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Excavations in the vicinity of the antiflood embankments – calculating issues

Michał Grodecki
Michał Grodecki
   | 26. Apr. 2022
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Article Category: Research Article
Online veröffentlicht: 26. Apr. 2022
Seitenbereich: 138 - 147
Eingereicht: 23. Apr. 2020
Akzeptiert: 17. Feb. 2022
DOI: https://doi.org/10.2478/sgem-2022-0006
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© 2022 Michał Grodecki, published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.

Figure 1

Interaction between embankment and excavation from the slope stability point of view: (a) excavation “close” to the embankment – interaction possible even not during the flood and (b) excavation “far” from the embankment – no interaction.
Interaction between embankment and excavation from the slope stability point of view: (a) excavation “close” to the embankment – interaction possible even not during the flood and (b) excavation “far” from the embankment – no interaction.

Figure 2

Interaction between embankment and excavation during the flood: (a) excavation “close” to the embankment – leakage to the excavation and uplift of the impermeable layer possible and (b) excavation “far” from the embankment – no interaction.
Interaction between embankment and excavation during the flood: (a) excavation “close” to the embankment – leakage to the excavation and uplift of the impermeable layer possible and (b) excavation “far” from the embankment – no interaction.

Figure 3

Interaction between embankment and excavation during the flood: (a) excavation “close” to the embankment – water pressure on excavation support, seepage line moves upward and (b) excavation “far” from the embankment – no interaction.
Interaction between embankment and excavation during the flood: (a) excavation “close” to the embankment – water pressure on excavation support, seepage line moves upward and (b) excavation “far” from the embankment – no interaction.

Figure 4

Flood wave used in real – case examples.
Flood wave used in real – case examples.

Figure 5

Numerical model of the embankment (a) with shallow excavation existing state and (b) with open excavation.
Numerical model of the embankment (a) with shallow excavation existing state and (b) with open excavation.

Figure 6

Failure mode in the existing state of the embankment.
Failure mode in the existing state of the embankment.

Figure 7

Failure mechanism of the embankment with shallow excavation, the same in all phases of the flood.
Failure mechanism of the embankment with shallow excavation, the same in all phases of the flood.

Figure 8

Failure by uplift of the excavation bottom, just after culmination of the flood (T = 5.1 d).
Failure by uplift of the excavation bottom, just after culmination of the flood (T = 5.1 d).

Figure 9

Failure mechanism of the embankment with shallow excavation with “system excavation support,” the same in all phases of the flood.
Failure mechanism of the embankment with shallow excavation with “system excavation support,” the same in all phases of the flood.

Figure 10

Bending moment envelopes, shallow excavation protected by sheet pile walls with strut at the top, SF = 1.25 (EC-7 approach).
Bending moment envelopes, shallow excavation protected by sheet pile walls with strut at the top, SF = 1.25 (EC-7 approach).

Figure 11

Numerical model of the deep excavation near the embankment – finished excavation.
Numerical model of the deep excavation near the embankment – finished excavation.

Figure 12

Pore pressure distribution, culmination of the flood, maximal depth of the excavation, no baseplate installed.
Pore pressure distribution, culmination of the flood, maximal depth of the excavation, no baseplate installed.

Figure 13

Failure mode, before the flood and in the descending phase of the flood.
Failure mode, before the flood and in the descending phase of the flood.

Figure 14

Failure mode during culmination of the flood.
Failure mode during culmination of the flood.

Figure 15

Envelopes of the bending moments in the diaphragm wall: (a) flood after baseplate installing and (b) flood before baseplate installing.
Envelopes of the bending moments in the diaphragm wall: (a) flood after baseplate installing and (b) flood before baseplate installing.

Most important material parameters used in analysis of shallow excavation.

γ [kN/m3] c[kPa] ϕ[0] k [m/d]
Clay (IL = 0.30, embankment) 20.0 11.9 12.4 0.0086
Silty clay (IL = 0.20) 21.0 17.0 14.8 0.0086
Silty clay (IL = 0.35) 20.0 9.5 10.8 0.0086
Silty clay (IL = 0.60) 19.0 6.9 8.4 0.0086
Sand (ID = 0.45) 18.5 0 32.7 15
Gravel (ID = 0.45) 18.5 0 38.1 86.4
Clay (II = 0.30) 21.5 50 10.0 8.64 × 10−6

Most important material parameters used in analysis of deep excavation.

g [kN/m3] c[kPa] f[0] k [m/d]
Artificial embankment I 21.2 12.8 24.6 0.0285
Artificial embankment II 21.2 11.2 17.4 0.0527
Concrete 24.0 – – Impermeable
Silty clay, IL = 0.10 19.8 14.0 9.5 0.00203
Medium sand, ID = 0.50 18.5 0 33.0 9.5
Fine sand, ID = 0.50 17.5 0 30.5 3.5
Medium sand and gravel, ID = 0.50 20.2 0 33.0 12.0
Gravel, ID = 0.60 20.7 0 39 15.0
Clay, II = 0.0 20.4 60 13 0.000864

Obtained values of SF for deep excavation.

Before the flood Culmination phase Descending phase
Existing state 2.63 2.12 2.09
Open excavation (no baseplate) 2.63 2.09 2.09
Final state 2.63 2.09 2.09
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