Pile Design and Construction Practice, Fifth edition

If the point of rotation is raised to 3.9 m below ground level, kNm, which is
sufficiently close to zero for the purpose of this example.
Taking moments about the centre of rotation,

,

and thus Hu 828 kN per metre width. For a pile 0.9 m wide, Hu 0.9 828 745 kN
Now consider the long-term stability under sustained loading, when the drained shearing
strength parameters c10 kN/m^2 and  25 apply. From Figure 6.22, Brinch Hansen’s
coefficients for Kcand Kqare tabulated below:

(838.20.10.05)(8520.6)(8701.6)

Hu7.9 (4623.4)(7022.4)(7741.4)(820.20.90.45)

M^297

364 Piles to resist uplift and lateral loading

z (m) 0123456

0 1.1 2.2 3.3 4.4 5.5 6.6

Kc 5.8 16 20 23 26 27 28

cKc 58 160 200 230 260 270 280

Kq 3.3 5.0 5.5 5.9 6.3 6.7 6.9

p 0 (kN/m^2 ) 0 18.6 39.3 58.8 78.5 98.2 118

p 0 Kq(kN/m^2 ) 0 93 216 347 495 658 814

cKcp 0 Kq(kN/m^2 ) 58 253 416 577 755 928 1094

z

B

The soil resistance of each element 1 m deep for a pile 1 m wide is plotted in Figure 6.44b.
As a trial, consider the point of rotation X to be 4.0 m below ground level. Taking moments
about the point of application of Hu:

If the centre of rotation is lowered to 4.5 m, then

which is sufficiently close to zero for the purpose of this example. Then taking moments
about the centre of rotation:

Hu8.5 (1554.0)(3353.0)(4962.0) (6601.0)

(7980.50.25)(8850.30.25)(1011 1 1).

Thus Hu 530 kN per metre width. Therefore the lowest value of the ultimate load results
from drained shearing strength conditions. For a 900 mm pile, the ultimate horizontal
load 0.9 530 477 kN.

14 051 – 13 476575 kN,

M^ 10 759(7980.58.25)[(8850.58.75)9 604)]

[(842 1 8.5)(1 011 1 9.5)]6 002 kNm.

M^ (155^1 4.5)(335^1 5.5)(496^1 6.5)(666^1 7.5)