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The influence of the soil constitutive models on the seismic analysis of pile-supported wharf structures with batter piles in cut-slope rock dike

Lylia Deghoul

Lylia Deghoul

Geomaterials, Environment and Planning Laboratory (LGEA), Mouloud MAMMERI University of Tizi-Ouzou (UMMTO), Civil Engineering Department, Faculty of ConstructionTizi-Ouzou, Algeria
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Deghoul, Lylia
, 
Smail Gabi

Smail Gabi

Geomaterials, Environment and Planning Laboratory (LGEA), Mouloud MAMMERI University of Tizi-Ouzou (UMMTO), Civil Engineering Department, Faculty of ConstructionTizi-Ouzou, Algeria
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Gabi, Smail
 und 
Adam Hamrouni

Adam Hamrouni

Laboratory of Management, Maintenance and Rehabilitation Of Infrastructure (InfraRES), Mohamed-Cherif Messaadia University of Souk-AhrasAlgeria
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Hamrouni, Adam
  
05. Juli 2020
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Artikel-Kategorie: Original Study
Online veröffentlicht: 05. Juli 2020
Seitenbereich: 191 - 209
Eingereicht: 21. Juni 2019
Akzeptiert: 07. Mai 2020
DOI: https://doi.org/10.2478/sgem-2019-0050
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© 2020 Lylia Deghoul et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Figure 1

Finite element model of the wharf.
Finite element model of the wharf.

Figure 2

Stiffness parameters of standard drained triaxial test results: (1) for the MC model, (2) for the HS model, (3) for the HSS model [66]
Stiffness parameters of standard drained triaxial test results: (1) for the MC model, (2) for the HS model, (3) for the HSS model [66]

Figure 3

Characteristic stiffness-strain behavior in logarithmic scale (after Atkinson and Sallfors [36] and Mair[76]) (Atkinson, 2000)[77].
Characteristic stiffness-strain behavior in logarithmic scale (after Atkinson and Sallfors [36] and Mair[76]) (Atkinson, 2000)[77].

Figure 4

Calibration of soil parameters of MC model in numerical soil element tests for rockfill, dense sand and loose sand.
Calibration of soil parameters of MC model in numerical soil element tests for rockfill, dense sand and loose sand.

Figure 5

Unscaled input accelerogram from 1989 Loma Prieta earthquake.
Unscaled input accelerogram from 1989 Loma Prieta earthquake.

Figure 6

Total displacements with MC model.
Total displacements with MC model.

Figure 7

Total displacements with HS model.
Total displacements with HS model.

Figure 8

Total displacements with HSS model.
Total displacements with HSS model.

Figure 9

Nodal displacement vectors for the wharf supported piles (m)[28].
Nodal displacement vectors for the wharf supported piles (m)[28].

Figure 10

Pore pressure of the numerical model
Pore pressure of the numerical model

Figure 11

Total pore pressure contours (Pa)[28].
Total pore pressure contours (Pa)[28].

Figure 12

Total displacements of the piles.
Total displacements of the piles.

Soil parameters used for HS model

ParametersUnitDense sandLoose sandRockfill
E50refE_{50}^{ref}kN/m26.032 × 1041.638 × 1042.232 × 104
EoedrefE_{oed}^{ref}kN/m24.826 × 1041.310 × 1041.786 × 104
EurrefE_{ur}^{ref}kN/m21.810 × 1044.914 × 1046.696 × 104
PrefkN/m2100100100
M-0.50.50.5
K0nc\user2{K}_0^{nc}-0.39820.45240.2929
Rf-0.90.90.9

Additional input parameters of HSS model_

ParametersUnitDense sandLoose sandRockӿll
γ0.7-4.918 × 10–43.629 × 10–44.246 × 10–4
G0refG_0^{ref}kN/m21.051 × 1059.108 × 1041.038 × 105

Lateral and vertical displacement time histories at the top and at the toe of the rock dike_

ModelLateral and vertical displacements at the rock dike topLateral and vertical displacements at the rock dike toe
MC
HS
HSS

Soil parameters used for the MC model_

ParametersUnitDense sandLoose sandRockfill
φ°3733.245
ψ°2170
CkN/m20.50.515
ν-0.30.30.2
EkN/m26.032 × 1041.638 × 1042.232 × 104

Pile and deck properties_

ParametersUnitPileDeck
EAkN/m162.75 × 10417.85 × 106
EIkN.m2/m70.49 × 10396.724 × 103
wkN/m/m0.6336.9436
ν-0.20.2
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