Pile Design and Construction Practice, Fifth edition

9.40URANOWSKI, D. D., DODDS, S., and STONECHECK, P. E. Micropiles in karstic dolomite; similarities
and differences of two case histories. In Geo-Support 2004, Drilled shafts, deep mixing, remedial
methods and speciality foundation systems, Turner, J. P. and Mayne, P. W. (eds), American
Society of Civil Engineers Geotechnical Special Publication No. 124, 2004, pp. 674–81.
9.41FISCHER, J. A. A nuclear power plant on karst terrane? In Sinkholes and the Engineering and
Environmental Impacts of Karst, Beck B. F. (ed), American Society of Civil Engineers
Geotechnical Special Publication No. 122, 2003, pp. 485–91.
9.42BRANDL, H. Energy foundations and other thermo-active ground structures, Geotechnique, Vol. 56,
No. 2, 2006, pp. 81–122.

9.10 Worked example

Example 9.1

An embankment 9 m high consisting of fill having a density of 2.1 Mg/m^3 is placed with its
toe 1.5 m from a row of vertical piles supporting a bridge pier. The piles are driven through
8 m of soft to firm clay into a stratum of stiff clay. Calculate the lateral pressure on the piles
within the stratum of soft firm clay which has drained shearing strength parameters of c' 0
and ' 28 .
From equation 9.2, Hf 9 2.1/1.8 10.5 m. From Figure 9.31, 23.3. Therefore
from equation 9.4,

Surcharge pressure from embankment p 2.1 9 9.81 185 kN/m^2

From equation 9.3, lateral pressure on piles 0. 12 185 22 kN/m^2

f

23.3 (28 0.5)

90 (28 0.5)

0.12

Miscellaneous piling problems 477

1.5 m

Stiff clay

Soft to firm clay

(f 9528 °)

Pz

(g52.1 Mg/m^3 )

Fill

H 5 9m

~523.3°

Hf

8.0 m

Figure 9.31