# Ultrasoft Ground Treatment of Vacuum Preloading Combined with Calcium-Based Flocculants

Authors: Jin-Kai Yan; Feng Ji; Xia Bian; Gui-Zhong Xu; Lei Liu; Xue-Ling Liu; Jian-Hua Song
Journal: Advances in Civil Engineering
 (2020)

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## Abstract

Vacuum preloading is one of the popular methods improving the engineering properties of slurry ground with high water content. Commonly, the efficiency of vacuum preloading gradually decreased due to the clogging of prefabricated vertical drains (PVDs) and the low-vacuum transmission rate inside slurry. Thus, the calcium-based flocculants were used to accelerate the dewater capacity and enhance the soil strength during vacuum preloading. This paper performed a series of model tests to investigate the effect of calcium-based flocculants on the efficiency of vacuum preloading. It is found that the vacuum transmission rate was significantly improved by flocculants in comparison with raw slurry. Accordingly, the after-treatment undrained shear strength increased with the vacuum pressure, while the after-treatment water showed a decrease trend. This suggests that the increase of vacuum transmission rate inside the slurry due to the calcium-based flocculants was the main reason for the improvement of efficiency of vacuum preloading. In addition, there existed an optimal flocculants amount, where the vacuum pressure increased with flocculants’ amount up to this threshold value, followed by a decrease in vacuum pressure. This means that, at lower flocculants amount, the increase in soil flocs due to flocculation effect tended to refine the net-frame structure and water flow path, leading to an increase in the efficiency of vacuum preloading. When exceeding the optimal amount, overdosage of flocculants resulted in the clogging of PVDs due to large cemented soil particles, reducing the vacuum transmission rate inside the slurry. Hence, the after-treatment soil strength decreased with flocculants’ amount when it is higher than the optimal value.


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## Body

## 1. Introduction

Every year, tons of thousands of dredged soils with high initial water content are dredged from the rivers and lakes over the world. Specifically, over 100 million m3 of dredged soil were generated from the two major river regions (Yangtze River and Yellow River) in China annually [1–4]. These dredged soils were often stored inside a mud pond, regarded as waste materials, or used as fill materials in land reclamation projects [5, 6]. However, these dredged soils possessed poor engineering properties, such as high water content and low strength, leading to the low bearing capacity in terms of ground foundation. Hence, additional ground improvement techniques should be implemented to enhance the soil strength properties and to shorten the consolidation period.In general, vacuum preloading is one of the favourite methods to improve the engineering characteristic of slurry foundation, especially suitable for the large area ground improvement due to its simple and fast construction operation, as well as the low cost [7–11]. In this technique, prefabricated vertical drains (PVDs) were implemented inside the slurry as the water flow channel. Meantime, vacuum pressure was transmitted into the slurry through PVDs. However, there were two main common problems related to this method: (1) the clogging effect of PVDs due to the fine-grained particles which led to the decrease in vacuum pressure transmission and (2) the low transmission rate of vacuum pressure due to the low permeability of slurry. This behaviour would lower the treatment efficiency of vacuum preloading, resulting in the decrease in the after-treatment soil strength, as well as the reduction in the extent of treatment scope [12–16].To deal with these disadvantages, chemical additives, especially flocculants and others, were recently added to improve the efficiency of vacuum preloading [17, 18]. By introducing the flocculants into slurry, the large soil particles with the formation of a flocs net-frame structure was formed due to the flocculation effect [19]. Thus, the dewater capacity of slurry with flocculants increased with an increase in soil permeability and settlement rate. Hence, combining with the vacuum preloading method will significantly improve the effectiveness of vacuum consolidation [6]. Commonly, the flocculants such as FeCl3 or CaO were used as the chemical additives combined with vacuum preloading method. It is clear that the cation exchange between flocculants and the soil particles brought out the formation of flocculated fabric, leading to the increase in soil strength. This was beneficial to the particle movement during vacuum preloading, which eventually reduced the clogging effect of PVDs. Moreover, polyacrylamide (PAM) was often combined with the calcium-based flocculants (i.e., CaO) to produce calcium ion bridging the PAM and soil particles and increase the bonding strength between PAM and soil particles. This would further enhance the soil strength as well as the efficiency of vacuum consolidation [20–22].Although previous studies showed that the chemical flocculants improved the efficiency of vacuum preloading, two questions still need to be addressed: (1) how do the flocculants influence the vacuum pressure transmission inside slurry? This may be the primary factor controlling the effectiveness of vacuum preloading method. (2) To what extent of flocculants amount did the efficiency of vacuum preloading increase? With these questions in mind, a series of vacuum preloading model tests with two calcium-based flocculants (Ca(OH)2 and CaCl2) were conducted to improve the efficiency of vacuum preloading. Firstly, the effect of flocculants on vacuum transmission rate was first discussed to evaluate the efficiency of vacuum transmission inside the slurry. Then, the variation of soil settlement and extracted water amount, as well as after-treatment soil strength and water content with flocculants amounts, was studied in terms of the relationship with vacuum pressure. Finally, the effect of flocculants on the efficiency of vacuum preloading was discussed, correlating with the changes in vacuum transmission rate.


## 2. Materials and Methods

### 2.1. Materials

The dredged soil used in this study was obtained from a mud pond in Bengbu city, Anhui province, China. The basic physical properties of the Bengbu soil are summarised in Table1. Bengbu soil was classified as high-plasticity clay (CH) based on the Unified Soil Classification System [23]. The initial water content of dredged soil in the mud pond was 116%.Table 1
Basic physical properties of Bengbu clays.
SoilsDensity of soil particles (Mg/m3)Liquid limit (%)Plastic limit (%)Clay (<0.005 mm) (%)Silt (0.005–0.075 mm) (%)Sand (0.075∼2 mm) (%)Bengbu clay2.7058.326.355441Two calcium-based additives were used in this study as the flocculants, calcium chloride (CaCl2) and calcium hydroxide (Ca(OH)2), which were commonly used to accelerate the soil sediment rate. These two types of flocculants used in this study were manufactured by Damao Chemical Reagent Factory, Tianjin, China. These chemical additives were obtained as white powder. Table 2 presents the basic compositions of the two flocculants. Note that the purity of these flocculants was higher than 95.0%. Meanwhile, the impurity content was at very low level, less than 1%.Table 2
Basic properties of flocculants.
FlocculantsMolecular weightPurity (%)Impurity content (%)Insoluble matter content (%)Heavy metal content (%)CaCl2110.99≥96≤0.5≤0.015≤0.5Ca(OH)274.09≥95≤1.0≤0.25≤0.002


### 2.2. Experimental Methods

The experimental test setup is presented in Figure1. The slurry tank was 300 mm in diameter and 500 mm in height. During the test, the dredged soil was poured into the tank, with the slurry height of 450 mm. Then, the sealing membrane was used to cover and seal the top boundary of slurry. The prefabricated vertical drain (PVD) wrapped with the woven geotextile was inserted inside the slurry. The diameter of PVD was about 20 mm. The PVD vertical drain was connected to the vacuum pump at the top. The vacuum gauges were installed at the top and bottom of the PVD, monitoring the variation of vacuum degree during the test. To evaluate the vacuum transmission inside the slurry, three vacuum probes were placed in the slurry, at depth of 120 mm from bottom, with the distance to PVD of 2 cm, 6 cm, and 12 cm, respectively. Meanwhile, a dial gauge was placed on the top of slurry to measure the slurry settlement during the test.Figure 1
Schematic of vacuum consolidation device.To evaluate the effect of flocculants on the vacuum consolidation characteristic, 11 experiment tests were conducted, with five calcium chloride contents (0.1%, 0.3%, 0.5%, 1%, and 2%) and five calcium hydroxide contents (0.1%, 0.3%, 0.5%, 1%, and 2%), as well as one test with raw slurry for comparison purpose. Before the test, the slurry with initial water content of 116% was mixed with a predetermined amount of calcium chloride or calcium hydroxide to a homogeneous paste and then transformed into the tank. The initial density of slurry was about 1.54 g/cm3 for all tests. The detailed test programme is presented in Table 3.Table 3
Programme of vacuum preloading test.
Chemical additiveSlurry initial water content (%)Amount of chemical additive (%)Slurry weight (kg)Initial density (%)Ca(OH)21160.0541.540.1541.540.3541.540.5541.541.0541.542.0541.54CaCl21160.0541.540.1541.540.3541.540.5541.541.0541.542.0541.54During the test, the vacuum pump was continuously operated for about 20 days, which can apply a maximum vacuum degree of higher than −90 kPa inside the PVD. The extracted water amount was recorded manually by measuring the weight change of water–air separation bottle.After the test, the soil sample at different position (close to the vacuum probes) was extracted from the tank. Then, the samples were carefully cut into small pieces for the determination of water content and undrained shear strength. The water content was determined by oven-drying the sample at 105°C for 24 hours [24–26].


## 2.1. Materials

The dredged soil used in this study was obtained from a mud pond in Bengbu city, Anhui province, China. The basic physical properties of the Bengbu soil are summarised in Table1. Bengbu soil was classified as high-plasticity clay (CH) based on the Unified Soil Classification System [23]. The initial water content of dredged soil in the mud pond was 116%.Table 1
Basic physical properties of Bengbu clays.
SoilsDensity of soil particles (Mg/m3)Liquid limit (%)Plastic limit (%)Clay (<0.005 mm) (%)Silt (0.005–0.075 mm) (%)Sand (0.075∼2 mm) (%)Bengbu clay2.7058.326.355441Two calcium-based additives were used in this study as the flocculants, calcium chloride (CaCl2) and calcium hydroxide (Ca(OH)2), which were commonly used to accelerate the soil sediment rate. These two types of flocculants used in this study were manufactured by Damao Chemical Reagent Factory, Tianjin, China. These chemical additives were obtained as white powder. Table 2 presents the basic compositions of the two flocculants. Note that the purity of these flocculants was higher than 95.0%. Meanwhile, the impurity content was at very low level, less than 1%.Table 2
Basic properties of flocculants.
FlocculantsMolecular weightPurity (%)Impurity content (%)Insoluble matter content (%)Heavy metal content (%)CaCl2110.99≥96≤0.5≤0.015≤0.5Ca(OH)274.09≥95≤1.0≤0.25≤0.002


## 2.2. Experimental Methods

The experimental test setup is presented in Figure1. The slurry tank was 300 mm in diameter and 500 mm in height. During the test, the dredged soil was poured into the tank, with the slurry height of 450 mm. Then, the sealing membrane was used to cover and seal the top boundary of slurry. The prefabricated vertical drain (PVD) wrapped with the woven geotextile was inserted inside the slurry. The diameter of PVD was about 20 mm. The PVD vertical drain was connected to the vacuum pump at the top. The vacuum gauges were installed at the top and bottom of the PVD, monitoring the variation of vacuum degree during the test. To evaluate the vacuum transmission inside the slurry, three vacuum probes were placed in the slurry, at depth of 120 mm from bottom, with the distance to PVD of 2 cm, 6 cm, and 12 cm, respectively. Meanwhile, a dial gauge was placed on the top of slurry to measure the slurry settlement during the test.Figure 1
Schematic of vacuum consolidation device.To evaluate the effect of flocculants on the vacuum consolidation characteristic, 11 experiment tests were conducted, with five calcium chloride contents (0.1%, 0.3%, 0.5%, 1%, and 2%) and five calcium hydroxide contents (0.1%, 0.3%, 0.5%, 1%, and 2%), as well as one test with raw slurry for comparison purpose. Before the test, the slurry with initial water content of 116% was mixed with a predetermined amount of calcium chloride or calcium hydroxide to a homogeneous paste and then transformed into the tank. The initial density of slurry was about 1.54 g/cm3 for all tests. The detailed test programme is presented in Table 3.Table 3
Programme of vacuum preloading test.
Chemical additiveSlurry initial water content (%)Amount of chemical additive (%)Slurry weight (kg)Initial density (%)Ca(OH)21160.0541.540.1541.540.3541.540.5541.541.0541.542.0541.54CaCl21160.0541.540.1541.540.3541.540.5541.541.0541.542.0541.54During the test, the vacuum pump was continuously operated for about 20 days, which can apply a maximum vacuum degree of higher than −90 kPa inside the PVD. The extracted water amount was recorded manually by measuring the weight change of water–air separation bottle.After the test, the soil sample at different position (close to the vacuum probes) was extracted from the tank. Then, the samples were carefully cut into small pieces for the determination of water content and undrained shear strength. The water content was determined by oven-drying the sample at 105°C for 24 hours [24–26].


## 3. Results

### 3.1. Vacuum Degree

Figures2 and 3 show the variation of vacuum degree at the top and bottom of slurry treated with calcium chloride (CaCl2) and calcium hydroxide (Ca(OH)2), respectively. Note that the vacuum load generated by the vacuum pump was up to −98 kPa. The graphs showed that the vacuum degree kept almost constant during the test. It is clear that the vacuum degree curve with the calcium-based flocculants (calcium chloride or calcium hydroxide) was higher than that without flocculants in raw slurry at both the top and bottom of slurry. This suggested that the presence of flocculants can increase the transmission of vacuum pressure inside the slurry, which would improve the vacuum treatment efficiency.Figure 2
Vacuum degree versus time. (a) Top. (b) Bottom.
(a)(b)Figure 3
Vacuum degree versus time. (a) Top. (b) Bottom.
(a)(b)The variation of average vacuum degree with flocculants amount was plotted in Figure4. The applied vacuum pressure at the top and bottom of slurry increased when the CaCl2 amount increased from 0% to 2%. For the case of Ca(OH)2, it appeared that the applied vacuum pressure increased the Ca(OH)2 amount up to 0.5% and then slightly decreased with further increase in Ca(OH)2 amount. Hence, it can be deduced that there was an optimal flocculants’ amount that provided the highest vacuum pressure. For the Bengbu slurry with initial water content of 116%, the optimal content of Ca(OH)2 was 0.5%. However, the optimal content of CaCl2 may be higher than 2%, beyond the experimental design in this study.Figure 4
Variation of average vacuum degree.
(a)(b)Moreover, there was a clear difference in the vacuum pressure between the top and bottom of slurry. This difference corresponded to the loss of vacuum degree along the vertical drains [27,28]. The loss of vacuum pressure for raw slurry was 7 kPa, while the average loss of vacuum pressure for soil with flocculants was about 5 kPa. A slight improvement in vacuum loss was also observed.


### 3.2. Vacuum Transmission inside Slurry

Figure5 presents the variation of vacuum degree with distance to PVD for slurry with CaCl2. At h = 2 cm, the variation of vacuum degree can be divided into three stages: (1) no vacuum degree was recorded, corresponding to the time of vacuum transmission from PVD to the target distance, (2) the vacuum degree increased with time, and (3) a stable vacuum degree remained unchanged with time. It can be observed that the time of vacuum recorded by vacuum probe at h = 2 cm remarkably decreased for the slurry treated with CaCl2, indicating that the vacuum transmission rate in slurry with CaCl2 was higher than that without CaCl2. This was also observed in stage 2, where the slope of vacuum degree versus time increased with CaCl2 amount. Finally, the stable vacuum degree showed a clear increase tendency with CaCl2 amount. Similar trends were observed in Figures 5(b) and 5(c) for h = 6 and 12 cm, respectively.Figure 5
Variation of vacuum degree with distance to PVD for slurry with CaCl2. (a) h = 2 cm. (b) h = 6 cm. (c) h = 12 cm.
(a)(b)(c)For the case of slurry with Ca(OH)2 as shown in Figure 6, the general trend of vacuum transmission with time was similar to the observation in Figure 5. However, the change in time of vacuum recorded, the slope of vacuum degree versus time in stage 2, and stable vacuum degree did not monotonously increase with Ca(OH)2 amount. It can be observed that the time of vacuum recorded for slurry with 0.5% Ca(OH)2 was significantly less than the rest of Ca(OH)2 amount. This suggested that the vacuum transmission rate for slurry with 0.5% Ca(OH)2 was the highest. Meanwhile, the slurry with 0.5% Ca(OH)2 also possessed the highest slope of vacuum degree versus time and stable vacuum degree.Figure 6
Variation of vacuum degree with distance to PVD for slurry with Ca(OH)2. (a) h = 2 cm. (b) h = 6 cm. (c) h = 12 cm.
(a)(b)(c)Figure7 depicts the variation of stable vacuum degree flocculants amount. Note that h = 0 cm represented the vacuum degree in PVD at depth of 12 cm from the bottom, which was deduced from the change in vacuum degree at the top and bottom of slurry (Figures 2 and 3). There was a significant reduction between the vacuum degree in PVD and the slurry. This means that the water extracted from slurry consumed the applied energy from vacuum pump, resulting in the decrease in vacuum degree with the increase in distance to PVD.Figure 7
Variation of stable vacuum degree with flocculants’ amount.
(a)(b)It should be emphasized that the stable vacuum degree at different distance to PVD increased with CaCl2 amount, while the stable vacuum degree increased with the Ca(OH)2 amount up to 0.5% and followed by a decrease tendency. This behaviour was consistent with the variation of vacuum degree at the top and bottom of slurry in PVD. Hence, the vacuum transmission characteristics imply that the slurry with calcium-based flocculants was able to significantly improve the vacuum transmission rate in slurry, leading to a higher stable vacuum degree inside the slurry than that without flocculants, whereas there was an optimal flocculants’ amount to produce the highest vacuum degree inside the slurry.


### 3.3. Settlement

Figure8 shows the evolution of consolidation settlement during the test. Due to the continuous vacuum loading condition applied to the slurry, the evolution of settlement subjected to a rapid linear increase stage at the beginning, then tended to a slow increase rate, and finally reached a final settlement, remaining unchanged with time.Figure 8
Settlement versus time.
(a)(b)For the slurry with CaCl2, it can be observed that the higher the CaCl2 amount was, the faster the settlement rate obtained at the beginning was. This behaviour means the acceleration of consolidation process shortened the required time period to achieve the given settlement in comparison with the raw slurry. As expected, the final settlement increased with the increase in CaCl2 amount.On the other hand, a rapid increase of settlement rate at the beginning was also observed when Ca(OH)2 was used as the flocculants as shown in Figure 8(b). However, a threshold of Ca(OH)2 amount at 0.5% was observed, with an increase in the settlement rate when the Ca(OH)2 amount was lower than 0.5% and a decrease in the settlement rate while the Ca(OH)2 amount exceeded 0.5%. Accordingly, the final settlement increased with the Ca(OH)2 amount up to 0.5% till reaching the peak value, followed by a decrease in the final settlement with further increase in the Ca(OH)2 amount.As previously mentioned, the vacuum pressure was continuously implemented into the slurry. Hence, the slurry settlement correlated to the average vacuum pressure applied inside the slurry. Figure9 illustrates the variation of average vacuum pressure inside slurry with final slurry settlement, where the average vacuum pressure inside slurry was derived from Figure 7 as the average vacuum pressure at h = 2 cm, 6 cm, and 12 cm. This value was only used for a qualitative analysis. The graph showed that there existed a positive correlation between the average vacuum pressure and the final slurry settlement; that is, the final slurry significantly increased with the average vacuum pressure. Comparison between the settlement value between slurry with Ca(OH)2 and CaCl2 showed that the final settlement was almost the same when the average vacuum pressure was the same. This may suggest that the efficiency of vacuum transmission inside the slurry played a decisive role in the effect of vacuum treatment (i.e., the slurry settlement).Figure 9
Variation of average vacuum pressure with settlement and extracted water amount.


### 3.4. Extracted Water Amount

Figure10 depicts the evolution of extracted water amount. Obviously, the variation of extracted water amount with time was similar to that of settlement characteristics because, according to the soil consolidation theory, the soil deformation mainly resulted from the water extracted from soil due to the continuous pressure. The variation of final extracted water amount was also plotted in Figure 9. It can be observed that the final extracted water amount increased with the average vacuum pressure, which is consistent with the behaviour of final settlement. These observations also emphasize that the repeatability of these model tests was good in this study. However, it should be pointed out that the difference of extracted water amount between the slurry with Ca(OH)2 and CaCl2 was much larger than the difference in final settlement. This was mainly due to the fact that the water amount was collected by a graduated bottle which measured manually once a few days, leading to some extent of errors on the magnitude of extracted water.Figure 10
Extracted water content versus time.
(a)(b)


## 3.1. Vacuum Degree

Figures2 and 3 show the variation of vacuum degree at the top and bottom of slurry treated with calcium chloride (CaCl2) and calcium hydroxide (Ca(OH)2), respectively. Note that the vacuum load generated by the vacuum pump was up to −98 kPa. The graphs showed that the vacuum degree kept almost constant during the test. It is clear that the vacuum degree curve with the calcium-based flocculants (calcium chloride or calcium hydroxide) was higher than that without flocculants in raw slurry at both the top and bottom of slurry. This suggested that the presence of flocculants can increase the transmission of vacuum pressure inside the slurry, which would improve the vacuum treatment efficiency.Figure 2
Vacuum degree versus time. (a) Top. (b) Bottom.
(a)(b)Figure 3
Vacuum degree versus time. (a) Top. (b) Bottom.
(a)(b)The variation of average vacuum degree with flocculants amount was plotted in Figure4. The applied vacuum pressure at the top and bottom of slurry increased when the CaCl2 amount increased from 0% to 2%. For the case of Ca(OH)2, it appeared that the applied vacuum pressure increased the Ca(OH)2 amount up to 0.5% and then slightly decreased with further increase in Ca(OH)2 amount. Hence, it can be deduced that there was an optimal flocculants’ amount that provided the highest vacuum pressure. For the Bengbu slurry with initial water content of 116%, the optimal content of Ca(OH)2 was 0.5%. However, the optimal content of CaCl2 may be higher than 2%, beyond the experimental design in this study.Figure 4
Variation of average vacuum degree.
(a)(b)Moreover, there was a clear difference in the vacuum pressure between the top and bottom of slurry. This difference corresponded to the loss of vacuum degree along the vertical drains [27,28]. The loss of vacuum pressure for raw slurry was 7 kPa, while the average loss of vacuum pressure for soil with flocculants was about 5 kPa. A slight improvement in vacuum loss was also observed.


## 3.2. Vacuum Transmission inside Slurry

Figure5 presents the variation of vacuum degree with distance to PVD for slurry with CaCl2. At h = 2 cm, the variation of vacuum degree can be divided into three stages: (1) no vacuum degree was recorded, corresponding to the time of vacuum transmission from PVD to the target distance, (2) the vacuum degree increased with time, and (3) a stable vacuum degree remained unchanged with time. It can be observed that the time of vacuum recorded by vacuum probe at h = 2 cm remarkably decreased for the slurry treated with CaCl2, indicating that the vacuum transmission rate in slurry with CaCl2 was higher than that without CaCl2. This was also observed in stage 2, where the slope of vacuum degree versus time increased with CaCl2 amount. Finally, the stable vacuum degree showed a clear increase tendency with CaCl2 amount. Similar trends were observed in Figures 5(b) and 5(c) for h = 6 and 12 cm, respectively.Figure 5
Variation of vacuum degree with distance to PVD for slurry with CaCl2. (a) h = 2 cm. (b) h = 6 cm. (c) h = 12 cm.
(a)(b)(c)For the case of slurry with Ca(OH)2 as shown in Figure 6, the general trend of vacuum transmission with time was similar to the observation in Figure 5. However, the change in time of vacuum recorded, the slope of vacuum degree versus time in stage 2, and stable vacuum degree did not monotonously increase with Ca(OH)2 amount. It can be observed that the time of vacuum recorded for slurry with 0.5% Ca(OH)2 was significantly less than the rest of Ca(OH)2 amount. This suggested that the vacuum transmission rate for slurry with 0.5% Ca(OH)2 was the highest. Meanwhile, the slurry with 0.5% Ca(OH)2 also possessed the highest slope of vacuum degree versus time and stable vacuum degree.Figure 6
Variation of vacuum degree with distance to PVD for slurry with Ca(OH)2. (a) h = 2 cm. (b) h = 6 cm. (c) h = 12 cm.
(a)(b)(c)Figure7 depicts the variation of stable vacuum degree flocculants amount. Note that h = 0 cm represented the vacuum degree in PVD at depth of 12 cm from the bottom, which was deduced from the change in vacuum degree at the top and bottom of slurry (Figures 2 and 3). There was a significant reduction between the vacuum degree in PVD and the slurry. This means that the water extracted from slurry consumed the applied energy from vacuum pump, resulting in the decrease in vacuum degree with the increase in distance to PVD.Figure 7
Variation of stable vacuum degree with flocculants’ amount.
(a)(b)It should be emphasized that the stable vacuum degree at different distance to PVD increased with CaCl2 amount, while the stable vacuum degree increased with the Ca(OH)2 amount up to 0.5% and followed by a decrease tendency. This behaviour was consistent with the variation of vacuum degree at the top and bottom of slurry in PVD. Hence, the vacuum transmission characteristics imply that the slurry with calcium-based flocculants was able to significantly improve the vacuum transmission rate in slurry, leading to a higher stable vacuum degree inside the slurry than that without flocculants, whereas there was an optimal flocculants’ amount to produce the highest vacuum degree inside the slurry.


## 3.3. Settlement

Figure8 shows the evolution of consolidation settlement during the test. Due to the continuous vacuum loading condition applied to the slurry, the evolution of settlement subjected to a rapid linear increase stage at the beginning, then tended to a slow increase rate, and finally reached a final settlement, remaining unchanged with time.Figure 8
Settlement versus time.
(a)(b)For the slurry with CaCl2, it can be observed that the higher the CaCl2 amount was, the faster the settlement rate obtained at the beginning was. This behaviour means the acceleration of consolidation process shortened the required time period to achieve the given settlement in comparison with the raw slurry. As expected, the final settlement increased with the increase in CaCl2 amount.On the other hand, a rapid increase of settlement rate at the beginning was also observed when Ca(OH)2 was used as the flocculants as shown in Figure 8(b). However, a threshold of Ca(OH)2 amount at 0.5% was observed, with an increase in the settlement rate when the Ca(OH)2 amount was lower than 0.5% and a decrease in the settlement rate while the Ca(OH)2 amount exceeded 0.5%. Accordingly, the final settlement increased with the Ca(OH)2 amount up to 0.5% till reaching the peak value, followed by a decrease in the final settlement with further increase in the Ca(OH)2 amount.As previously mentioned, the vacuum pressure was continuously implemented into the slurry. Hence, the slurry settlement correlated to the average vacuum pressure applied inside the slurry. Figure9 illustrates the variation of average vacuum pressure inside slurry with final slurry settlement, where the average vacuum pressure inside slurry was derived from Figure 7 as the average vacuum pressure at h = 2 cm, 6 cm, and 12 cm. This value was only used for a qualitative analysis. The graph showed that there existed a positive correlation between the average vacuum pressure and the final slurry settlement; that is, the final slurry significantly increased with the average vacuum pressure. Comparison between the settlement value between slurry with Ca(OH)2 and CaCl2 showed that the final settlement was almost the same when the average vacuum pressure was the same. This may suggest that the efficiency of vacuum transmission inside the slurry played a decisive role in the effect of vacuum treatment (i.e., the slurry settlement).Figure 9
Variation of average vacuum pressure with settlement and extracted water amount.


## 3.4. Extracted Water Amount

Figure10 depicts the evolution of extracted water amount. Obviously, the variation of extracted water amount with time was similar to that of settlement characteristics because, according to the soil consolidation theory, the soil deformation mainly resulted from the water extracted from soil due to the continuous pressure. The variation of final extracted water amount was also plotted in Figure 9. It can be observed that the final extracted water amount increased with the average vacuum pressure, which is consistent with the behaviour of final settlement. These observations also emphasize that the repeatability of these model tests was good in this study. However, it should be pointed out that the difference of extracted water amount between the slurry with Ca(OH)2 and CaCl2 was much larger than the difference in final settlement. This was mainly due to the fact that the water amount was collected by a graduated bottle which measured manually once a few days, leading to some extent of errors on the magnitude of extracted water.Figure 10
Extracted water content versus time.
(a)(b)


## 4. Discussion

To evaluate the effect of vacuum preloading on the slurry with different flocculants, the water content and undrained shear strength of soil after vacuum preloading was investigated at the distance to PVD of 2 cm, 6 cm, and 12 cm, corresponding to the location of vacuum probes. Figure11 presents the variation of water content and undrained shear strength after treatment with Ca(OH)2 or CaCl2 amount. It is clear that when Ca(OH)2 or CaCl2 was added into the slurry, the water content decreased rapidly at the same distance, resulting in a significant increase in undrained shear strength of slurry after vacuum preloading treatment, in comparison with that of raw slurry. When CaCl2 increased from 0% to 2%, the reduction of water content of after-treatment soil ranged from 15.7% to 23.6%; the rise of undrained shear strength of after-treatment soil ranged from 69.7% to 84.7%, for soil at h = 2 to 12 cm. For the slurry treated by Ca(OH)2 with optimal amount of 0.5%, the water content of after-treatment soil decreased by 23.5% to 27.8%, and the undrained shear strength of after-treatment soil increased by 110% to 131%. These results imply that the use of Ca(OH)2 and CaCl2 can significantly improve the efficiency of vacuum preloading on slurry, leading to a higher undrained shear strength and a lower water content after-treatment at the same preloading period.Figure 11
Variation of water content and undrained shear strength after vacuum preloading treatment.
(a)(b)Hence, it is clear that the main purpose of calcium-based flocculants inside slurry was to form larger soil aggregates, accelerating the soil settlement. This will make easier the water extraction from the slurry. Therefore, the settlement rate and water extracting rate at the beginning stage increased significantly when Ca(OH)2 or CaCl2 was used as shown in Figures 8 and 9, respectively. Consequently, the lower energy was consumed due to easier water flow through the favourable soil net-frame structure induced by flocculants [6, 19], which was attributable to the higher vacuum transmission efficiency inside slurry, leading to the higher vacuum pressure applied to slurry (higher vacuum degree with flocculants as shown in Figure 7). It is evident that the applied vacuum pressure inside slurry seemed to control the effect of vacuum preloading treatment. Figure 12 shows the relationship between vacuum pressure and water content/undrained shear strength after vacuum preloading treatment. It can be observed that the after-treatment undrained shear strength of soil increased with the vacuum pressure, while the after-treatment water content of soil showed a decrease trend, irrespective of Ca(OH)2 or CaCl2 amount. This suggests that the increase of vacuum transmission rate inside slurry due to the calcium-based flocculants was the main reason for the improvement of efficiency of vacuum preloading.Figure 12
Relationship between vacuum pressure and water content/undrained shear strength after vacuum preloading treatment.However, the vacuum preloading efficiency did not linearly increase with the amount of calcium-based flocculants as shown in Figure11(b). In this study, the after-treatment undrained shear strength decreased with Ca(OH)2 amount when it exceeded 0.5%. This means that, for a given initial water content, there was a threshold value of flocculants; when the flocculants’ amount was lower than the threshold, the vacuum preloading efficiency increased with flocculants’ amount. Once exceeding the threshold, the vacuum preloading efficiency decreased with flocculants’ amount. When the Ca(OH)2 amount was lower, the larger formation of soil aggregates due to flocculation effect tended to form the net-frame structure, which was beneficial to the water flow [6]. Hence, the vacuum degree inside slurry increased due to the larger vacuum transmission rate with the increase in Ca(OH)2 amount. On the other hand, when the Ca(OH)2 amount exceeded 0.5%, the large soil flocs would tightly enwrap the PVD and reduce the drainage capacity of PVD, which eventually delay the vacuum transmission rate. Consequently, the vacuum pressure decreased with Ca(OH)2 amount in the range higher than 0.5%, leading to the decrease in after-treatment undrained shear strength as shown in Figure 11(b).In summary, the adequate calcium-based flocculants (Ca(OH)2 or CaCl2) were recommended to accelerate the slurry settlement and improve the efficiency of vacuum preloading treatment. Meanwhile, it is still needed to be cautious with the amount of calcium-based flocculants used to avoid the blockage of large soil aggregates on PVD due to the flocculation effect with overdosage of Ca(OH)2 or CaCl2, which may result in the further reduction in after-treatment soil strength in practice.


## 5. Conclusions

This paper proposed a study to use two calcium-based flocculants (Ca(OH)2 or CaCl2) as additives improving the efficiency of vacuum preloading in the treatment of slurry. The effect of Ca(OH)2 and CaCl2 on vacuum transmission characteristics, slurry settlement, and extracted water amount was investigated. The efficiency of vacuum preloading in terms of after-treatment undrained shear strength and water content was discussed with respect to the variation of vacuum pressure inside slurry with flocculants’ amount. The following conclusions can be drawn from this study:(1)
With the increase in CaCl2 amount up to 2%, the vacuum transmission increased sharply with an increase in vacuum pressure inside the slurry. Meanwhile, the vacuum pressure inside the slurry increased with Ca(OH)2 amount up to 0.5%, followed by a decrease in vacuum pressure with further increase in Ca(OH)2 amount. These behaviour suggests that there was an optimal flocculants’ amount to produce the highest vacuum degree inside the slurry(2)
A rapid increase of settlement rate and extracted water amount at the beginning was observed when the two calcium-based flocculants were used. The final slurry settlement and extracted water content showed a positive correlation with the average vacuum degree inside the slurry.(3)
An increase in after-treatment undrained shear strength and a decrease in after-treatment water content of soil with the vacuum pressure were observed irrespective of Ca(OH)2 or CaCl2 amount. This suggests that the increase of vacuum transmission rate inside the slurry due to the calcium-based flocculants was the main reason for the improvement of the efficiency of vacuum preloading.(4)
The acceleration of soil settlement due to flocculation effect with Ca(OH)2 and CaCl2 was the main reason for the improvement of vacuum preloading efficiency. The increase in soil flocs tended to refine the net-frame structure and water flow path, which positively contributed to the vacuum preloading treatment efficiency. Otherwise, overdosage of flocculants may result in the blockage of blockage of large soil aggregates on PVD, which reduce the vacuum transmission rate inside the slurry, leading to the decrease in the after-treatment soil strength.



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*Source: 6691565-2020-12-29.xml*