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If this road is only about year old, you should be able to dig out the design document including fill material & information on the original grade. That would help to pinpoint the problem areas, and bring about an feasible yet economical solution.

If you remember "logic", it will help to smooth your thinking process.

Whalers and bracing are critical in maintianing the piles as an integral unit.

No direct experience on this. Just a little thought. 1. The pile is critical at driving/construction stage only. 2. Upon completion, the pile wall subjects to axial compression mainly, if properly aligned. Looks like his method is ok (to me).

A few seem good abstracts/papers on "durability of RCC dam/pavements. The PDF seems in line with the first. The second is quite general. 1. China Experience (DAM - Freeze & Thorw Resistance Study)...

Have you checked RISA? Good and cheap engineering software, but I am not positive it has aspects devoted to bridge. You might consider purchase one main structural program, and add a few small programs with devoted features.

Are the piles installed on land? I thought were in water for "marine" structure. Or the area will be dewatered during pile dribing?

I think Pad has the same idea as rowing pointed out on his Jan. 6 (20:45) post.

Don't understand your application. Plug weld over tube with 1/16" wall thickness? Maybe you want to post this on "Welding, Bonding & Fasterner Engineering" forum.

Friction between the pipe and the anchorages should be something to look into.

Depends on the concrete travel distance down the slope. I would utilize chute or conveying hose to gain better control to avoid aggregate seperation, which may lower the quality of the concrete and cause honeycombs, if not vibrate properly.

dgillette: I think a leason is learned today. Thank you very much.

Sorry, I mis-read full time engineer as full time student. Do not mean disrespect.

Good point. So the question should be "what is the anticipated volumn change of the soil", a pure geotechnical question, am I correct?

I like the idea above, and that's the reason I said this problem could be quite involved, if you desire a more precise result.

stillerz: While history glorify builder's accomplishment, it does not keep record of failures. That is the reason we continusly to educate ourself since ancient time. As the knowlege base grows bigger and bigger, the smart fews (builders) have gradually lost their's edges to those equipped with...

If the chords are continuous, I don't see the choice, since the plates and the perforations will have impact over both stress distribution and deflection. Simplification is feasible (as old-timers can testfy) but risky without thorough understanding on behaviors of this type of structure.

This problem can be highly involved, or quite simple. If you model the chords as continuous member, the stiffness varies along the length. Then you have to account for that. If modelled as typical truss with all bembers pinned, then the lacing plates will not get into picture, since all...

I think it is to be investigated that while the form will collapse 50% of its original volumn under 1000 psf load, will, or how much, the load remains on it. I don't quite get it. and, as the question you have raised, what is the form of complete collaspe, by what pressure? Maybe I missed...

vandede427: Quote: Basically the question is "how much compression can wet cardboard trasmit?" That's exactly the question I have in mind. No kidding, 1000 psf uplift? I think you need to follow up on BAretired's lead to select a form with proper thickness to further reduce the pressure to a...