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Piles 

GEO5

Geotechnical software

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Approach according to Masopust

The loading curve is constructed in the following way:

1) The ultimate shaft resistance qs is determined as follows:

where: a, b - regression coefficient of the ultimate shaft resistance
vi - depth from terrain up to the middle of the i-the layer
di - pile diameter in the i-the layer

and pile shaft resistance is the provided by:

where: m1 - load type coefficient
m2 - shaft protection coefficient
di - pile diameter in the i-the layer
hi - thickness of the i-the layer
qsi ultimate shaft resistance in the i-th layer

2) The pile base bearing capacity qb follows from:

where: e, f - regression coefficient of the shaft resistance
D - pile length inside soils
db - pile length inside soils

3) The load transferred to pile base coefficient β is written as:

where: qb - pile base bearing capacity
- weighted average of shaft resistance
D - pile length inside soils
db pile base diameter

The load to mobilize skin friction Rsy is then given by:

where: Rs - pile shaft resistance
β - load transferred to pile base coefficient

4) The Load at the shaft resistance activation Rsy reads:

where: Is - settlement coefficient
Rsy - load at the shaft resistance activation
d - pile diameter
Es - secant deformation modulus of the surrounding soil

5) The load at the pile base for the prescribed settlement (for limiting settlement of  25 mm) follows from:

where: β - load transferred to pile base coefficient
Rsy - load at the shaft resistance activation
slim - limiting settlement (described), usually 25 mm
sy settlement at shaft resistance activation

aThe pile resistance attributed to a given settlement Slim is then provided by:

where: Rblim - load on pile base for prescribed settlement
Rs - pile shaft resistance

Approach according to MasopustApproach according to Masopust

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