The laboratory tests were conducted on marine clayey soils that were collected at a depth of 13 m in Dalian. The soil samples with grey-black color and low bearing capacity were transported to the laboratory for testing. The material properties of the untreated soil are listed in Table 1. A pumping test was performed at the site to determine several parameters for the untreated soil. Results showed that the salinity of the pore water is 35 g/L; pH value is 7.3; the hydraulic conductivity of soil layer is 0.4 m/d; and the effective radius is 150.3 m. According to the experimental requirements, the untreated marine clayey soils were dehydrated, dried, triturated, and then mixed with deionized water to make remolded samples. The water content of the remolded samples was 51%.

The CCF, depicted in Figure 1, is a unique combination of carbon fibers, plastic draining board, and a steel plate. This innovative design fully utilizes the advantageous properties of each constituent material, effectively addressing the challenges associated with traditional metal electrodes during EO processes. Metal electrodes, used in conventional EO techniques, are often susceptible to severe corrosion due to the electrochemical reactions that occur during the process. The CCF is specifically engineered to overcome this issue by minimizing the vulnerability of steel to corrosion. It capitalizes on the strengths of carbon fiber, plastic drainage board, and steel plate to create a comprehensive solution. Plastic drainage board, a common material in engineering applications, effectively resolves issues related to treatment depth and reinforcement range. It also serves as an electrotonic drainage channel during the electropermeability process. For the CCF, 12K and T800 carbon fibers are chosen. The designation “K” signifies the number of carbon fibers per bundle, while “T” indicates the carbon fiber’s strength. Carbon fiber boasts impressive electrical conductivity and possesses characteristics including low resistance, resistance to heat, and corrosion resistance. The combination of carbon fiber and plastic board impedes ion exchange, which contributes to soil particle aggregation. However, when carbon fiber is connected to wires for electricity transfer, it can be prone to corrosion. To address this challenge, pre-punched steel plates with multiple holes are strategically attached to anchor the carbon fiber and plastic drainage board. These steel plates are connected to wires, creating a vacuum zone within the composite electrode during experimental tests. This configuration mitigates the adverse effects of the soil-water interface on carbon fiber behavior and ensures the CCF’s conductivity throughout the electro-osmotic process. An intriguing aspect of the CCF is the role of the steel plate. Corrosion of the steel plate generates cementing substances, including FeO, Fe₂O₃, Fe(OH)₂, Fe(OH)₃, and their mixture. These substances are mobilized during electro-osmosis and interact with soil particles, leading to an increase in the strength of clay soils. As direct current flows, these cementing substances move from the anode to the cathode and fill pores within the soil. This process enhances soil density and contributes to the consolidation and strengthening of the treated soil.

The laboratory test was carried out using a self-designed tank with dimensions of 300 × 200 × 250 mm which was made of engineering plastics. In T₁∼T₄, the performances of metal electrodes and CCF were compared to assess their effectiveness. In T₄∼T₇, the effects of potential gradient based on the CCF were studied. Metal electrodes had a diameter of 8 mm and a height of 250 mm. CCF was designed with a height of 220 mm. The experimental setup involved the insertion of all electrodes into a soil layer with a depth of 220 mm. This arrangement is illustrated in Figure 2. The experimental apparatus included various components such as a regulated power supply with adjustable current (ranging from 0 to 30A) and voltage (ranging from 0 to 100 V), the electrodes themselves, a voltmeter, and soil tanks. Additionally, several auxiliary instruments were prepared for comprehensive testing, including multi-meters, thermometers, soil conductivity meters, and a mini penetrometer (referred to as MPT). Geotextiles were used to cover the sides of the tank.

Seven laboratory tests were designed and performed to investigate the effects of electrode material and potential gradient in strengthening marine clayey soils. The tested parameters are shown in Table 2. Among these tests, T₁∼T₄ focused on the effects of electrode materials including iron, copper, aluminum, and CCF, and T₄∼T₇ considered the effects of potential gradient.

To analyze the correlation between depth and soil strength, the soil specimen was divided into three subsections: the surface section, middle section, and bottom section, as depicted in Figure 3. In the experiment tests, several points were selected within each soil section, and at these selected points, the soil’s strengths were measured using the MPT. The measured strengths acquired from these penetration tests served as crucial data for analyzing and investigating the impacts of electrode material and potential gradient on the electro-osmotic consolidation process. In addition to measuring the soil strengths using the MPT, changes in current and voltage were also monitored and measured using multi-meters. The volume change of a measuring cylinder was recorded to calculate water discharge and discharge rate, enabling the examination of water content variations during the test. Water content measurements were taken in the three subsections of the treated soil, as shown in Figure 3. Additionally, the electrode corrosion rate was determined by assessing the change in electrode mass before and after the tests.

The bearing capacity of the treated soil were measured using the MPT at the selected points when the current decreased to approximately 0A. The MPT used in this manuscript is a portable soil testing instrument designed for in-situ or indoor measurements of liquid index and bearing capacity of various soil types, including clayey soil, soft soil, compacted soil, red clay, and loess. This instrument is a simple and practical testing device developed and manufactured by Changzhou Ying’an’yang Instrument Co., Ltd., taking into account the characteristics of both domestic and foreign mini penetrometers. The WXGR-2 MPT is comprised of three dynamometers (I, II, III) and three measuring heads (A, B, C) designed for pressure measurement using spring and compression deformation. The instrument offers different specifications of measuring heads to cater to the testing requirements of various soil types. These include a small cross-section cylindrical measuring head (A), a large cross-section cylindrical measuring head (B), and a 30° conical measuring head (C). In this paper, the small-section cylindrical measuring head (A) is utilized to determine the soil bearing capacity.

Effective voltage (V _e ) was used to represent the applied voltage to the soil. Since the voltage loss in wires and electrodes is significantly less than that experienced and interfaces between soil and electrodes, the effective voltage is expressed in Eq. 1. V e = V 0 − V a − V c (1) where V _e is the effective voltage; V ₀ is the input voltage released by a regulator; and V _a and V _c is the potential drop in the anode and cathode, respectively.

Figure 4 shows the effective voltage time histories in tests T₁∼T₇. As shown in Figure 4, the conductivity of the electrode-soil interface changed due to the electrode polarization. Therefore, the effective voltage varied with the time during the electro-osmosis. In these tests, the effective voltages of T₁ and T₄ slightly reduced, while a significant change in the effective voltage was observed for other tests and indicated the large change in the conductivity of electrode-soil interface. The average effective voltages in T₁∼T₇ were 10.55, 7.88, 5.17, 13.12, 8.48, 15.76 and 18.24 V, which accounts for 52.8%, 39.4%, 25.9%, 65.6%, 56.6%, 63.1% and 60.1% of the initial voltage, respectively. The effective voltage for the CCF was higher than 56% of initial voltage, while the effective voltages for aluminum electrode was 25.9% of initial voltage.

Higher effective voltage refers to the proportion of the initial voltage that is effectively utilized in the electro-osmosis process compared to the set voltage. This indicates the extent of voltage loss that occurs at the interface between the electrodes and the soil. A higher effective voltage implies a lower voltage loss and a more efficient utilization of the applied voltage during the electro-osmotic process. This can lead to improved performance in terms of consolidation efficiency and soil improvement. Furthermore, a higher effective potential suggests that there is a greater potential difference actually applied between the cathodes and anodes within the soil. This is an important factor because the potential difference drives the electro-osmotic process, influencing the movement of water and ions within the soil. When the resistance change of the soil is minimal, it implies that the soil is more conductive. In such cases, a greater amount of current can be used for electro-osmosis consolidation, indicating better electrical conductivity within the soil. This increased conductivity is often associated with improved reinforcement effects, as it signifies more efficient movement of water and ions, which can lead to enhanced consolidation and strengthening of the soil.

The average potential distribution was analyzed for tests T₁∼T₇ as shown in Figure 5. In this study, several assumptions were specified to simplify the analysis: (i) the effects of soil crack on the voltage were insignificant during the electro-osmosis; (ii) the loss of potential in the electrodes were zero; (iii) the potential distribution in the soil was linear based on the study results that identified the exponential distribution for soil voltage. As shown in Figure 5, the effective voltage near the anode was measured to be 16.13V, 14.45V, 14.92V, 17.47V, 13.38V, 22.27V, and 26.77 V, respectively. In contrast, the effective voltage near the cathode was determined to be 5.13V, 6.08V, 6.18V, 4.12V, 4.83V, 6.27V, and 6.98 V, respectively. The effective potential proportion of the CCF was significantly superior to that of metal electrodes, and the contact-potential drop provided benefits in improving the consolidation efficiency. Furthermore, the reduced slope of the current over time indicated an increase in the contact-potential drop of the electrode and a decrease in energy consumption. Figure 5 demonstrates that there was only a slight voltage change in T₄ over time, indicating insignificant changes in soil conductivity and minimal loss of potential. This situation led to an increased applied potential, thus highlighting the advantages of using CCF in improving soil mechanical properties.

The potential drop at the anode increased with the increased potential gradient for tests T₄, T₆, and T₇, with T₄ exhibiting the lowest loss of electrode potential. Among these tests, the loss of potential drop at the cathode for tests T₅ to T₇ was less than that at the anode. During the testing process, the separation of soil from the anodes occurred due to a higher water discharge rate, resulting in more potential loss compared to the cathode. The potential drop at the anode increased initially due to decreased contact area between the anode and reduced water discharge, and then reached a balanced value. Similarly, the potential drop at the cathode also increased as the contact area between the electrode and the interface conductivity increased due to consolidation settlement and a significant decrease in water content.

Water discharge rate is a vital parameter to describe the consolidation efficiency and calculated using Eq. 2. v = Q / t (2) where v is the water discharge rate that represents the volume of the discharged water per time; Q is the water discharge.

Figure 6 illustrates the water discharge (Q) and discharge rate (v) for each test. As shown in Figure 6, Q in T₄ increased rapidly before the test lasted 10 h, with a higher water discharge rate (v) than T₁∼T₃ and T₅. As time increased from 10 h to 20 h, v decreased due to the deceased soil conductivity with the appearance of soil cracks. During the test time from 20 h to 40 h, the water content of the soil reduced to result in the increased width of these cracks and further decrease the discharge rate. After 40 h, Q became stable with a slight increase, and the test stopped. Considering comprehensively the consolidation effect of the tested soil and energy consumption, the termination time of the experiment was set at the point when the water discharge stabilized. During the process of electro-osmosis consolidation, the current path and drainage outlet under direct current led to different water content distributions in various positions, causing uneven settlement and crack development. These cracks continued to expand throughout the consolidation and drainage process until consolidation was complete. The development of cracks also compromised the soil integrity, posing a certain obstacle to electro-osmosis consolidation and presenting a potential direction for improving the consolidation effect. It was clear from Figure 6 that Q in T₄ with CCF was much higher than those in T₁∼T₃ and T₅ but much lower than T₆ and T₇ during the consolidation process. Q in T₄ was 1.20, 1.25, 1.48 and 1.13 times larger than that in T₁∼T₃ and T₅ but 0.80 and 0.83 times of T₆ and T₇, respectively.

As shown in Figure 6, v increased to the maximum value and then decreased gradually to a stable value. According to research studies, v is associated with the current in the soil. As the water in the soil reduced with time, the speed of ionic movement decreased. The soil conductivity depends on the speed of ionic movement. Therefore, the decreased ionic movement speed produces the reduced current flow and the discharge rate decreased. At the initial stage (0–8 h), the ions in the soil still had large ability to move, and water molecular moved to cathode with the ionic movement to result in a high value. Based on Figure 6, electro-dewatering can be divided into three stages, including the rapid, slow, and stable. In the tests, the discharge rate was shown to be similar. With the increase in the water discharge, the soil water content decreased to create more soil cracks and reduce the current. Consequently, v reduced with the time, and after the test lasted 40 h, the slow discharge rates were obtained in the tests, which identified the completion of the electro-osmosis consolidation process.

In the study conducted by Li et al. (2011), the results demonstrated that higher applied potential gradients lead to increased current density, faster water discharge, and higher discharge rates. However, there are associated issues with larger potential gradients, such as a lower utilization rate of electrical energy. When potential gradients are too high, a portion of the electrical energy is dissipated as thermal energy. In the experimental program of this manuscript, potential gradients were varied, and their impact on drainage was observed. The results indicated that larger potential gradients, as observed in T₄ and T₅ compared to T₆, resulted in greater drainage. However, in T₇, a higher voltage was applied, and as the electro-osmotic consolidation process progressed, more electrical energy was converted into thermal energy and dissipated. This phenomenon had two effects: firstly, the thermal energy caused some water in the soil to evaporate, and secondly, it led to the earlier formation of soil cracks, causing detachment between the electrodes and soil. This detachment resulted in higher resistance values during the later stages, which reduced the drainage capacity and increased the energy consumption of electro-osmotic consolidation in T₇. Therefore, there is a trade-off between potential gradient, drainage capacity, and energy consumption. While higher potential gradients can enhance drainage, they also lead to increased energy consumption and potential negative effects such as soil cracking and higher resistance values. Finding the optimal potential gradient requires careful consideration of these factors to achieve the desired consolidation efficiency while maintaining reasonable energy consumption.

The energy consumption (C) as an accumulative value increased with time. In the final stage of electro-osmosis, the energy is transferred to heat in the soil and not used to consolidate the soil. Measurements need to be taken to reduce the wasted energy. The energy consumption is expressed using Eq. 3, and the energy consumption time histories in T₁∼T₇ was shown in Figure 7. C t 2 = C t 1 + ∫ t 1 t 2 U t I t d t (3) where U _t and I _t represent the effective voltage and the current at time t, respectively. C t 1 and C t 2 represent energy consumption at time t ₁ and t ₂.

As depicted in Figure 7, the slope of the energy consumption-time curve is steeper in the early stage compared to the later stage, indicating that the effective energy consumption during the initial phase is relatively rapid. This energy consumption is closely associated with the current flow. In the early stage, the pore water in the soil contains a relatively high concentration of ions. Upon the application of direct current, the ions undergo directed migration, generating electric current within the soil. As the ions in the soil react to form new chemical substances or are discharged from the soil, the ion concentration decreases, and the soil conductivity weakens. Consequently, there is a decrease in current flow and a corresponding change in the rate of energy consumption, leading to a decrease in the slope of the energy consumption curve.

Energy consumption ratio is the ratio of the energy consumption to the water discharge, as expressed in Eq. 4. ϖ = C / Q (4) where ϖ is the energy consumption ratio; C is the energy consumption.

Figure 8 shows C and ϖ for T₁∼T₇. As shown in Figure 8, the C in T₄ was much larger than that in T₁∼T₃ and T₅ but much smaller than T₆ and T₇. Compared to the metal electrodes, the contact area between CCF and the soil is larger to produce a higher effective voltage due to the larger cross section, resulting in a higher value of C. In addition, the metal electrodes were eroded due to the occurrence of polarization with the development of current flow in the soil. When the electrode corrosion occurred, the maximum effective voltage remained 52.8% of initial voltage released by a regulator, and the C for the metal electrodes were less than that for the CCF, the similar values of C and ϖ for T₁∼T₄ were determined due to the influence of electrode cross-sectional area. The CCF electrode optimally leverages the benefits of carbon fiber, plastic drainage board, and steel plate, with its working mechanism primarily encompassing two aspects: (1) Carbon fiber, a non-metallic material, is harnessed for its conductivity, which rivals that of metals. Additionally, it boasts advantages such as low resistance, heat resistance, and corrosion resistance. (2) The incorporation of an iron sheet, a metal material with robust conductivity, plays a pivotal role in the CCF design. As the electro-osmotic consolidation process progresses, the iron sheet undergoes corrosion, generating iron colloidal particles within the soil. To compare the performance of different types of electrodes, the bearing capacity of treated soil was further investigated in the following sections.

The experimental data of C and Q was used to investigate energy utilization. The regression fitting was conducted for the experimental data, with an empirical equation utilized by Eq. 5. Figure 9 shows the correlation between the C and Q. Q = A 1 − A 2 1 + C / A 1 p + A 2 (5) where A ₁ and A ₂ are the fitting coefficients, which are associated with the mineral component, initial water content, charging time, and electrode material.

As shown in Figure 9, it is evident that the fitted curves exhibit a convergence trend after iteration, with a high fitting coefficient R ² greater than 0.99, indicating good fitting results. Upon observation, it can be noted that the slope overlaps of the fitting curves for T₁, T₂, T₃, and T₅ is relatively high, showing a larger slope compared to other test groups. In the comparative analysis of different electrode materials, T₃ exhibits the highest slope and the shortest fitting extension line, while T₄ shows the lowest slope and the longest fitting extension line. This implies that T₄ resulted in higher energy consumption but also promoted increased water discharge. It can be inferred that the use of CCF generates a more stable effective voltage and a smaller electrode potential drop, thereby improving the utilization rate of energy consumption. In the comparative analysis of different potential gradients, T₅ demonstrates the highest slope. As the potential gradient increases, the slope of the fitting curve gradually decreases, indicating synchronous increases in water discharge and energy consumption, along with an increase in the potential difference between the anode and cathode. However, there exists an upper limit to the water discharge, beyond which further increase in energy consumption becomes unnecessary. Conversely, T₄ maintains a good balance between water discharge and energy consumption, offering high economic benefits. A comprehensive analysis of water discharge and energy consumption suggests that a potential gradient of 1V/cm is the optimal choice for CCF in marine clayey soil.

The water discharge rate (v) increased gradually to a peak value and then reduced to a balanced value. It was observed that v increased with the increase in the potential gradient at the initial and midterm stages which were mentioned above. Using the discharge rate, an appropriate potential gradient was identified to achieve a balance between v and the treating time. This potential gradient ensures a high v for a long time with a decreased treating time.

The electro-osmotic flow, induced by the applied current, has a significant influence on the discharge rate (v), water discharge (Q), and treatment time. Figure 10 depicts the correlation between v and I for tests T₁ to T₇. As observed in the figure, there is a generally positive correlation between the discharge rate and current, indicating that a larger current results in a faster drainage rate. Among the tests, T₂, T₄, T₆, and T₇ exhibit more prominent maximum discharge rates, with T₇ being the highest, T2 being the lowest, and T₄ being similar to T₆. Additionally, the current required to achieve the maximum discharge rate follows the order of T₂, T₄, T₆, and T₇ in descending order. Although T₇ achieves a higher discharge rate, it also requires the highest energy consumption. In comparison to T₆, T₄ achieves the same drainage rate as T₆ but at a lower current, suggesting that T₄ exhibits higher drainage efficiency. Considering the comprehensive comparison, it can be concluded that T₄, which utilizes the CCF under a potential gradient of 1V/cm, provides advantages for drainage and consolidation of marine clayey soil.

The water content significantly influences the soil bearing capacity, and the consolidation mechanism is designed to increase the bearing capacity in the anode with the reduction in the water content. In this study, the water content was measured at three sub-sections of the treated soil as shown in Figure 3; Figure 11 shows the average water content curves for tested soils of T₁∼T₇. The water content significantly reduced after the soil was consolidated. The water contents of the treated soil were recorded in T₁∼T₄, (i) surface section: 33.9%, 31.3%, 39.3%, and 26.5%, respectively; (ii) middle section: 35.4%, 33.86%, 38.86%, and 32.14%, respectively; and (iii) bottom section: 36.38%, 35.12%, 39.06%, and 35.58%, respectively. The water content of the treated soil in three specified sections for T₄∼T₇ significantly reduced after the experiment. It was determined as: (i) surface section: 26.5% ∼ 28.8%; (ii) middle section: 30.7% ∼ 33.5%; and (iii) bottom section: 32.9% ∼ 33.5%. The average water content was obtained as 35.23%, 33.42%, 39.07%, and 31.41% for T₁∼T₄, respectively, which was 15.97%, 17.78%, 12.03%, and 19.69% lower than the initial water content, respectively. The average water content for the tests T₄∼T₇ reduced to 30.4% ∼ 32.5%, which was 19.7% ∼ 22.4% less than the initial water content, respectively. Electro-osmosis is efficient to reduce the water content and consolidate the clayey soils with the average decrease rate of 20% in the water content. The decrease rate in the T₄ was higher than that in T₁∼T₃, with the least decrease rate obtained in T₃ due to severe corrosion of aluminum electrode.

Figure 11 illustrates the distribution of average water content in tests T₁ to T₇, showing a relatively similar pattern of T₄ to T₇, especially in the middle section where the water content is better fit. The average water content for T₄ to T₇ is 31.41%, 32.52%, 30.39%, and 30.78%, respectively. It can be observed that increasing the potential gradient does not lead to a continuous and effective reduction in the overall water content of the soil but rather increases energy consumption. Considering the consolidation effect and energy consumption, it is evident that using a potential gradient of 1V/cm is optimal and reasonable for achieving the best dewatering efficiency.

Based on Table 3, the weights of the untested and tested electrodes were measured to determine the intensity of electrode corrosion after the experiment. It was observed that there was only a slight change in the weight of the cathode, and the material of the cathode had an insignificant effect on the efficiency. It can be observed that each electrode material exhibited different levels of corrosion and its impact on electro-osmotic efficiency. The copper electrode (T₁) experienced inactivation due to the formation of copper chloride, leading to a decrease in efficiency. The steel electrode (T₂) developed rusts composed of ferrous/ferric oxide and hydroxide, which also reduced the electro-osmotic efficiency. The aluminum electrode (T₃) suffered severe corrosion, with ruptures occurring at mid-height after 6 h of charging. On the other hand, the CCF (T₄ to T₇) showed similar corrosion amounts, and the potential gradient had minimal impact on the corrosion of the CCF. The corrosion amounts for T₄ to T₇ were recorded as 8, 7, 6 and 6 g, respectively. The CCF demonstrated good corrosion resistance, as evidenced by slight corrosion observed in the auxiliary specimen with partial decomposition of carbon at high temperatures. This slight corrosion of the CCF was indicated by the presence of black substances left in the plastic draining board.

The bearing capacity of the treated soil was measured every 2 cm distance along both directions using MPT. Figure 12 shows the soil bearing capacity for each test. As shown in Figure 12, the bearing capacity increased from the cathode to the anode zone. During the process of electro-osmosis consolidation, free water and part of weakly bound water in soil migrate from anode to cathode and are discharged, the water content distribution of consolidated soil shows an increasing trend from anode to cathode, and there is a corresponding inverse correlation between water content and bearing capacity. In addition, due to the chemical reaction near anode, cementation such as CSH can fill the pores among soil particles, which improves the bearing capacity of local soil in macro aspect. Several factors contribute to the higher increase in bearing capacity in the anode zone: (i) Drainage: A significant amount of water drains from the cathode to the anode through the process of electro-osmosis. This drainage reduces the water content in the anode zone, leading to improved soil conditions and increased bearing capacity. (ii) Temperature: The anode zone experiences higher temperatures, which contribute to the evaporation of pore water in the soil. The reduction in water content further enhances the soil’s strength and bearing capacity. (iii) Chemical reactions: Under the influence of the applied current, high-valence ions migrate towards the cathode. In the anode zone, a series of chemical reactions occur, resulting in the generation of chemical precipitation. These chemical reactions involve the composition of metal cations and soil anions, which produce colloid substances. In the anode, chemical reactions such as 2 H 2 O − 4 e − 1 → O 2 ↑ + 4 H + and C a 2 + + Si O 3 2 + + H 2 O → CSH occur, while 4 H 2 O + 4 e − 1 → 2 H 2 ↑ + 4 O H − takes place in the cathode. When inert materials are utilized as electrodes, the electrolytic reaction of water predominantly transpires at both the anode and cathode following electrification. Subsequently, the generated metal cations, hydrogen ions, and hydroxide ions undergo migration under the influence of the electric field. Due to the electrolytic reaction of water under the influence of the electric field, hydrogen ions are produced at the anode. This process causes the pore water solution to gradually become acidic. Consequently, some aluminosilicates in the soil undergo decomposition. The silicate ions generated from this decomposition react with calcium ions present in the soil, resulting in the formation of calcium silicate hydrate (CSH). Notably, CSH acts as a cementing agent, enhancing the bonding between soil particles and consequently improving the overall strength of the soil. At the cathode, the electrolytic reaction of water results in the production of hydroxyl ions. This occurrence creates an alkaline environment in the vicinity of the cathode. Under the influence of the electric field, cations (e.g., Ca²⁺, Al³⁺, etc.) present in the soil and metal ions (e.g., Cu²⁺, Fe³⁺, etc.) entering the soil through oxidation at the anode gradually migrate towards the cathode. In this alkaline environment, hydroxides such as Ca(OH)2, Al(OH)3, Cu(OH)2, and Fe(OH)3 are generated. These hydroxides play a pivotal role in promoting the cementation of soft soil particles, ultimately contributing to an enhancement in the strength of the soil. These colloid substances act as a binder and cement the soil particles together, thereby improving the soil strength and density. Collectively, these factors, including drainage, temperature effects, and chemical reactions, contribute to the increased density and improved bearing capacity of the soil in the anode zone.

The bearing capacity of the treated soil in tests T₁ to T₇ reached different maximum values, with T₄ to T₇ exhibiting significantly higher values compared to T₁ to T₃. The maximum bearing capacity achieved in T₁ to T₇ was 96, 93, 96, 240, 194.8, 239.8, and 253.2 kPa, respectively. Notably, the values in T₄ to T₇ were considerably higher than in T₁ to T₃. Additionally, the soil area where the bearing capacity exceeded 160 kPa accounted for 79%, 32%, 55%, and 65% of the total soil area in T₄ to T₇, respectively. Table 4 provides a summary of the bearing capacity of the soil before and after testing in T₁ to T₇. It can be observed that the minimum bearing capacity of the treated soil in T₁ to T₃ was approximately 64 kPa, which was 3.2 times higher than the initial bearing capacity. The maximum bearing capacity of the treated soil in T₁ to T₃ reached approximately 95 kPa, representing an increase of 4.75 times.

In T₄, the treated soil exhibited a minimum bearing capacity of approximately 126 kPa, which was 6.3 times higher than the bearing capacity of the untreated soil. The maximum bearing capacity of the treated soil in T₄ to T₇ was 9.74–12.66 times higher than the initial bearing capacity. The treated soil in T₅ to T₇ exhibited a minimum bearing capacity of approximately 90.2 kPa. Comparatively, the minimum bearing capacity of the treated soil in T₄ was approximately 37% higher than the maximum bearing capacity obtained in T₁ to T₃, indicating the higher efficiency of the CCF. T₄ also demonstrated superior consolidation efficiency compared to T₅ to T₇, with larger areas of treated soil exhibiting high bearing capacity. Based on the distribution of bearing capacity in the soil, a potential gradient of 1 V/cm provided optimal consolidation efficiency when using CCF. Overall, the use of CCF resulted in a high and evenly distributed bearing capacity in the treated soil. These findings indicate that using CCF can effectively improve the mechanical properties and increase the bearing capacity of clayey soil, meeting design specifications and expanding its application in various engineering projects.