**Liyan Wang**^{1}
,
**Guoxing Chen**^{2}
,
**Peng Gao**^{3}
,
**Shangkun Chen**^{4}

^{1, 3, 4}School of Civil and Architectural Engineering, Jiangsu University of Science and Technology, Zhenjiang, China

^{2}Institute of Geotechnical Engineering, Nanjing University of Technology, Nanjing, China

^{1}Corresponding author

Journal of Vibroengineering, Vol. 17, Issue 2, 2015, p. 827-840.

Received 5 January 2015; received in revised form 15 February 2015; accepted 10 March 2015; published 31 March 2015

Copyright © 2015 JVE International Ltd.

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The geogrid reinforced soil retaining wall is a flexible retaining wall. It will produce large deformations during earthquakes, especially on liquefied backfill soils. An index of liquefaction extent is applied to express the effect of excess pore water pressure in reinforced backfill sand during earthquakes. A geogrid reinforced soil retaining wall is represented by an isotropic vertical elastic beam. The calculation method of the seismic residual deformation of the geogrid reinforced soil retaining wall is based on the Rayleigh-Ritz method and the the Mononobe-Okabe pseudo-static method. The effect of liquefaction extent in the backfill sand is studied for seismic active earth pressures acting on a reinforced wall back and seismic residual deformations of a reinforced wall. Some influence parameters on seismic residual deformations of geogrid reinforced soil retaining walls are investigated in detail, such as the internal friction angles in the backfill sand, friction angles of the wall, horizontal seismic intensities, reinforcement length of the geogrid and soil properties. Finally, the calculated results are compared with test results of a model on large-scale shaking table. The conclusions about the parameters will be helpful for seismic designs of geo-grid reinforced soil retaining walls on liquefied foundations. The proposed pseudo-static calculation method can be used to predict safe seismic deformations of geogrid reinforced soil retaining walls.

**Keywords:** earthquake, liquefied backfill, geogrid reinforced soil retaining wall, seismic residual deformation, extent of liquefaction, pseudo-static method.

Compared with gravity retaining walls, the geogrid-reinforced wall is a relatively flexible retaining wall, and it will produce large deformations, especially on liquefied backfill soils. To ensure deformations do not affect normal uses of a retaining wall, the horizontal deformation of a geogrid reinforced soil retaining wall must be controlled within a reasonable range.

A few researchers have studied theoretical deformations of geogrid reinforced soil retaining walls. Based on the experimental data of reinforced earth retaining walls, Yang Ming [1] used the Newmark sliding block model to account for the dynamic behavior of the reinforced earth retaining walls. The formulation of yield acceleration of the reinforced earth retaining walls was given by the upper bound method of limit analysis. Sensitivity analysis showed that the yield acceleration of reinforced earth retaining walls was significantly affected by the wall geometry as well as the strength of the soil and reinforcements. The conclusions were consistent and could be the foundation of a displacement-controlled design method of reinforced earth retaining walls. Guangqing Yang [2] proposed a new method of calculating the horizontal deformation of reinforced retaining walls, which assumed that the reinforced soil retaining wall acted as a coherent block, similar to a conventional retaining wall under horizontal earth pressure from backfill material. The reinforced soil retaining wall was assumed to be an equivalent anisotropic elastic medium, and all the elastic properties were derived. When calculating the horizontal deformation of the reinforced soil retaining wall, the reinforced soil block was assumed to be a cantilever beam. The horizontal deformation of cantilever beam was calculated for pure bending and pure shear modes.

If a reinforced retaining wall is backfilled with cohesive soil, excess hydrostatic pressure may be induced under certain conditions. The excess hydrostatic pressure has influence on the potential failure surface in the backfill, as well as on the soil pressure and its distribution. The Rankine’s theory can be used for the pore water pressure in one dimensional state. It cannot be used in two-dimensional state. A graphical analysis method is proposed by Guangxin Li (2001) to calculate the soil pressure. The circular slip method is suggested to calculate its safety factor. A retaining wall with positive pressure and a soil nailing system with negative pressure in pit are also discussed. O. Al Hattamleh (2008) presented a membrane analogy method to evaluate the deflection of fabric-reinforced earth walls. The resulting equations were solved using a finite difference scheme to obtain the deflection. The numerical results were compared with a full-scale study. The comparisons show good performance of the model. Syed Mohd. Ahmad (2008) presented a simple design methodology for waterfront reinforced soil-retaining wall by considering both the hydrodynamic pressure and seismic forces acting simultaneously on the wall has been proposed. The seismic forces are calculated using the pseudo-dynamic approach, which considers the velocities of the shear and primary waves propagating through the soil. Limit equilibrium analysis by considering the horizontal slice method has been adopted. Deepankar Choudhury (2010) presents a methodology for seismic design of rigid water front-retaining wall and proposes simple design factors for the sliding stability under seismic condition. Conventional pseudo-static approach has been used for the calculation of the seismic forces, while for the calculation of the hydrodynamic pressure, Westergaard's approach has been used. In addition, the hydrodynamic force has been considered from both the upstream and downstream sides of the waterfront-retaining wall under free water condition of the backfill. Katdare (2012) introduced an attempt that has been made to include Rayleigh wave along with shear and primary waves for calculation of seismic active earth pressure. Syed Mohd. Ahmad (2012) analyzed and designed techniques for reinforced-soil wall situated at the water front and subjected to the earthquake forces. Pseudo-static approach issued for seismic forces in conjunction with the horizontal slice method. The effects of seismic shaking of water on the backfill side (inside the backfill grains) and water on outboard side of the waterfront reinforced-soil wall were considered in the analysis.

El-Emam and Bathurst (2004) provided the experimental design, equipment and instrumentation for a reinforced soil wall response using shaking table. El-Emam and Bathurst (2005) discussed the influence of the facing geometry, the facing mass and the facing toe boundary condition on the wall response. Ling et al. (2005) presented an experimental study of the earthquake performance of modular-block reinforced soil retaining walls which were backfilled with sand using large-scale benchmark shaking table tests. El-Emam and Bathurst (2007) carried out reduced-scale model shaking table tests with rigid facing panels to investigate the reinforcement design parameters. Chen et al. (2007) conducted a series of centrifuge models to simulate a clayey vertical geotextile-reinforced earth wall (VGREW) in a wet state due to the poor drainage conditions that resulted after several consecutive days of heavy rainfall. A series of uniaxial shaking table tests using stepwise intensified sinusoidal waves was performed on plane-strain geosynthetic-reinforced slopes to investigate the effects of wave frequency and amplitude on the seismic displacements and horizontal acceleration response of geosynthetic-reinforced slopes by Huang et al. (2010, 2011). Huang (2013) performed a series of stepwise intensified shaking tests to investigate the vertical acceleration responses at the crest of a reinforced model slope subjected to horizontal input ground excitations.

In this paper, the index of liquefaction extent is applied to express the effect of excess pore water pressure in reinforced backfill sand during earthquake and is applied to deduce calculation methods of dynamic earth pressures and seismic residual deformations of the geogrid reinforced soil retaining wall. Rayleigh method is an important method of energy methods and often is applied to solve deformations of structures in static or dynamic states. In this paper, it is used to solve the static horizontal deformation of vertical reinforced soil retaining walls. Pseudo-static method is a simple method to solve dynamic problems, and it is developed early and is used widely. And based on Mononobe-Okabe pseudo-static method, the calculation method of seismic residual deformation of the geogrid reinforced soil retaining wall will be deduced.

During earthquakes, excess pore water pressure in soil can reduce soil strength and make soil soften, and in order to understand it easily for engineering designers, in this paper, the excess pore water pressure is defined as extent of liquefaction(Wang, 2007), which is expressed as:

(1)

${E}_{l}=1-\frac{{\sigma}_{v}^{\text{'}}}{{\sigma}_{v0}^{\text{'}}}=\frac{\mathrm{\Delta}u}{{\sigma}_{v0}^{\text{'}}},$
where ${E}_{l}$ is called as extent of liquefaction, ${\sigma}_{v}^{\mathrm{\text{'}}}$ is current effective stress, ${\sigma}_{v0}^{\mathrm{\text{'}}}$ is initial effective stress and $\mathrm{\Delta}u$ is pore water pressure increment.

Here, the geogrid reinforced soil retaining wall is assumed to be a vertical elastic beam, and the wall width is assumed as $L$, which is geogrid reinforced length. The wall will generate horizontal displacements under earth pressure of triangular distribution acting on the wall back, which is shown in Fig. 1. According to Rayleigh-Ritz method, the deflection curve of central axis in beam is described as:

(2)

$s\left(z\right)={a}_{1}+{a}_{2}z+{a}_{3}{z}^{2}+{a}_{4}{z}^{3},$
where $s\left(z\right)$ is the deflection displacement at the location of *z*, ${a}_{1}$, ${a}_{2}$, ${a}_{3}$ and ${a}_{4}$ are the coefficients of deflection curve formula. The formula need satisfy the following boundary conditions:

(3)

${\left.s\right|}_{z=0}=0,\mathrm{}\mathrm{}{\left.\frac{ds}{dz}\right|}_{z=0}=0,$
thus, ${a}_{1}=0$ and ${a}_{2}=0$ can be achieved, so, the deflection curve becomes:

(4)

$s\left(z\right)={a}_{3}{z}^{2}+{a}_{4}{z}^{3}.$
Considering the triangular distribution of earth pressure acting on the wall back, $q\left(z\right)$ is defined as the load acting on per unit length, $dz$ is one unit length, then, the load acting on $dz$ length is $q\left(z\right)dz$, which is shown in Fig. 1.

**Fig. 1. **
The force diagram of reinforced soil retaining wall

When the deflection displacement at the location of $z$ is $s\left(z\right)$, the work of earth pressure acting on one unit length of wall back is $\frac{1}{2}q\left(z\right)s\left(z\right)dz$, so, the total work of earth pressure acting on the whole wall back is:

(5)

$W=\frac{1}{2}{\int}_{0}^{H}q\left(z\right)s\left(z\right)Adz,$
The total strain energy caused by bending of reinforced soil retaining wall is:

(6)

$U=\frac{1}{2}{\int}_{0}^{H}E{I}_{y}\left(\frac{{d}^{2}s}{d{z}^{2}}\right)dz,$
where, $E$ is the elastic modulus of the geogrid reinforced soil retaining wall, ${I}_{y}$ is the inertia moment of the section of reinforced soil retaining wall and it is calculated as:

${I}_{y}=\frac{{L}^{3}}{12}.$

The derivative of equation (3) is taken with respect to $z$ is:

(7)

$\frac{{d}^{2}s}{d{z}^{2}}=2{a}_{3}+6{a}_{4}z.$
Substituting (7) in (6), then Eq. (6) takes the form:

(8)

$U=\frac{E{I}_{y}}{2}{\int}_{0}^{H}(2{a}_{3}+6{a}_{4}z)dz.$
Substituting (4) in (5), then Eq. (5) takes the form:

(9)

$W=\frac{1}{2}{\int}_{0}^{H}{K}_{0}\mathrm{\gamma}z({a}_{3}{z}^{2}+{a}_{4}{z}^{3})Ldz,$
where $q\left(z\right)={K}_{0}\gamma z$ and $A=L\times 1$, and ${K}_{0}$ is the earth lateral pressure coefficient, $\gamma $ is the unit weight of soil, then Eq. (9) takes the form:

(10)

$W=\frac{1}{2}{\int}_{0}^{H}{K}_{0}\gamma z({a}_{3}{z}^{2}+{a}_{4}{z}^{3})Ldz.$
According to the principle of minimum potential energy, ${a}_{3}$ and ${a}_{4}$ can be confirmed as the following:

(11)

$\mathrm{\Pi}=U-W=\frac{E{I}_{y}}{2}{\int}_{0}^{H}\left(2{a}_{3}+6{a}_{4}z\right)dz,$
where $\delta \prod =0$, hence:

(12)

$\frac{\partial \mathrm{\Pi}}{\partial {a}_{3}}\mathrm{\delta}{a}_{3}+\frac{\partial \mathrm{\Pi}}{\partial {a}_{4}}\mathrm{\delta}{a}_{4}=0.$
Then:

(13)

$\frac{\partial \mathrm{\Pi}}{\partial {a}_{3}}=\frac{E{I}_{y}}{2}{\int}_{0}^{H}2(2{a}_{3}+6{a}_{4}z)2dz-\frac{{K}_{0}\mathrm{\gamma}L}{2}{\int}_{0}^{H}{z}^{3}dz=0,$
(14)

$\frac{\partial \mathrm{\Pi}}{\partial {a}_{4}}=\frac{E{I}_{y}}{2}{\int}_{0}^{H}2(2{a}_{3}+6{a}_{4}z)6zdz-\frac{{K}_{0}\mathrm{\gamma}L}{2}{\int}_{0}^{H}{z}^{4}dz=0.$
After the integral of Eq. (13), the solution takes the form:

(15)

$2{a}_{3}+3{a}_{4}H=\frac{3{K}_{0}\mathrm{\gamma}{H}^{3}}{4E{L}^{2}}.$
After the integral of Eq. (14), the solution takes the form:

(16)

${a}_{3}+2{a}_{4}H=\frac{{K}_{0}\mathrm{\gamma}{H}^{3}}{5E{L}^{2}}.$
According to Eq. (15) and (16), the solutions of ${a}_{3}$ and ${a}_{4}$ are:

(17)

${a}_{3}=\frac{9{K}_{0}\mathrm{\gamma}{H}^{3}}{10E{L}^{2}},{a}_{4}=-\frac{7{K}_{0}\mathrm{\gamma}{H}^{2}}{20E{L}^{2}}.$
Substituting (17) in (4), then Eq. (4) takes the form:

(18)

$s\left(z\right)={a}_{3}{z}^{2}+{a}_{4}{z}^{3}=\frac{9{K}_{0}\gamma {H}^{3}}{10E{L}^{2}}{z}^{2}-\frac{7{K}_{0}\gamma {H}^{2}}{20E{L}^{2}}{z}^{3}=\frac{{K}_{0}\gamma {H}^{2}}{10E{L}^{2}}\left(9H{z}^{2}-\frac{7}{2}{z}^{3}\right).$
The geogrid reinforced soil retaining wall is assumed to be an isotropic elastic structure, and it is shown in Fig. 2.

**Fig. 2. **
Idealized isotropic horizontal system of reinforced soil

Deformations of reinforced wall are caused by pure bending and pure shear, and the horizontal deformation caused by pure shear is:

(19)

${s}_{z}=\frac{{K}_{0}\gamma}{6GL}\left({H}^{3}-{z}^{3}\right),$
where $G$ is the shear modulus of the reinforced soil retaining wall. So, the deformation caused by pure bending and pure shear is:

(20)

$s=\frac{{K}_{0}\gamma {H}^{2}}{10E{L}^{2}}\left(9H{z}^{2}-\frac{7}{2}{z}^{3}\right)+\frac{{K}_{0}\gamma}{6GL}\left({H}^{3}-{z}^{3}\right).$
Here $E$ can be calculated as:

(21)

$E=\left[\frac{1-t}{1-{v}_{s}^{2}}+\frac{t{E}_{r}}{1-{v}_{r}^{2}}\right]\left(1-{v}^{2}\right).$
Here $v$ can be calculated as:

(22)

$v=\frac{\frac{t{v}_{r}{E}_{r}}{1-{v}_{r}^{2}}+\frac{\left(1-t\right){v}_{s}{E}_{s}}{1-{v}_{s}^{2}}}{\frac{\left(1-t\right){E}_{s}}{1-{v}_{s}^{2}}+\frac{t{E}_{r}}{1-{v}_{r}^{2}}},$
where ${E}_{r}$ is the elastic modulus of geogrid, ${v}_{r}$ is Poisson’s ratio of geogrid, ${E}_{s}$ is the elastic modulus of soil, ${v}_{s}$ is Poisson’s ratio of soil, $\mathrm{m}$is the thick of geogrid, $\mathrm{t}$is the thick ratio of geogrid and $t=\frac{\sum m}{H}$.

Because Rayleigh method can be applied to solve dynamic deformations of structures, so, based on the above results, seismic residual deformation will be deduced by Mononobe-Okabe pseudo-static method.

The analysis model of seismic active earth pressure acting on reinforced soil retaining wall is shown in Fig. 3, $F$ is horizontal seismic force, $W$ is gravity, $i$ is seismic inertia angle and $i=\mathrm{arctan}{k}_{h}$, $P$ is seismic earth pressure and $R$ is reaction force.

**Fig. 3.**
The diagram of seismic active earth pressure acting on reinforced soil retaining wall

During earthquakes, seismic earth pressures acting on the wall back will be decreased due to excess pore water pressure in soil, and softened soil will have greater strain, which will bring greater deformation of wall. Hence, the seismic earth pressure considering extent of liquefaction can be expressed as:

(23)

${q}_{E,a}\left(z\right)={K}_{E,a}\gamma z\left(1-{E}_{l}\right),$
where ${K}_{E,a}$ is seismic active earth pressure coefficient, and it is calculated as (Mononobe, 1924; Whitman and Christian, 1990):

${K}_{E,a}=\frac{{\mathrm{cos}}^{2}(\phi -i)}{\mathrm{cos}i\mathrm{cos}(\delta +i)\left[1+\sqrt{\frac{\mathrm{sin}(\phi +\delta )\mathrm{sin}(\phi -i)}{\mathrm{cos}(\delta +i)}}\right]},$

where $\delta $ is the friction angle of wall back, $\phi $ is the inertial friction angle of soil.

Substituting (23) in (9), then Eq. (9) takes the form:

(24)

$W=\frac{1}{2}{\int}_{0}^{H}\gamma z{K}_{E,a}({a}_{3}{z}^{2}+{a}_{4}{z}^{3})(1-{E}_{l})Ldz.$
Substituting (24) in (11), then according to the above the principle of minimum potential energy, the calculation equation of seismic residual horizontal deformation can be achieved, which is expressed as:

(25)

$s=\frac{{K}_{0}\gamma {H}^{2}}{10E{L}^{2}\left(1-{E}_{l}\right)}\left(9H{z}^{2}-\frac{7}{2}{z}^{3}\right)+\frac{{K}_{0}\gamma}{6GL\left(1-{E}_{l}\right)}\left({H}^{3}-{z}^{3}\right).$
Seismic internal forces of geogrids in reinforced soil retaining wall structures under earthquake actions have been researched by Finite difference method without considering liquefaction extent of backfills (Wang, 2014). The FEM study considering extent of liquefaction is complex and difficult and will be carried out in the future work. In order to research the effects of design parameters and liquefaction extent for seismic residual deformations of geogrid reinforced soil retaining walls, one standard model of geogrid reinforced soil retaining wall is given. The reinforcement height ($H$) is 6 m, the reinforcement length ($L$) is 6 m, the effective internal friction angle of soil ($\phi $) is 30°, the friction angle between wall back and soil ($\delta =\phi /2$) is 15°, the unit weight of backfill soil ($\gamma $) is 19 kN/m^{3} and the horizontal seismic coefficient (${k}_{h}$) is 0.4. Here, ${E}_{r}$ is 100 MPa, ${v}_{r}$ is 0.15, ${E}_{s}$ is 56 MPa and ${v}_{s}$ is 0.25, so, $E$ is 56.2 MPa and $v$ is 0.25.

In the pseudo-static calculation method, ${E}_{l}$ is a qualitative parameter, so here, ${E}_{l}$ is respectively confirmed as 0.1, 0.3, 0.5, 0.7 and 0.9. The calculation results of dynamic earth pressures are shown in Fig. 4. It can be seen that dynamic earth pressures increase with the increase of wall depth. Extent of liquefaction has extinct effects for dynamic earth pressures, and dynamic earth pressures decrease with the increase of ${E}_{l}$, when${\mathrm{E}}_{\mathrm{l}}$increases respectively from 0.1 to 0.5 and from 0.5 to 0.9, dynamic earth pressures decrease nearly 50 % respectively.

**Fig. 4.**
Dynamic earth pressure distribution along wall depth

Fig. 5 presents the distribution of seismic residual deformation of reinforced wall under different extent of liquefaction. Extent of liquefaction has extinct effects for seismic deformation, and seismic deformations increase with the increase of ${E}_{l}$. When ${E}_{l}$ is larger than 0.5, the reinforced wall has more than 5 % seismic deformations, which indicates that the reinforced wall produces large deformations due to liquefaction of backfill sand and the wall has lost stability.

**Fig. 5.**
Seismic residual deformation distribution along wall depth

Fig. 6 gives the relation between seismic residual deformation and extent of liquefaction when inertial friction angles in backfill are respectively 20°, 30° and 40°. Seismic deformations decrease with the increase of inertial friction angles. When ${E}_{l}$ is 0.3 and inertial friction angle increase from 20° to 30°, seismic residual deformation decrease 15 %. But when ${E}_{l}$ is 0.9 and inertial friction angle increase from 30° to 40°, seismic residual deformation decrease only 3 %. It indicates that the effect of inertial friction angles decrease with the increase of ${E}_{l}$; when ${E}_{l}$ is high and backfill sand becomes soft, the inertial friction angle of backfill soil has little effect for seismic deformation of reinforced soil retaining wall.

**Fig. 6.**
Effects of internal friction angle

Fig. 7 shows the relation between seismic residual deformation and extent of liquefaction when horizontal seismic coefficients are respectively 0.3, 0.4 and 0.5. Seismic deformations increase significantly with the increase of ${k}_{h}$. When ${\mathrm{E}}_{\mathrm{l}}$ is 0.5 and ${\mathrm{k}}_{h}$increases from 0.3 to 0.4, seismic deformation increase 50 %, and when ${E}_{l}$ is 0.9 and ${k}_{h}$ increases from 0.3 to 0.4, seismic deformation increases 19 %. It shows when ${E}_{l}$ is high and backfill sand becomes soft, the effect of the horizontal seismic coefficient decrease for seismic deformation of wall.

**Fig. 7.**
Effects of horizontal seismic coefficient

Fig. 8 gives the relation between seismic residual deformation and extent of liquefaction when friction angles between wall and soil are respectively 0.25$\phi $, 0.5$\phi $ and 0.75$\phi $. Because wall friction angles are confirmed by internal friction angles of backfill sand, the calculation results are similar to internal friction angles. Seismic deformations decrease with the increase of wall friction angles and increase with the increase of ${E}_{l}$. When ${E}_{l}$ is 0.1 and 35 MPa increases from 7.5° to 15°, seismic deformations decrease 35 %, and when ${E}_{l}$ is 0.9 and 35 MPa increases from 7.5° to 15°, seismic deformations decrease 8 %. Hence, when ${E}_{l}$ is high, wall friction angles have little effects for seismic deformation of wall.

**Fig. 8.**
Effects of wall friction angle

Fig. 9. presents the relation between seismic residual deformation and extent of liquefaction when elastic modulus of backfill soil is respectively 15 MPa, 25 MPa and 35 MPa. It is shown that seismic deformations decrease with the increase of elastic modulus. When ${E}_{l}$ is 0.1 and elastic modulus increases from 25 MPa to 35 MPa, seismic deformations decrease 18 %, and when ${E}_{l}$ is 0.9 and elastic modulus increases from 25 MPa to 35 MPa, seismic deformations decrease 22 %. It indicates that when ${E}_{l}$ is high, the elastic modulus of soil has great effect for seismic deformation of wall.

**Fig. 9.**
Effects of elastic modulus of soil

Fig. 10 shows the relation between seismic residual deformation and extent of liquefaction when reinforcement length is respectively 0.5$H$, 0.7$H$, 1.0$H$ and 1.2$H$. Seismic deformations decrease with the increase of reinforcement length. When ${E}_{l}$ is 0.1 and reinforcement length increases from 0.7$H$ to 1.0$H$, seismic deformations decrease 33 %, and when ${E}_{l}$ is 0.9 and reinforcement length increases from 0.7$H$ to 1.0$H$, seismic deformations decrease 45 %. It indicates that when ${E}_{l}$ is high, reinforcement length has great effect for seismic deformation of wall.

**Fig. 10.**
Effects of reinforcement length

The relation between seismic deformation and dynamic earth pressure coefficient is shown in Fig. 11. Seismic deformations increase linearly with the increase of ${K}_{E,a}$. When ${E}_{l}$ is 0.1 and ${K}_{E,a}$ increases from 0.6 to 0.7, seismic deformation increases 100 %; when ${E}_{l}$ is 0.9 and${K}_{E,a}$ increases from 0.6 to 0.7, seismic deformation increases 10 %.It indicates that when ${E}_{l}$ is high, the dynamic earth pressure coefficient has little effect for seismic deformation of wall because ${K}_{E,a}$ is a comprehensive index of inertial friction angles and wall friction angles, which have little effect for seismic deformations when ${E}_{l}$ is high.

**Fig. 11.**
Relations between deformations and dynamic earth pressure coefficients

The mesa size of a shaking table was 3.36 m×4.86 m, and the maximum gravity capacity was 25 t, and the maximum horizontal acceleration was ±1.0 g The test model was constructed in the laminar shear container, which was made of 15-layer laminated shear model boxes, and three-direction dimensions were 3.5 m×2.0 m×1.7 m (L×W×H).

In the test model, the dimensions of the rigid walls were 170 cm×70 cm×5 cm (L×W×H), the walls were made up of low intensity concrete and a grade reinforced bar. According to the similitude requirement of ${S}_{E}$, the suitable elastic modulus of 1.6×104 N/mm^{2} could be achieved, which represented the elastic modulus of 3.2×104 N/mm^{2} in the prototype concrete. The unit weight of the concrete was about 19 kN/m^{3}.The cohesive subsoil was placed into the bottom of the container to reduce the water penetration from the backfill sand. The backfill soil was derived from Nanjing fine sand. The unit weight of the backfill sand was 14 kN/m^{3} and the relative density was 55 %. The water table of the backfill sand was 5cm below the ground surface. The length of the reinforced sand was 70 cm. The dimensions of test model are shown in Fig.12. Three laser displacement meters (DH1-DH3) were installed onto one batten and fixed by one steel frame to test the lateral displacements of the walls. Five pore pressure meters were placed into the backfill sand to test excess pore water pressures (W1-1-W1-5). The acceleration recording of ground motion is shown in Fig. 13. Fig. 14 presents time histories of excess pore water pressure ratio ($u/{\sigma}_{v0}^{\text{'}}$) in different positions of the test backfill sand when the ground motion intensity is 0.3 g.

**Fig. 12.**
Shaking table test models (dimensions: cm)

**Fig. 13. **
Acceleration recording of ground motion

**Fig. 14.**
Time histories of excess pore water pressure

Considering the effect of extent of liquefaction for seismic deformations, average excess pore water pressure ratios are used to calculate the seismic deformation. In the positions of W1-1, W1-3 and W1-5, excess pore water pressure ratios are confirmed respectively as 0.4, 0.6 and 0.2. The calculated results of seismic deformations by the proposed pseudo-static method and test results of maximum seismic deformations are compared. The ratios of maximum seismic deformation (*s*) and wall height (*H*) are shown in Fig. 15.

Although the calculated deformation ratio of wall bottom (DH1) of 3 % is a little smaller than the test result of 3.6 %, the calculated deformation ratio of wall top (DH3) is about 5.9 % and larger than the test result of 4.4 %. Similarly, the calculated deformation ratio of wall middle (DH2) is also larger than the test result. The reason that the calculated result of wall bottom is less than test result is that the wall bottom is fixed in the proposed calculation method. However, in deformation designs, the reinforced wall top is important reference part. Therefore, according to the above comparisons, the pseudo-static calculated method is reasonable and can be applied to predict safe seismic deformations of geogrid reinforced soil retaining walls in liquefied foundations.

**Fig. 15.**
Comparisons between test results and calculated results

The pseudo-static calculation method of seismic deformations of geogrid reinforced soil retaining wall is proposed considering the effects of excess pore water pressure in the paper, and by discussing the effects of some parameters and comparison with test results, some conclusions are achieved as follows:

1) Extent of liquefaction has great effect on dynamic earth pressures and seismic deformations of the reinforced wall. With the increase of extent of liquefaction, dynamic earth pressures decrease and seismic residual deformations increase significantly.

2) Seismic deformations decrease with the increase of internal friction angles in backfill sand and friction angles of wall back, and when extent of liquefaction is high, these friction angles have little effect for seismic deformations.

3) Seismic deformations decrease with the increase of elastic modulus of backfill sand and reinforcement length of geogrid. When extent of liquefaction is high, the elastic modulus and reinforcement length have great effects for seismic deformation of reinforced walls.

4) Seismic deformations increase linearly with the increase of horizontal seismic coefficient. when extent of liquefaction is high, the dynamic earth pressure coefficient has little effect for seismic deformation of wall.

5) The comparison with test results shows the proposed pseudo-static calculated method is reasonable and can be applied to predict safe seismic deformations in the seismic design of geogrid reinforced soil retaining walls in liquefied foundations.

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