Dear Experts,
I have been advised to check the lateral capacity of pile (Bored cast in site) in clay. Wherein skin of the pile is attached with Styroform material of 4inch(100mm) thick.
What would be the reduction of lateral resistance due to interaction between styroform and soil stiffness...
Dear Expert,
I am working in project for South east region. For lightly loaded structures( Vertical - 1.0 t, Uplift 1.0 t and Lateral 1.0 t)the practiced in the region is screw piles for foundation.
Where the investigation is through KUNZELSTAB PENETROMETER TEST(KPT).
I am interested in...
Dear Experts,
I Would like to from you all , about the design principles of short piles like 300mm dia and 2.0m depth. wherein i usually not facing problem in obtaining compression capacity but uplift and lateral.
I am not comfortable use friction capacity for uplift requirement as the length...
Dear Experts,
We have very weak soil profile (N=5) from ground level to 35m below. Beyond 35m we have dense sand .
we consider pile foundation based on the structural load. as the top soil is very loose we have made structural slab supported by pile at ground level. so there is no load transfer...
Dear Expert,
we are developing a industrial structure G+2 with plan dimension of 45x75m (150ft x 220ft). where we have 80 m/s wind speed and 0.20g seismic acceleration.
We are having the soil profile for 50m and as follows,
Layer 1(0 to 15m): silty sand, N= 4(average)
Layer 2(15 to 25): silty...
Dear Expert,
Can we allow deduction of overburden pressure from raft pressure (superstructure) for estimating settlement?? if depth of excavation is high. Type of soil is pure clay.
ie, Pressure on soil = Footing pressure (from building) - overburden pressure.
Regards
Bala
Dear Expert,
Very often this question arises in designer community, that whether we can use the soil investigation information which is carried out 10 years before???
Is there any standard guideline that we have to use the past report , apart from practical judgement.
I consider the...
Dear Experts,
Pl. advice the approach to estimate settlement and subgrade reaction (theoretically) for Factory slab(grade slab) having live load of 70 kN/m2. Allowable settlement is 0.
I have the existing soil of clay having N value 15 that extents for 20.0m.
Liquid limit is 60 and...
Dear Experts!!!
I have a situation,
The project land is 4.0m lower than Road level, and the Hard rock is exist at 3.0m below existing ground level.
As the land is low lying, the project team decided to fill-up the land around 4.0 to 4.5m with engineering fill to match the road level.
As...
Dear Geotechnical Engineer,
We have done bored piles (socketed in hard rcok),
Number of piles are 50 (for Buildings)
We have not done any test pile. is it acceptable?
If so, Do i need to perform test on working pile to all the piles?
What kind of test it more appropriate?
Dear Friends,
I have involved in project, where the sub soil till 30m is very poor . SPT N value is 5 to 10 till 30.0m depth. Type of soil is silty sand . We identify that the region more susceptible for liquefaction. Can anybody suggest what is most suitable method of improving the ground and...
Dear Geotechncial engineers,
I am plannning to coduct a pile load test , what is the suitable method? Kentledge with surcharge load or anchor pile method?
What are the advantages and disadvantages in using anchor method for vertical pile load tes?
Is there any techncial concern on using anchor...
