# Computation Method for the Settlement of a Vertically Loaded Pile in Sloping Ground

Authors: Chong Jiang; Wen-yan Wu; Jia-li He; Lu-jie Chen
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

Based on the hyperbolic curve tangent modulus method and the wedge stress theory, this paper proposes a calculation method for the settlement of a vertically loaded single pile in sloping ground. By establishing the relationship between the initial tangent modulus and the compression modulus of the slope soil, the tangent modulus of the slope soil is obtained combining with Mindlin-Geddes solution and Hansen formula, and the solution of the pile settlement in sloping ground is derived. Then, a series of numerical analyses are carried out to examine the feasibility of the proposed method. Finally, the effect of parameters is discussed in detail, including the slope angle, the distance of the pile from the slope crest, and the soil properties around the pile. The results show that the pile settlement will increase by increasing the slope angle or decreasing the distance of the pile from the slope crest, and the effect of the two parameters on the pile settlement is coupling-related. Besides, the compression modulus, cohesion, and internal friction angle of the soil around the pile are negatively related to the pile settlement and it is found that the compression modulus of the soil is the more influential parameter.


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## Body

## 1. Introduction

Pile foundations are one of the widely used foundations, which are often used in the transmission tower, high-rise building, bridge engineering, and other structures. These structures are often built in or near the slope. The calculation of the pile settlement is an important part of the pile foundation design in sloping ground [1].At present, the majority of studies focus on the theoretical calculation methods of the pile settlement in flat ground, mainly including the elastic theory method [2, 3], the shearing displacement method [4], the load transfer method [5], and the layerwise summation method. In recent years, based on the above theoretical methods, many researchers have carried out further research on the nonlinear calculation of the pile settlement [6–8]. For example, Zhao et al. [9] used the energy method to calculate the pile settlement with a high bearing platform. According to the cylindrical cavity expansion theory and the load-transfer models, Zhang et al. [10] established the nonlinear deformation calculation method of the pile foundation in sand. In addition, a series of optimization calculation methods of the pile settlement under different conditions in flat ground are proposed [11–13]. However, the pile behavior in sloping ground is different from that in flat ground. First, the stress state of the soil in sloping ground changes because the soil around the pile is in an asymmetric space which is different from the semi-infinite space in flat ground. Second, the lack of soil in a slope reduces the constraint of the soil on the pile and the Earth pressure on the pile side will inevitably decrease; therefore, the ultimate bearing capacity of the pile tip in sloping ground decreases. Finally, the slope effect is generated; that is, the pile displacement in sloping ground is larger than that in flat ground under the same load. As a result, the calculation methods of the pile settlement in flat ground are no longer suitable for piles in sloping ground. However, the research on the calculation method of the pile settlement in sloping ground is limited. Most of the researchers have investigated the lateral response [14–16], lateral deformation [17, 18], and lateral bearing capacity [19–21] of pile foundations or the load transfer law of pile foundations under vertical load [22] in sloping ground. Therefore, it is necessary to establish the calculation method of the pile settlement in sloping ground.Based on the hyperbolic curve tangent modulus method, considering the slope effect, this paper establishes the calculation method of the pile settlement in sloping ground and performs parametric studies. Firstly, based on the wedge stress theory, the three-direction stress relationship of soil in sloping ground under the self-weight is studied, and the relationship between the initial tangent modulusE0 and the compression modulus Es is deduced. Then, combined with the tip resistance ratio of the pile in sloping ground, Mindlin-Geddes solution is improved to calculate the additional stress of the pile tip. Besides, Hansen formula is used to calculate the ultimate resistance at the pile tip, which can consider the inclination of the ground. Finally, the pile settlement in sloping ground is calculated by combining with the layerwise summation method. In addition, the theoretical results are compared with the numerical simulation results. The influential parameters including the slope angle, the distance of the pile from the slope crest, the compression modulus, cohesion, and internal friction angle of the soil around the pile are analyzed.


## 2. Calculation Method of the Pile Settlement in Sloping Ground Based on the Hyperbolic Curve Tangent Modulus Method

### 2.1. Basic Assumptions

The schematic of the model analyzed is illustrated in Figure1. (r, θ) is the polar coordinate system, (x, z) is the rectangular coordinate system, and the y direction is perpendicular to the x-z plane. The stress of the soil around the pile under the self-weight is ρg. The basic assumptions are made as follows for simplicity:(1)
The pile is rigid without compression deformation. The settlement at the pile tip is equal to the settlement at the pile top.(2)
Both soil and pile are homogeneous and isotropic.(3)
The slope is stable without instability and damage.Figure 1
Schematic view of the model.


### 2.2. Calculation Method of the Pile Settlement in Sloping Ground

Based on the hyperbolic curve tangent modulus method [23], the load-settlement curve of the pile is assumed to be a hyperbolic curve:(1)P=Sa+bS,where a and b are fitting parameters of the hyperbolic curve, which can be obtained by curve fitting.Then the tangent modulus of the soil at any depth under the pile tip is(2)Et=1−RfPzPu2E0.Combined with the layerwise summation method, it can be obtained that, under the load incrementPi, the compression ΔSij of the soil layer Δhj at a certain depth under the pile is(3)ΔSij=PiΔhjEt.After obtaining the compression of each layered soil, the total settlementSi of the pile tip under each load level can be obtained:(4)Si=∑j=1nΔSij.In order to consider the slope effect on the pile settlement, based on the wedge stress theory, the initial tangent modulus equation of the soil in a slope is derived. Then, by introducing Mindlin-Geddes solution and Hansen formula, the tangent modulus of the pile in sloping ground is obtained according to equation (2), and the calculation method of the pile settlement in sloping ground is finally established by combining equation (3) with equation (4).


#### 2.2.1. Initial Tangent Modulus Equation of the Pile in Sloping Ground Based on Wedge Theory

In order to study the three-dimensional stress relationship of the soil in a slope, the elastic stress solution of the soil in a slope under the self-weight in [24] is introduced:(5)σr=14ρgr3cos2β−2cos2βcosθ−cos3θ+tgβsinθ−3sin3θ+ρgrcosθ,(6)σθ=14ρgr3cos2β−2cos2β3cosθ+cos3θ+tgβsinθ+3sin3θ+ρgrcosθ,(7)τrθ=14ρgr3cos2β−2cos2βsinθ+sin3θ+tgβcosθ+3cos3θ,where σr, σθ, and τrθ are the elastic stress solutions of the soil in the polar coordinate system.Equations (5)∼(7) in the polar coordinate are transformed to elastic stress solution in rectangular coordinate system as equations (8)∼(10) for simplicity:(8)σz=σr+σθ2+σr−σθ2cos2θ−τrθsin2θ,(9)σx=σr+σθ2−σr−σθ2cos2θ+τrθsin2θ,(10)τzx=σr−σθ2sin2θ+τrθcos2θ,where σz, σx, and τzx are the elastic stress solutions of the soil in the rectangular coordinate system.The soil mass on the central axis of the pile body includes(11)rcosθ=z,(12)rsinθ=x.In the rectangular coordinate system, the elastic stress solution of the soil in a slope under the self-weight stress can be obtained by equations (5)∼(12):(13)σ=ρgz,(14)σx=−ρgz2cos2β−2cos2β+xtgβ,(15)τzx=ρgztgβ.According to equation (16), which is the principal stress transformation equation, the maximum principal stress σ1 and the minimum principal stress σ2 can be obtained:(16)σ1σ1=σz+σx2±σz−σx22+τzx2.Suppose that this is a plane strain problem and the longitudinal strainσx=k1σz, combined with Hooke’s law:(17)εy=1E0σy−υσz+σx.The third principal stress can be calculated:(18)σy=υσz+σx.Therefore, based on equations (13)∼(18), the three-dimensional stress solution of soil in a slope can be obtained. The three-dimensional stress relationship of soil in a slope under self-weight is expressed in equations (19) and (20).(19)σx=k1σz,(20)σy=k2σz,where k1 and k2 are the ratio of horizontal stresses σx and σy and vertical stress σz.In the confining compression test, the relationship between soil stress, strain, and compression modulusEs is as follows:(21)εz=σzEs.Under the condition of triaxial test, according to the generalized Hooke’s law, the vertical strain of soil is as follows:(22)εz=σzE0−υσxE0−υσyE0.Assuming that the initial state of the soil is the same under different test conditions [25], the relationship between the initial tangent modulus E0 and the compression modulus Es can be obtained by combining equations (21) and (22), that is, the initial tangent modulus equation of the pile in sloping ground:(23)E0=Es1−υk1−υK2.


#### 2.2.2. Additional Stress Solution of the Soil at the Pile Tip

In order to consider the slope effect on the additional stress of the soil at the pile tip, the resistance ratioδ (end resistance ratio δ = pile end resistance/pile top load) of the pile tip in sloping ground is introduced to improve the Mindlin-Geddes solution [26]. In this solution, the vertical load P on the pile top is divided into two parts: the pile end resistance δP and the pile side friction (1 − δ)P. It is assumed that pile side friction resistance is a triangular distribution with linear increase along the pile depth, as shown in Figure 2.Figure 2
Decomposition of pile load in Mindlin-Geddes solution [26].Then the additional stress of the soil under the pile tip is produced by the pile tip resistance and the pile side friction resistance:(24)pz=pzp+pzs.The pile tip resistance and pile side friction are assumed to be the internal concentrated force of soil, and the additional stress produced by the pile tip resistance is(25)pzp=δPH2Ip,(26)Ip=18π1−υ1−2υm−1A3−1−2υm−1B3+3m−1A5+33−4υmm+12−3m+15m+1B5+30mm+13B7.The additional stress caused by the pile side friction is(27)pzs=PH21−δIs,(28)Is=14π1−υ22−υA−22−υ4m+1−21−2υ1+mm2/n2B−21−2υm3/n2−82−υmF−mn2+m−13A−4υn2m+4m3−15n2m−25+2υm/n2m+13B3−12m/n2m5+6m3+25+2υm/n2m3F3−6mn2n2−m2+12m/n2m+15B5+12m/n2m5+6mn2n2−m2F5+22−υInA+m−1F+m×B+m+1F+m,where A2=n2+m−12; B2=n2+m+12; F2=n2+m2; n=x/H; and m=z/H.Therefore, according to equations (24)∼(28), the additional stress on the soil at any depth of the pile tip under the vertical load P can be calculated. The pile tip resistance ratio δ is generally determined by the actual measurement data of local engineering [26]. In this paper, the Mindlin-Geddes solution is improved by using the pile tip resistance ratio in sloping ground obtained from numerical simulation.


#### 2.2.3. Solution of the Ultimate Resistance at the Pile Tip

In order to consider the slope effect on the ultimate resistance of the pile tip, Hansen solution [25] is used to calculate the ultimate resistance of the pile tip:(29)pu=12γDNrsrdrgrbr+qNqsqdqiqgqbq+cNcscdcicgcbc.In this paper, since load inclination and foundation bottom inclination are not considered,ir, iq, ic, br, bq, and bc are all taken as 1.


### 2.3. Determination of Calculation Parameters

The method of parameter determination [25, 26] is shown in Table 1.Table 1
Determination of calculation parameters.
ParametersDetermination methodParametersDetermination methoda, bObtained from P-S curve fittingsrSc=1−0.4D/HRfAccording to experience value, generally between 0.85 and 1.00sqSq=1+D/HtanϕΡ,c, υ, γ, φ, EsDetermination by laboratory test or field testscSc=1+0.2D/HδStatistical determination of measured data of local projectsgcgc=1−α/147°NqNq=eπtanϕtan245°+ϕ/2gagq=1−0.5tanα5NcNc=Nq−1cotϕgrgr=1−0.5tanα5NrNr=1.5Nq−1tanϕdrdr=1.0dqdq=1+2tanϕ1−sinϕ2H/Ddcdc=1+0.4H/D


## 2.1. Basic Assumptions

The schematic of the model analyzed is illustrated in Figure1. (r, θ) is the polar coordinate system, (x, z) is the rectangular coordinate system, and the y direction is perpendicular to the x-z plane. The stress of the soil around the pile under the self-weight is ρg. The basic assumptions are made as follows for simplicity:(1)
The pile is rigid without compression deformation. The settlement at the pile tip is equal to the settlement at the pile top.(2)
Both soil and pile are homogeneous and isotropic.(3)
The slope is stable without instability and damage.Figure 1
Schematic view of the model.


## 2.2. Calculation Method of the Pile Settlement in Sloping Ground

Based on the hyperbolic curve tangent modulus method [23], the load-settlement curve of the pile is assumed to be a hyperbolic curve:(1)P=Sa+bS,where a and b are fitting parameters of the hyperbolic curve, which can be obtained by curve fitting.Then the tangent modulus of the soil at any depth under the pile tip is(2)Et=1−RfPzPu2E0.Combined with the layerwise summation method, it can be obtained that, under the load incrementPi, the compression ΔSij of the soil layer Δhj at a certain depth under the pile is(3)ΔSij=PiΔhjEt.After obtaining the compression of each layered soil, the total settlementSi of the pile tip under each load level can be obtained:(4)Si=∑j=1nΔSij.In order to consider the slope effect on the pile settlement, based on the wedge stress theory, the initial tangent modulus equation of the soil in a slope is derived. Then, by introducing Mindlin-Geddes solution and Hansen formula, the tangent modulus of the pile in sloping ground is obtained according to equation (2), and the calculation method of the pile settlement in sloping ground is finally established by combining equation (3) with equation (4).


### 2.2.1. Initial Tangent Modulus Equation of the Pile in Sloping Ground Based on Wedge Theory

In order to study the three-dimensional stress relationship of the soil in a slope, the elastic stress solution of the soil in a slope under the self-weight in [24] is introduced:(5)σr=14ρgr3cos2β−2cos2βcosθ−cos3θ+tgβsinθ−3sin3θ+ρgrcosθ,(6)σθ=14ρgr3cos2β−2cos2β3cosθ+cos3θ+tgβsinθ+3sin3θ+ρgrcosθ,(7)τrθ=14ρgr3cos2β−2cos2βsinθ+sin3θ+tgβcosθ+3cos3θ,where σr, σθ, and τrθ are the elastic stress solutions of the soil in the polar coordinate system.Equations (5)∼(7) in the polar coordinate are transformed to elastic stress solution in rectangular coordinate system as equations (8)∼(10) for simplicity:(8)σz=σr+σθ2+σr−σθ2cos2θ−τrθsin2θ,(9)σx=σr+σθ2−σr−σθ2cos2θ+τrθsin2θ,(10)τzx=σr−σθ2sin2θ+τrθcos2θ,where σz, σx, and τzx are the elastic stress solutions of the soil in the rectangular coordinate system.The soil mass on the central axis of the pile body includes(11)rcosθ=z,(12)rsinθ=x.In the rectangular coordinate system, the elastic stress solution of the soil in a slope under the self-weight stress can be obtained by equations (5)∼(12):(13)σ=ρgz,(14)σx=−ρgz2cos2β−2cos2β+xtgβ,(15)τzx=ρgztgβ.According to equation (16), which is the principal stress transformation equation, the maximum principal stress σ1 and the minimum principal stress σ2 can be obtained:(16)σ1σ1=σz+σx2±σz−σx22+τzx2.Suppose that this is a plane strain problem and the longitudinal strainσx=k1σz, combined with Hooke’s law:(17)εy=1E0σy−υσz+σx.The third principal stress can be calculated:(18)σy=υσz+σx.Therefore, based on equations (13)∼(18), the three-dimensional stress solution of soil in a slope can be obtained. The three-dimensional stress relationship of soil in a slope under self-weight is expressed in equations (19) and (20).(19)σx=k1σz,(20)σy=k2σz,where k1 and k2 are the ratio of horizontal stresses σx and σy and vertical stress σz.In the confining compression test, the relationship between soil stress, strain, and compression modulusEs is as follows:(21)εz=σzEs.Under the condition of triaxial test, according to the generalized Hooke’s law, the vertical strain of soil is as follows:(22)εz=σzE0−υσxE0−υσyE0.Assuming that the initial state of the soil is the same under different test conditions [25], the relationship between the initial tangent modulus E0 and the compression modulus Es can be obtained by combining equations (21) and (22), that is, the initial tangent modulus equation of the pile in sloping ground:(23)E0=Es1−υk1−υK2.


### 2.2.2. Additional Stress Solution of the Soil at the Pile Tip

In order to consider the slope effect on the additional stress of the soil at the pile tip, the resistance ratioδ (end resistance ratio δ = pile end resistance/pile top load) of the pile tip in sloping ground is introduced to improve the Mindlin-Geddes solution [26]. In this solution, the vertical load P on the pile top is divided into two parts: the pile end resistance δP and the pile side friction (1 − δ)P. It is assumed that pile side friction resistance is a triangular distribution with linear increase along the pile depth, as shown in Figure 2.Figure 2
Decomposition of pile load in Mindlin-Geddes solution [26].Then the additional stress of the soil under the pile tip is produced by the pile tip resistance and the pile side friction resistance:(24)pz=pzp+pzs.The pile tip resistance and pile side friction are assumed to be the internal concentrated force of soil, and the additional stress produced by the pile tip resistance is(25)pzp=δPH2Ip,(26)Ip=18π1−υ1−2υm−1A3−1−2υm−1B3+3m−1A5+33−4υmm+12−3m+15m+1B5+30mm+13B7.The additional stress caused by the pile side friction is(27)pzs=PH21−δIs,(28)Is=14π1−υ22−υA−22−υ4m+1−21−2υ1+mm2/n2B−21−2υm3/n2−82−υmF−mn2+m−13A−4υn2m+4m3−15n2m−25+2υm/n2m+13B3−12m/n2m5+6m3+25+2υm/n2m3F3−6mn2n2−m2+12m/n2m+15B5+12m/n2m5+6mn2n2−m2F5+22−υInA+m−1F+m×B+m+1F+m,where A2=n2+m−12; B2=n2+m+12; F2=n2+m2; n=x/H; and m=z/H.Therefore, according to equations (24)∼(28), the additional stress on the soil at any depth of the pile tip under the vertical load P can be calculated. The pile tip resistance ratio δ is generally determined by the actual measurement data of local engineering [26]. In this paper, the Mindlin-Geddes solution is improved by using the pile tip resistance ratio in sloping ground obtained from numerical simulation.


### 2.2.3. Solution of the Ultimate Resistance at the Pile Tip

In order to consider the slope effect on the ultimate resistance of the pile tip, Hansen solution [25] is used to calculate the ultimate resistance of the pile tip:(29)pu=12γDNrsrdrgrbr+qNqsqdqiqgqbq+cNcscdcicgcbc.In this paper, since load inclination and foundation bottom inclination are not considered,ir, iq, ic, br, bq, and bc are all taken as 1.


## 2.2.1. Initial Tangent Modulus Equation of the Pile in Sloping Ground Based on Wedge Theory

In order to study the three-dimensional stress relationship of the soil in a slope, the elastic stress solution of the soil in a slope under the self-weight in [24] is introduced:(5)σr=14ρgr3cos2β−2cos2βcosθ−cos3θ+tgβsinθ−3sin3θ+ρgrcosθ,(6)σθ=14ρgr3cos2β−2cos2β3cosθ+cos3θ+tgβsinθ+3sin3θ+ρgrcosθ,(7)τrθ=14ρgr3cos2β−2cos2βsinθ+sin3θ+tgβcosθ+3cos3θ,where σr, σθ, and τrθ are the elastic stress solutions of the soil in the polar coordinate system.Equations (5)∼(7) in the polar coordinate are transformed to elastic stress solution in rectangular coordinate system as equations (8)∼(10) for simplicity:(8)σz=σr+σθ2+σr−σθ2cos2θ−τrθsin2θ,(9)σx=σr+σθ2−σr−σθ2cos2θ+τrθsin2θ,(10)τzx=σr−σθ2sin2θ+τrθcos2θ,where σz, σx, and τzx are the elastic stress solutions of the soil in the rectangular coordinate system.The soil mass on the central axis of the pile body includes(11)rcosθ=z,(12)rsinθ=x.In the rectangular coordinate system, the elastic stress solution of the soil in a slope under the self-weight stress can be obtained by equations (5)∼(12):(13)σ=ρgz,(14)σx=−ρgz2cos2β−2cos2β+xtgβ,(15)τzx=ρgztgβ.According to equation (16), which is the principal stress transformation equation, the maximum principal stress σ1 and the minimum principal stress σ2 can be obtained:(16)σ1σ1=σz+σx2±σz−σx22+τzx2.Suppose that this is a plane strain problem and the longitudinal strainσx=k1σz, combined with Hooke’s law:(17)εy=1E0σy−υσz+σx.The third principal stress can be calculated:(18)σy=υσz+σx.Therefore, based on equations (13)∼(18), the three-dimensional stress solution of soil in a slope can be obtained. The three-dimensional stress relationship of soil in a slope under self-weight is expressed in equations (19) and (20).(19)σx=k1σz,(20)σy=k2σz,where k1 and k2 are the ratio of horizontal stresses σx and σy and vertical stress σz.In the confining compression test, the relationship between soil stress, strain, and compression modulusEs is as follows:(21)εz=σzEs.Under the condition of triaxial test, according to the generalized Hooke’s law, the vertical strain of soil is as follows:(22)εz=σzE0−υσxE0−υσyE0.Assuming that the initial state of the soil is the same under different test conditions [25], the relationship between the initial tangent modulus E0 and the compression modulus Es can be obtained by combining equations (21) and (22), that is, the initial tangent modulus equation of the pile in sloping ground:(23)E0=Es1−υk1−υK2.


## 2.2.2. Additional Stress Solution of the Soil at the Pile Tip

In order to consider the slope effect on the additional stress of the soil at the pile tip, the resistance ratioδ (end resistance ratio δ = pile end resistance/pile top load) of the pile tip in sloping ground is introduced to improve the Mindlin-Geddes solution [26]. In this solution, the vertical load P on the pile top is divided into two parts: the pile end resistance δP and the pile side friction (1 − δ)P. It is assumed that pile side friction resistance is a triangular distribution with linear increase along the pile depth, as shown in Figure 2.Figure 2
Decomposition of pile load in Mindlin-Geddes solution [26].Then the additional stress of the soil under the pile tip is produced by the pile tip resistance and the pile side friction resistance:(24)pz=pzp+pzs.The pile tip resistance and pile side friction are assumed to be the internal concentrated force of soil, and the additional stress produced by the pile tip resistance is(25)pzp=δPH2Ip,(26)Ip=18π1−υ1−2υm−1A3−1−2υm−1B3+3m−1A5+33−4υmm+12−3m+15m+1B5+30mm+13B7.The additional stress caused by the pile side friction is(27)pzs=PH21−δIs,(28)Is=14π1−υ22−υA−22−υ4m+1−21−2υ1+mm2/n2B−21−2υm3/n2−82−υmF−mn2+m−13A−4υn2m+4m3−15n2m−25+2υm/n2m+13B3−12m/n2m5+6m3+25+2υm/n2m3F3−6mn2n2−m2+12m/n2m+15B5+12m/n2m5+6mn2n2−m2F5+22−υInA+m−1F+m×B+m+1F+m,where A2=n2+m−12; B2=n2+m+12; F2=n2+m2; n=x/H; and m=z/H.Therefore, according to equations (24)∼(28), the additional stress on the soil at any depth of the pile tip under the vertical load P can be calculated. The pile tip resistance ratio δ is generally determined by the actual measurement data of local engineering [26]. In this paper, the Mindlin-Geddes solution is improved by using the pile tip resistance ratio in sloping ground obtained from numerical simulation.


## 2.2.3. Solution of the Ultimate Resistance at the Pile Tip

In order to consider the slope effect on the ultimate resistance of the pile tip, Hansen solution [25] is used to calculate the ultimate resistance of the pile tip:(29)pu=12γDNrsrdrgrbr+qNqsqdqiqgqbq+cNcscdcicgcbc.In this paper, since load inclination and foundation bottom inclination are not considered,ir, iq, ic, br, bq, and bc are all taken as 1.


## 2.3. Determination of Calculation Parameters

The method of parameter determination [25, 26] is shown in Table 1.Table 1
Determination of calculation parameters.
ParametersDetermination methodParametersDetermination methoda, bObtained from P-S curve fittingsrSc=1−0.4D/HRfAccording to experience value, generally between 0.85 and 1.00sqSq=1+D/HtanϕΡ,c, υ, γ, φ, EsDetermination by laboratory test or field testscSc=1+0.2D/HδStatistical determination of measured data of local projectsgcgc=1−α/147°NqNq=eπtanϕtan245°+ϕ/2gagq=1−0.5tanα5NcNc=Nq−1cotϕgrgr=1−0.5tanα5NrNr=1.5Nq−1tanϕdrdr=1.0dqdq=1+2tanϕ1−sinϕ2H/Ddcdc=1+0.4H/D


## 3. Validation of Settlement Calculation Method

The finite element software is used to simulate the pile settlement under vertical load in sloping ground. By comparing the results of numerical simulation and theoretical calculation, the reliability of the proposed method is verified.


### 3.1. Numerical Simulation

Most of the available researches are focused on the lateral response of the pile under the lateral load in slopes and the settlement characteristics of the pile under vertical load in slopes are rarely analyzed. Therefore, the data ofα=45° in [27] was used to verify the correctness of the modeling method. The pile length is H = 12 m and the pile diameter is D = 0.6 m. Soil and pile properties are summarized in Table 2.Table 2
Soil and pile properties.
MaterialYoung’s modulus (Pa)Poisson’s ratioDensity (kg·m−3)Cohesion (Pa)Friction angle (°)Dilatation angle (°)Pile3.0 × 10100.12500———Soil1.2 × 1070.4018003.0 × 10435°5°The comparison results between the simulation in this paper and those in [27] are shown in Figure 3. A good compatibility could be seen, which proves the correctness of the numerical modeling method in this paper.Figure 3
Comparison of simulation results between this paper and literature.The rigid pile is defined as [28] H≤2.5/η, where η is the deformation coefficient of pile body (m−1). The length diameter ratio of pile is calculated by combining the “m” method. Therefore, in this simulation, H = 8m, D = 1 m, and distance of the pile from the slope crest is the normalized value of x=n+0.5D. Parameters in Table 2 are used for soil and pile properties.


### 3.2. Validation of the Settlement Calculation Method

The ratio of pile tip resistance and pile top load obtained by numerical simulation is applied to the parameterδ in theoretical calculation. The comparison between numerical simulation results and theoretical calculation results is shown in Figures 4 and 5.A good fit of P-S curve could be seen and the settlement law of the pile is consistent. Comparing the settlement of theoretical calculation and simulation results under the same conditions, the maximum error values in Figures4 and 5 are 8.78% and 5.65%, respectively, which are within the reasonable error range, proving the correctness of the theoretical calculation method.Figure 4
Comparison of P-S curve underα = 15°.Figure 5
Comparison of P-S curve underx = 10.5D.


## 3.1. Numerical Simulation

Most of the available researches are focused on the lateral response of the pile under the lateral load in slopes and the settlement characteristics of the pile under vertical load in slopes are rarely analyzed. Therefore, the data ofα=45° in [27] was used to verify the correctness of the modeling method. The pile length is H = 12 m and the pile diameter is D = 0.6 m. Soil and pile properties are summarized in Table 2.Table 2
Soil and pile properties.
MaterialYoung’s modulus (Pa)Poisson’s ratioDensity (kg·m−3)Cohesion (Pa)Friction angle (°)Dilatation angle (°)Pile3.0 × 10100.12500———Soil1.2 × 1070.4018003.0 × 10435°5°The comparison results between the simulation in this paper and those in [27] are shown in Figure 3. A good compatibility could be seen, which proves the correctness of the numerical modeling method in this paper.Figure 3
Comparison of simulation results between this paper and literature.The rigid pile is defined as [28] H≤2.5/η, where η is the deformation coefficient of pile body (m−1). The length diameter ratio of pile is calculated by combining the “m” method. Therefore, in this simulation, H = 8m, D = 1 m, and distance of the pile from the slope crest is the normalized value of x=n+0.5D. Parameters in Table 2 are used for soil and pile properties.


## 3.2. Validation of the Settlement Calculation Method

The ratio of pile tip resistance and pile top load obtained by numerical simulation is applied to the parameterδ in theoretical calculation. The comparison between numerical simulation results and theoretical calculation results is shown in Figures 4 and 5.A good fit of P-S curve could be seen and the settlement law of the pile is consistent. Comparing the settlement of theoretical calculation and simulation results under the same conditions, the maximum error values in Figures4 and 5 are 8.78% and 5.65%, respectively, which are within the reasonable error range, proving the correctness of the theoretical calculation method.Figure 4
Comparison of P-S curve underα = 15°.Figure 5
Comparison of P-S curve underx = 10.5D.


## 4. Parametric Analysis

The slope angle, the distance of the pile from the slope crest, the compression modulus, cohesion, and friction angle of the soil are important parameters that influence the pile settlement in sloping ground. Based on the calculation method of the pile settlement in sloping ground under vertical load, parametric studies are carried out. The values of these parameters are shown in Table2.


### 4.1. Effect of the Slope Angle

Figures6 and 7 show the P-S curve of the pile with 7 different slope angles when the distance of the pile from the slope crest x is 0.5D and 10.5D, respectively, which shows the following:(1)
Under the same load, the pile settlement increases with the increase of slope angle. When the slope angle gets larger, the increase of the pile settlement is more obvious.(2)
The effect of slope angle on the pile settlement is weakened by the increase of distance of the pile from the slope crest. Whenx = 0.5D, the growth rate of the pile settlement is between 2.97% and 40.26% with the increase of slope angle, compared with that of pile in flat ground under the maximum load. When x = 10.5D, the growth rate of the pile settlement is between 1.98% and 3.63%.Figure 6
Effect of slope angle on P-S curve with different slope proximity underx = 0.5D.Figure 7
Effect of slope angle on P-S curve with different slope proximity underx = 10.5D.


### 4.2. Effect of the Distance of the Pile from the Slope Crest

Figures8 and 9 show the P–S curve of the pile under 10 different slope proximities with slope angle of 15° and 60°, respectively, which shows the following:(1)
With the decrease of slope proximity, the settlement of pile foundation increases gradually under the same load. The smaller the slope proximity is, the more significantly the tendency of pile foundation settlement increases.(2)
With the increase of slope angle, the effect of slope proximity on slope effect is strengthened. Compared with the pile in flat ground, whenα = 15°, the growth rate of the pile settlement approaches 0 with the decrease of x and when α = 60°, the maximum growth rate of the pile settlement reaches 47.84% with the decrease of x.(3)
Whenx≥8.5D, the pile settlement tends to be stable, which is very close to the settlement of pile in flat ground, and the effect of slope is negligible.Figure 8
Effect of slope proximity on P-S curve with different slope angle underα = 15°.Figure 9
Effect of slope proximity on P–S curve with different slope angle underα = 60°.


### 4.3. Effect of Compression Modulus

Figures10 and 11 show the Es-S curve under different conditions when P = 1000 kN, which shows the following.Figure 10
Es-S curve under P = 1000 kN and α = 15°.Figure 11
Es-S curve under P = 1000 kN and α = 60°.The settlement of pile foundation decreases with the increase of compression modulusEs, and the decrease range is related to slope effect. When α = 15°, with the increase of Es from 10 MPa to 40 MPa, the settlement of pile foundation decreases sharply, with the decrease range reaching 74.87%; when Es is between 40 MPa and 60 MPa, the rate of settlement decrease gradually slows down; when Es is more than 60 MPa, the settlement of pile foundation tends to be stable. However, when α = 60°, the range of pile foundation settlement changes with Es increases with the decrease of x, which shows that the more prominent the slope effect, the greater the influence of Es on the settlement of pile foundation.


### 4.4. Influence of Cohesion

Figures12 and 13 show the c-S curve under different conditions when P = 1000 kN. The pile settlement decreases with the increase of cohesion and the decrease is related to the slope effect. When α = 15°, the variation of the pile settlement with c is very small; however, when α = 60°, with the increase of c from 10 kPa to 20 kPa, the pile settlement decreases sharply and the decrease range is between 17.66% and 17.89% with the difference of x. When c is between 20 kPa and 60 kPa, the decrease rate of settlement slows down and when c is over 60 kPa, the settlement of pile foundation tends to be stable.Figure 12
c-S curve underP = 1000 kN and α = 15°.Figure 13
c-S curve underP = 1000 kN and α = 60°.


### 4.5. Effect of the Friction Angle

Figures14 and 15 show the φ-S curve under different conditions when P = 1000 kN. The pile settlement decreases with the increase of the friction angle and the decrease rate is related to the slope effect. When α = 15°, the pile settlement varies less with φ; however, when α = 60°, the pile settlement changes greatly with φ. As φ increases from 20° to 50°, the pile settlement decreases by 30%, indicating that increase of slope angle enhances the effect of φ on the pile settlement. However, under the same angle, with the change of x, the rate of the pile settlement changing with φ is basically the same, indicating that the effect of φ on pile foundation settlement is almost not affected by x.Figure 14
φ-S curve under P = 1000 kN and α = 15°.Figure 15
φ-S curve under P = 1000 kN and α = 60°.


## 4.1. Effect of the Slope Angle

Figures6 and 7 show the P-S curve of the pile with 7 different slope angles when the distance of the pile from the slope crest x is 0.5D and 10.5D, respectively, which shows the following:(1)
Under the same load, the pile settlement increases with the increase of slope angle. When the slope angle gets larger, the increase of the pile settlement is more obvious.(2)
The effect of slope angle on the pile settlement is weakened by the increase of distance of the pile from the slope crest. Whenx = 0.5D, the growth rate of the pile settlement is between 2.97% and 40.26% with the increase of slope angle, compared with that of pile in flat ground under the maximum load. When x = 10.5D, the growth rate of the pile settlement is between 1.98% and 3.63%.Figure 6
Effect of slope angle on P-S curve with different slope proximity underx = 0.5D.Figure 7
Effect of slope angle on P-S curve with different slope proximity underx = 10.5D.


## 4.2. Effect of the Distance of the Pile from the Slope Crest

Figures8 and 9 show the P–S curve of the pile under 10 different slope proximities with slope angle of 15° and 60°, respectively, which shows the following:(1)
With the decrease of slope proximity, the settlement of pile foundation increases gradually under the same load. The smaller the slope proximity is, the more significantly the tendency of pile foundation settlement increases.(2)
With the increase of slope angle, the effect of slope proximity on slope effect is strengthened. Compared with the pile in flat ground, whenα = 15°, the growth rate of the pile settlement approaches 0 with the decrease of x and when α = 60°, the maximum growth rate of the pile settlement reaches 47.84% with the decrease of x.(3)
Whenx≥8.5D, the pile settlement tends to be stable, which is very close to the settlement of pile in flat ground, and the effect of slope is negligible.Figure 8
Effect of slope proximity on P-S curve with different slope angle underα = 15°.Figure 9
Effect of slope proximity on P–S curve with different slope angle underα = 60°.


## 4.3. Effect of Compression Modulus

Figures10 and 11 show the Es-S curve under different conditions when P = 1000 kN, which shows the following.Figure 10
Es-S curve under P = 1000 kN and α = 15°.Figure 11
Es-S curve under P = 1000 kN and α = 60°.The settlement of pile foundation decreases with the increase of compression modulusEs, and the decrease range is related to slope effect. When α = 15°, with the increase of Es from 10 MPa to 40 MPa, the settlement of pile foundation decreases sharply, with the decrease range reaching 74.87%; when Es is between 40 MPa and 60 MPa, the rate of settlement decrease gradually slows down; when Es is more than 60 MPa, the settlement of pile foundation tends to be stable. However, when α = 60°, the range of pile foundation settlement changes with Es increases with the decrease of x, which shows that the more prominent the slope effect, the greater the influence of Es on the settlement of pile foundation.


## 4.4. Influence of Cohesion

Figures12 and 13 show the c-S curve under different conditions when P = 1000 kN. The pile settlement decreases with the increase of cohesion and the decrease is related to the slope effect. When α = 15°, the variation of the pile settlement with c is very small; however, when α = 60°, with the increase of c from 10 kPa to 20 kPa, the pile settlement decreases sharply and the decrease range is between 17.66% and 17.89% with the difference of x. When c is between 20 kPa and 60 kPa, the decrease rate of settlement slows down and when c is over 60 kPa, the settlement of pile foundation tends to be stable.Figure 12
c-S curve underP = 1000 kN and α = 15°.Figure 13
c-S curve underP = 1000 kN and α = 60°.


## 4.5. Effect of the Friction Angle

Figures14 and 15 show the φ-S curve under different conditions when P = 1000 kN. The pile settlement decreases with the increase of the friction angle and the decrease rate is related to the slope effect. When α = 15°, the pile settlement varies less with φ; however, when α = 60°, the pile settlement changes greatly with φ. As φ increases from 20° to 50°, the pile settlement decreases by 30%, indicating that increase of slope angle enhances the effect of φ on the pile settlement. However, under the same angle, with the change of x, the rate of the pile settlement changing with φ is basically the same, indicating that the effect of φ on pile foundation settlement is almost not affected by x.Figure 14
φ-S curve under P = 1000 kN and α = 15°.Figure 15
φ-S curve under P = 1000 kN and α = 60°.


## 5. Conclusion

Based on the hyperbolic curve tangent modulus method, this paper studies the calculation method of the pile settlement under vertical load in sloping ground, and conclusions are drawn as follows:(1)
Based on hyperbolic curve tangent modulus method, the calculation method of the pile settlement in sloping ground is proposed. The P-S curve obtained by this method is consistent with the numerical simulation results and the deformation law of the pile is consistent, which proves the feasibility of this method in calculating the pile settlement in sloping ground.(2)
The effect of the slope angle and the distance of the pile from the slope crest on the pile settlement is coupled. With the increase ofα, the effect of x on the pile settlement is enhanced and, with the increase of x, the effect of α on settlement is weakened.(3)
The compression modulus, cohesion, and friction angle of the soil are all negatively related to the pile settlement. It was found that the pile settlement changes more obviously with the compression modulus, indicating that the compression modulus has a more significant effect on the pile settlement.



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*Source: 2109535-2020-07-23.xml*