The embankment slope is vulnerable to slip and collapse, when prestressed concrete pipe (PCP) piles are used to reinforce the inclined soft foundation to bear the load of the embankment. Accordingly, this study puts forward new programs for strengthening embankment foundation with inclined, rather than vertical, PCP piles. Based on an actual engineering accident with embankment slope collapse, this study establishes a finite element model, accompanied by analysis of engineering characteristics and reinforcement effects of the foundation. The main conclusions are drawn as follows: (1) when a pile-supported foundation is used to strengthen the inclined soft foundation, PCP piles in the lower part of the embankment are subjected to bending moments, with their maximum value appearing in the upper part of the PCP pile at the embankment slope foot. During the embankment filling, the maximum pile bending moment may reach the ultimate bending load, resulting in bending failure accompanied with large lateral displacement and even slope collapse. The maximum horizontal displacement of the foundation is located at the foot of the embankment slope. (2) Reinforcement using inclined PCP piles contributes to smaller maximum pile body bending moments than that using vertical PCP piles and loading berms, and such contribution is enhanced when the inclination angle of PCP piles in the lower part of the slope gets larger. Therefore, inclined PCP piles with high angles are optimum in improving the overall stability of the foundation. (3) Compared with vertical PCP piles, inclined PCP piles contribute to smaller horizontal displacement and vertical settlement in foundation reinforcement, which means better reinforcement effects. Moreover, as the inclination angle of PCP piles increases, the maximum displacement decreases rapidly, associated with greatly enhanced lateral stability.
When filling high embankments on an inclined soft foundation, reinforcement is significantly necessary due to insufficient foundation-bearing capacity. Currently, pile-supported foundations are widely used due to their effectiveness in horizontal soft foundation reinforcement. They are subjected to many modes of failures, as demonstrated in extensive centrifugal tests [
Different zones of piles.
Some scholars have also carried out related research on the engineering characteristics of the pile-supported embankment on an inclined soft soil foundation. Liu and Zhang [
A similar phenomenon is also observed by Xie et al. [
Models of pile-supported embankments. (a) Reinforcement model of the loading berm and (b) reinforcement model of inclined PCP piles.
Compared with vertical piles, inclined piles have less lateral displacement due to their stronger lateral bearing capacity when subjected to lateral loads [
Based on an actual engineering failure with embankment slope collapse, this study analyses the failure mode of the pile-supported embankment on the inclined foundation by field survey before the slope collapse. With reference to the field measured data, a finite element analysis model is established to compare reinforcement effects of programs using vertical PCP piles, the inclined PCP piles, and loading berms, accompanied by the investigation into the pile body deformation characteristics. Results of this study are expected to provide a reference for engineering application of this new soft foundation reinforcement program.
The engineering accident takes place on the Xiaoxianhong Expressway of Wuhan Ring Road, which is located in Hubei Province, China. One of the embankments is located in the inclined soft foundation section. According to the design requirements, the maximum filling height of the embankment is 9 m, and PCP piles are used to strengthen the soft foundation. Specifically, these PCP piles have a diameter of 0.4 m, a pile spacing of 1.5 m, and an average reinforcement depth of 20 m. Outline of the actual engineering and soil layer distribution are shown in Figure
Diagram of the subgrade section.
The embankment filling process is accompanied by the gradual occurrence of cracks on the top of the embankment and tendency of the slope to slip. When the embankment filling height reaches 7.64 m, large-area slip and collapse (Figure
Subgrade collapse site. (a) Collapse area and (b) axis offset of the pile top.
According to the damage characteristics of the embankment slope, as well as the on-site geological survey and the PCP pile arrangement, the embankment damage is schematically illustrated, as shown in Figure
Two displacement monitoring points and two deep soil horizontal displacement monitoring holes are placed at the foot of the embankment slope (Figure
Displacement of the soil body at monitoring points. (a) Horizontal displacement and (b) settlement.
As the embankment filling height increases from 4 m to 7 m, the displacement of the soil body at two monitoring points is found to be negatively correlated to the soil body depth with reference to the ground surface (Figure
Displacement of soil body corresponding to an embankment filling height increase from 4 m to 7 m.
According to the abovementioned analysis of the field data, the lower soil is subjected to lateral displacement during embankment filling, due to the obviously insufficient slope stability in the downhill direction of the inclined formation. In this case, the slope is vulnerable to collapse, and thus, efforts should be made to reinforce the horizontal stability of the slope.
After occurrence of the engineering accident, a program with inclined PCP piles is proposed for reinforcing the embankment slope foundation (Figure
In the finite element analysis model, deformation characteristics of the half embankment are simulated and analyzed. The top surface of the half embankment is 13 m wide and 9 m high. The embankment slope is 1 : 1.5. Two kinds of soil layers are set in the lower part of the embankment, which share high similarity with the actual case. The slope of the contact surface is set to 1 : 7. In order to alleviate boundary effects, the lower layer of the embankment in the model is set to be as large as possible, which is 80 m in the
Fem model. (a) Model layout and (b) the actual model.
According to section specifications and layouts of PCP piles in the actual project, five rows of vertical piles are set in the middle-lower sections of the embankment, and six rows of inclined piles are set in the lower part of the embankment slope. Influences of pile inclination angles are investigated through designing four programs, denoted as Programs A, B, C, and D, respectively (Table
Model configuration.
Program number | Inclination angle of PCP piles (°) | Size of the loading berm ( | Section size of PCP piles (mm) | Pile spacing (m) | Pile length (m) |
---|---|---|---|---|---|
A | 0 | — | 400 × 70 | 2.5 | 20 |
B | 10 | — | |||
C | 20 | — | |||
D | 30 | — | |||
E | 0 | 5 × 2.5 |
Grid convergence tests are carried out to evaluate the calculation accuracy and duration, which demonstrate 1 m to be a proper soil grid size. The finite element model is divided by 8-node 3D grids, which generate a total of 301623 nodes and 76202 units. Displacements at the model bottom in
In the finite element model, the PCP pile is simulated by the linear elastic model, which generally divides soil layers into three types, namely, the embankment fill, the upper mucky soil, and the lower silty clay, and they are all simulated by the Mohr–Coulomb model. According to the actual geological investigation data in the background project, model material parameters are preliminarily determined to establish a model with a single pile under the static load. A vertical load of 1000 kN is applied to the top of the PCP pile in ten stages to obtain the Q-s curve, which is constantly compared with the Q-s curve with identical conditions in the actual case. Ultimately, through gradual adjustment, good matching is achieved between Q-s curves using simulated data and measured data (Figure
Load-Settlement curves.
The bearing capacity of the single pile in the model is consistent with that in the actual engineering condition. Also, the displacement data of Program A in the finite element analysis model are in good agreement with the those of the original project. Table
Model material parameters.
Soil layer | Model | E (kPa) | c (kPa) | |||||
---|---|---|---|---|---|---|---|---|
Mucky soil | Mohr–Coulomb model | 7850 | 0.38 | 17 | 4.4 | 5.62 | 1.1 | 2 |
Silty clay | 57000 | 0.25 | 18 | 18.15 | 36.21 | 0.5 | 2 | |
Embankment soil | 18400 | 0.33 | 18 | 16.7 | 37.6 | 0.73 | 2.08 | |
PCP pile | Linear elastic model | 2.7 × 107 | 0.17 | 25 | ∼ | ∼ | ∼ | ∼ |
The foundation deformation in the horizontal direction reflects the overall stability of the foundation in different reinforcement programs. Figure Program A (Table Programs B, C, and D share similarity with Program A, in terms of the foundation deformation characteristics. In comparison, as the pile inclination angle increases, the horizontal displacement deformation area decreases, with Program D having the smallest area. There also exist large areas with horizontal displacement in the upper embankment and the top surface of the soil layer in Program E. Compared with Program A, the displacement area in Program E is smaller, which proves the capacity of the loading berm to effectively enhance the overall stability of the embankment. However, the displacement areas in Programs B, C, and D are also smaller than those in Program A, which is attributed to the better lateral stability reinforcement by inclined piles than that by loading berms.
Horizontal deformation of the foundation. (a) Program A, (b) Program B, (c) Program C, (d) Program D, and (e) Program E.
Figure
Variations of maximum displacement. (a) Change with loads and (b) change with inclination angles.
According to the abovementioned analysis, the lateral movement area and the lateral displacement value of the foundation are obviously reduced as the pile inclination angle increases, accompanied by significantly enhanced lateral stability of the foundation. In other words, a properly large PCP pile inclination angle has a good lateral reinforcement effect.
Since an inclined PCP pile has significantly lower vertical bearing capacity than a vertical PCP pile [ Different programs share similar settlement distribution regularity, with the smallest vertical settlement at the foot of the embankment slope ( Different programs vary from one to another in terms of the absolute vertical settlement values. In the lower part of the embankment slope (
Settlement distribution curves of the embankment bottom surface.
Though inclined piles have smaller vertical bearing capacities than the vertical ones, the vertical settlement of the PCP pile-reinforced foundation is hardly influenced, due to the relatively small vertical load of the embankment slope. Moreover, inclined PCP piles are favored by their strong lateral reinforcement effects that can effectively prevent the lateral soil movement under the embankment. Therefore, they are important contributors to reinforcement of the middle part of the embankment.
According to Zheng et al. [
Figure Programs A and E are featured by the dominant occurrence of the bending moment on the upper part of the piles, and the bending moment first increases and, then, decreases along the pile length from the top to bottom. PCP piles under the middle part of the embankment are subjected to relatively small bending moment, while those under the embankment slope are subjected to relatively large bending moment. The maximum bending moment value appears in the PCP pile under the embankment slope foot (pile A), which is prone to bending failure in the process of embankment filling. Program B shares similarity with Program A in the bending moment distribution of PCP piles. The piles under the middle embankment also suffer relatively small bending moment, while those under the embankment slope are subjected to relatively large bending moment. The maximum bending moment also appears in the upper part of pile A. However, Programs C and D present different features from the abovementioned two, with large bending moment also appearing in the lower part of the pile body under the middle part of the embankment (pile B).
Bending moment distribution of PCP piles. (a) Program A, (b) Program B, (c) Program C, (d) Program D, and (e) Program E.
According to the abovementioned analysis, PCP piles in all reinforcement programs have large bending moments under the load of the embankment. When the bending moment exceeds a certain threshold, PCP piles are broken, and then, the reinforcement fails, resulting in slip and collapse of the embankment. In all the reinforcement programs, the maximum bending moments mainly appear on piles A and B. Therefore, by comparing and analyzing distributions of bending moments of the two rows of piles, it is possible to obtain the bending failure loads of the PCP piles in different reinforcement programs. Furthermore, the influence of the pile inclination angle on the foundation bearing capacity is elaborated. Figures Pile A mainly suffers the bending moment in the upper part of the pile body. The bending moment first increases and, then, decreases along the pile length from the top to bottom, and the maximum value appears at the position of 2–5 m from the pile top. In terms of the maximum bending moment, Program A has the largest value, which is 0%, followed by Programs B (10%), C (20%), E (loading berm), and D (30%). The maximum bending moment value is found to decrease as the pile inclination angle increases, accompanied by the decreasing probability of pile bending failure. The maximum bending moment of Program E (loading berm) is smaller than that of Program A (0%) but larger than that of Program D (30%), which indicates the advantage of the loading berm in more effectively reducing the bending moment of the pile body, as well as its poorer reinforcement effect than the inclined pile. As for pile B, large bending moments occur in both upper and lower parts of the pile body. There are two maximum values in the pile body, which are located at 2–5 m and 12 m from the pile top, respectively. Different reinforcement programs share basically the same maximum bending moment for the lower part of the pile body, but they have obviously different maximum bending moments for the upper part of the pile body. Specifically, Program A has the largest maximum bending moment, which is 0%, followed by Program E (Loading berm), Programs B (10%), C (20%), and D (30%). Meanwhile, the maximum bending moment of pile B also decreases as the inclination angle increases. The PCP piles used in the actual project are 400 × 70 mm in dimensions, with ultimate pile body bending moments of 77 kN m. As shown in Program A, when the embankment filling height reaches 9 m (162 kPa), the pile body bending moment exceeds the ultimate bending moment, resulting in pile body damage and consequent invalid foundation reinforcement. Therefore, it is not feasible to use vertical PCP piles for soft foundation reinforcement.
Bending Moments of PCP piles. (a) Pile A and (b) pile B.
Figure For Program A, the maximum bending moment value does not change much with the increase of load, when the upper load is less than 60 kPa (filling height 3.3 m). In comparison, as the vertical load is larger than 60 kPa and continues to increase, the maximum bending moment increases rapidly, reaching the ultimate bending moment at a load of 150 kPa (filling height 8.3 m). At that moment, pile A is already subjected to bending failure, and further increasing the filling height is bound to cause bending failures of nearby PCP piles, which will lead to reinforcement failure and overturning of the embankment slope. Program B shares similarity with Program A in terms of the maximum bending moment, which is also relatively stable with small loading (
Variations of the maximum bending moments. (a) Change with loads and (b) change with inclination angles.
According to the abovementioned analysis, when using PCP piles to reinforce the soft soil foundation to withstand the upper embankment load, it is effective to increase the PCP pile inclination angle at the lower part of the slope so as to well reduce the maximum bending moment and prevent the pile body from bending failure, which is beneficial to the overall reinforcement effect of the foundation. When the pile inclination angle is larger than 20°, the maximum bending moment is obviously smaller than that of Program E using a loading berm for reinforcement.
Based on the analysis of an actual engineering accident with embankment slope collapse, this study proposes to use inclined PCP piles with different inclination angles to reinforce the embankment foundation and establishes a finite element analysis model for evaluation of their performances, including their effects on horizontal displacement, vertical settlement, and pile bending moment. The main conclusions are as follows: The maximum horizontal displacement of the foundation is located at the foot of the embankment slope. Specifically, reinforcement using inclined PCP piles and loading berms contributes to smaller maximum horizontal displacement of the foundation than that using vertical PCP piles. Moreover, in terms of the lateral reinforcement effect, inclined PCP piles present better performances than loading berms. Also, as the inclination angle increases, the maximum horizontal displacement decreases rapidly, associated with greatly enhanced lateral stability. The vertical settlement of the embankment slope increases as the inclination angle increases, though the increasing magnitude is small. In comparison, the vertical settlement of the middle part of the embankment decreases as the inclination angle increases. Compared with vertical PCP pile-reinforced foundations, inclined PCP pile-strengthened ones present smaller vertical settlement in the middle part of the embankment, which means good vertical reinforcement effects. PCP piles in the lower part of the embankment are subjected to bending moment, with their maximum value appearing in the upper part of the PCP pile at the embankment slope foot. In the process of embankment filling, the maximum pile bending moment may reach the ultimate bending load, followed by occurrence of bending failure. In this context, it is effective to reduce the maximum bending moment and prevent the pile body from bending failure through increasing the inclination angle of PCP piles in the lower part of the slope, which is beneficial to the overall reinforcement effect of the foundation.
To conclude, inclined PCP piles significantly contribute to improvement of lateral stability, vertical bearing capacity, and pile body stress characteristics, and an inclination angle of 30° is suggested to be the optimum value for strengthening the embankment slope in the practical engineering. The abovementioned conclusions are applicable to other projects with comparable geological conditions, while more efforts should be paid to evaluate engineering characteristics and reinforcement effects of inclined PCP piles if there are great differences in engineering geological conditions.
The data used to support the findings of this study are available from the corresponding author upon request.
The authors declare that they have no conflicts of interest.
This work was financially supported by the National Natural Science Foundation of China (No. 51378083), Scientific Research Fund of Hunan Provincial Education Department (19A), the Open Research Fund of Science and Technology Innovation Platform of Bridge Engineering of Changsha University of Science and Technology (No. 18KA02), the Hunan Provincial Innovation Foundation for Postgraduate (CX2018B538), the Hunan Provincial Natural Science Foundation, China (2020JJ4619), and the Natural Science Foundation of Hunan Provincial Department of Education (19A034), which are all greatly appreciated.