<abstract xmlns="http://www.w3.org/1999/xhtml">In coastal regions, earthquakes caused severe damage to marine structures. Many researchers have conducted numerical investigations in order to understand the dynamic behavior of these structures. The most frequently used model in numerical calculations of soil is the linear-elastic perfectly plastic model with a Mohr-Coulomb failure criterion (MC model). It is recommended to use this model to represent a first-order approximation of soil behavior. Therefore, it is necessary to accommodate soil constitutive models for the specific geotechnical problems.In this paper, three soil constitutive models with different accuracy were applied by using the two-dimensional finite element software PLAXIS to study the behavior of pile-supported wharf embedded in rock dike, under the 1989 Loma Prieta earthquake. These models are: a linear-elastic perfectly plastic model (MC model), an elastoplastic model with isotropic hardening (HS model), and the Hardening Soil model with an extension to the small-strain stiffness (HSS model).A typical pile-supported wharf structure with batter piles from the western United States ports was selected to perform the study. The wharf included cut-slope (sliver) rock dike configuration, which is constituted by a thin layer of rockfill overlaid by a slope of loose sand. The foundation soil and the backfill soil behind the wharf were all dense sand. The soil parameters used in the study were calibrated in numerical soil element tests (Oedometer and Triaxial tests).The wharf displacement and pore pressure results obtained using models with different accuracy were compared to the numerical results of Heidary-Torkamani et al.[<xref ref-type="bibr" rid="j_sgem-2019-0050_ref_028_w2aab3b7d215b1b6b1ab2ac28Aa">28</xref>] It was found that the Hardening Soil model with small-strain stiffness (HSS model) gives clearly better results than the MC and HS models.Afterwards, the pile displacements in sloping rockfill were analyzed. The displacement time histories of the rock dike at the top and at the toe were also exposed. It can be noted that during the earthquake there was a significant lateral ground displacement at the upper part of the embankment due to the liquefaction of loose sand. This movement caused displacement at the dike top greater than its displacement at the toe. Consequently, the behavior of the wharf was affected and the pile displacements were important, specially the piles closest to the dike top.</abstract>

In coastal regions, earthquakes caused severe damage to marine structures. Many researchers have conducted numerical investigations in order to understand the dynamic behavior of these structures. The most frequently used model in numerical calculations of soil is the linear-elastic perfectly plastic model with a Mohr-Coulomb failure criterion (MC model). It is recommended to use this model to represent a first-order approximation of soil behavior. Therefore, it is necessary to accommodate soil constitutive models for the specific geotechnical problems.In this paper, three soil constitutive models with different accuracy were applied by using the two-dimensional finite element software PLAXIS to study the behavior of pile-supported wharf embedded in rock dike, under the 1989 Loma Prieta earthquake. These models are: a linear-elastic perfectly plastic model (MC model), an elastoplastic model with isotropic hardening (HS model), and the Hardening Soil model with an extension to the small-strain stiffness (HSS model).A typical pile-supported wharf structure with batter piles from the western United States ports was selected to perform the study. The wharf included cut-slope (sliver) rock dike configuration, which is constituted by a thin layer of rockfill overlaid by a slope of loose sand. The foundation soil and the backfill soil behind the wharf were all dense sand. The soil parameters used in the study were calibrated in numerical soil element tests (Oedometer and Triaxial tests).The wharf displacement and pore pressure results obtained using models with different accuracy were compared to the numerical results of Heidary-Torkamani et al.[28] It was found that the Hardening Soil model with small-strain stiffness (HSS model) gives clearly better results than the MC and HS models.Afterwards, the pile displacements in sloping rockfill were analyzed. The displacement time histories of the rock dike at the top and at the toe were also exposed. It can be noted that during the earthquake there was a significant lateral ground displacement at the upper part of the embankment due to the liquefaction of loose sand. This movement caused displacement at the dike top greater than its displacement at the toe. Consequently, the behavior of the wharf was affected and the pile displacements were important, specially the piles closest to the dike top.

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

Geomaterials, Environment and Planning Laboratory (LGEA)

Mouloud MAMMERI University of Tizi-Ouzou (UMMTO)

Civil Engineering Department, Faculty of Construction

Mohamed-Cherif Messaadia University of Souk-Ahras

Studia Geotechnica et Mechanica

This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

In coastal regions, earthquakes caused severe damage to marine structures. Many researchers have conducted numerical investigations in order to understand the...

Parameters	Unit	Dense sand	Loose sand	Rockfill
$E_{50}^{ref}$ E_{50}^{ref}	kN/m²	6.032 × 10⁴	1.638 × 10⁴	2.232 × 10⁴
$E_{oed}^{ref}$ E_{oed}^{ref}	kN/m²	4.826 × 10⁴	1.310 × 10⁴	1.786 × 10⁴
$E_{ur}^{ref}$ E_{ur}^{ref}	kN/m²	1.810 × 10⁴	4.914 × 10⁴	6.696 × 10⁴
P^ref	kN/m²	100	100	100
M	-	0.5	0.5	0.5
$K_{0}^{nc}$ \user2{K}_0^{nc}	-	0.3982	0.4524	0.2929
R_f	-	0.9	0.9	0.9

Parameters	Unit	Dense sand	Loose sand	Rockӿll
γ_0.7	-	4.918 × 10^–4	3.629 × 10^–4	4.246 × 10^–4
$G_{0}^{ref}$ G_0^{ref}	kN/m²	1.051 × 10⁵	9.108 × 10⁴	1.038 × 10⁵

Parameters	Unit	Dense sand	Loose sand	Rockfill
φ	°	37	33.2	45
ψ	°	21	7	0
C	kN/m²	0.5	0.5	15
ν	-	0.3	0.3	0.2
E	kN/m²	6.032 × 10⁴	1.638 × 10⁴	2.232 × 10⁴

Parameters	Unit	Pile	Deck
EA	kN/m	162.75 × 10⁴	17.85 × 10⁶
EI	kN.m²/m	70.49 × 10³	96.724 × 10³
w	kN/m/m	0.633	6.9436
ν	-	0.2	0.2

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

Article Category: Original Study

Publié en ligne: 05 juil. 2020

Pages: 191 - 209

Reçu: 21 juin 2019

Accepté: 07 mai 2020

DOI: https://doi.org/10.2478/sgem-2019-0050

Mots clés
iles, wharf, cut-slope rock dike, finite element analysis, seismic, soil constitutive models

© 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

Figure 2

Figure 3

Figure 4

Figure 5

Figure 6

Figure 7

Figure 8

Figure 9

Figure 10

Figure 11

Figure 12

Soil parameters used for HS model

Additional input parameters of HSS model.

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

Soil parameters used for the MC model.

Pile and deck properties.

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

Article Category: Original Study

Publié en ligne: 05 juil. 2020

Pages: 191 - 209

Reçu: 21 juin 2019

Accepté: 07 mai 2020

DOI: https://doi.org/10.2478/sgem-2019-0050

Mots clésiles, wharf, cut-slope rock dike, finite element analysis, seismic, soil constitutive models

© 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

Figure 2

Figure 3

Figure 4

Figure 5

Figure 6

Figure 7

Figure 8

Figure 9

Figure 10

Figure 11

Figure 12

Soil parameters used for HS model

Additional input parameters of HSS model.

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

Soil parameters used for the MC model.

Pile and deck properties.

Mots clés
iles, wharf, cut-slope rock dike, finite element analysis, seismic, soil constitutive models