# Kinematical Limit Analysis for a Slope Reinforced with One Row of Stabilizing Piles

Authors: Shiguo Xiao; Hong He; Jinxiu Zeng
Journal: Mathematical Problems in Engineering
 (2016)

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## Abstract

Stabilizing piles are commonly used to improve slope stability. The load that a pile should sustain and the associated slip surface under a prescribed factor of safety are two critical design parameters in practice. Based on the kinematically admissible failure mechanism, a limit analysis approach is introduced, which considers two potential slip surfaces that individually lie in the upslope and downslope of the piles. The explicit formulas for the upslope thrust force and downslope resistance on a pile are derived, which enables the calculation of the maximum load on a pile and the corresponding critical slip surfaces using a computer program. The maximum load and critical slip surfaces under a design factor of safety are mainly affected by soil properties and five other parameters: location of the pile row, dip angle of the slope face, action point and dip angle of the force, and improvement coefficient of the slope stability. The relevant quantitative calculation can be performed using the proposed method. Moreover, the possible failure with the upslope soil surpassing the pile top under a specified design factor of safety is significantly illustrated in the paper, which is helpful in the rational determination of the location of the pile row.


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## Body

## 1. Introduction

The stabilizing pile is one of the important retaining structures used to enhance slope stability. To design a soil slope that is reinforced with piles, engineers and technicians are concerned with two significant parameters: the load that a pile should sustain and the location of the slip surface for the slope with piles under a prescribed factor of safety. Many investigators have studied this problem, and some methods have been proposed. To date, these methods can be classified into three categories. First, some methods based on the limit equilibrium theory were provided [1–5]. Second, some studies conducted using numerical simulation methods can also be used to solve this problem [6–12]. Third, investigations based on the kinematical limit analysis approach presented different means to design a slope with the piles [13–16]. To provide a close-formed analysis solution, this paper follows the third method. Although plastic flowing through the piles can occur when discrete piles are used to stabilize soil slopes, as an essential hypothesis in the third method, a piled soil slope with a slip surface does not always occur in practical engineering. On the contrary, the situation of two different slip surfaces on both sides of the pile row is actually acceptable in most cases [17]. In particular, this mode is suitable for the condition that there is no plastic flowing for soils surrounding piles. Therefore, unlike the existing method, where the entire slip surface of a slope with piles is assumed to break the piles or soils surrounding piles are in plastic flowing state, the present method adopts two different slip surfaces in the upslope and downslope soil of the pile row.Based on the kinematical limit analysis principle, the maximum load that a pile should afford and the corresponding pair of critical slip surfaces, which individually lie on the upslope and downslope of the pile row, were determined under a design factor of safety. Moreover, the present method can also analyze whether a failure where the upslope soil mass of the pile row surpasses the pile tops can occur under the design condition, which is not illustrated in previous related studies. The present method and some existing methods were compared to verify the acceptability of the proposed method.


## 2. Analysis Model and Derivation

As shown in Figure1(a), a soil slope is reinforced with one row of stabilizing piles. For a stabilizing pile, there are an upslope thrust force and a downslope resistance on the upslope and downslope faces, respectively. For the sake of simplifying the analysis process, some assumptions are adopted as follows.(1)
The upslope and downslope potential sliding masses of the piled slope are assumed to move as rigid bodies, respectively. And the upslope and downslope faces of the piles are regarded individually as velocity discontinuity interfaces. But the sliding depthh of the upslope sliding body at the location of the pile is identical with that of the downslope sliding body.(2)
The piles are long enough for avoiding the failure mode of the piled slope with slip surface passing by their bottoms.(3)
Considering the stabilizing pile being mostly designed as elastic body in practical engineering, it is provided herein that the stabilizing pile is not in failure state under the two forces.Figure 1
Analysis models: (a) sketch map of a soil slope; (b) kinematical limit analysis model for the soil mass in the upslope of a pile row; ((c) and (d)) kinematical limit analysis model for the soil mass in the downslope of the pile row whens1≤H/tan⁡β and s1>H/tan⁡β, respectively.
(a) (b) (c) (d)The difference between the upslope thrust and the downslope resistance, which is called the net force here, is the load that the pile should sustain. In other words, for any specified factor of safety of the slope stability, the corresponding net force is the design load on the pile. Therefore, to determine the design load, we can calculate the upslope thrust force and downslope resistance. However, it is notably clear that the net force varies with the increase in depth of different potential pairs of slip surface below the pile top. Thus, to validate that the reinforced slope is of the desired factor of safety, there is the maximum net force, which can be called the net limiting force [18], which the pile must bear. The net limiting force is calculated under the assumption that the piles behave as a fixed wall, and this force is used to design the piles from a structural viewpoint. To this end, a linear elastic behaviour is often assumed for the piles in order to evaluate the internal forces that arise in them. Considering the high levels of loading to which the piles are generally subjected, more comprehensive constitutive models that account for the nonlinear behaviour of the piles could be also used [19].According to the kinematically admissible failure mechanism [20], the question can be formulated as finding the maximum value of the upslope thrust force and the associated minimum value of the downslope resistance, which can lead to the maximum difference between them. The corresponding pair of slip surfaces is exactly the critical pair of slip surfaces. Thus, the problem can be solved using the following procedures:(1)
Prescribing any depth of the potential slip surface below the pile top.(2)
Calculating the upslope thrust force and downslope resistance on the pile.(3)
Determining the net limiting force on the pile.(4)
Repeating (1) to (3) to obtain a number of net limiting forces related to various sliding depths and comparing all of the forces and determining the maximum value of the net limiting force and the corresponding critical pair of slip surfaces.


### 2.1. Upslope Thrust Force on a Pile

As shown in Figure1(b), if a potential slip surface in the upslope mass of the pile is assumed to be logarithmic spiral, the formula of the log-spiral slip line can be expressed as (see Notation for all symbol explanations)(1)rha=r0a·eθa-θ0atanϕ,where a relevant geometric relationship is provided in the Appendix (see (A.1) and (A.2)).The depth of the slip surface below the pile top is prescribed ash. For the potential upslope sliding mass, based on the upper bound theorem of kinematical limit analysis [20], one obtains(2)WGa+WFa=Ed1.The work rate of gravity can be derived as [20](3)WGa=γr0a3ωaf1-f2-f3-f4,where the coefficients fi (i=1 to 4) are described in the Appendix (see (A.7) and (A.10)).The work rate of the external force, which is exerted by the pile, can be derived as(4)WFa=-Faωarhasin⁡θha-h+zacos⁡δa+rhacos⁡θhasin⁡δa.In addition, the dissipation rate of internal energy can be derived as(5)Ed1=cr0a2ωa2tan⁡ϕe2θha-θ0atan⁡ϕ-1.Substituting (3), (4), and (5) into (2), one obtains(6)Fa=γr03f1-f2-f3-f4-cr0a2/2tan⁡ϕe2θha-θ0atan⁡ϕ-1rhasin⁡θha-h+zacos⁡δa+rhacos⁡θhasin⁡δa.The physical mechanism for the analysis model shown in Figure1(b) can be expressed that, in the case of any prescribed sliding depth h, the thrust force on a pile reaches its maximum value when the rigid sliding soil body with a log-spiral slip surface is in limit state. So the corresponding mathematical problem can be described as finding the maximum thrust force on a pile during variation of a log-spiral slip surface under the condition that h is prescribed. Meanwhile, θ0a and θha are independent variables related to Fa. Thus, for any prescribed h, the maximum upslope thrust force on a pile Fa is calculated using (6) and the following equation:(7)∂Fa∂θ0a=0∂Fa∂θha=0.


### 2.2. Downslope Resistance on a Pile

For the potential downslope sliding mass (see Figure1(c)), the corresponding slip surface is also assumed as a log-spiral line and expressed as(8)rθ=r0p1·eθp1-θ0p1tan⁡ϕ,where the relevant geometric relationship is specified in the Appendix (see (A.3) and (A.4)).Considering the practical possibility [17] and theoretical reasonability, the depth of the potential slip surface below the pile top under this condition is also equal toh. Similarly, according to the upper bound theorem, there is(9)WGp1+WFp1=Ed2,where the work rate of gravity can be derived as(10)WGp1=γr0p13ωp1f5-f6-f7,where the coefficients fi (i=5 to 7) are indicated in the Appendix (see (A.11) and (A.13)).The work rate of the external force exerted by the pile can be derived as(11)WFp1=Fp1ωp1r0p1sin⁡θ0p1-h+zp1cos⁡δp1+r0p1cos⁡θ0p1sin⁡δp1.Likewise, the dissipation rate of internal energy can be expressed as(12)Ed2=cr0p12ωp12tan⁡ϕe2θhp1-θ0p1tan⁡ϕ-1.Substituting (10), (11), and (12) into (9), one obtains(13)Fp1=cr0p12/2tan⁡ϕe2θhp1-θ0p1tan⁡ϕ-1-γr0p13f5-f6-f7r0p1sin⁡θ0p1-h+zp1cos⁡δp1+r0p1cos⁡θ0p1sin⁡δp1.The physical mechanism for the analysis model shown in Figure1(c) can be expressed that, in the case of any prescribed sliding depth h, the resisting force on a pile reaches its minimum value when the rigid sliding soil body with a log-spiral slip surface is in limit state. So the corresponding mathematical problem can be described as finding the minimum resisting force on a pile during variation of a log-spiral slip surface under the condition that h is prescribed. Meanwhile, θ0p1 and θhp1 are independent variables related to Fp1. Thus, for any prescribed h, the minimum downslope resisting force on a pile Fp1 is calculated using (13) and the following equation:(14)∂Fp1∂θ0p1=0∂Fp1∂θhp1=0.However, it should be noted that ifs1>H/tan⁡β, the shape of potential downslope sliding mass obviously varies (see Figure 1(d)), which makes the downslope resistance not equal to the result from (13). Then, the corresponding downslope resistance on the pile is calculated as follows.As shown in Figure1(d), the log-spiral slip line can be expressed as(15)rhp2=r0p2·eθp2-θ0p2tan⁡ϕ,where the relevant geometric relationship is shown in the Appendix (see (A.5) and (A.6)).Correspondingly, according to the upper bound theorem, one obtains(16)WGp2+WFp2=Ed3,where the work rate of gravity can be derived as(17)WGp2=γr0p23ωp2f8-f9-f10-f11.The coefficientsfi (i=8 to 11) are shown in the Appendix (see (A.14) and (A.17)).The work rate of the external force exerted by the pile can be derived as(18)WFp2=Fp2ωp2r0p2sin⁡θ0p2-h+zp2cos⁡δp2+r0p2cos⁡θ0p2sin⁡δp2.The dissipation rate of internal energy can be expressed as(19)Ed3=cr0p22ωp22tan⁡ϕe2θhp2-θ0p2tan⁡ϕ-1.Then, substituting (17), (18), and (19) into (16), one obtains(20)Fp2=-γr0p23f8-f9-f10-f11+cr0p22/2tan⁡ϕe2θhp2-θ0p2tan⁡ϕ-1r0p2sin⁡θ0p2-h+zp2cos⁡δp2+r0p2cos⁡θ0p2sin⁡δp2.Similarly, for the analysis model shown in Figure1(d), the minimum downslope resisting force on a pile Fp2 is calculated using (20) and the following equation(21)∂Fp2∂θ0p2=0.∂Fp2∂θhp2=0Hence, for any prescribedh, the minimum downslope resistance on the pile can be determined.


### 2.3. Net Limiting Force on a Pile

Considering the practical significance, the horizontal component of the net force on a pile is generally much more essential than the vertical component. Hence, the horizontal component is the critical scope of the present work. The horizontal component on the pile can be expressed as(22)Fn=Facos⁡δa-Fp1cos⁡δp1.Ifs1>H/tan⁡β, (22) should be expressed as(23)Fn=Facos⁡δa-Fp2cos⁡δp2.Thus, according to (22) and (23), we obtain the net limiting force (i.e., maximum value of Fn) when any design factor of safety can be introduced into the aforementioned solution procedures using the following equations. In other words, we can substitute cd and ϕd from (24) forc and ϕ in the aforementioned procedures.(24)cd=cFs.ϕd=arctan⁡tan⁡ϕFsIt should be noted that, for any prescribedh, the net limiting force can be computed exclusively. That is to say, the net limiting force is the function of the sliding depth h. According to practical requirements in the design of stabilizing piles used to reinforce a slope, the maximum value of the net limiting force should be determined. From the mathematical point of view, the maximum net limiting force can be found using(25)∂Fn∂h=0.The entire procedures can be conducted using a computer program, which was performed by the authors using the Visual C++ 2008 program.


## 2.1. Upslope Thrust Force on a Pile

As shown in Figure1(b), if a potential slip surface in the upslope mass of the pile is assumed to be logarithmic spiral, the formula of the log-spiral slip line can be expressed as (see Notation for all symbol explanations)(1)rha=r0a·eθa-θ0atanϕ,where a relevant geometric relationship is provided in the Appendix (see (A.1) and (A.2)).The depth of the slip surface below the pile top is prescribed ash. For the potential upslope sliding mass, based on the upper bound theorem of kinematical limit analysis [20], one obtains(2)WGa+WFa=Ed1.The work rate of gravity can be derived as [20](3)WGa=γr0a3ωaf1-f2-f3-f4,where the coefficients fi (i=1 to 4) are described in the Appendix (see (A.7) and (A.10)).The work rate of the external force, which is exerted by the pile, can be derived as(4)WFa=-Faωarhasin⁡θha-h+zacos⁡δa+rhacos⁡θhasin⁡δa.In addition, the dissipation rate of internal energy can be derived as(5)Ed1=cr0a2ωa2tan⁡ϕe2θha-θ0atan⁡ϕ-1.Substituting (3), (4), and (5) into (2), one obtains(6)Fa=γr03f1-f2-f3-f4-cr0a2/2tan⁡ϕe2θha-θ0atan⁡ϕ-1rhasin⁡θha-h+zacos⁡δa+rhacos⁡θhasin⁡δa.The physical mechanism for the analysis model shown in Figure1(b) can be expressed that, in the case of any prescribed sliding depth h, the thrust force on a pile reaches its maximum value when the rigid sliding soil body with a log-spiral slip surface is in limit state. So the corresponding mathematical problem can be described as finding the maximum thrust force on a pile during variation of a log-spiral slip surface under the condition that h is prescribed. Meanwhile, θ0a and θha are independent variables related to Fa. Thus, for any prescribed h, the maximum upslope thrust force on a pile Fa is calculated using (6) and the following equation:(7)∂Fa∂θ0a=0∂Fa∂θha=0.


## 2.2. Downslope Resistance on a Pile

For the potential downslope sliding mass (see Figure1(c)), the corresponding slip surface is also assumed as a log-spiral line and expressed as(8)rθ=r0p1·eθp1-θ0p1tan⁡ϕ,where the relevant geometric relationship is specified in the Appendix (see (A.3) and (A.4)).Considering the practical possibility [17] and theoretical reasonability, the depth of the potential slip surface below the pile top under this condition is also equal toh. Similarly, according to the upper bound theorem, there is(9)WGp1+WFp1=Ed2,where the work rate of gravity can be derived as(10)WGp1=γr0p13ωp1f5-f6-f7,where the coefficients fi (i=5 to 7) are indicated in the Appendix (see (A.11) and (A.13)).The work rate of the external force exerted by the pile can be derived as(11)WFp1=Fp1ωp1r0p1sin⁡θ0p1-h+zp1cos⁡δp1+r0p1cos⁡θ0p1sin⁡δp1.Likewise, the dissipation rate of internal energy can be expressed as(12)Ed2=cr0p12ωp12tan⁡ϕe2θhp1-θ0p1tan⁡ϕ-1.Substituting (10), (11), and (12) into (9), one obtains(13)Fp1=cr0p12/2tan⁡ϕe2θhp1-θ0p1tan⁡ϕ-1-γr0p13f5-f6-f7r0p1sin⁡θ0p1-h+zp1cos⁡δp1+r0p1cos⁡θ0p1sin⁡δp1.The physical mechanism for the analysis model shown in Figure1(c) can be expressed that, in the case of any prescribed sliding depth h, the resisting force on a pile reaches its minimum value when the rigid sliding soil body with a log-spiral slip surface is in limit state. So the corresponding mathematical problem can be described as finding the minimum resisting force on a pile during variation of a log-spiral slip surface under the condition that h is prescribed. Meanwhile, θ0p1 and θhp1 are independent variables related to Fp1. Thus, for any prescribed h, the minimum downslope resisting force on a pile Fp1 is calculated using (13) and the following equation:(14)∂Fp1∂θ0p1=0∂Fp1∂θhp1=0.However, it should be noted that ifs1>H/tan⁡β, the shape of potential downslope sliding mass obviously varies (see Figure 1(d)), which makes the downslope resistance not equal to the result from (13). Then, the corresponding downslope resistance on the pile is calculated as follows.As shown in Figure1(d), the log-spiral slip line can be expressed as(15)rhp2=r0p2·eθp2-θ0p2tan⁡ϕ,where the relevant geometric relationship is shown in the Appendix (see (A.5) and (A.6)).Correspondingly, according to the upper bound theorem, one obtains(16)WGp2+WFp2=Ed3,where the work rate of gravity can be derived as(17)WGp2=γr0p23ωp2f8-f9-f10-f11.The coefficientsfi (i=8 to 11) are shown in the Appendix (see (A.14) and (A.17)).The work rate of the external force exerted by the pile can be derived as(18)WFp2=Fp2ωp2r0p2sin⁡θ0p2-h+zp2cos⁡δp2+r0p2cos⁡θ0p2sin⁡δp2.The dissipation rate of internal energy can be expressed as(19)Ed3=cr0p22ωp22tan⁡ϕe2θhp2-θ0p2tan⁡ϕ-1.Then, substituting (17), (18), and (19) into (16), one obtains(20)Fp2=-γr0p23f8-f9-f10-f11+cr0p22/2tan⁡ϕe2θhp2-θ0p2tan⁡ϕ-1r0p2sin⁡θ0p2-h+zp2cos⁡δp2+r0p2cos⁡θ0p2sin⁡δp2.Similarly, for the analysis model shown in Figure1(d), the minimum downslope resisting force on a pile Fp2 is calculated using (20) and the following equation(21)∂Fp2∂θ0p2=0.∂Fp2∂θhp2=0Hence, for any prescribedh, the minimum downslope resistance on the pile can be determined.


## 2.3. Net Limiting Force on a Pile

Considering the practical significance, the horizontal component of the net force on a pile is generally much more essential than the vertical component. Hence, the horizontal component is the critical scope of the present work. The horizontal component on the pile can be expressed as(22)Fn=Facos⁡δa-Fp1cos⁡δp1.Ifs1>H/tan⁡β, (22) should be expressed as(23)Fn=Facos⁡δa-Fp2cos⁡δp2.Thus, according to (22) and (23), we obtain the net limiting force (i.e., maximum value of Fn) when any design factor of safety can be introduced into the aforementioned solution procedures using the following equations. In other words, we can substitute cd and ϕd from (24) forc and ϕ in the aforementioned procedures.(24)cd=cFs.ϕd=arctan⁡tan⁡ϕFsIt should be noted that, for any prescribedh, the net limiting force can be computed exclusively. That is to say, the net limiting force is the function of the sliding depth h. According to practical requirements in the design of stabilizing piles used to reinforce a slope, the maximum value of the net limiting force should be determined. From the mathematical point of view, the maximum net limiting force can be found using(25)∂Fn∂h=0.The entire procedures can be conducted using a computer program, which was performed by the authors using the Visual C++ 2008 program.


## 3. Verification Examples

Three dimensionless factors are defined in (26)–(28) to conveniently explain the problem. Coefficient η is cited and shown in (29) to express the improvement extent of the slope stability after a slope was reinforced with a pile row [13]. To demonstrate the rationality of the present method, three examples are cited here: a soil slope with 4 m height (see Figures 2(a1) and 2(a2)) and a soil slope with 12 m height (see Figure 2(b)). As shown in Figure 2, the critical slip surfaces that were calculated using the limit equilibrium method (LEM) [17] and the proposed method are fairly close for the three slope examples. Moreover, the results of the present method are consistent with the intense shearing band that was obtained using the Flac 3D numerical simulation. The net limiting forces that were obtained using the LEM and the proposed method are also provided in Table 1. The result shows that the proposed method gives larger KFmax than the LEM. The reason is possibly that the results of the kinematical limit analysis are the upper bound solution. However, the results of the LEM are neither the upper bound solution nor the lower bound solution [21]. The Kh values of the two methods are close except for the example in Figure 2(a1). Figure 2 and Table 1 also show that the critical slip surfaces and net limiting forces are clearly affected by the location of the pile row. To further illustrate the problem, the slope examples [4] were calculated by the proposed method. As shown in Figure 3, KFmax clearly varies with the increase of the location of the pile row as indicated by a dimensionless coefficient XF/LX. Figure 3 also shows that the proposed method produces larger results than the existing method based on kinematical limit analysis, where only one continuous slip surface is assumed in the piled slope [15]. Figure 4 shows the comparison results of the present method and an existing method for another example [13], which also indicates a similar relationship between the two methods. Additionally, Table 2 shows detailed comparisons of the dimensionless net limiting force KFmax, where the design factor of safety is 1.5, of the present method with the published results. The comparisons specifically indicate the relationship between the proposed method and the existing methods.(26)KF=Fn0.5γH2(27)KFmax=Fnmax0.5γH2(28)Kh=hcH(29)η=FsFs0.Table 1
Comparisons of the detailed results in Figure2 of the present method and an existing method.
Examples X F / L X Present method Yamagami et al., 2000 K F m a x K h K F m a x K h (a1) 1 0.2333 0.9483 0.0829 0.6265 (a2) 0.25 0.1385 0.7500 0.1268 0.8945 (b) 0.615 0.1974 0.6006 0.1127 0.6686Table 2
Comparisons of the dimensionless net limiting forceKFmax with published results (Fs=1.5).
m X F / L X Ausilio et al.,2001 Nian et al.,2008 Presentmethod 1/3 0.5774 0.2796 0.2809 0.4949 1/3 0.5 — 0.2750 0.5105 1/2 0.5 — 0.3000 0.7082Figure 2
Critical slip surfaces, which were obtained using the present method and two other methods (unit: m).Figure 3
Comparisons ofKFmax between the present method and a published method.
(a) (b) (c)Figure 4
Comparisons ofKFmax between the present method and another published method.
(a) (b) (c) (d)


## 4. Parameter Study and Discussion

The pile location significantly affects the pile-reinforced slope. On one hand, as previously mentioned, the net limiting force on a pile is closely linked to the pile location. On the other hand, the pile location significantly affects the stability of the slope with piles. In other words, whether a pile-reinforced slope can attain the desired factor of safety significantly depends on the pile location. The slope example in Figure3 [4] was used to illustrate the effect. As shown in Figure 5(a), the net limiting force (h=hc) and net force at pile top (h=0) vary with the pile location. However, it should be noted that the thrust force on the pile top is positive if XF/LX is less than XFC/LX, which is equal to 0.385, which implies that, under this condition, the reinforced slope is actually in a failure state with the upslope soil surpassing the pile top when the specified factor of safety is Fs=1.5 (see Figure 5(c)). Therefore, XF/LF should be more than 0.385 to satisfy the requirement that the design factor of safety is 1.5 for the slope. Thus, considering the minimum net limiting force, the optimal XF/LX should be 0.77. The corresponding dimensionless factor Kh of the depth of the slip surface below the pile top is approximately 0.95 (see Figure 5(b)), and KFmax is 0.44.Figure 5
Calculation results of the proposed method for the slope example in Figure3. (a) Relationship between KF and XF/LX; (b) relationship between Kh and XF/LX; (c) failure mode with the upslope soil surpassing the pile top when XF/LX=0.385 in the case of Fs=1.5.
(a) (b) (c)In addition, based on the aforementioned derivation,m, β, η, and δ affect the net limiting force and corresponding depth of the slip surface below the pile top. Thus, these parameters are discussed as follows.(  1) The Coefficient of Action Point of the Net Limiting Force m . A previous study indicated thatm hardly affected KFmax [13]. However, the present study reveals different results. For example, for the same slope [4], Figures 6(a1), 6(b1), and 6(c1) show that KFmax obviously varies whenm is 1/3 and 1/2. Correspondingly, Kh clearly varies ifm varies (see Figures 6(a2), 6(b2), and 6(c2)). In particular, the differences are much more remarkable if XF/LX is more than XFC/LX (see Figure 7 and the dashed line in Figure 6), which is the minimum XF/LX to ensure that the reinforced slope is not in a failure state with the upslope soil surpassing the pile tops.Figure 6
Effects ofm, η, and XF/LX on KFmax and Kh for the slope example in Figure 3.Figure 7
Influence ofη and XF/LX on KFt for the slope example shown in Figure 3.(  2) Improvement Coefficient of the Slope Stability η. As shown in Figures 6(d1) and 6(d2), KFmax is closely related to η. KFmax increases with the increase in η. Additionally, Kh is clearly affected by η (see Figures 8(a) and 8(b)). For different η values, Kh nonlinearly varies with the increase in XF/LX. XFC/LX increases with the increase in η (see Figure 7). The results for another example in Figure 9 [9] also show similar effects (see Figures 9(a1), 9(a2), 9(b1), 9(c1), and 9(c2)).Figure 8
Effects ofη and XF/LX on Kh for the slope example in Figure 3.
(a) (b)Figure 9
Effects ofη, m, and XF/LX on KFmax, KFt, and Kh for another slope example.(  3) Dip Angle of the Slope Face β. KFmax, Kh, and KFt are associated with β at different XF/LX. As shown in Figures 10(a), 10(b), and 10(c) for the slope example in Figure 3, KFmax, Kh, and XFC/LX obviously decrease with the increase in β. However, KFt does not clearly vary with the increase in β. In particular, KFt is almost constant with β when XF/LX is more than 0.5.Figure 10
Effects ofβ and XF/LX on KFmax, Kh, and KFt for the slope example in Figure 3.
(a) (b) (c)(  4) Dip Angle of the Net Limiting Force δ. As shown in Figures 11(a1), 11(a2), 11(b1), and 11(b2), where the dashed line indicates the location of XFC/LX, two related slope examples in Figures 3 and 9 were individually calculated using the present method to reveal the effect of δ (δa=δp1=δp2=δ) on KFmax and Kh. The result indicates that both KFmax and Kh decrease to some extent with the increase in δ. For different δ, both KFmax and Kh nonlinearly vary with the increase in XF/LX.Figure 11
Effects ofδ and XF/LX on KFmax and corresponding Kh: ((a1) and (a2)) slope example in Figure 3; ((b1) and (b2)) slope example in Figure 9.


## 5. Concluding Remarks

A relatively rigorous method based on the kinematical limit analysis principle is introduced to analyze a soil slope reinforced with one row of stabilizing piles. Relative to the existing methods, the proposed method assumes a more realistic failure mode, where two slip surfaces individually arise in the soil mass of the upslope and downslope of the pile row.The present method provides a close-formed solution to the net limiting force on a pile and the corresponding critical slip surfaces under a prescribed factor of safety. In addition to the soil properties, these results are obviously affected by the pile location, improvement coefficient of the slope stability, dip angles of the slope face, action point, and dip angle of the net limiting force.In particular, the proposed method also reveals that a soil slope with piles may be likely in a failure state where the soil mass in the upslope of the piles surpasses the pile tops under a design factor of safety if the location of the pile row is not proper. To make sure that the soil slope with piles satisfies the requirement of the desired factor of safety, the pile row should be installed in the location where the thrust force on the top of the pile row is less than zero. In fact, the suitable or optimal location of the pile row is not certainly near the toe of a slope.



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*Source: 5463929-2016-12-29.xml*