This project has both RC beams and slabs and as I am using design strip to help design my slab. However I found some design strips fail in either flexural or shear without reinforcement @ where RC beams are close.
So I create this simplified model trying to understand what is happening behind...
I was thinking the same when I drew the free body in the first picture (one pin support at pier end not shown)
However I am still not comfortable with this discontinuity (maybe I am just overthinking. Maybe it is because the P-Delta of the piers). How would you adapt the effective length of the...
Yes that's what we normally do for shotcrete wall. The reason I am thinking of lapping the vertically bars here is to achieve some continuity for the wall.
The columns or walls can't extend to the basement level because it is right next to the boundary as I mentioned.
Basically, there are walls and columns above the capping beam (which is at ngl) connecting to ground floor slab. I did think of extending the piers but I don't think the client will...
I guess my concern comes from the fact that reinforcement of the walls above are not lapped with the shotcrete walls' below.
Wall reinforcement and pier reinforcement can be fully developed by the providing cog/hook. No problem with that.
Not a hinge if the torsion capacity of capping beam is...
What Retrograde said is correct. The retention is right next to site boundary so I have to use capping beams.
I have seen people using capping beams at mid height with walls above too but I am concerned about discontinuity at where capping beams are. Maybe I am overthinking?
I am designing this retention using capping beams on piers. Capping beams are arranged to suit the slope and because of this I have to build walls (which are up to 1.7m high) above capping beams and then connect to the ground floor slab on top as shown below.
I am not sure if this is acceptable...
