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The H-pile is 70m long socket into rock which is foundation of new viaduct. Dewatering may not be a good choice since there is existing viaduct (supported by H-pile too) right next to my new pile. Afraid to affect stability of existing viaduct. Unfortunately, there is not enough impervious soil cap.

Flushing with water. But it seems that the pressure is high and the sand runs into the casing bottom. Jet grouting the alluvial sand before drilling is one of the solutions we are thinking. But the concern is the water pressure is high, not sure if jet grouting works. Do you have better...

Thanks for your reply! We use ODEX drilling below groundwater table. The groundwater level is around 5m below ground. Alluvial sand is at 40-60m below ground. Pile length is designed to be around 70m below ground.

When installing the temporary casing of H-pile, alluvial sand goes into the casing from the casing bottom and then makes the drill bit stuck. Boring cannot be continued. How would you solve the problem?

Thanks for the replies. There is map cracking at the surface of the sidewalk of a bridge. The rebar is fine according to the condition report. Therefore we are planning to replace the top portion of concrete only.

I am doing rehabilitation of a concrete structure. The plan is to chip of the existing concrete; and to expose the existing epoxy coated rebars and leave them in place; and then to pour the new concrete. Before pouring the concrete, how do I clean the epoxy coated rebars? I understand that for...

Any one has an experience for designing crash wall (concrete) for railway? What is the reasonable assumption on the deflection of the wall?

Thanks for the input! Is there any guidelines or code available for the secant pile wall design? Especially a guideline on how to determine the interlock width between piles. I have to show that the wall is workable.

Yes it's a secant pile wall. I wonder if there is any guideline to determine the overlaps between piles. Any calculations involved? Also, is there any other consideration when designing this wall?

I am reviewing a caisson wall that is typical for shoring purpose (king caisson alternate with filler caisson). Does anyone know the theory of how the filler caisson inter-lock with the king caisson? or how the caissons can act as a wall? It would be great if anyone could provide me some...

I believe that it varies from place to place. The eng. stamp would be for general compliance of the contract. I would recommend to check the guidelines in your province.

I am reviewing a caisson wall that is typical for shoring purpose (king caisson alternate with filler caisson). Does anyone know the theory of how the filler caisson inter-lock with the king caisson? or how the caissons can act as a wall? It would be great if anyone could provide me some...