Thank you, Sam.
While I am not familiar with brick elements, I do agree that it should be modelled as brick element. Just wondering what should I compare with after getting the von mises stress? It should be compared to the compressive stress instead of shear stress correct?
Also, as the...
Hello,
Has anyone here designed an offshore platform? Are there any design examples available?
I have this deep pile cap (1.2m deep) on 4 batter piles at 1.8m spacing that is subject to lateral load from lines.
I am wondering:
- Do you assume full fixity between piles and pile cap and design...
@BAretired, I don’t see how torsion does not affect the connection. The horizontal shear in my first sketch comes from the torsion, otherwise you will just get vertical shear.
I do agree with what you suggested. I believe having hairpin around the stud will also do the work.
But what I don’t...
@BAretired. The torsion comes from the shear face from steel beam times the distance between the shear center of the anchor group and where steel beam is connecting to the MS plate.
The sketch is on plan view
@dik with 125mm and edge distance it still doesn’t give me too much. I just put more rows to reduce the shear.
@canwesteng if it is based on shear friction theory, the shear will become tension in the rebars, and since they are rebars not studs it will rely on bond stress, just like starter bars?
Thanks dik.
The column is 350mm deep only. If I extend the plate and have two columns of shear studs with 100mm spacing, the edge distance is only 125mm still, which doesn't give me much capacity.
I am thinking either:
1. provide hairpin so concrete breakout is not a problem.
2. have a L plate...
Thanks everyone.
@dik
The shear comes from combined shear and torsion. See below sketch in plan view. If I move the rebar away the torsion increases as well. (I have like 150kN shear at steel beam end). Any suggestions?
If the interface is roughened, won't the rebar in tension based on shear...
Do I need to consider edge distance in this case?
Or do I rely on shear friction so that the rebar will be just in tension? Then does the interface between the steel plate and concrete provide the adequate friction as concrete to concrete?
Hi,
I have a steel member connecting to a RC column. I avoid using anchors or shear studs due to edge distance issue. Instead, I have this cast-in plate with rebars that weld to it.
I am wondering if anyone can guide me on how to check the shear capacity in this case. I have gone through some...
