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they want to know the subsoil by drilling

Agreed with the above comments as my understanding are: Heave is happening due to the external loading, say you place an embankment you will get an amount of heaving. Swell is happening due to the inner substances influencing the soil grain behaviour especially in OCC soils.

The pile will rely on end bearing plus the skin of non organic sandy layer, disregard the organic loose silty sand skin friction. A corrosion paint shall be applied on the steel pile section to protect corrosion at the 20 feet of organic silty sand layer. Bored pile is not recommended unless a...

Place the piezometer in the water tank covered by geotextile and sandy gravel to avoid clogging.

Thanks, MTNClimber Based on your data I calculated the ultimate pile capacity are 640kips and 740kips for HP12x74 and HP14x89 respectively. I assumed the rebound value 0.6" and the hammer efficiency is 85%

Hi MTNClimber, I am interested to your experience in PDA & static loading test. Can you inform us some information on the static load tested piles such as: the hammer weight, falling height, final set & rebound value?

That is very simple, Karegowd. It needs weights. - place the proving ring in the flat bench - place the weight load on top of the proving ring & read the dial - do the above step several times up to the maximum proving ring capacity, but not to exceed it. - draw the curve loads vs dial readings...

If the bored pile is concreted, 1 m away is a fair distance to do a borehole. A temporary casing is a must in a silty SAND layer to avoid caving in. Casing installation should be pushed and no allowance for vibration that creating a loose sand and consume a lot of concrete.

Immediate settlement formula is based on the elastic condition and one of them was given by Schmertmann. This may be an option to consider.

Thanks dik for the practical solution. Thanks avscorreia for the excellent Links.

Hi... could you help me to give a simple design for a gabion wall to protect the river bank? how to calculate the hydraulic force against the gabion to include in the stability analysis? Other issues are to increase bearing capacity and secondly to protect the footing base against scouring. Thanks

mbilal89, I think your testing is against the ASTM recommendations that the reference beams shall be supported at a clear distance of at least 5 times the test pile diameter. The picture shows that the supported reference beams are inside the cracking zone area. So the maximum displacement of...

I prefer to install 14m long wickdrain or sanddrain then preloading.

Hi Okiryu In my gut feeling with additional 20%load will give a FOS 2.5. In the existing building the piles had been no excess pore pressure anymore, it means the strength is higher (x%) than the strength during installment.

Hi Hamza In finding the pile capacity of a driven pile, I use a dynamic formula i.e. Hiley formula, so you have to know several parameter such as: the hammer weight, falling height, hammer efficiency, setting and rebound value. It will be useful if you can conduct a pile loading test.

I think mv is not related with immediate settlement. Immediate settlement has on the way when you place the porous stone, consolidation cap and load hanger while the dial gauge is not install yet.

Hi Atros The undisturbed sample will create the the undrained Su > the remoulded strength, it was not happening in your strength where Su=0.32kg/cm2 < Sr=0.89kg/cm2. This showed that your sample is having a certain disturbance, that's why I prefer the in-situ strength. I cannot calculate your...

Hi Pelelo This is the pore pressure data I use for liquefaction analysis.http://files.engineering.com/getfile.aspx?folder=2d411311-f942-4fbe-bb0d-a46ed44db88a&file=0.13g.JPG

Hi Atros What is your footing width? If the fluctuation of ground water depth is outside of the failure criteria, the undrained parameters may be applicable. Since the soil is MH- a high plasticity silt, an undrained insitu test such as shear vane test may be considered as a design parameter. I...

my experience in grouting the limestone and basalt layer was required lots of grouting material, si it is required a detail investigation.