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Concrete mix design – M60 grade of concrete provided here is for reference purpose only. Actual site conditions vary and thus this should be adjusted as per the location and other factors.
A. Design Stipulation:
Charastaristic comprehensive Strength @ 28 days = 60 N/mm2
Maximum size of aggregate = 20 mm
Degree of workability = Collapsible
Degree of quality control = Good
Type of exposure = Severe
Minimum cement content as per is 456-2000
Contrary to most of pile design, the design of min-piles are controlled by internal capacity instead of external carrying capacity due to their small cross-sectional area.
There are mainly two reasons to account for designing mini-piles as friction piles:
(i) Due to its high slenderness ratio, a pile of 200mm diameter with 5m long has a shaft area of 100 times greater than cross-sectional area. Therefore, the shaft friction mobilized should be greater than end resistance.
In designing min-piles, there are two approaches available:
(i) In the first approach, the axial resistance provided by the grout is neglected and steel bars take up the design loads only. This approach is a conservative one which leads to the use of high strength bars e.g. Dywidag bar. One should note that bending moment is not designed to be taken up by min-piles because of its slender geometry.
In designing the axial capacity of mini-piles, grout may be taken into account in the contribution of axial load capacity. However, the total load capacity of min-piles may not be equivalent to the sum of individual capacity derived from grout and from steel H-section.
The design of mini-piles somehow differs from other traditional pile types. For instance, the design of most common pile types is controlled by the external carrying capacity. However, owing to the small cross sectional area, the design of mini-piles is limited by internal carrying capacity. Hence, the choice of suitable load carrying element is of paramount importance in the design of mini-piles.
For close spacing of min-piles, it would provide substantial cost savings with the reduction of pile cap size. However, close spacing of piles implies the problem of group effect which tends to reduce the load carrying capacity of each pile member.
Airlifting is normally carried out prior to concreting to remove debris and clean the base of pile bores. It essentially acts as an airlift pump by using compressed air. The setup of a typical airlifting operation is as follows: a hollow tube is placed centrally inside the pile bore and a side tube is connected to the end of the tube near pile bottom for the passage of compressed air inside the tube.
The use of total core recovery to determine the founding level may not be able to indicate the quality of rock foundation for piles because it depends on the drilling technique and drilling equipment (GEO (1996)). For instance, if standard core barrels are used to collect samples, it may indicate sufficient core recovery for samples full of rock joints and weathered rock. On the other hand, if triple tube barrels are used for obtaining soil samples, samples with joints and weathered rock can also achieve the requirements of total core recovery.
The pile toe is usually cleared by airlifting prior to concreting. However, once the air-lifting operation ceases and concreting operation are not carried out simultaneously, suspended sediments would tend to settle and form the soil sediments at pile toe of bored piles.
Owing to the relatively low presumed bearing value for founding rock (i.e. 5MPa for Grade II rock with total core recovery of 85% and unconfined compressive strength more than 25Mpa), it leads to the necessity to form bell-out in order to spread the pile loads in larger area, thus reducing the bearing stress at pile toes.
