Local Stability of Trench for Diaphragm Walls Passing through Deep Weak Interlayer

An, Chen-Liang; Feng, Wei-Xing; Zhao, Qiang-Hu; Ji, Luo-Luo; He, De-liang; He, Ben-Guo

doi:https://doi.org/10.1155/2021/9934516

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Volume 2021 | Article ID 9934516 | https://doi.org/10.1155/2021/9934516

Local Stability of Trench for Diaphragm Walls Passing through Deep Weak Interlayer

Chen-Liang An,¹Wei-Xing Feng,¹Qiang-Hu Zhao,²Luo-Luo Ji,²De-liang He,³and Ben-Guo He⁴

Academic Editor: Xianjie Hao

Received04 Apr 2021

Accepted20 May 2021

Published31 May 2021

Abstract

When trench construction of the diaphragm wall passes through an ultradeep and weak interlayer, local instability of the trench wall occurs easily. To study the mechanism of the local instability in the trench and by considering the effect of soil arching based on the length of the trench and the angle of internal friction in the weak interlayer, the disturbed area of the trench is defined to be a semiellipse and the local failure stability model of the semiellipse is established. The local stability safety factor of the trench wall is obtained by the limit equilibrium analysis of the model. By conducting parameter sensitivity studies, the results show that the thickness of the overlying strata, the unit weight of the slurry, the angle of internal friction, and the cohesion of the weak interlayer have a great influence on the stability of the trench wall. The semiellipsoid model is used to analyze the stability of the trench wall of the diaphragm wall of a subway station. The calculated results are basically consistent with the field monitoring results. All the work of the paper shows that the model is practical to some extent.

1. Introduction

Due to the advantages of high overall rigidity, strong resistance to seepage, good adaptability, and small deformation, diaphragm walls are widely used in deep foundation pit projects in water-rich areas [1]. Trench construction is a key process of diaphragm wall construction, and it is also a subject of considerable interest in engineering. Improper excavation of the trench will not only cause excessive surface settlement but also lead to the collapse of the trench wall. In the process of trench construction, slurry pressure is usually used to maintain the stability of the trench wall. When the slurry pressure is insufficient, it readily allows instability in the trench wall [2]. The instability of the trench wall includes overall instability and local instability [3–5].

Elson [6] used indoor tests and Wong [7] and Tamano et al. [8] used field tests to study trench wall stability. Powrie and Kantartzi carried out a series of centrifugal model tests to study the development law of surface deformation during the excavation of trenches, focusing on the influence of the initial groundwater level and the ratios of the geometrical dimensions of the trench [9]. Tsai et al. proposed that the overall instability model of the slurry trench in cohesionless soil is shell-shaped, and according to the stress balance, the conditions for judging local instability of the trench face were obtained [10]. Oblozinsky et al. used the safety factor to evaluate the overall stability of the trench wall and proposed a practical design method for determining the height of the slurry level and the slurry weight [11]. George et al. analyzed the local stability of the trench wall before the slurry skin was formed and deduced that increasing slurry gravity could provide stability to the trench wall [12]. Fox proposed the Coulomb sliding body model and deduced the analytical solutions for the safety factor and critical failure angle of the trench face under the conditions of effective stress and total stress [13]. Jin et al. proposed a theoretical approach to a three-dimensional trench model with an inclined surface, and based on the Coulomb-type force equilibrium, a safety factor assessing the stability was derived [14]. Han and Wang used two-dimensional and three-dimensional analysis methods to analyze the local instability of trench faces in weak interlayers [15]. Zhang et al. proposed a limit equilibrium solution for the stability of a slurry-supported trench, where failure was constrained to a finite length [16]. Lei et al. summarized and analyzed the failure modes of slurry trenches, theoretical analysis models and methods of producing slurry trenches, slurry formation and protection mechanisms, the influence of related factors on slurry trench stability, and other related issues [17]. Wang and Maosong used the kinematic method of limit analysis to analyze the stability of a slurry trench in a horizontally layered clayey friction soil [18]. Liu et al. studied the local stability of a slurry trench during seepage, analyzed the influence of seepage on the stability of the trench face, proposed that instability was initiated by the movement of a rigid block with conical discontinuity surfaces, and obtained the upper bound solution of the safety factor [19, 20].

In this paper, the Rankine limit equilibrium principle is used to study the local stability of the trench wall when a diaphragm wall passes through an ultradeep weak interlayer. The influences of the parameters of the weak interlayer, trench length, and slurry performance on the local stability of the trench wall are analyzed. A method for calculation of the safety factor is proposed.

2. Discussion on Disturbed Area of Trenching Construction

The soil arching effect is a relatively common phenomenon in engineering. After the excavation of a trench, the original balance of the soil is broken. Even under the protection of a slurry, the disturbed soil will move in the direction of the trench section. The movement trend of the soil near the trench wall is obvious. As the distance from the trench wall increases, the movement tendency of the soil gradually decreases. The movement of the soil is hindered by the shear strength of the adjacent soil contact surface. When the distance between the soil and the trench wall reaches a certain value, the shear strength can keep the position of the soil unchanged by reducing the earth pressure of moving soil. This transfer of earth pressure from the moving soil to the adjacent static soil is called the soil arching effect.

Due to the soil arching effect, the soil behind the trench wall forms a natural arch. When the trench wall is unstable, the soil in the natural arch moves toward the trench and reaches the limit equilibrium state; nevertheless, the soils on both sides of the trench wall do not move and are always in a static state. The arching of the trench wall is shown in Figure 1(a). Using the symmetry of Figure 1(a), it can be simplified to Figure 1(b). There is only an axial force at any position of the natural arch, and the bending moment and shear force are both zero. The earth pressure acting on the natural arch along the Y axis is . According to the Rankine earth pressure theory, the following results are obtained:

(a)

(b)

The earth pressure acting on the natural arch along the X axis is . Since is the static earth pressure, according to the formula of static earth pressure, the following results can be obtained:

There is only an axial force acting on any section of a natural arch, and the bending moment and shear force are both zero. In Figure 1(b), the moment is taken from point B to any point on the axis; according to the condition ,

The following conclusions can be drawn from the calculation:

When and , substituting equation (1) leads to the following conclusion:

Substituting equations (1) and (2) into equation (5), it can be seen that

In equations (1)–(6), is the average value of the uniform distribution , φ is the internal friction angle of the soil , the length of the trench wall is , and is the height of the natural arch .

According to the analysis of the soil arch effect, the disturbance caused by the excavation of the trench section of the diaphragm wall is semielliptical. The height of the soil arch is determined by the length of the trench section and the internal friction angle of the soil. The longer the trench section is, the greater the height of the soil arch is; the smaller the internal friction angle of the soil is, the greater the height of the soil arch is.

3. Local Stability Analysis of Trench Wall

3.1. Basic Assumptions

(1)The soil is isotropic and homogeneous(2)The sliding surface is rigid and undeformed(3)The seepage and softening of groundwater are not considered(4)The sliding surface is an inclined plane

3.2. Establishment of the Collapse Body Model

When the diaphragm wall passes through the weak interlayer, the slurry pressure acting on the weak interlayer cannot maintain the stability of the trench wall; this leads to the collapse of soil in the weak interlayer and local instability, as shown in Figure 2. The distance from the slurry to the surface is , and the weight of slurry is ; the distance from groundwater to the surface is , and the weight of groundwater is ; the thickness of the overlying soil on the weak interlayer is Z₁, the average weight of the overlying soil is γ₁, and the buoyancy unit weight of the overlying soil is ; the weak interlayer is located below the groundwater level, the thickness of the weak interlayer is , the buoyancy unit weight is , and the cohesion and friction angle are c and φ, respectively.

From the foregoing, it can be seen that the influence area of the trench construction on the trench wall is semielliptical. According to the plastic limit failure theory, the angle between the sliding surface and the horizontal plane is [21]. When the thickness of the weak interlayer , the failure model formed by the instability of the local trench wall is shown in Figure 3 and the length of the trench section is .

3.3. Force Analysis of the Collapse Body Model

The forces acting on the failure model include the following: the self-weight of the failure model is W, the vertical pressure of the overlying soil is Q, the cohesion force of the top surface is P_c, the friction resistance of the sliding surface is R, the lateral friction force is T, and the effective slurry supporting force is P. The loading analysis of the instability model is shown in Figure 4.

3.3.1. Collapse Body Weight

Since the instability model is located below the groundwater level, the weight of the collapse body is equal to the volume multiplied by the buoyancy unit weight of the soil. First, the volume of the collapse body is determined. The top surface area of the collapse body is calculated as follows:

The volume of the collapse body is as follows:

The weight of the collapse body is as follows:

3.3.2. Vertical Pressure of Overlying Soil

The vertical pressure of the overlying soil layer over the instability model is the force acting on the CDEF area on the top surface by the surface load and the weight of the overlying soil. Taking into account the space effect of the trench wall, Huder [22] corrected the vertical stress caused by its own weight, and the correction factor is as follows:

The vertical stress acting on the CDEF plane is as follows:

The vertical pressure on the top surface CDEF of the instability model is as follows:

In equations (9)-(10), , , is the coefficient of earth pressure, is the uniform load on the ground , and the other symbols are defined as above.

3.3.3. Cohesion on the Top Surface of the Collapse Body

where c is the cohesion of the weak interlayer .

3.3.4. Side Friction

The collapse body is discretized into tiny steps along the Y axis along the top surface arc CD. When the collapse body slides along the inclined sliding surface, there is a tensile stress on the step surface parallel to the X axis direction, which can be ignored, parallel to Y direction. The projection of the friction in the axial direction is MJ, as shown in Figure 5. The profiles of the CDG and FEH surfaces are projected on the YZ plane, and the side friction is calculated with the projected area MJK. The friction resistance is composed of friction and cohesion acting on the side. The average horizontal stress acting on profiles CDG and FEH is as follows:where is the coefficient of static earth pressure, .

The frictional resistance on profiles CDG and FEH is as follows:

3.3.5. Effective Supporting Pressure of Slurry

The effective supporting pressure of the slurry is the combined forces of slurry pressure and groundwater pressure on the trench wall. The slurry pressure acting on CFHG is as follows:

3.3.6. Friction of Sliding Surface

The friction resistance acting on the sliding surface DEHG is composed of friction and cohesion. The force balance equation in the normal direction of the sliding surface is as follows:

The frictional resistance on the sliding surface is as follows:

The equilibrium equation established along the tangent direction of the sliding surface is as follows:

Substituting equations (17) and (18) into equation (19), the safety factor of the trench wall can be obtained as follows:

3.4. Analysis of Influence Factors for Local Stability of Trench Walls

It is assumed that the relevant parameters of the trench wall and stratum are as follows: the length of the trench section is 2a = 6 m; the depth of the trench is 50 m; the mud weight = 11 kN/m³; the slurry level is flush with the ground; the distance from groundwater level to ground surface is ; the ground water weight ; the overlying soil layer is homogeneous, with the gravity , and the buoyant gravity ; the buoyant gravity of the weak interlayer is ; cohesion c = 0 kPa; the internal friction angle ; and the thickness of the weak interlayer is This paper analyzes the influences of variations in the parameters on the local safety factor of the trough wall when the soil thickness of the weak interlayer is 20 m, 30 m, 40 m, or 50 m.

3.4.1. Influence of the Weak Interlayer on the Local Stability of the Trench Wall

Figure 6 shows the variations in the safety factor with the cohesion, internal friction angle, and thickness of the weak interlayer.

As shown in Figure 6, as the cohesion of the weak interlayer increases, the safety factor gradually increases, and the relationship between them is linear. When the cohesion increases from 0 kPa to 30 kPa, the safety factors for the thickness of the overburden soil at 20 m, 30 m, 40 m, and 50 m increase by 0.77, 0.68, 0.64, and 0.63, respectively, indicating that cohesion plays an important role in stabilizing the trench wall. The smaller the cohesion is, the worse the stability of the trench wall is. The greater the cohesion is, the better the stability of the trench wall is. As far as the thickness of the overburden soil is concerned, the safety factors at the thicknesses 20 m and 30 m are basically the same; the safety factor difference between the thicknesses at 30 m and 40 m assumes a certain value, which does not change with increasing cohesion.

Figure 7 shows that as the internal friction angle of the weak interlayer increases, the local safety factor of the trench wall gradually increases, and the two basically exhibit a linear relationship. When the internal friction angle increases from 10° to 30°, the safety factors at the 20 m, 30 m, 40 m, and 50 m thicknesses of the overburden soil increase by 0.58, 0.63, 0.69, and 0.76, respectively. This shows that the internal friction angle has a very important effect on the local stability of the trench wall. When the internal friction angle is small, the thickness of the overburden soil increases, and the increase in the safety factor is small. When the friction angle is great, the thickness of the overburden soil increases, and the safety factor gradually increases.

As shown in Figure 8, when the thickness of the weak interlayer is constant, as the thickness of the overburden soil increases, the safety factor gradually increases. When the thickness of the weak interlayer is small, the safety factor is small; when the thickness of the weak interlayer is great, the safety factor is also great. When the thickness of the weak interlayer increases from 0.5 m to 4.0 m, the safety factors for the covering soil thicknesses of 20 m, 30 m, 40 m, and 50 m increase by 0.31, 0.32, 0.33, and 0.35, respectively. Compared with the cohesion and internal friction angle of the weak interlayer, the thickness of the weak interlayer has a relatively small effect on the stability of the trench.

3.4.2. Influence of Slurry on Local Stability of Trench Wall

Figure 9 shows the variations in the safety factor with changes in slurry gravity and level. When the slurry gravity is constant, the greater the overburden soil thickness is, the greater the safety factor is and the greater the stability of the trench wall is. With increasing slurry gravity, the local safety factor of the trench wall increases gradually, and the relationship between them is linear. When the slurry gravity increased from 10.5 kN/m³ to 13.0 kN/m³, the safety factors increased by 0.77 for thickness of overburden soil 20 m, 1.02 for thickness of overburden soil 30 m, 1.29 for thickness of overburden soil 40 m, and 1.57 for thickness of overburden soil 50 m, respectively. Therefore, during the construction of the trench, the slurry gravity can be appropriately increased to ensure the stability of the trench wall. The newly prepared slurry gravity is not less than 10.5 kN/m³. However, if the slurry gravity is too great, the fluidity of the mud will become poor, which not only affects the pouring of concrete but also makes it difficult to pump the concrete. The slurry gravity after cleaning is generally not greater than 11.5 kN/m³.

As shown in Figure 10, when the slurry level is constant, the greater the overburden soil thickness of the weak interlayer is, the greater the safety factor is. As the depth of the slurry level increases, the safety factor gradually decreases, and the relationship between the two is linear. When the depth of the slurry level increases from the surface to 2.5 m, the safety factors at the covering soil thicknesses of 20 m, 30 m, 40 m, and 50 m are reduced by 0.41, 0.37, 0.35, and 0.34, respectively. Therefore, during the construction of the trench, to ensure the stability of the trench wall, the slurry level can be flush with the top surface of the guide wall.

3.4.3. Influence of Trench Section Length on Local Stability of Trench Wall

Figure 11 shows the variation law of the safety factor as a function of the length of the trench section. When the length of the trench section is constant, the greater the overburden soil thickness is, the greater the safety factor is. As the length of the trench section increases, the safety factor gradually decreases. When the length of the trench section is increased from 4.0 m to 7.0 m, the local safety factors of the trench wall at thicknesses of 20 m, 30 m, 40 m, and 50 m are reduced by 0.32, 0.43, 0.53, and 0.63, respectively. The length of the trench section should not exceed 6 m during the construction of the trench.

4. Case Study

The deep foundation pit of a certain station adopts the diaphragm wall as the retaining structure. The diaphragm wall is 30 m deep, and the single trench section is 6 m long and 800 mm thick. The landform type of the site belongs to the alluvial plain of the Yangtze River Delta, the terrain is relatively flat, the ground elevation is generally 2.0∼6.5 m, and the buried depth of the groundwater level is 3 m. The stratum of the site is dominated by soft soil, and the depth, thickness, and performance of the soil layer vary greatly. The strata from top to bottom are ① filled soil, ② sandy silt, ③ silty sand, ④₁ silty clay, ④₂ muddy clay, ⑤₁ silt, and ⑤₂ silty clay with sand. The physical and mechanical parameters of the soil layer are shown in Table 1.

According to the stratigraphic parameters in this area, due to the high silt contents of ④₂ and ⑤₁, the cohesion and internal friction angle are small, and local instability easily occurs. The safety factor calculation method in this paper is used to analyze the stability of the trench wall in formations ④₂ and ⑤₁.

For the stability analysis of the ④₂ layer trench wall, the thickness of the overburden soil is 23.2 m, the average severity is 18.45 kN/m³, and the angle of internal friction is 13.1°. The thickness of the weak interlayer is 3 m, the weight is 17.7 kN/m³, the cohesion is 13.8 kPa, the internal friction angle is 13.1°, and the slurry weight is 10.5 kN/m³. The calculation shows that F_s = 1.25, so the trench wall of the ④₂ layer is safe.

For the stability analysis of the ⑤₁ layer trench wall, the thickness of the overburden soil is 26.2 m, the average severity is 18.33 kN/m³, and the angle of internal friction is 13.1°. The thickness of the weak interlayer is 2 m, the weight is 18.4 kN/m³, the cohesion is 6.1 kPa, the internal friction angle is 12.8°, and the slurry weight is 10.5 kN/m³. The calculation shows that F_s = 0.84 ＜ 1.0, so the trench wall of the ⑤₁ layer easily loses stability.

When the construction of the trench was completed, the quality of the trench wall was inspected by ultrasonic methods, and the test results are shown in Figure 12. Trench wall collapse occurred at burial depths of 26–28 m, and the stability of the trench wall at other locations was better. The results of ultrasonic testing effectively verified the safety factor proposed in this paper.

5. Conclusions

This paper reports an extensive study on the local stability of the slurry wall trench of a diaphragm wall. The following conclusions are obtained:(1)The disturbance area caused by trench construction is semielliptical, and the size of the semiellipse is related to the length of the trench section and the angle of internal friction of the soil. The greater the length of the trench section and the internal friction angle of the soil, the greater the disturbance area, which is unfavorable for the stability of the trench wall.(2)Based on the Rankine limit equilibrium principle, a three-dimensional calculation model for the local instability of the trench wall was created. The method for calculating the local stability safety factor of the trench wall was deduced for the situation in which the diaphragm wall passed through the ultradeep weak interlayer. The calculation method of the safety factor was verified by an engineering example, which proves that the model is practical and can predict the local instability of the trench wall.(3)When the diaphragm wall passes through the ultradeep weak interlayer, local instability of the trench wall is prone to occur. The greater the thickness of the overburden, the better the stability of the trench wall. The greater the cohesion and internal friction angle of the weak interlayer, the better the stability of the trench wall. The greater the slurry gravity is, the better the stability of the trench wall is. The higher the slurry level is, the better the stability of the trench wall is. The greater the length of the trench section is, the worse the stability of the trench wall is.(4)The top surface of the local instability model constructed in this paper is a regular plane, which is different from the actual collapsed body. The influence of groundwater seepage was not considered in the force analysis of the instability model. In the next step, the local safety factor of the trench wall should be analyzed based on the shape characteristics of the local instability model and the influence of groundwater seepage.

Data Availability

The data used to support the findings of this study are included in the article.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

This study was supported by the National Key Research and Development Program of China (2018YFC0407006), the Young Scientists Fund of the National Natural Science Foundation of China (51809038), the Postgraduate Innovation Funding Project of Hebei Province (CXZZBS2019153), and the Fundamental Research Funds for the Central Universities (N2001009).

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Copyright © 2021 Chen-Liang An et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

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