# Bearing capacity and load transfer mechanism of a static drill rooted nodular pile in soft soil areas

- First Online:

- Received:
- Accepted:

DOI: 10.1631/jzus.A1300139

- Cite this article as:
- Zhou, J., Wang, K., Gong, X. et al. J. Zhejiang Univ. Sci. A (2013) 14: 705. doi:10.1631/jzus.A1300139

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## Abstract

The static drill rooted nodular pile is a new type of pile foundation consisting of precast nodular pile and the surrounding cemented soil. This composite pile has a relatively high bearing capacity and the mud pollution will be largely reduced during the construction process by using this type of pile. In order to investigate the bearing capacity and load transfer mechanism of this pile, a group of experiments were conducted to provide a comparison between this new pile and the bored pile. The axial force of a precast nodular pile was also measured by the strain gauges installed on the pile to analyze the distribution of the axial force of the nodular pile and the skin friction supported by the surrounding soil, then 3D models were built by using the ABAQUS finite element program to investigate the load transfer mechanism of this composite pile in detail. By combining the results of field tests and the finite element method, the outcome showed that the bearing capacity of a static drill rooted nodular pile is higher than the bored pile, and that this composite pile will form a double stress dispersion system which will not only confirm the strength of the pile, but also make the skin friction to be fully mobilized. The settlement of this composite pile is mainly controlled by the precast nodular pile; meanwhile, the nodular pile and the surrounding cemented soil can be considered as deformation compatibility during the loading process. The nodes on the nodular pile play an important role during the load transfer process, the shear strength of the interface between the cemented soil and the soil of the static drill rooted pile is larger than that of the bored pile.

### Key words

Static drill rooted nodular pileLoad transferBearing capacityABAQUSDouble stress dispersion systemThree-dimensional modeling### CLC number

TU47## 1 Introduction

Nowadays, precast reinforced concrete piles and bored piles are widely used in high-rise building engineering in the deep soft soil areas in China. The precast reinforced concrete pile has the advantages of fast piling speed and relatively low cost, while the superiorities of the bored pile are relatively high bearing capacity, controlling the construction depth easily and making little noise. However, these two types of piles also have obvious shortages in practical applications. The skin friction of precast reinforced concrete piles is always small when used in the soft soil foundation, and it often occurs that the skin friction reaches the ultimate state and the settlement becomes so large that the pile cannot continue to bear the load while the strength of the pile is not mobilized fully, which leads to a waste of the strength of the pile material. Moreover, the construction method of the precast reinforced concrete pile will produce a severe compaction effect and have an effect on the surrounding piles and facilities. The bored pile has a mud skin effect and pile tip sediment problems which will lead to the decline of the bearing capacity, and a large amount of mud is produced during the construction process, which will cause serious pollution to the environment.

Therefore, it is hoped that a new type of pile can be created to replace the above mentioned two piles. The static drill rooted nodular pile has been identified as a pile that can be used in the deep soft soil area in China in these conditions. It was first used in Japan and then introduced into China. The static drill rooted nodular pile consists of a precast nodular pile and cemented soil. Firstly, a helical auger is used for stirring and grouting to form cemented soil, then the precast nodular pile is put into the cemented soil. This construction method not only avoids the compaction effect which occurs in the driving process of precast pile, but also averts the mud skin effect and pile tip sediment problems in the construction process of the bored pile. The static drill rooted nodular pile has been used in certain places of deep soft soil layers in Zhejiang province, China, and statistics from these primary applications show that the cost can be decreased by 10% by using this nodular pile approach compared to the bored piles. Therefore, this composite pile not only avoids the soil compaction effect and mud pollution, but also has advantages of economy, so it is of great significance to introduce this pile to the broad soft soil areas in China. Whereas almost no studies on the load transfer mechanism and calculating method have been carried on in China, due to different geological conditions, researches conducted by Japanese (Yabuuchi, 1994; Horiguchi and Karkee, 1995; Borda et al., 2007; Karkee et al., 1998; Honda et al., 2011) do not necessarily apply to the soft soil area in China, and studies on other composite piles (Petros et al., 1994; Wang et al., 1998; Dong et al., 2004) can be of some help for the research of the nodular pile, while the research results of these composite piles can not wholly apply to the nodular piles.

In this study, full-scale destructive field tests of static drill rooted modular piles and bored piles were carried out to compare the bearing capacity between these two piles, full-scale field tests of static drill rooted piles attached with strain gauges were also conducted to investigate the load transfer mechanism of static drill rooted piles. Finally, a finite element program, ABAQUS, was used to simulate the piles in the field tests for deep analysis of the static drill rooted pile.

## 2 Bearing capacity of a nodular pile

### 2.1 Static drill rooted method

The static drill rooted method is a type of environmentally friendly construction method, which can largely decrease the mud emissions and have a small effect on the surrounding facilities. The construction process can be concluded in the following five steps:

- 1.
Drilling: position the drill machine at the right place, then the drilling speed is confirmed according to the geological conditions. In addition, during the drilling process, a water or bentonite mixture liquid is injected to repair the hole according to the geological conditions.

- 2.
Expanding: the drill machine used here is special and has a wing that can expand. When the drill machine reaches the set depth, the wing expands as the set size and makes the diameter of the hole at the bottom expand, and the whole process is monitored by the management device.

- 3.
Grouting at pile tip: grouting at pile tip, lift the drill machine up and down repeatedly during the grouting process to ensure that the cement paste is injected into the bottom of the hole and the cemented soil is uniform.

- 4.
Grouting and pulling out the drill machine: grouting along the hole and stirring repeatedly while pulling out the drilling machine.

- 5.
Put the pile into the hole: put the precast nodular pile into the hole after the drill machine is pulled out. The process is monitored to ensure that the pile is vertical and reaches the right depth.

### 2.2 Load transfer mechanism of a nodular pile element

*Q*

_{1}is the axial force on the precast nodular pile,

*Q*

_{1}′ and

*Q*

_{1}′ are the axial forces on the external cemented soil and internal cemented soil, respectively.

*q*

_{s1}is the side friction between the nodular pile and internal cemented soil,

*q*

_{s2}is the side friction between the nodular pile and external cemented soil, and

*q*

_{s3}is the side friction between the external cemented soil and surrounding soil. The relationship between these parameters can be summarized as follows:

*u*

_{1}and

*u*

_{2}are the internal and external perimeter of the nodular pile,

*u*!

_{3}is the perimeter of the cemented soil, and

*L*is the length of the pile element.

### 2.3 Site conditions and pile conditions

To investigate the bearing capacity of the static drill rooted nodular piles and to compare the bearing capacity of nodular piles and bored piles, destructive field tests of four static drill rooted nodular piles and two bored piles were carried out.

_{sat}is the saturated unit weight;

*I*

_{P}and

*I*

_{L}are the plasticity index and liquidity index;

*E*

_{s}is the compression modulus of each soil layer;

*c*and φ are the cohesion and the internal friction angle of each soil layer, which are measured by consolidated undrained (CU) triaxial tests;

*q*

_{sa}and

*q*

_{pa}are the recommended values of the ultimate unit side friction and the tip resistance, respectively, which are estimated from the CPTs.

Soil profiles and properties in test site

Pipe pile | Bored pile | ||||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|---|

Layer No. | Soil layer | Thickness of soil layer (m) | γ | I | I | C (kPa) | φ (°) | E | q | q | q | q | Standard penetration test blow count |

1 | Saturated | 18.10–18.90 | 17.5 | 18.5 | 1.24 | 12.0 | 10.2 | 2.36 | 11 | 8 | 1 | ||

2 | silty clay Silt | 4.10–4.30 | 18 | 15 | 9 | ||||||||

3 | Saturated silty clay | 21.80–22.50 | 17.9 | 17.1 | 1.27 | 15.4 | 11.6 | 3.17 | 12 | 9 | 8 | ||

4 | Silt clay | 2.90–3.20 | 19.9 | 12.9 | 0.45 | 44.6 | 17.1 | 6.97 | 35 | 28 | 10 | ||

5 | Silt clay | 8.50–9.20 | 18.9 | 14.6 | 0.97 | 20.1 | 13.3 | 3.88 | 25 | 20 | 16 | ||

6 | Silt | 3.80–4.70 | 42 | 36 | 55 | ||||||||

7 | Silt clay | 0.90–1.40 | 20.1 | 10.5 | 0.77 | 26.7 | 17.1 | 5.87 | 25 | 20 | 60 | ||

8 | Silt | 5.80–5.90 | 42 | 2300 | 36 | 550 | 60 |

### 2.4 Single pile field tests

Fig. 4 shows the load-displacement curves of 700 mm nodular piles (as mentioned above, the precast nodular pile is surrounded by cemented soil, and the drill diameter of 650 (500) mm nodular pile is 700 mm, so here they are called 700 mm nodular piles) and 800 mm bored piles. The three load-displacement curves appear to be similar and all have obvious turning points, which indicate that punching failures are likely to occur for all three piles. The failure criteria for three piles are summarized as follows. When the applied load at the No. 3 test pile comes to 8000 kN, the settlement at the pile top sharply increases, the punching failure is thereby very likely to occur; therefore, the ultimate bearing capacity of the No. 3 test pile is 7200 kN. When the No. 4 test pile is loaded to 8600 kN, the settlement at the pile top increases rapidly, the punching failure is thereby very likely to occur, and the ultimate bearing capacity of the No. 4 test pile is 8100 kN. When the applied load at the No. 6 test pile comes to 8800 kN, the settlement at the pile top sharply increases, the punching failure is thereby very likely to occur, and the ultimate bearing capacity of the No. 6 test pile is 8000 kN. In actual engineering, the concrete used in the nodular pile is C100 (JGJ94-2008), the resistance of C100 concrete is 100 MPa, and the reduction coefficient is 0.80. For the 650 (500) mm nodular pile, the thickness of the nodular pile is 100 mm, the surface section is about 0.126 m^{2}, the maximum applied force on the pile top is 8600 kN, and the vertical stress is 68.2 MPa, which is less than 80 MPa, and the load on the nodular pile must be smaller than 8600 kN, so the material used here is considered reliable. In actual engineering, from the excavation piles after the field test, material failure does not occur. The No. 3 and No. 4 test piles are 700 mm static drill rooted nodular piles and the No. 6 test pile is 800 mm bored pile, while the load-displacement curves and the ultimate bearing capacity of these three piles are appear to be similar, so it can be seen from the field tests that the bearing capacity of 700 mm static drill rooted nodular piles and 800 mm bored piles are similar.

The load-displacement curves of the 850 mm nodular piles (the 800 (600) nodular pile are surrounded by cemented soil with a diameter of 850 mm, so here they are called 850 mm nodular piles) and 1000 mm bored piles are shown in Fig. 5. It can be seen from Fig. 5 that the load-displacement curves of the three test piles are similar. The failure criteria of the three piles are summarized as follows. When the applied load at the No. 1 test pile comes to 9600 kN, the settlement at the pile top sharply increases, the punching failure is thereby very likely to occur, and the ultimate bearing capacity of the No. 1 test pile is 8800 kN. When the No. 2 test pile is loaded to 10000 kN, the settlement at the top of the pile increases rapidly, the punching failure is thereby very likely to occur, and the ultimate bearing capacity of the No. 2 test pile is 9500 kN. When the applied load at the No. 5 test pile comes to 10400 kN, the settlement at the pile top sharply increases, the punching failure is thereby very likely to occur, and the ultimate bearing capacity of No. 6 test pile is 9600 kN. The concrete used in the nodular is C100, i.e., the resistance of the C100 concrete is 100 MPa. For the 800 (600) mm nodular pile, the thickness of the pile is 110 mm, the surface section is about 0.238 m^{2}, the maximum applied force is 11000 kN, and the vertical stress is 46.2 MPa, which is less than 80 MPa, then the load on the nodular must be smaller than 11000 kN. Thus, the material used here is considered reliable. The No. 1 and No. 2 test piles are 850 mm static drill rooted nodular piles and the No. 5 test pile is a 1000 mm bored pile. The load-displacement curves and the ultimate bearing capacity of the three test piles are similar as well, so it can also be considered that the bearing capacity of the 850 mm static drill rooted nodular piles and 1000 mm bored piles are similar.

According to the above two groups of field tests, it can be seen that the form of the load-displacement curves of the static drill rooted nodular piles and bored piles are similar. The load applied on the pile top is first provided by the skin friction, and pile tip resistance does not emerge until the skin resistance is fully mobilized; finally, the punching failure occurs at last. However, because of different pile-soil interfaces which are of great importance for developing of the skin friction, the skin friction of the nodular pile is provided by the cemented soil-soil interface, while the skin friction of the bored pile is provided by the pile-soil interface, and the bearing capacity of the nodular pile and bored pile is different. The two groups of field tests show that the bearing capacity of 700 mm static drill rooted nodular piles and 800 mm bored piles are similar, while the bearing capacity of 850 mm static drill rooted nodular piles is similar to 1000 mm bored piles. Therefore, it can be concluded that the bearing capacity of static drill rooted nodular piles is higher than the bored piles.

## 3 Load transfer mechanism of nodular piles

### 3.1 Test profile

The field tests were conducted in an expressway engineering project. In order to investigate the load transfer mechanism of static drill rooted nodular piles, a field test of a 72 m long nodular pile attached with strain gauges was carried out. The core precast pile also consisted of pipe piles and nodular piles: three 800 mm pipe piles each with a length of 15 m, 15 m, and 12 m were connected with two 15 m long 800 (600) mm nodular piles, the total length of the pile is 72 m, and the diameter of the drill hole is 850 mm. To measure the axial force of the test pile, the strain gauges were arranged according to soil profiles in the test field, eight cross sections of the pile were attached with strain gauges; each section was attached with two symmetry strain gauges, and totally 16 strain gauges were set.

Soil profiles and properties in test site

Consolidated quick shear | Cone penetration test | |||||||||||
---|---|---|---|---|---|---|---|---|---|---|---|---|

Layer No. | Soil layer | Thickness of soil layer (m) | γ | e | I | I | C (kPa) | (°) | E | q | f | Standard value of the skin friction of bored piles q |

1 | Clay | 5.0 | 18.4 | 1.04 | 19.2 | 0.75 | 27.1 | 12.9 | 4.70 | 0.46 | 12.99 | 25 |

2 | Saturated silty clay | 7.6 | 17.0 | 1.46 | 20.1 | 1.45 | 12.1 | 8.2 | 2.57 | 0.45 | 8.00 | 13 |

3 | Silty clay 1 | 8.4 | 18.4 | 1.00 | 13.0 | 1.22 | 12.9 | 11.4 | 4.23 | 0.79 | 12.66 | 20 |

4 | Silty clay 2 | 7.3 | 19.0 | 0.89 | 16.2 | 0.62 | 34.7 | 17.8 | 6.70 | 1.73 | 47.70 | 46 |

5 | Clayey silt 1 | 4.6 | 19.0 | 0.86 | 7.6 | 1.16 | 12.4 | 30.2 | 9.84 | 6.17 | 100.3 | 52 |

6 | Clayey silt 2 | 24.1 | 19.0 | 0.87 | 8.0 | 1.16 | 12.7 | 29.5 | 10.6 | 4.52 | 121.6 | 50 |

7 | Silty clay mixed gravel | 7.4 | 19.6 | 0.75 | 13.4 | 0.43 | 42.8 | 20.6 | 9.02 | 60 | ||

8 | Silty clay mixed sand | 3.2 | 19.7 | 0.75 | 14.7 | 0.37 | 38.1 | 20.5 | 9.51 | 44 | ||

9 | Medium sand | 7.2 | 20.1 | 0.61 | 9.9 | 34.0 | 12.2 | 78 | ||||

10 | Silty sand | 8.2 | 19.3 | 0.76 | 9.8 | 32.3 | 10.1 | 75 |

### 3.2 Field test results

#### 3.2.1 Load-displacement response of test pile

^{2}, the maximum applied force is 12000 kN, and the vertical stress is 50.5 MPa, which is less than 80 MPa. Thus, the material used here is reliable. In the field test, no material failure phenomenon is found.

#### 3.2.2 Axial force

#### 3.2.3 Skin friction of the test pile

*P*

_{i}and

*P*

_{i}+1 are axial forces of pile sections

*i*and i+1, respectively, and

*A*

_{i}is the lateral area of the pile, namely the lateral area of the cemented soil. The distribution of the skin friction along the test pile is shown in Fig. 9.

Fig. 9 shows that the mobilization of the skin friction is related to the load applied on the pile, the skin friction gradually increases with the increasing applied load before the skin friction is fully mobilized. However, it will have a small reduction with the applied load still increasing in some soil layers after the skin friction is fully mobilized, which is called shaft resistance softening, and strain softening of overpressure soft clay and the dilatancy of the sand may lead to this phenomenon (Zhang, 2007).

It can also be seen in Fig. 9 that the skin friction is mobilized from the pile top to pile tip, and the skin friction at the lower part of the pile is zero when the applied load is small and the upper skin friction is not fully mobilized; therefore, the lower skin friction does not mobilize until the upper skin friction is fully expressed.

#### 3.2.4 Relationship between skin friction and the pile-soil relative displacement

*L*

_{i}is the length of pile

*i*,

*S*is the pile top settlement, ε

_{j}and ε

_{j+1}are strains of the pile at sections

*j*and

*j*+1, respectively.

#### 3.2.5 Relationship between tip displacement and tip resistance

^{2}, and the drill diameter at the pile tip is 1.5 times larger than the normal diameter, so the whole diameter of the pile tip is 1.28 m

^{2}, and the calculated value is 2560 kN using bored pile parameters and 2142 kN using the precast concrete pile standards. Therefore, it can be seen that the actual pile tip bearing capacity is larger than the calculated values whether using the precast pile parameters or that of the bored pile. The probable reason is that the injection of the cement paste improves the properties of the surrounding soil and makes the pile tip bearing capacity larger.

## 4 Finite element method simulation

To provide a more in depth study of the load transfer mechanism of this composite pile, we investigated the load ratio of the precast nodular and cemented soil, and studied the relative displacement between the precast pile and the cemented soil during the loading process. 3D models were built and calculated using the ABAQUS finite element program, for it is difficult to set measuring instruments in the cemented soil in actual engineering.

### 4.1 Modeling

Parameters of soil layers

Layer No. | Soil layer | γ | E | Poisson’s ratio | C (kPa) | φ(°) | Thickness (m) |
---|---|---|---|---|---|---|---|

1 | Clay | 1.8 | 5 | 0.40 | 20 | 25 | 20 |

2 | Silty clay | 1.8 | 20 | 0.38 | 35 | 30 | 50 |

3 | Medium sand | 1.9 | 30 | 0.36 | 10 | 35 | 30 |

Parameters of nodular pile and cemented soil

Name | E | Poisson’s ratio | C (kPa) | φ(°) | Thickness (m) |
---|---|---|---|---|---|

Pile | 45000 | 0.15 | 72 | ||

Cemented soil | 2000 | 0.3 | 200 | 35 | 72 |

### 4.2 Interface definition

The internal friction angle of the pile-soil interface can also be estimated according to (0.75–1)φ (Fei and Zhang, 2009). For normal bored piles, the skin coefficient of the pile-soil interface is 0.25–0.40 in cohesive soil and 0.5–1.0 in sandy soil (Xu et al., 2002).

### 4.3 Analysis of the results

It is shown in Fig. 14 that the load-displacement curve calculated by ABAQUS has some differences with the load-displacement curve of the field test, yet the trends of the two curves are similar and the ultimate bearing capacity of the two curves are close, which indicates that the proposed modeling method is reliable and it is feasible to use this model to investigate the load transfer mechanism of static drill rooted nodular piles.

### 4.4 Simulation of destructive field tests

Fig. 15 shows that the load-displacement curve calculated by ABAQUS is similar to that in the destructive field test except that for some dissimilarities in settlement which do not make a big difference, the ultimate bearing capacity of the two curves are almost the same. Therefore, the result also shows that the proposed modeling method is reliable.

### 4.5 Load ratio of nodular pile and cemented soil

The axial force of the precast pipe pile and the nodular pile can be measured with strain gauges in the field test; however, it is difficult to measure the axial force of the cemented soil around the pile. As an important part of the composite pile, research on the properties of cemented soil during the loading process is of great significance. Therefore, the statistics of ABAQUS modeling are used to give a deeper study of this composite pile, and the 72 m nodular pile in the field test is analyzed in this study.

The distribution of the axial force of the cemented soil is different from that of the nodular pile (Fig. 17). The load is applied on the precast pile in the model, and the axial force of the cemented soil gradually increases along the pile, then the axial force of the cemented soil decreases after passing 30 m deep, and the axial force increases at a larger scale at a depth of 34 m where the precast nodular pile takes place in the pipe pile. This is probably because the diameter of the pipe pile is 800 mm while the diameter of the nodular pile is 600 m, and the diameter of the cemented soil is 850 mm along the whole pile, so the thickness of the cemented soil increases and leads to the increase of the axial force of the cemented soil. In addition, the geometrical shape changes at this cross section which may lead to stress concentration, which can also make the axial force of the cemented soil to increase. Therefore, the strength of the cemented soil at this cross section should be pay attention to in actual engineering. The stress mutation phenomenon also occurs in the cemented soil as shown in Fig. 18b. As the stress of the cemented soil shocks along the nodular pile part, the average value of the stress of the cemented soil is selected to show the variation trend of the axial force of the cemented soil. It can also be seen in Fig. 17 that the axial force of the cemented soil gradually increases at a smaller scale. To ensure that the cemented soil should not be broken during the loading process, the strength of the cemented soil should be checked. The maximum force on the cemented soil is 240 kN, the minimum cross section is 0.065 m^{2}, the strength is 3.7 MPa, and the compressive strength of the cemented soil in this actual engineering is about 5 MPa, so the cemented soil is reliable in this engineering.

Comparing Fig. 16 with Fig. 17, it can be seen that the axial force of the cemented soil is much smaller than that of the precast pile, which indicates that the load supported by the cemented soil can be ignored. Therefore, the cemented soil mainly plays the role of transmitting the load from the precast pile to the surrounding soil. Consequently, the static drill rooted nodular pile has a double stress dispersion system: the applied load on the precast pile is firstly delivered to the cemented soil as well as passed on to the lower part, and then the load is delivered to the surrounding soil through the cemented soil-soil interface. It has been demonstrated in the destructive field tests that the bearing capacity of the static drill rooted nodular piles is higher than the bored piles in the soft soil areas, so that the double stress dispersion system is probably better than a traditional load transfer system in soft soil areas.

### 4.6 Pile-cemented soil relative displacement

Fig. 19 shows that the pile-cemented soil relative displacement is the largest at the top of the pile and decreases along the pile before being stopped at a stable state, for the load is applied on the precast pile. The displacement differences of the precast pile and cemented soil at the top of the composite pile are 8.1%, 4.3%, 3.4%, 1.7%, respectively for the four steps, which indicates that the displacement of the composite pile is controlled by the precast nodular pile and the precast pile and cemented soil around the pile can be considered as a whole during the loading process. Fig. 18 also shows that the displacement curves of the precast pile and cemented soil appear as one after reaching a depth of 34 m, as mentioned above the pipe pile is replaced with a nodular pile at the depth of 34 m, so it can be demonstrated that the adhesive effect between the nodular pile and cemented soil is better than that between the pipe pile and cemented soil. The pile-cemented soil displacement increases at the pile tip, and the phenomenon is more obvious when the displacement of the pile top reaches 100 mm and the punching failure happens. The possible reason is that the cemented soil at the pile tip is destroyed and the cemented soil and precast pile is separated at the pile tip; therefore, the pile-cemented soil displacement is relatively large when the punching failure occurs at the pile tip.

### 4.7 Comparison of bearing capacity between nodular pile and bored pile

Fig. 22 shows that the load-displacement curves of the two piles almost coincide at the beginning of the loading process, yet the ultimate bearing capacity of the 850 mm static drill rooted nodular pile is 8.5% larger than that of the 850 mm bored pile, which indicates that the bearing capacity of the static drill rooted nodular piles is higher than that of the bored piles.

## 5 Conclusions

This paper investigates the bearing capacity and load transfer mechanism of a static drill rooted nodular pile through a series of field tests and ABAQUS modeling, and some conclusions can be drawn:

- 1.
According to the field tests and the numerical analysis, the bearing capacity of the static drill rooted nodular pile is about 8% to 10% higher than that of the bored pile in the soft soil areas. Statistics from the primary applications in some places of the deep soft soil layers in China show that the cost can be decreased by 10% using this nodular pile compared to the bored piles.

- 2.
The static drill rooted nodular pile combines the advantages of the relatively high skin friction of the cemented soil pile and the higher strength of the precast pile, and a double stress dispersion system is formed. From the field test, this load transfer system proves to be better than that of traditional piles in the soft soil areas. Moreover, the mud pollution is greatly decreased by using this method.

- 3.
The settlement of the static drill rooted nodular pile is controlled by the precast nodular pile. The maximum displacement differences of the precast pile and cemented soil are 8.1%, 4.3%, 3.4%, 1.7%, respectively for the four steps in the numerical analysis, so the nodular pile and cemented soil can be considered as deformation compatible.

- 4.
The nodes on the nodular pile play an important role during the load transfer process. The axial load of the nodular pile will decrease sharply when passing the node, and the settlement curves of the nodular pile and cemented soil are almost coincident in this part of the nodular piles.

- 5.
According to the field test, the skin friction of the static drill rooted pile is about 1.05–0 times higher than that of the bored pile in the soft soil layer.