# Analysis of the Pile-Soil Combined Effect of Micropiles in Strengthening Expansive Soil Landslide in Southern Shaanxi Based on the Dynamic Soil Arch Model

Authors: Xiao Ding; Hui He; Yonglong Qu; Yixuan Yang
Journal: Advances in Materials Science and Engineering
 (2022)

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## Abstract

Southern Shaanxi region is mountainous and landslide disasters are frequent. Micropile reinforcement technology is widely used in landslide management, especially in landslide emergency rescue projects, due to easy construction, small soil disturbance, and strong site adaptability. Soil arch effect is an important prerequisite for safe and economic performance of the support function of micropile. For the swelling soil landslide of the accumulation layer in southern Shaanxi, firstly, a numerical model is established by means of thermal-mechanical coupling of FLAC3D to explore the variation of the soil arch form with different swelling forces. Then, two theoretical models are proposed under normal working condition and rainfall working condition. The evolution and failure mode of soil arch are analyzed. The results show that the soil expansion after rainfall causes the change of the soil arch mode, the range of pile-soil interaction is obviously reduced, and the soil arch effect is weakened. It should be considered in the design of micropiles in strengthening expansive soil landslide.


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## Body

## 1. Introduction

The mountainous area of southern Shaanxi is located in the Qinling-Bashan mountains of China, with a complex geological structure and special climate. It is one of the areas with high incidence of geological disasters and serious disasters. Based on the investigation data of 3442 landslide disasters in the area, it is found that the accumulated layer landslide accounts for about 92.3% of the total number of landslides, shallow layer landslide accounts for 51%, middle layer landslide accounts for 42%, deep layer landslide accounts for 7%, and some of the landslides are expansive in nature [1, 2].Lizzi [3] proposed the use of micropiles to manage landslides. Since then, many scholars have studied the reinforcement mechanism and design method of micropiles [4–6]. Micropiles are widely used in landslide management in southern Shaanxi Province. When reinforcing landslides, they play a role similar to that of retaining walls, in addition to improving the shear strength of landslides. Due to its structural characteristics of small pile diameter and high density of pile placement, the soil arch structure is formed between piles and multiple rows of piles work together to form a core antislip body [7].Since Terzaghi [8] proposed the soil arch effect, many scholars have studied the soil arch effect [9–11]. The joint action of pile-soil and soil arch effect between piles has also been fully verified [12–14]. The soil arch effect is a prerequisite for the discontinuous support structure to produce a continuous support effect. By making full use of the soil arch effect, the self-bearing capacity of the soil can be brought into play and the design parameters of mini-piles can be determined in a reasonable and economic way. Previous studies have shown that the soil arch has the processes of generation, development, and fracture with the landslide thrust increase, and different stages result in different arching mode [15]. Based on the existing research results, the soil arching effect of expansive soil is studied in this paper.Based on a landslide management project in Mianxian County, southern Shaanxi Province, this paper studies the effect of soil expansion on the pile-soil interaction after rainfall by applying the thermodynamic module of FLAC3D software to simulate soil humidification and expansion through thermal expansion. According to the results of numerical simulation, the shape and force form of the soil arch between piles are analyzed. Then, two soil arch calculation models are proposed under normal working condition and rainfall working condition, the combined effect range of pile and soil is deduced, and the evolution process of the soil arch behind and between micropiles in strengthening expansive soil landslide is studied.


## 2. Numerical Simulation Analysis

### 2.1. Project Overview and Design Parameters of Micropile

A landslide in the north of Yangjiawan Village, Xinjiezi Town, Mianxian County, Hanzhong, is located on the southern edge of the mountain, with a gentler overall form at the front and steeper at the back edge, and the soil is medium-weak expansive soil. The landslide was numerically simulated with a model size of 100 m × 33.6 m × 40 m. Three rows of micropiles were used to reinforce the slope. The micropiles were arranged in plum shape, with a hole depth of 12 m, a hole diameter of 200 mm, a pile spacing of 1.6 m, a row spacing of 1.0 m, and an anchorage depth of 4 m. The landslide soil body adopted the Mohr–Coulomb model, and the pile-soil contact surface adopted the Coulomb shear intrinsic model. The simulation parameters are shown in Table1.Table 1
Numerical simulation mechanical parameters.
NameElastic modulus (Pa)Poisson’s ratioCohesive force (kPa)Internal friction angle (°)Sliding mass2 × 1070.35021.3Landslide bed1.8 × 1090.27030Micropiles2.5 × 10100.15——


### 2.2. Determination of Thermal Expansion Coefficient

WZ-2 swelling instrument was used for the unloaded swelling rate test, and the swelling force of the specimen was measured by triplex medium and low pressure consolidation instrument according to the load balance method. According to the test results, the swelling force of the specimen with moisture content of 18% and dry density of 1.5 was 9.91 kPa and the swelling amount was 1.725 mm [16]. The existing research results show that the temperature field can be used to simulate the humidity field [17]. The ring knife model of the swelling soil was established. Through the thermodynamic module of FLAC3D, the thermal-force coupling analysis was carried out to monitor the stress and displacement on the upper surface of the ring knife model and invert the thermal expansion coefficient of the soil, as shown in Table 2. To study the effect of soil swelling on the combined effect of pile and soil, different swelling forces can be obtained by varying the swelling coefficients, as shown in Table 3.Table 2
Inversion of thermal expansion coefficient of expansive soil.
Thermal expansion coefficient (1/°C)Simulated swelling force (kPa)Tested swelling force (kPa)Swelling force error (%)Simulated swelling amount (mm)Tested swelling amount (mm)Swelling amount error (%)8.51 × 10–49.929.910.11.7581.7251.9Table 3
Relationship between thermal expansion coefficient and swelling force in software.
Thermal expansion coefficient (1/°C)Swelling force (kPa)008.51 × 10–49.921.29 × 10–315.061.71 × 10–319.96


### 2.3. Effects of Soil Expansion on the Combined Effect of Pile and Soil

The simulated swelling forces in the soil are 0 kPa, 9.92 kPa, 15.06 kPa, and 19.96 kPa, and the stresses in they-direction are shown in Figure 1.Figure 1
Positive stress iny-direction under different swelling forces. (a) 0 kPa, (b) 9.92 kPa, (c) 15.06 kPa, and (d) 19.96 kPa.
(a)(b)(c)(d)The simulation results show that when there is no swelling force, the first row of interpile soil arches are fully developed, and an obvious triangular stress superposition zone is formed in front of the pile, which indicates the formation of soil arches at the pile ends. When the swelling force increases to 9.92 kPa, the soil between the piles is squeezed towards the two piles due to the swelling force, the frictional resistance on the pile-soil interface increases, a butterfly-shaped stress area is formed in two sides of the pile, and the soil arch sag between the piles decreases, the combined effect range between the pile and soil becomes smaller. The soil arch at the pile end is transformed into the friction soil arch at the pile side. When the swelling force continues to increase to 15.06 kPa, only residual strength remains in the soil between the first row of piles, the combined effect of the pile and soil fails, the soil between the piles flows, and the landslide thrust is transferred to the second row of piles. When the swelling force is 19.96 kPa, the soil between the first row of piles loses its antislip ability, the arch in the second row of piles degrades to pillow shape, and the landslide thrust is transferred to the soil of the third row of piles.


## 2.1. Project Overview and Design Parameters of Micropile

A landslide in the north of Yangjiawan Village, Xinjiezi Town, Mianxian County, Hanzhong, is located on the southern edge of the mountain, with a gentler overall form at the front and steeper at the back edge, and the soil is medium-weak expansive soil. The landslide was numerically simulated with a model size of 100 m × 33.6 m × 40 m. Three rows of micropiles were used to reinforce the slope. The micropiles were arranged in plum shape, with a hole depth of 12 m, a hole diameter of 200 mm, a pile spacing of 1.6 m, a row spacing of 1.0 m, and an anchorage depth of 4 m. The landslide soil body adopted the Mohr–Coulomb model, and the pile-soil contact surface adopted the Coulomb shear intrinsic model. The simulation parameters are shown in Table1.Table 1
Numerical simulation mechanical parameters.
NameElastic modulus (Pa)Poisson’s ratioCohesive force (kPa)Internal friction angle (°)Sliding mass2 × 1070.35021.3Landslide bed1.8 × 1090.27030Micropiles2.5 × 10100.15——


## 2.2. Determination of Thermal Expansion Coefficient

WZ-2 swelling instrument was used for the unloaded swelling rate test, and the swelling force of the specimen was measured by triplex medium and low pressure consolidation instrument according to the load balance method. According to the test results, the swelling force of the specimen with moisture content of 18% and dry density of 1.5 was 9.91 kPa and the swelling amount was 1.725 mm [16]. The existing research results show that the temperature field can be used to simulate the humidity field [17]. The ring knife model of the swelling soil was established. Through the thermodynamic module of FLAC3D, the thermal-force coupling analysis was carried out to monitor the stress and displacement on the upper surface of the ring knife model and invert the thermal expansion coefficient of the soil, as shown in Table 2. To study the effect of soil swelling on the combined effect of pile and soil, different swelling forces can be obtained by varying the swelling coefficients, as shown in Table 3.Table 2
Inversion of thermal expansion coefficient of expansive soil.
Thermal expansion coefficient (1/°C)Simulated swelling force (kPa)Tested swelling force (kPa)Swelling force error (%)Simulated swelling amount (mm)Tested swelling amount (mm)Swelling amount error (%)8.51 × 10–49.929.910.11.7581.7251.9Table 3
Relationship between thermal expansion coefficient and swelling force in software.
Thermal expansion coefficient (1/°C)Swelling force (kPa)008.51 × 10–49.921.29 × 10–315.061.71 × 10–319.96


## 2.3. Effects of Soil Expansion on the Combined Effect of Pile and Soil

The simulated swelling forces in the soil are 0 kPa, 9.92 kPa, 15.06 kPa, and 19.96 kPa, and the stresses in they-direction are shown in Figure 1.Figure 1
Positive stress iny-direction under different swelling forces. (a) 0 kPa, (b) 9.92 kPa, (c) 15.06 kPa, and (d) 19.96 kPa.
(a)(b)(c)(d)The simulation results show that when there is no swelling force, the first row of interpile soil arches are fully developed, and an obvious triangular stress superposition zone is formed in front of the pile, which indicates the formation of soil arches at the pile ends. When the swelling force increases to 9.92 kPa, the soil between the piles is squeezed towards the two piles due to the swelling force, the frictional resistance on the pile-soil interface increases, a butterfly-shaped stress area is formed in two sides of the pile, and the soil arch sag between the piles decreases, the combined effect range between the pile and soil becomes smaller. The soil arch at the pile end is transformed into the friction soil arch at the pile side. When the swelling force continues to increase to 15.06 kPa, only residual strength remains in the soil between the first row of piles, the combined effect of the pile and soil fails, the soil between the piles flows, and the landslide thrust is transferred to the second row of piles. When the swelling force is 19.96 kPa, the soil between the first row of piles loses its antislip ability, the arch in the second row of piles degrades to pillow shape, and the landslide thrust is transferred to the soil of the third row of piles.


## 3. Calculation of the Soil Arch Effect between Piles

### 3.1. Analysis of the Combined Effect of Pile-Soil under Normal Working Conditions

The soil arch form at the pile end is analyzed by a three-hinged arch, whose axis is a reasonable arch axis, and there is only axial force but no shear force and bending moment on the arch cross section. As shown in Figure2, due to the symmetry of the arch structure, half arch is taken for analysis, q is the landslide thrust, l is the soil arch span, f is the soil arch vector height, t is the soil arch thickness, and FAx and FAy are the horizontal and vertical support reactions at the arch foot.Figure 2
The force analysis of the soil arch between piles.According to the vertical static equilibrium conditionFAy−1/2ql=0, it is obtained as follows:(1)FAy=ql2.For the moment of pointC at the top, there is(2)FAxf−FAyl2+ql24=0.The horizontal direction support reaction force can be obtained as follows:(3)FAx=ql28f.Substitute equations (1) and (3) into equation (2) to obtain the arch axis equation:(4)y=4fxl−xl2.The axial force at the arch foot on the arch axis is as follows:(5)N=FAx2+FAy2=qll2+16f28f.High span relationship is as follows:(6)tanα=4fl.Force analysis of the triangular pressure zone at the arch foot is shown in Figure3. The failure mode of the soil arch at the pile end is as follows: shear failure occurs in the triangular pressure zone, and its failure surface is at δ angle with the surface of large main stress action, as shown in Figure 4.Figure 3
Force analysis of the triangular pressure zone at the arch foot.Figure 4
Stress distribution of microunits in the triangular pressure zone.According to equation (5), the compressive stress σ0 at the arch foot is as follows:(7)σ0=Ndsinθ=qll2+16f28fdsinθ=ql2dsinθsinα.According to the geometric relationship in Figure3:(8)θ=135∘2+ϕ4.It can be seen from Figure4 that the stress state at the arch foot is(9)σ1=2σ0sinα,σ3=σ0cosα.Substitute equation (7) into equation (9), and it is obtained that:(10)σ1=qldsinθ,σ3=qlcosα2dsinαsinθ.Based on the Mohr–Coulomb criterion, there is(11)σ1=σ3tan2δ+2ctanδ,where δ=45∘+ϕ/2.Substitute equations (6) and (10) into equation (11), and the vector height of the soil arch can be obtained, that is, the influence range of the combined effect of piles and soil:(12)ql2tanδ−8fql+16fcdsinθ⋅tanδ=0,where q is the landslide thrust; l is the soil arch span; δ is the angle between the large principal stress surface and the failure surface; c is the soil cohesion; d is the pile diameter; f is the vector height of the soil arch.


### 3.2. Analysis of the Combined Effect of Pile and Soil When the Soil Swells under Rainfall Conditions

Under the rainfall condition, the swelling soil slope body expands and the soil arch between the piles fails in the span under the swelling force. Since it is assumed that the soil arch structure is a reasonable arch axis and the span center is a unidirectional force, the reason for the failure of the soil arch due to expansion is analyzed by the schematic diagram of the main stress change before and after the expansion of the microunit body, and the relationship between the Mohr circle and shear strength wrap is shown in Figures5 and 6. The right circle in Figure 5 is a one-way compressive Mohr stress circle without considering the effect of swelling force, and the maximum principal stress it can bear is σ1. When the soil is subjected to swelling stress, the large principal stress moves to the left and becomes σ1 + σp, where σp is the swelling stress. The stress circle translates to the left, the stress circle cuts with the strength envelope, the soil is damaged, sheds backward, and squeezes the soil behind the arch. After the rear soil is extruded, the shear strength of the soil increases and the strength line moves up to reach a new equilibrium.Figure 5
The main stress change before and after the expansion of the microunit body.Figure 6
The relationship between the Mohr circle and shear strength wrap.According to the relationship in the figure, it can be deduced that(13)σc=σptan2δ+2ctanδ,where σc is the major principal stress; σp is the swelling stress.The failure mode of the pile-side friction soil arch: the midspan section is damaged, and the force on the midspan section is shown in Figure7. It can be obtained as follows:(14)σc=FAxt=ql2cosδ8fd.Figure 7
Schematic diagram of the force of the midspan section under the action of swelling force.Combining equations (13) and (14), it can be obtained as follows:(15)f=ql2cosδ8dσptan2δ+2ctanδ.


### 3.3. Comparison of Theoretical and Simulated Values of Engineering Examples

The example parameters are analyzed with the numerical simulation. The soil cohesionc = 50 kPa, internal friction angle φ = 21.3°, landslide thrust q = 45 kPa, pile spacing l = 1.6 m, and pile diameter d = 0.2 m. When they are substituted into equation (12), the influence range of pile front under normal working condition can be obtained, which is similar to [15, 18]. When they are substituted into equation (15), the influence range of pile front can be obtained under rainfall condition when the swelling expansion force is σp = 9.92 kPa. The results are compared with the numerical simulation results in Table 4, and the theoretical calculation results are similar to the numerical calculation results.Table 4
Comparison between theoretical and simulated values of the combined effect range of pile and soil.
Calculation methodInfluence range of pile front under normal working conditionInfluence range of pile front under rainfall conditionNumeral calculation0.4∼0.6 m0.2∼0.3 mTheoretical calculation0.477 m0.243 m


## 3.1. Analysis of the Combined Effect of Pile-Soil under Normal Working Conditions

The soil arch form at the pile end is analyzed by a three-hinged arch, whose axis is a reasonable arch axis, and there is only axial force but no shear force and bending moment on the arch cross section. As shown in Figure2, due to the symmetry of the arch structure, half arch is taken for analysis, q is the landslide thrust, l is the soil arch span, f is the soil arch vector height, t is the soil arch thickness, and FAx and FAy are the horizontal and vertical support reactions at the arch foot.Figure 2
The force analysis of the soil arch between piles.According to the vertical static equilibrium conditionFAy−1/2ql=0, it is obtained as follows:(1)FAy=ql2.For the moment of pointC at the top, there is(2)FAxf−FAyl2+ql24=0.The horizontal direction support reaction force can be obtained as follows:(3)FAx=ql28f.Substitute equations (1) and (3) into equation (2) to obtain the arch axis equation:(4)y=4fxl−xl2.The axial force at the arch foot on the arch axis is as follows:(5)N=FAx2+FAy2=qll2+16f28f.High span relationship is as follows:(6)tanα=4fl.Force analysis of the triangular pressure zone at the arch foot is shown in Figure3. The failure mode of the soil arch at the pile end is as follows: shear failure occurs in the triangular pressure zone, and its failure surface is at δ angle with the surface of large main stress action, as shown in Figure 4.Figure 3
Force analysis of the triangular pressure zone at the arch foot.Figure 4
Stress distribution of microunits in the triangular pressure zone.According to equation (5), the compressive stress σ0 at the arch foot is as follows:(7)σ0=Ndsinθ=qll2+16f28fdsinθ=ql2dsinθsinα.According to the geometric relationship in Figure3:(8)θ=135∘2+ϕ4.It can be seen from Figure4 that the stress state at the arch foot is(9)σ1=2σ0sinα,σ3=σ0cosα.Substitute equation (7) into equation (9), and it is obtained that:(10)σ1=qldsinθ,σ3=qlcosα2dsinαsinθ.Based on the Mohr–Coulomb criterion, there is(11)σ1=σ3tan2δ+2ctanδ,where δ=45∘+ϕ/2.Substitute equations (6) and (10) into equation (11), and the vector height of the soil arch can be obtained, that is, the influence range of the combined effect of piles and soil:(12)ql2tanδ−8fql+16fcdsinθ⋅tanδ=0,where q is the landslide thrust; l is the soil arch span; δ is the angle between the large principal stress surface and the failure surface; c is the soil cohesion; d is the pile diameter; f is the vector height of the soil arch.


## 3.2. Analysis of the Combined Effect of Pile and Soil When the Soil Swells under Rainfall Conditions

Under the rainfall condition, the swelling soil slope body expands and the soil arch between the piles fails in the span under the swelling force. Since it is assumed that the soil arch structure is a reasonable arch axis and the span center is a unidirectional force, the reason for the failure of the soil arch due to expansion is analyzed by the schematic diagram of the main stress change before and after the expansion of the microunit body, and the relationship between the Mohr circle and shear strength wrap is shown in Figures5 and 6. The right circle in Figure 5 is a one-way compressive Mohr stress circle without considering the effect of swelling force, and the maximum principal stress it can bear is σ1. When the soil is subjected to swelling stress, the large principal stress moves to the left and becomes σ1 + σp, where σp is the swelling stress. The stress circle translates to the left, the stress circle cuts with the strength envelope, the soil is damaged, sheds backward, and squeezes the soil behind the arch. After the rear soil is extruded, the shear strength of the soil increases and the strength line moves up to reach a new equilibrium.Figure 5
The main stress change before and after the expansion of the microunit body.Figure 6
The relationship between the Mohr circle and shear strength wrap.According to the relationship in the figure, it can be deduced that(13)σc=σptan2δ+2ctanδ,where σc is the major principal stress; σp is the swelling stress.The failure mode of the pile-side friction soil arch: the midspan section is damaged, and the force on the midspan section is shown in Figure7. It can be obtained as follows:(14)σc=FAxt=ql2cosδ8fd.Figure 7
Schematic diagram of the force of the midspan section under the action of swelling force.Combining equations (13) and (14), it can be obtained as follows:(15)f=ql2cosδ8dσptan2δ+2ctanδ.


## 3.3. Comparison of Theoretical and Simulated Values of Engineering Examples

The example parameters are analyzed with the numerical simulation. The soil cohesionc = 50 kPa, internal friction angle φ = 21.3°, landslide thrust q = 45 kPa, pile spacing l = 1.6 m, and pile diameter d = 0.2 m. When they are substituted into equation (12), the influence range of pile front under normal working condition can be obtained, which is similar to [15, 18]. When they are substituted into equation (15), the influence range of pile front can be obtained under rainfall condition when the swelling expansion force is σp = 9.92 kPa. The results are compared with the numerical simulation results in Table 4, and the theoretical calculation results are similar to the numerical calculation results.Table 4
Comparison between theoretical and simulated values of the combined effect range of pile and soil.
Calculation methodInfluence range of pile front under normal working conditionInfluence range of pile front under rainfall conditionNumeral calculation0.4∼0.6 m0.2∼0.3 mTheoretical calculation0.477 m0.243 m


## 4. Conclusion

(1)
The landslide management project in Mianxian County is analyzed by applying the thermodynamic module of FLAC3D software to simulate the humidity field through temperature field. Inverting the thermal expansion coefficients from the test data, the joint action of pile-soil and soil arch effect under different expansion forces can be simulated, and the processes of soil arch generation, development, and fracture can be well presented.(2)
Considering the effect of soil expansion on the soil arch effect, according to the simulation results, it is concluded that the form of soil arch under normal working condition is the soil arch at the pile end. Under the rainfall condition, the expansion force changes the stress mode of pile-soil and the soil arch translates to the frictional soil arch on the pile side.(3)
The soil arch analysis model is established according to the soil arch failure model. Under normal working conditions, the compression zone of the arch triangle is damaged. Under rainfall conditions, the midspan section of the soil arch is damaged. The combined effect range of piles and soil under the two soil arching modes is deduced. Under normal working conditions, the combined effect range of pile and soil is 2∼3 times the pile diameter, and the combined effect range of pile and soil after rainfall is 1∼1.5 times the pile diameter. The results show that the soil expansion after rainfall causes the range reduction of pile-soil interaction and weakening of the soil arch effect.



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*Source: 8114708-2022-11-14.xml*