The trapezoidal pressure is actually presented in the book called "Trecnhless Technology" by Mohammad Najafi. I am going to determine the embedment by the equation and check the sheet pile for flexural. PEinc this is consistent with what you have done. Well done!
PEinc Thank you so much for sharing the information. The soil I am dealing with is a cohesive soil with 800 psf of cohesion and 0 friction angle. Even finite element analysis show 800 kip-ft/ft of moment in wall itself. I think I go with a CIDH design to resist the load and make sure the load is...
Just consider the whole wall as a single pile. The passive width per Caltrans can be as high as twice the pile diameter. Also, in my case the passive pressure is 300 psf/ft which is 600 psf at the bottom of the wall. Essentially, twice as much as given by Geotech.
I think in this case that Geotech is conservative, it is reasonable to assume the passive width to be twice the width of wall. This can compensate for their conservatism.
PEinc Thank you so much for sharing these incredible photos from projects you have designed. I have no doubt that it wasn't luck. I think I figured out what I was missing. The passive pressure width can be twice the width of the retaining wall. Therefore, the resisting force in my case, even...
The geotech report specifically says use maximum 3000 psf of passive to resist jacking load. Below is the design. The moment is 1530 kip-ft/ft and embedment is 75 ft. Is there something I am missing?
retired13 This is an state project and the change in passive requires act of congress.
PEinc Thanks for the explanation. The soil I am dealing with is a cohesive soil and the maximum allowable passive to resist jacking is 3000 psf.I have a hard time understanding how the 6.25 ksf of load can be...
Here is how I see the forces to design the wall. As I said the residual force after I deduct the allowable passive pressure is huge. Even 4 ft CIDH @ 5ft O.C. give me significant deflection (14 in.). I don't know how a sheet pile can resist this load.
Thanks for responses. Two questions:
1. Could you please elaborate the double thick wall? I have designed many sheet pile wall but never double thick. Could you please give me reference or explanation?
2. The contact pressure behind the block is almost 12 ksf, did you design the double thick...
Can you clarify on what you mean by anchors? I originally though of using tieback but they can't work on compression. Are you talking about installing micropiles behind the wall on grade?
Hi fellows,
I am working on project that requires a design for jacking and receiving pit. I have no problem designing the retaining wall to resist the active load and reach bottom of the pit. The problem is the jacking load is 2,000 kips. The maximum concrete block we can install is 18ft X 20ft...
