused by the attached pic. Like I said it has internal supports. So the slab is 200mm thick, 6m single span. It's residential so lets take 2kPa as live loads. Yes "ferrule" is like a nut in panel and we have bolts connecting...
Is there any way to get rid of the torsional loads? I dont think the cast-in plate have much higher than 10kN capacity, which means it will fail when torsion from eccentric loads together with wind loads are considered. What do you normally detail the RC slab to overhead panels?
Sorry my bad, was meant to ask a general question. The details are as below:
1: panel: 200mm thick, 6m wide and 1.5m high
2. loads: 30kN/m dead load (panel sw excluded) and 6kN/m live load (from RC slab). RC slab has internal supports that were not shown.
As shown below, Do I need to consider the moment induced by the eccentric loads from RC slab and thus check the pull out capacity of cast-in plate for panel-overhead panel? Or can I assume the load will be central loaded by the use of EA plus ferrules? I have reviewed comps by others but haven't...
Okay. Thanks. I will make these walls to be 200x350 with double layers. For 'normal' walls with 600mm+ length, is 150mm with single layer still an issue if the strength/deflection/fire pass? I have seen people using 180mm precast panel (mostly internal ones) with single layer instead of 150mm...
Not sure if I fully understand. So put strength & deflection check aside, double layers of reinforcement is only required for boundary elements? i.e. when a wall is not designed as shear wall or designed as shear wall but boundary elements are not required, we can still use 150mm wall with...
Thanks for your explanation.
For 'L' shape precast walls with short return (such as lift core), can I still design them as walls if I increase the size to say 200mm or do I still need to make them columns?
Thanks Trenno, Where does AS3600 cover this 1:4 aspect ratio?
Do you mean not single layer is not recommended for all walls (which means all wall thickness should be greater than 150mm?) or just not for single layer for short walls? Because if it is the former, I have seen too many plans with...
I don't think 200mm will pass for fire check if they are designed as column, might try 250 if I make them column. I will probably keep it 150 or increase to 200 but design as wall and increase the length instead if I can. Don't know the min. length required though.
