# Laboratory Model Tests on Consolidation Performance of Soil Column with Drained-Timber Rod

Authors: X. J. Chai; K. Deng; C. F. He; Y. F. Xiong
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

Timber pile is an ancient technology applied in soft ground improvement for more than 1000 years. With the rise of many high-rise buildings, many types of modern mechanized-construction piles are widely developed and applied; for example, steel pile, precast concrete pile, sand pile, and gravel pile are widely used instead of timber piles. Yet, in some special conditions, timber piles have certain advantages due to their environment-friendly characteristics, which result in obvious economic benefits and suitability. To overcome the weakness of the traditional timber pile technology and expand its application in engineering practice, a drained-timber pile technique was put forward. This technology is to wrap the permeable filter-type drainage geotextile around the timber pile, so that the timber pile not only has the replacement function to strengthen the foundation but also has the drainage function, can accelerate the pore water discharge, and speeds up the soft soil foundation consolidation. The reduced scale soil-column consolidation model was designed to perform the consolidation tests for the soil column with a drained-timber rod. In total, eight types of soil-column consolidation tests were carried out to verify the feasibility and effectiveness of the drained-timber pile technique. The results revealed that, under the same loading and consolidation time, the drained-timber rod can obviously increase the degree of consolidation when compared with traditional timber rod. It can be expected that the drained-timber pile technique has a good application prospect for the construction of medium-small hydraulic structures and for the treatment of super soft clay.


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## Body

## 1. Introduction

Pine pile is an ancient technology applied in soft ground improvement for more than 1000 years. For example, even after more than one thousand years, wood reinforcement under the Mizuki embankment in North Kyushu, Japan, still has high durability in an underwater-table condition [1]. The soft clay foundation of the ancient Water-Gate site of the Southern Taizhou (Jiangsu Province, China) that was reinforced with timber piles still remains in a relatively complete state more than one thousand years at underground water condition [2]. Many ancient ruins were excavated and it was found that the pine piles were still in good status, showing that the pine piles have good durability and strong corrosion resistance under water condition.Since the 1980s, with the rise of many high-rise buildings, steel piles, precast concrete piles, sand piles, gravel piles, and other modern mechanized-construction pile types were developed and applied in order to meet the requirements of the modern buildings for the bearing capacity and the foundation settlement. Especially, for large soft foundation area, preloading and vacuum preloading techniques have been widely employed to improve the engineering properties of the soft clay [3–6].However, it cannot be concluded that the timber pile technique has disappeared in soft ground improvements. On the contrary, in some special conditions, timber piles have certain advantages when compared with concrete piles, steel piles, and so forth. For example, timber piles are widely employed in small-medium size hydraulic engineering structures in regions with rich pine resources [7–9]. In recent years, with the enhancement of environmental protection and resource protection conscious, the timber pile technique has been attracting the attention of engineers and researchers due to its environment-friendly characteristics, which results in obvious economic benefits and suitability. Yang et al. [10] analyzed and designed a timber pile composite foundation for the Qinhuai River sewage project (Nanjing, China) which was built on very soft clay. Poungchompu et al. [11, 12] investigated the effectiveness and possibility of timber raft and pile foundation for road embankment built on Ariake soft clay (Kyushu, Japan) through laboratory model tests.However, the traditional timber pile technique has the following two disadvantages when applied to improve the soft ground: (1) the low bearing capacity of the timber pile and the low shear strength of the soft clay restrict the height of the superstructures and (2) the large postconstruction settlement due to the low permeability of the soft clay frequently leads to cracking of the superstructures. The above two problems restrict the extensive application of timber pile composite foundation for buildings in soft soil area.To overcome the weakness of the traditional timber pile technology, the drained-timber pile technique was developed [13, 14]. The main feature of the drained-timber pile technique is that a thin layer of drained-geotextile was wrapped around the timber pile, so that the excess pore water will be drained through the geotextile layer during construction; thus, the bearing capacity of the timber pile will be increased and the postconstruction settlement will be reduced.In the study, to verify the drainage feasibility and efficiency of the drained-timber pile technique, a special laboratory soil-column apparatus was designed to perform consolidation tests for drained-timber rods. In total, eight types of soil-column consolidation tests were carried out to investigate the influence of drainage conditions, the number of layers of drained geotextiles, and the diameter of timber rod. The test results revealed that, under the same loading and consolidation conditions, the drained-timber rod can obviously increase the degree of consolidation when compared with the traditional timber rod. The final outer diameter of the drained-timber rod has a significant impact on the consolidation degree. It can be expected that the drained-timber pile technique has a good application prospect for the medium-small hydraulic structures and pretreatment of super soft foundation in pine-rich areas.


## 2. Experimental Setup

### 2.1. Soil Preparation

The soil tested was collected from Diezi Lake of Nanchang city, Jiangxi Province. It is a typical mucky clay in the Poyang Lake region. After being mixed, the soil samples were sealed in a container to maintain the initial condition for tests, as shown in Figure1. The main physical properties of the soil are listed in Table 1.Figure 1
Soil slurry at initial condition.Table 1
Physical properties of the mucky clay used in the test.
Natural density,ρ (g/cm3)Water content,ω (%)Specific gravity,GsPlastic limit (PL)Liquid limit (LL)Plasticity index (PI)Liquidity index (LI)1.7490.262.6726.052.2262.47


### 2.2. Drainage Geotextile

The drainage geotextile is the main composition of the drained-timber pile, a nonwoven geotextile, which is made of 150A with a density of 150 g/cm3 and a thickness of 1.0 mm. It was employed as the drained layer of the drained-timber rod. The permeability coefficient of the geotextile is about 0.1 cm/s, and its tensile strength is greater than 0.12 kN.


### 2.3. Preparation of Timber Rod and Drained-Timber Rod

The diameter of the pine pile commonly used in engineering practices is between 100 mm and 150 mm. In the experiments, the dimension of the soil-column consolidation test apparatus was scaled down in a ratio of one to ten. Therefore, three different sizes of timber rods with diameters of 8 mm, 10 mm, and 12 mm and length of 100 mm were made in this study. The elastic modulus of the timber rodfc = 10 MPa, Efc = 9000 MPa, and 11 MPa of bending resistance. On the basis of the research group, the number and thickness of the wrapped geotextile have little effect on the drainage effect, so the standard geotextile used in engineering is selected in this test, and the thickness is not reduced. The compressive strength of the pine rod is fc = 12 MPa.The drained-timber rod is made up of a timber rod with a few layers of drainage geotextile wrapped around the timber rod. Photos of the timber rod and the drained-timber rod for the wooden rod with a diameter of 10 mm are shown in Figure2.Figure 2
Photos of timber rod and drained-timber rod for a wooden rod with a diameter of 10 mm.


### 2.4. Laboratory Soil-Column Consolidation Test Setup

The laboratory soil-column consolidation test apparatus was composed of a plexiglass cylinder, a pressure plate, a plexiglass hollow transfer column, a loading, and a data monitoring-recording system.The plexiglass cylinder was made of plexiglass with a thickness of 5 mm, an inner diameter of 100 mm, and a height of 150 mm, an impervious bottom and side of the cylinder, as shown in Figure3(a).Figure 3
Plexiglass cylinder (a) and plexiglass hollow transfer column (b).
(a)(b)The pressure plate was made of plexiglass with a thickness of 5 mm, an outside diameter of 98 mm, and a central circular hole with an inner diameter of 13 mm. The purpose of the central circular hole is to provide an upward displacement space for the timber rod (or drained-timber rod) in the process of loading and consolidation, as shown in Figure3(a).The Plexiglass hollow transfer column was made of plexiglass with a height of 90 mm, an outside diameter of 90 mm, and a central hole with an inner diameter of 16 mm, as shown in Figure3(b).


### 2.5. Design of Eight Types of Soil-Column Consolidation Tests

In order to verify the drainage consolidation performance of the drained-timber rod, a total of eight types of soil-column consolidation tests were designed, as listed in Table2. In all the tests, the initial height of the soil column was set to 100 mm, the total length of the (drained) timber rod was 150 mm, and the embedded length in the soil of the rod was 100 mm. From the viewpoint of the purpose of the experiment, the eight types of tests can be divided into three groups, Group A (L1, L2, L3, S0), Group B (M1, S0, M2), and Group C (N1, S0, N2).Table 2
Set up of soil-column consolidation tests with (drained) timber rods.
Purpose of soil-column testsType of testsPile diameter (mm)Geotextile layersOutside pile diameter (mm)Length of embedded pile (mm)Vertical drainRadial drainEffect of drainage condition (Group A)L1NoNoNoNo✓—L210No10100✓—L3102 layers14100—✓S0102 layers14100✓✓Effect of pile diameter (Group B)M182 layers12100✓✓S0102 layers14100✓✓M2122 layers16100✓✓Effect of layers (Group C)N1101 layer12100✓✓S0102 layers14100✓✓N2104 layers18100✓✓Group A (L1, L2, L3, S0) was designed to investigate the effect of drainage condition, in which test L1 is just soil column at a vertical upward drainage condition; test L2 is soil column with just timber rod at vertical upward drainage condition; test L3 is a soil column with a drained-timber rod at radial drainage condition, and the top boundary of the soil column was sealed with a thin geomembrane; test S0 is soil column with a drained-timber rod at both vertical upward drainage and a radial drainage condition, designed as the basic standard tests for the drained-timber rod.Group B (M1, S0, M2) was designed to investigate the influence of the diameter of the timber rod, in which the thickness of the drained geotextile is of two layers (the drained geotextile has two layers) and the drainage condition is the same (vertical + radial); the only difference is that the diameters of the timber rods are 8 mm, 10 mm, and 12 mm for tests M1, S0, and M2, respectively.Group C (N1, S0, N2) was designed to investigate the influence of the layers of the drained geotextile, in which the diameter of the timber rod is 10 mm and the drainage condition is the same (vertical + radial); the only difference is the number of the drained layers of the geotextiles, which is 1, 2, and 4 for tests N1, S0, and N2, respectively.


## 2.1. Soil Preparation

The soil tested was collected from Diezi Lake of Nanchang city, Jiangxi Province. It is a typical mucky clay in the Poyang Lake region. After being mixed, the soil samples were sealed in a container to maintain the initial condition for tests, as shown in Figure1. The main physical properties of the soil are listed in Table 1.Figure 1
Soil slurry at initial condition.Table 1
Physical properties of the mucky clay used in the test.
Natural density,ρ (g/cm3)Water content,ω (%)Specific gravity,GsPlastic limit (PL)Liquid limit (LL)Plasticity index (PI)Liquidity index (LI)1.7490.262.6726.052.2262.47


## 2.2. Drainage Geotextile

The drainage geotextile is the main composition of the drained-timber pile, a nonwoven geotextile, which is made of 150A with a density of 150 g/cm3 and a thickness of 1.0 mm. It was employed as the drained layer of the drained-timber rod. The permeability coefficient of the geotextile is about 0.1 cm/s, and its tensile strength is greater than 0.12 kN.


## 2.3. Preparation of Timber Rod and Drained-Timber Rod

The diameter of the pine pile commonly used in engineering practices is between 100 mm and 150 mm. In the experiments, the dimension of the soil-column consolidation test apparatus was scaled down in a ratio of one to ten. Therefore, three different sizes of timber rods with diameters of 8 mm, 10 mm, and 12 mm and length of 100 mm were made in this study. The elastic modulus of the timber rodfc = 10 MPa, Efc = 9000 MPa, and 11 MPa of bending resistance. On the basis of the research group, the number and thickness of the wrapped geotextile have little effect on the drainage effect, so the standard geotextile used in engineering is selected in this test, and the thickness is not reduced. The compressive strength of the pine rod is fc = 12 MPa.The drained-timber rod is made up of a timber rod with a few layers of drainage geotextile wrapped around the timber rod. Photos of the timber rod and the drained-timber rod for the wooden rod with a diameter of 10 mm are shown in Figure2.Figure 2
Photos of timber rod and drained-timber rod for a wooden rod with a diameter of 10 mm.


## 2.4. Laboratory Soil-Column Consolidation Test Setup

The laboratory soil-column consolidation test apparatus was composed of a plexiglass cylinder, a pressure plate, a plexiglass hollow transfer column, a loading, and a data monitoring-recording system.The plexiglass cylinder was made of plexiglass with a thickness of 5 mm, an inner diameter of 100 mm, and a height of 150 mm, an impervious bottom and side of the cylinder, as shown in Figure3(a).Figure 3
Plexiglass cylinder (a) and plexiglass hollow transfer column (b).
(a)(b)The pressure plate was made of plexiglass with a thickness of 5 mm, an outside diameter of 98 mm, and a central circular hole with an inner diameter of 13 mm. The purpose of the central circular hole is to provide an upward displacement space for the timber rod (or drained-timber rod) in the process of loading and consolidation, as shown in Figure3(a).The Plexiglass hollow transfer column was made of plexiglass with a height of 90 mm, an outside diameter of 90 mm, and a central hole with an inner diameter of 16 mm, as shown in Figure3(b).


## 2.5. Design of Eight Types of Soil-Column Consolidation Tests

In order to verify the drainage consolidation performance of the drained-timber rod, a total of eight types of soil-column consolidation tests were designed, as listed in Table2. In all the tests, the initial height of the soil column was set to 100 mm, the total length of the (drained) timber rod was 150 mm, and the embedded length in the soil of the rod was 100 mm. From the viewpoint of the purpose of the experiment, the eight types of tests can be divided into three groups, Group A (L1, L2, L3, S0), Group B (M1, S0, M2), and Group C (N1, S0, N2).Table 2
Set up of soil-column consolidation tests with (drained) timber rods.
Purpose of soil-column testsType of testsPile diameter (mm)Geotextile layersOutside pile diameter (mm)Length of embedded pile (mm)Vertical drainRadial drainEffect of drainage condition (Group A)L1NoNoNoNo✓—L210No10100✓—L3102 layers14100—✓S0102 layers14100✓✓Effect of pile diameter (Group B)M182 layers12100✓✓S0102 layers14100✓✓M2122 layers16100✓✓Effect of layers (Group C)N1101 layer12100✓✓S0102 layers14100✓✓N2104 layers18100✓✓Group A (L1, L2, L3, S0) was designed to investigate the effect of drainage condition, in which test L1 is just soil column at a vertical upward drainage condition; test L2 is soil column with just timber rod at vertical upward drainage condition; test L3 is a soil column with a drained-timber rod at radial drainage condition, and the top boundary of the soil column was sealed with a thin geomembrane; test S0 is soil column with a drained-timber rod at both vertical upward drainage and a radial drainage condition, designed as the basic standard tests for the drained-timber rod.Group B (M1, S0, M2) was designed to investigate the influence of the diameter of the timber rod, in which the thickness of the drained geotextile is of two layers (the drained geotextile has two layers) and the drainage condition is the same (vertical + radial); the only difference is that the diameters of the timber rods are 8 mm, 10 mm, and 12 mm for tests M1, S0, and M2, respectively.Group C (N1, S0, N2) was designed to investigate the influence of the layers of the drained geotextile, in which the diameter of the timber rod is 10 mm and the drainage condition is the same (vertical + radial); the only difference is the number of the drained layers of the geotextiles, which is 1, 2, and 4 for tests N1, S0, and N2, respectively.


## 3. Test Procedures

### 3.1. Preparation of the Soil-Column Samples

The soil-column samples were prepared in the following steps: (1) the soil was placed with an initial moisture content of 90.06% into the plexiglass cylinder with a 100 mm in height; (2) a timber rod was inserted (or a drained-timber rod) vertically into the soil column at the central position and up to the bottom of the cylinder, which means the embedded length of the (drained) timber rod is 100 mm; (3) a piece of permeable geotextile pad was placed on the top surface of the soil column, the geotextile pad has a diameter of 100 mm, a thickness of 3 mm, and a center hole with a diameter of 13 mm; (4) the pressure plate was placed on the top of the drained pad; and (5) the hollow transfer column was placed on the pressure plate (note: for test L3, a piece of impermeable geomembrane pad was used to take the place of the permeable geotextile to achieve the only radial drainage condition). The photo of the soil-column consolidation sample before loading is shown in Figure4.Figure 4
Set up of soil column with (drained) timber bolt before loading.


### 3.2. Step Loading Scheme

The apparatus of loading and monitoring system is shown in Figure5. The loading scheme is designed in 6 steps, which are 6.25 kPa, 12.50 kPa, 25 kPa, 50 kPa, 100 kPa, and 200 kPa, respectively; each loading step is maintained for 24 hours, and the consolidation settlement with time is monitored and recorded for analysis.Figure 5
Apparatus of loading and monitoring system.


### 3.3. Undrained Shear Strength Tests

After loading and consolidation, the (drained) timber rod was removed carefully, the inner hole left by the rod was filled using the consolidated clay with the same water content; then, a special sampler was employed to shape a sample with a diameter of 50 mm and a height of 100 mm; and finally, the unconfined compression strength test was performed, the undrained shear strengthCu was derived, and the water content of the sample was measured.


## 3.1. Preparation of the Soil-Column Samples

The soil-column samples were prepared in the following steps: (1) the soil was placed with an initial moisture content of 90.06% into the plexiglass cylinder with a 100 mm in height; (2) a timber rod was inserted (or a drained-timber rod) vertically into the soil column at the central position and up to the bottom of the cylinder, which means the embedded length of the (drained) timber rod is 100 mm; (3) a piece of permeable geotextile pad was placed on the top surface of the soil column, the geotextile pad has a diameter of 100 mm, a thickness of 3 mm, and a center hole with a diameter of 13 mm; (4) the pressure plate was placed on the top of the drained pad; and (5) the hollow transfer column was placed on the pressure plate (note: for test L3, a piece of impermeable geomembrane pad was used to take the place of the permeable geotextile to achieve the only radial drainage condition). The photo of the soil-column consolidation sample before loading is shown in Figure4.Figure 4
Set up of soil column with (drained) timber bolt before loading.


## 3.2. Step Loading Scheme

The apparatus of loading and monitoring system is shown in Figure5. The loading scheme is designed in 6 steps, which are 6.25 kPa, 12.50 kPa, 25 kPa, 50 kPa, 100 kPa, and 200 kPa, respectively; each loading step is maintained for 24 hours, and the consolidation settlement with time is monitored and recorded for analysis.Figure 5
Apparatus of loading and monitoring system.


## 3.3. Undrained Shear Strength Tests

After loading and consolidation, the (drained) timber rod was removed carefully, the inner hole left by the rod was filled using the consolidated clay with the same water content; then, a special sampler was employed to shape a sample with a diameter of 50 mm and a height of 100 mm; and finally, the unconfined compression strength test was performed, the undrained shear strengthCu was derived, and the water content of the sample was measured.


## 4. Analysis and Discussion of the Test Results

### 4.1. Evaluation of Radial Drainage of Drained-Timber Rods (Group A: L1, L2, L3, S0)

For the tests of Group A (L1, L2, L3, S0), the relationship between the consolidation settlement and the time in each step of loading is plotted in Figure6 and the relationship between the final void ratio and consolidation pressure is plotted in Figure 7.Figure 6
Relationships between consolidation settlement and time under each step loading for tests of Group A (L1, L2, L3, S0).Figure 7
Curves of void ratio versus consolidation pressure for tests of Group A (L1, L2, L3, S0).Figure6 indicates that (1) for test L1 and test L2, the settlement curves with time under each loading step are almost similar, meaning that the traditional timber rod is impermeable and has little contribution to increasing the consolidation degree of soft clay, which is reasonable and agrees with the theoretical speculation; (2) comparing the curves of test L2 and test S0, the only difference is that a drained-timber rod is used in test S0 and a timber rod is used in L2. It reveals that, under the same loading and drained condition, the two geotextile layers of the drained-timber rod can play the role of radial drainage well and contribute a lot to the total consolidation degree; (3) for the test L3 and test S0, the settlement curves under each loading step are almost similar, it means that for the drained-timber rods, with two drained layers of geotextile, the radial drainage has a dominant contribution to the total consolidation degree, and the vertical drainage has little contribution to the total consolidation degree, the phenomenon reveals that the two thin layers of geotextile are quite effective for increasing the radial consolidation.Figure7 indicates that, under the same load increment and the same consolidation time (24 hours), the increments of consolidation settlement of tests L3 and S0 are always greater than those of the tests L1 and L2, which reveals that the drainage layer structure of the drained-timber rods can effectively improve the consolidation degree of the soft clay.


### 4.2. Influence of the Diameter of the Drained-Timber Rod on the Consolidation Settlement (Group B: M1, S0, M2)

For the tests of Group B (M1, S0, M2), the relationship between the consolidation settlement and the time in each loading step is plotted in Figure8 and the relationship between the final void ratio and the consolidation pressure is plotted in Figure 9.Figure 8
Relationships between consolidation settlement and time under each step loading for tests of Group B (M1, S0, M2).Figure 9
Curves of void ratio versus consolidation pressure for tests of Group B (M1, S0, M2).Figures8 and 9 indicate that the rod diameter has an obvious influence on the consolidation settlement. It seems that, under the same loading and consolidation conditions, the settlement increases with the increase of the rod diameter in each loading step. The reason may be the outside diameter of the drained-timber rod even if the three tests (M1, S0, M2) have the same two layers of drained geotextiles, which will be further confirmed in the later discussion.


### 4.3. Influence of the Thickness of Drained Layers on the Consolidation Settlement (Group C: N1, S0, N2)

For the tests of Group C (N1, S0, N2), the relationship between the consolidation settlement and the time in each step of loading is plotted in Figure10 and the relationship between the final void ratio and the consolidation pressure is plotted in Figure 11.Figure 10
Relationships between consolidation settlement and time under each step loading for tests of Group C (N1, S0, N2).Figure 11
Curves of void ratio versus consolidation pressure for tests of Group C (N1, S0, N2).Figures10 and 11 indicate that the layers of drained geotextile have an obvious influence on the consolidation settlement. It seems that, under the same loading and consolidation condition, the settlement increases with the increasing of the thickness of layers in each step of loading. The reason may be the outside diameter of the drained-timber rod, which increased with the increase of the layers of drained geotextiles, even if the three tests (N1, S0, N2) have the same diameter of timber rod; this will be further confirmed in later discussion.


### 4.4. The Relationship of the Undrained Shear Strength versus the Liquidity Index of the Consolidated Soft Clay

The final consolidation settlements of the eight types of tests are listed in Table3. After loading and consolidation of each type of test, the unconfined compression strength test was performed and the corresponding undrained shear strength (Cu) was derived; also the water content corresponding to the final state was measured, and the corresponding liquidity index was measured by liquid-plastic combine tester as listed in Table 3.Table 3
Summary of soil-column consolidation test results.
Purpose of testType of testsFinal settlement (mm)Final void ratioWater content (%)Liquidity indexUndrained shear strength (kPa)Effect of drainage conditionL132.600.9750.250.9313.02L232.270.9850.740.9413.19L336.520.8546.210.7717.49S036.850.8446.050.7717.61Effect of pile diameterM135.240.8947.190.8115.90S036.850.8446.050.7717.61M239.310.7742.570.6320.76Effect of geotextile layersN134.910.9047.840.8315.34S036.850.8446.050.7717.61N239.760.7642.710.6421.19For each certain soft clay at the plastic state condition, there is a certain relationship between the undrained shear strength and the water content (or liquidity index); therefore, the undrained shear strength is another parameter which can be used indirectly to evaluate the consolidation effect of the soft clay. For the eight types of tests, the relationship between the undrained shear strength and the liquidity index corresponding to the final state is plotted in Figure12.Figure 12
Relationship of undrained shear strength versus liquidity index of the consolidated soft clay.Figure12 indicates that (1) there is quite a good linear relationship between the undrained shear strength and the water content for the final state of the eight types of consolidation tests, which means that the data of eight types of soil-column tests is good and reasonable; (2) the data points in test L1 and test L2 are quite close and result in the lowest undrained shear strength about 13.1 kPa, which means the traditional timber rod has little contribution to the total consolidation degree; (3) the data points of test L3 and test S0 are very close and give the undrained shear strength about 17.6 kPa, which means in the tests with drained-timber rods, and the radial drainage plays a leading role in the total consolidation degree, which means that the drained-timber rod is effective; (4) the data points of test M2 and test N2 are quite close and give the highest undrained shear strength, about 21.1 kPa, with the outside diameters of the drained-timber rods equal to 16 mm and 18 mm for test M2 and test N2, respectively, the data points of test M1 and test N1 are relatively close, the corresponding undrained shear strength is 15.9 kPa and 15.3 kPa respectively, and the outside diameters for both M1 and N1 are about 12 mm; and (5) the comparison of the three sets of data points from M1-N1, L3-S0, and M2-N2 reveals that the outside diameter of the drained-timber rod has a significant influence on the consolidation effect: the larger the outside diameter of the drained-timber rod, the higher the undrained shear strength; for the same outside diameters of the drained-timber rod, the thicker the drained layer, the higher the undrained shear strength.


## 4.1. Evaluation of Radial Drainage of Drained-Timber Rods (Group A: L1, L2, L3, S0)

For the tests of Group A (L1, L2, L3, S0), the relationship between the consolidation settlement and the time in each step of loading is plotted in Figure6 and the relationship between the final void ratio and consolidation pressure is plotted in Figure 7.Figure 6
Relationships between consolidation settlement and time under each step loading for tests of Group A (L1, L2, L3, S0).Figure 7
Curves of void ratio versus consolidation pressure for tests of Group A (L1, L2, L3, S0).Figure6 indicates that (1) for test L1 and test L2, the settlement curves with time under each loading step are almost similar, meaning that the traditional timber rod is impermeable and has little contribution to increasing the consolidation degree of soft clay, which is reasonable and agrees with the theoretical speculation; (2) comparing the curves of test L2 and test S0, the only difference is that a drained-timber rod is used in test S0 and a timber rod is used in L2. It reveals that, under the same loading and drained condition, the two geotextile layers of the drained-timber rod can play the role of radial drainage well and contribute a lot to the total consolidation degree; (3) for the test L3 and test S0, the settlement curves under each loading step are almost similar, it means that for the drained-timber rods, with two drained layers of geotextile, the radial drainage has a dominant contribution to the total consolidation degree, and the vertical drainage has little contribution to the total consolidation degree, the phenomenon reveals that the two thin layers of geotextile are quite effective for increasing the radial consolidation.Figure7 indicates that, under the same load increment and the same consolidation time (24 hours), the increments of consolidation settlement of tests L3 and S0 are always greater than those of the tests L1 and L2, which reveals that the drainage layer structure of the drained-timber rods can effectively improve the consolidation degree of the soft clay.


## 4.2. Influence of the Diameter of the Drained-Timber Rod on the Consolidation Settlement (Group B: M1, S0, M2)

For the tests of Group B (M1, S0, M2), the relationship between the consolidation settlement and the time in each loading step is plotted in Figure8 and the relationship between the final void ratio and the consolidation pressure is plotted in Figure 9.Figure 8
Relationships between consolidation settlement and time under each step loading for tests of Group B (M1, S0, M2).Figure 9
Curves of void ratio versus consolidation pressure for tests of Group B (M1, S0, M2).Figures8 and 9 indicate that the rod diameter has an obvious influence on the consolidation settlement. It seems that, under the same loading and consolidation conditions, the settlement increases with the increase of the rod diameter in each loading step. The reason may be the outside diameter of the drained-timber rod even if the three tests (M1, S0, M2) have the same two layers of drained geotextiles, which will be further confirmed in the later discussion.


## 4.3. Influence of the Thickness of Drained Layers on the Consolidation Settlement (Group C: N1, S0, N2)

For the tests of Group C (N1, S0, N2), the relationship between the consolidation settlement and the time in each step of loading is plotted in Figure10 and the relationship between the final void ratio and the consolidation pressure is plotted in Figure 11.Figure 10
Relationships between consolidation settlement and time under each step loading for tests of Group C (N1, S0, N2).Figure 11
Curves of void ratio versus consolidation pressure for tests of Group C (N1, S0, N2).Figures10 and 11 indicate that the layers of drained geotextile have an obvious influence on the consolidation settlement. It seems that, under the same loading and consolidation condition, the settlement increases with the increasing of the thickness of layers in each step of loading. The reason may be the outside diameter of the drained-timber rod, which increased with the increase of the layers of drained geotextiles, even if the three tests (N1, S0, N2) have the same diameter of timber rod; this will be further confirmed in later discussion.


## 4.4. The Relationship of the Undrained Shear Strength versus the Liquidity Index of the Consolidated Soft Clay

The final consolidation settlements of the eight types of tests are listed in Table3. After loading and consolidation of each type of test, the unconfined compression strength test was performed and the corresponding undrained shear strength (Cu) was derived; also the water content corresponding to the final state was measured, and the corresponding liquidity index was measured by liquid-plastic combine tester as listed in Table 3.Table 3
Summary of soil-column consolidation test results.
Purpose of testType of testsFinal settlement (mm)Final void ratioWater content (%)Liquidity indexUndrained shear strength (kPa)Effect of drainage conditionL132.600.9750.250.9313.02L232.270.9850.740.9413.19L336.520.8546.210.7717.49S036.850.8446.050.7717.61Effect of pile diameterM135.240.8947.190.8115.90S036.850.8446.050.7717.61M239.310.7742.570.6320.76Effect of geotextile layersN134.910.9047.840.8315.34S036.850.8446.050.7717.61N239.760.7642.710.6421.19For each certain soft clay at the plastic state condition, there is a certain relationship between the undrained shear strength and the water content (or liquidity index); therefore, the undrained shear strength is another parameter which can be used indirectly to evaluate the consolidation effect of the soft clay. For the eight types of tests, the relationship between the undrained shear strength and the liquidity index corresponding to the final state is plotted in Figure12.Figure 12
Relationship of undrained shear strength versus liquidity index of the consolidated soft clay.Figure12 indicates that (1) there is quite a good linear relationship between the undrained shear strength and the water content for the final state of the eight types of consolidation tests, which means that the data of eight types of soil-column tests is good and reasonable; (2) the data points in test L1 and test L2 are quite close and result in the lowest undrained shear strength about 13.1 kPa, which means the traditional timber rod has little contribution to the total consolidation degree; (3) the data points of test L3 and test S0 are very close and give the undrained shear strength about 17.6 kPa, which means in the tests with drained-timber rods, and the radial drainage plays a leading role in the total consolidation degree, which means that the drained-timber rod is effective; (4) the data points of test M2 and test N2 are quite close and give the highest undrained shear strength, about 21.1 kPa, with the outside diameters of the drained-timber rods equal to 16 mm and 18 mm for test M2 and test N2, respectively, the data points of test M1 and test N1 are relatively close, the corresponding undrained shear strength is 15.9 kPa and 15.3 kPa respectively, and the outside diameters for both M1 and N1 are about 12 mm; and (5) the comparison of the three sets of data points from M1-N1, L3-S0, and M2-N2 reveals that the outside diameter of the drained-timber rod has a significant influence on the consolidation effect: the larger the outside diameter of the drained-timber rod, the higher the undrained shear strength; for the same outside diameters of the drained-timber rod, the thicker the drained layer, the higher the undrained shear strength.


## 5. Conclusions

Aiming to improve the weakness of the traditional timber pile in reinforcing soft clay foundations, the drained-timber pile technique was presented. To verify the effectiveness and feasibility of the drained-timber piles, a special laboratory soil-column consolidation apparatus was designed and eight types of soil-column consolidation tests with drained-timber rods were carried out. The conclusions are the following:(1)
The thin layer of geotextile for the drained-timber rod can play well the role of radial consolidation when compared with traditional timber rod; the drained-timber rod can obviously increase the consolidation settlement due to the drained layer structure of the drained-timber rod.(2)
For the soil-column consolidation tests with drained-timber rods, the radial drainage has a dominant contribution to the total consolidation degree, and the vertical drainage has little contribution to the total consolidation degree.(3)
The outside diameter of the drained-timber rod has significance influence on the consolidation settlement; the larger the outside diameter of the drained-timber rod, the higher the undrained shear strength; for the same outer diameters of the drained-timber rods, the thicker the drained layer, the higher the undrained shear strength.(4)
It is recommended that the effectiveness and contribution of the drained-timber pile should be evaluated further in a longer soil-column model test.(5)
It can be expected that the drained-timber pile technique will have a useful application for the construction of the medium and small hydraulic structures, and also the drained-timber pile technique will have a certain application for the treatment of a large area of soft foundation.



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*Source: 6698894-2021-03-22.xml*