07we bond worked example anchored sheet pile wall
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Background & Applications
GEOTECHNICAL DESIGN wi th worked examples 13-14 June 2013, Dubli n
Worked example anc ore s ee p e
w ll
Dr Andrew Bond
Director, Geocentrix Ltd
Chairman TC250/SC7
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Background & Applications
GEOTECHNICAL DESIGN wi th worked examples 13-14 June 2013, Dubli n
Worked example
anchored sheet ile wall
DESIGN SITUATION
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Design situation for anchored sheet pile wall
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Earth pressure theory
Use Brinch Hansens equation for Ka,h
(for a vertical wall):
= +
2 2
,2 2
a
cos cos cosK cos
cos cos cos
Horizontal and vertical component of Ka are:
= , ,a h aK K cos
= = , , ,sin tana v a a hK K K
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Some numbers to save you time...
Self-weight of wall stem
= , ,stem k c k s
W t H
Self-weight of wall base
= =25 0.7 6 105 N m
= , ,base k c k b
W t B
= =25 0.8 3.9 78 kN m
Self-weight of backfill +
=
,2
f
fill k k heel W b
+= =
6 6.8219 2.25 274
2kN m
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Earth pressure coefficients
Nq
Nq
. .
21 7.1 31 20.6
22 7.8 32 23.2
23 8.7 33 26.1
24 9.6 34 29.4
25 10.7 35 33.3
26 11.9 36 37.8
. .
28 14.7 38 48.9
29 16.4 39 56.0
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Worksheet DA1/DA2* anchored sheet pile
Calculate:
and Kp
2. Overturning and restoring
3. Depth of embedment neededto ensure equilibrium
.and shear force along the wall
5. Required anchor resistance6. Bending and shear resistance
of sheet pile section
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Background & Applications
GEOTECHNICAL DESIGN wi th worked examples 13-14 June 2013, Dubli n
Worked example
anchored sheet ile wall
SOLUTION
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Solutions DA1/DA2* anchored sheet pile
Verification DA1 DA2*
- -
Depth ofembedment
1.38 m 2.01 m 2.05 m
Bending moment 296 kNm/m 303 kNm/m 331 kNm/mShear force 81.9 kN/m 81.7 kN/m 88.2 kN/m
needed
. . .
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Summary of key points
DAs 1 and 2* produce very similar depths of embedment, maximumbending moment and shear force along the wall, and requiredanchor resistance.
larger anchor force (and shear force and bending moment) thatCombination 2 because the depth of embedment for equilibriumis so much shorter
In standard DEU practice, rectangular earth pressure distributionsbut smaller bending moments
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