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The test was low strain integrity test. I am not getting any standard reliable literatures/ references. Do you have any?

In one of our projects we have 1000mm dia bore cast-in-situ pile having a length of around 28.0m, resting in general on silty sand stratum. We have conducted some pile integrity tests and observed that some results are not usual. Following are our observations: 1) In some cases toe reflection...

I have lot of questions. First of all, I would like to know how to interprete the data obtained from pile dynamic load test for drilled shaft (high strain). How easily CAPWAP analysis can be done without software programme? Any references or web sites? Whether we can rely on dynamic load test...

Corrected SPT value of the end bearing strata is 35 and more which supposed to be densely compacted sand. There is no depression visible on the ground level upon application of vibration. However, the reinforcement cage is sunk only after application of vibration. I feel the frequecy applied is...

As a step towards reducing the side friction, outer guide casing (telescopic) is provided upto 12.0m. Inside which a temporary casing is installed upto the bottom of pile. The water level inside the temporary casing is always kept higher than the river water level. The proposed bridge is around...

Bentonite is not permitted as per contract document in view of environmental pollution as regards to its disposal (world bank recommendation). BigH, right now I cannot change the foundation type - then contractor will come out with lot of variations and claims. This design was proposed earlier...

You can refer this book "Foundation Analysis and Design" by J.E.Bowles where a table is furnished with this relation.

I have a problem in hand for which I wish to hear a solution from our experts. The structure is a monolithic river bridge. The foundation proposed is 1.5m bored cast-in-situ pile of around 30.0m deep. The sub-soil in general consists of alternate layer of sand and clay.The top layer is...

Hi In case of determination of pile capacity in cohesionless soil generally it is considered that overburden increases linearly upto a depth of 15-20D (D being the pile diameter). Beyond which it's become constant. It is established from laboratory and field tests that this is happened due to...

The relation which I have mentioned is a conservative estimate. Of course, remember this is valid for only normally consolidated clay. Actually this is based on the relation that the undrained shear strength of normally consolidated clay increase almost linearly with depth. You can refer any...

In all practical purposes the increase in shear strength due to consolidation can be calculated by 0.2 of increase in effective vertical stress (in your case either the full embankment height for one go construction or the height of embankment corresponding to a particular stage construction)

Hi Why for any compaction of soil, it is stated that 95% of Modified Proctor or Standard Proctor dry density is to be obtained ? If we specify 85% or 90% and do obtain the required strength, whether it is OK? I want to know what exactly the justification of specifying that specfic ( generally...

If we wait for a month or more before conducting the vertical load test, the soil may come back to its original position and regain strength. Why in that case, we cannot allow to do lateral load test prior to vertical load test? Actually, whether any references are there where this time...

Load test (vertical & lateral) is to be carried out on same pile. Contractor wants to do the lateral load test first and then after a month will carry out vertical load test on the same pile. Please suggest me whether this will provide a correct picture on vertical compression capacity since due...

Thanks a lot once again VAD and BigH for your advises. But BigH, you are really coming to Calcutta - basically I from Calcutta (Kolkata) but based at New Delhi.

Thank you VAD and BigH for your valuable suggestions. Actually I have already done the calculations with band drain and staged construction. But I am not sure about the efficacy of stone column in such very soft marine clay formation. Frankly speaking, this is the first time probably I will...

An embankment of 3.0m height is to be built on a thick (10m from ground level) marine clay layer whose N=0.It is failing in stability (deep-seated), bearing capacity and naturally the settlement is also abnormally high - so a combination of ground improvements are required. I am thinking to...

CBR 1% is a real weak value for a subgrade. W.P.M.Black in "Geotechnique" (Vol 11, No.1 of 1961 & Vol 12, No.4 of 1962)has shown that the CBR is approx. equal to one-tenth of the ultimate bearing capacity (UBC) of soil (UBC measured in pb/ sq. inch.

Thanks guys for your advises. I am also feeling in line with krd. There might be a temporary localised liquefaction due to vibration which is eliminating the shear strength of foundation sand. If the base soil was weak, as Contractor is also claiming, the reinforcement alongwith 26.0 m concrete...

I am sharing my actual experience here: The 1.5m dia drilled shaft is around 29.0m long. While inserting the temoprary inner liner by vibrohammer, which was inevitable to prevent side collapse, there was no problem. Then afterwards bore is cleaned and reinforcement placed. Concrete is poured...