Báo cáo nghiên cứu khoa học: "COMBINATION OF VACUUM PRELOADING AND ELECTROOSMOTIC FOR IMPROVEMENT OF SOFT SOIL - AN EXPERIMENTAL STUDY"

Chia sẻ: Nguyễn Phương Hà Linh Halinh | Ngày: | Loại File: PDF | Số trang:10

Thêm vào BST

Báo xấu

74
lượt xem 7
download

Download Vui lòng tải xuống để xem tài liệu đầy đủ

Các thủ tục cơ sở nạp trước chân không bao gồm trong việc loại bỏ áp suất khí quyển từ một môi trường kín giới hạn của đất được củng cố và duy trì chân không trong một khoảng thời gian xác định trước thời gian. Các vấn đề công nghệ liên quan đến phương pháp này bao gồm: duy trì một mức độ hiệu quả của chân không và một hệ thống thoát nước hiệu quả dưới màng trục xuất nước và không khí trong suốt thời gian bơm toàn bộ....

Chủ đề:

Bình luận(0) Đăng nhập để gửi bình luận!

Lưu

Nội dung Text: Báo cáo nghiên cứu khoa học: "COMBINATION OF VACUUM PRELOADING AND ELECTROOSMOTIC FOR IMPROVEMENT OF SOFT SOIL - AN EXPERIMENTAL STUDY"

COMBINATION OF VACUUM PRELOADING AND ELECTROOSMOTIC FOR IMPROVEMENT OF SOFT SOIL - AN EXPERIMENTAL STUDY Prof. Dr. Wang BaoTian; MSc. Vu Manh Quynh Geotechnical Research Institute, Hohai University, Nanjing 210098, P. R. China 1. Introduction 1.1. Fundamentals of vacuum preloading The concept of vacuum preloading technique first introduced by Professor W. Kjellman at the Royal Geological University in Sweden (1952) is an effective method to improve the strength of clayey soil. The basis procedure of vacuum preloading consists in removing atmospheric pressure from a confined sealed medium of soil to be consolidated and maintain the vacuum during a pre-determined period of time. The technological problems associated with this method include: maintaining an effective level of vacuum and an effective drainage system under the membrane that expel water and air throughout the whole pumping duration; maintaining a leak proof system in particular at the pumps/membrane connections and over the whole membrane area; sealing of the system at the periphery; and reducing lateral seepage towards the vacuum area. The basis technical principle of this method is that instead of increasing the effective stress in the soil mass by increasing the total stress by means of conventional mechanical surcharging, vacuum assisted consolidation preloads the soil by reducing the pore pressure while maintaining constant total stress. In comparison with conventional surcharge preloading, vacuum preloading has some remarkable advantages like: the increase in effective stress is equiaxial, the lateral pressure is therefore compressive one, there is no shear failure and the preloading can be applied at a rapid rate. No surcharge loading is necessary and the requirement for other construction activities is greatly reduced (Qian et al., 1992). Especially vacuum preloading has lower cost compared to conventional surcharge preloading. In the Tianjin New Harbour project, the calculation indicated that the overall cost for vacuum preloading is about 2/3 of that for surcharge preloading (Qian et al., 1992). Vacuum preloading is especially useful for very soft clay when using surcharge preloading alone is not feasible, because it is difficult to place a fill embankment several meters high on it (Chu, J., and Yan, S.W., 2005). It should be noticed that, one of the outstanding features of vacuum preloading method i s that it is used with prefabricated vertical drains (PVDs) almost every time to shorten the drainage paths and employ the radial coefficient of permeability of soils, kh. In most deposits, the horizontal coefficient of permeability, kh, is about three times greater than the vertical one, kv. Hence, in most of the calculation methods one considers only the horizontal drainage of soil and neglecting the vertical drainage (Hansbo S. 1981, Indraratna B. and Redana I. W. 2000). 2.1. Fundamentals of Electroosmotic Electroosmotic was first demonstrated and used successfully as dewatering tool in Germany by Leo Casagrande in 1936, and since then the method has been used successfully in many occasions in North America, Europe, and China. Electroosmotic (EOM) is the process wherein positively charged free water in a clay-water system moves from the anode to the cathode. Upon application of a direct current, cations in the diffused double-layer of water moves toward the cathode to gain electrons and thereby become discharged. As the cations move, they carry water with them so that there is a new movement of water toward the cathode. Consolidation will result if water is removed at the cathode but not replaced at the anode (D. T. Bergado and M.A.B. Patawaran, 2000). The electrokinetic phenomenon in soils includes three main components: electroosmosis, electrophoresis, and ion migration (see Fig. 1). Electroosmosis is defined as the movement of pore water results from an applied
electrical potential gradient with the electrical gradient acting as the driving force. Electrophoresis is defined as the movement of charged suspended solids in a fluid because of an applied electrical potential gradient. Ion migration is defined as the movement of charged soluble ions in the pore fluid results from the appl ied electrical potential (Shang J.Q. and Lo K.Y., 1997). D.C. Power supply Anode (+) Cathode (-) Electrolysis Electrolysis Electro-osmotic water flow 2H2 O+2e-H2(g)+2OH- - 2H2 O4H+O (g) +4e [H+] increases [H+] decreases pH increases pH decreases Electro-phoretic Particle flow Ion - Migration Acid B ase Front Front Fig 1. Principle of Electroosmotic For existing tailing ponds, installation of horizontal electrodes may not be technically or economically feasible. The vertical electrode configuration may be used in these cases. On the other hand, horizontal electrode configurations are preferred f or new reclamation project like disposal ponds (Shang J.Q. and Lo K.Y., 1997). It should not be confused between the electroosmotic drainage flow, electroosmotic permeability coefficient, ke, and hydraulic drainage flow, hydraulic permeability coefficient, k. The magnitude of the ke is principally dependent on the electric potential gradient, the chemistry of the soil -water system, and the relationship between the pore water tension and the intergranular stresses, and can be determined by laboratory test. The average values of ke f or typical soils, including sands, range from about 2x10-5 to 5x10-5 cm/sec per volt/cm (Casagrande L. 1983). According to Cassagrande (1952) the electroosmotic transportation of water in soil mass due to electroosmotic can be described by the equation (Bjerrum L et al. 1967): V Q  ke . . A.t (1) L where Q (cm3) is the amount of water transported through an area A (cm2), V/L is the applied electrical gradient in volts per centimeter, ke is the electroosmotic permeability coefficient and has the dimensions cm/s per volt/cm. The coupled-flow equation for water flow under hydraulic and electrical gradients acting simultaneously can be written in one-dimensional form as (Wan T.Y. and Mitchell J.K., 1976): (2) f w  fh  fe kh u V Or f w    ke (3)  w x x Where fw =the discharge velocity of water; fh=the flow rate of water induced by the hydraulic gradient; fe=the flow rate of water i nduced by electrical gradient; V=the voltage; and kh=the hydraulic permeability coefficient. The electroosmotic permeability coefficient, ke, is an indicator of how quickly a soil can be dewatered. Comparison of the coefficient of electroosmotic permeability, ke, with the coefficient of hydraulic permeability, k, may illustrate why electroosmotic is such a useful tool for dewatering fine-grained soils. Casagrande L. (1983) had indicated that, if one assumes for a clay values of k = 5x10-8 cm/sec and ke = 4x10-4 cm/sec per volt/cm, and an applied voltage gradient of ie = 0.5 V/cm and an effective consolidation stress equivalent to a hydraulic gradient of i = 10, the time required for an equal reduction in water content would be:
t  400te (4) Where t, te are the required time for hydraulic consolidation and electroosmotic consolidation, respectively. In other words, for a given assumptions, it would take 400 times as long to effect the same degree of improvement in a clay deposit by loading the surface, as it would by applying electroosmotic. 1.3. Combination of two methods, the aim of stydy The advantages of vacuum preloading applied at the bottom (VAB method) in comparison with that appli ed on the top of soil layer (VOT method) has been stated by Vu M.Q et al. (2007). It was found out that the VAB method is much more effective than the VOT method on soil improvement. The undrained shear strength Cu of soil is increased to a greater degree, about 35%, by the VAB method. The VAB method is also less time consuming. Otherwise, it is easier to create vacuity in the whole soil mass and it has greater effective depth of soil improvement. Finding a more advanced and better solution for subsoil improvement is always a demand and challenge for geotechnical engineers. Power Row of supply Vacuum Tight membrane pump Anodes (+) Sand blanket + - + + + + + + + + Peripheral Original slurry ground trench surface Impervious Filling land Slurry wall (dredged from sea/river bed) - - - - - - - Prefabricated vertical drains (PVDs) Horizontal drainage Original Cathodes (-) Sand mat system Ground surface *Note: Drainage pipes system, Anodes, and sand mat are placed in advance Fig 2. Suitable reclamation projects for application of combined method Originating from the idea of a combination of vertical and horizontal drainages, in order to assess the probable effectiveness of vacuum preloading incorporated with electroosmotic treatment of silty clay f or reclamation projects like new disposal ponds where horizontal electrode configurations beneath soil layer are possible and the drainage pipes and PVD system could be easily installed in advance before the sludge dragged over from sea bed or river bed is filled into the site (see Fig 2), a l aboratory test program was undertaken. The VAB vacuum preloading method was applied, from now on it is concisely called vacuum preloading. The anode was placed on the top and the cathode was placed beneath the soil layer. It means that the drainage f orce created by electroosmotic is in vertical direction from top downward to bottom. 2. Experimental program 2.1. Materials Three series test with six soil samples were conducted on silty clay dragged from Qin Huai River in N anjing. China. Each series included two soil samples with the same water content. One sample was tested under the vacuum preloading of 80kPa only and the other was tested under vacuum preloading of 80kPa and direct current electricity of voltage gradient of 0.15V/cm simultaneously. Table 1 lists typical properties of the silty clay before testing. 2.2. Testing apparatus The testing apparatus used in this study, as showed in Fig. 3, is developed by Geohohai. It is able to simultaneously apply vacuum pressure on soil sample at a desirable value and a direct current electric field. It is also capable to measure the pore-water pressure at different depth of soil layer, vertical settlement and volume change during the test. The soil sample is placed in a cylindrical container made by Plexiglas of 100cm in height
and 18.5cm in inner diameter. A vacuum moderator is used to adjust the required vacuum pressure and keep it stable during the test. The moderator is plugged into an airtight, graduated, and transparent glass bottle. This bottle has two functions, first function is to control the vacuum pressure through the vacuum moderator, second function is to collect water expelling from the soil sample during the test. A dial gauge is mounted o n the top of the sample to record the settlement along the elapsed time. In addition, the vacuum gauges could be mounted at different levels at 0.02h0 ( T position), 0.26h0, 0.5h0, 0.74h0, and 0.98h0 (B position) of soil column to measure the pore pressure at different depths with elapsed time. For the tests presented in this paper, the vacu um pressure was applied at the B position. In the case of applying a direct current electric field, a variable voltage DC power supply will be used; two aluminum plate electrodes are placed on top, which is the anode, and at bottom of the soil layer, which is the cathode. The plate electrodes, particularly the anode was perf orated and covered by a filter cloth to prevent entry of solids. Table1. Typical properties of silti clay Parameters Series 1 Series 2 S eries 3 Natural water content W (%) 92.6 102.8 98.7 Liquid limit Wl (%) 53.35 54.29 52.68 Plastic limit Wp ( %) 26.95 31.41 30.52 Plasticity index PI (-) 26.4 22.98 26.16 Specific gravity Gs (-) 2.72 2.72 2.72 Dry density d ( g/cm3 ) 0.73 0.72 0.73 Undrained shear strength, Cu (kPa) 0 0 0 Initial void ratio e (-) 2.71 2.8 2.78 Degree of saturation Sr (%) 100 100 100 Permeability, k ( x 10-6 m/sec) 8.82 8.82 8.82 flaxible airtight cover Dial gauge T Anode (+) (circular porous plate) vacuum gauge at different depths (negative pore pressure) vacuum line vacuum line valve Variable-Voltage V DC Power supply 185 vacuum pressure moderator vacuum pressure controller 1000 Silty clay soil Volts V PVD (4.5 x 25mm) 100 400 V vacuum pump Cathode (-) B (circular porous plate) Power supplier sand mat (40mm) water collector (mm) intermediary box Fig 3. D escription of the testing apparatus 2.3. Specimen preparation and testing procedure After the soil was dragged from the Qin Huai River and packaged in plastic bags, it was left for several days to expel the extra water that attached with the soil during the dragging until the soil became as closely as possible to its original status under the river bed. The rubbish was carefully taken away from the soil to prevent its effects to the test result. Three test series, under vacuum preloading only and under vacuum preloading incorporated with electroosmotic method, were performed. In order to avoid any difference between the different parts of sample, the soil needs to be mixed carefully to make sure that the water content is the same for the whole sample. In order to reduce the fiction between the soil and inner surface of cylinder, the inner surface of cylinder was
lubricated with a lubricant. B efore the soil sample is placed into the cylinder, a layer of sand mat with the thickness of 4.0cm is laid in advance at the bottom of the cylinder. Three PVDs with horizontal cross section size of 25mm in length and 4.5mm in width were installed in triangular shape. The equivalent diameter of singular PVD is calculated by (Hansbo, 1981): dw =2(a+b)/ =1.88cm (5) The drain influence zone is therefore calculated by (Bergado et al., 1996): De=1.05S =14.7cm (6) Where S =14cm is the gap between PVDs in triangular pattern (see Fig. 4). As shown in Fig. 4 the influence zone of PVDs sufficiently covered the whole area of horizontal section of cylinder. Finally, the soi l sample was covered with a rubber membrane to ensure the vacuity of the soil sample during the test. After placing the soil sample into the container it was left for one or two days to consolidate by self gravity and then the vacuum pressure or vacuum pressure incorporated with direct current electric field was applied. The settlement, the pore water expelled from the soil sample, and the pore pressure were monitored during the test period. The tests were continued until it could be observed that most of the sample had been treat ed, or until the rate of discharge decreased to a small fraction of the initial values. After that the index tests and pocket CPT tests were performed. As far as possible, the test specimens were selected so as to avoid the portions of the treated samples i n the immediate vicinity of the anode and the cathode. Normalized PVD: dw=1.88cm Real PVD: a=0.45cm, b=2.5cm Influence zone 14 Fig 4. PVDs installation 3. Results and Discussion Three t est series with six soil samples were conducted under vacuum pressure of 80kPa only and vacuum pressure of 80kPa incorporated with direct current electric field of voltage gradient of 0.15V/cm. The results of the tests are summarized, presented, and discussed in the following sections. 3.1. Water content, soil density, and degree of saturation The water content was determined and presented in table 2, for average values, and illustrated by Fig 5 f or different depths of residual soil sample. Table 2 indicates that vacuum preloading already had remarkable effect on the reduction of water content. The water content was decreased by 28.8%, 37.6%, and 34.6% for test series 1, series 2, and series 3, respectively. However, the combined method treatment performed better effect on dewatering of pore water. The water content was decreased by 35.4%, 42.6%, and 39.2% for test series 1, series 2, and series 3, respectively.
Similarly, Fig. 5 shows that for both methods, the deeper the soil, the higher the value of water content. Otherwise, at every depth of soil the water content resulted by the combined method is lower than that resulted by vacuum preloading only. It can be simply explained by that vacuum preloading method with the use of prefabricated vertical drains (PVDs) mostly takes advantages of horizontal drainage and ignores the vertical drainage or even assumes that there is no drainage in vertical. When vacuum preloading is incorporated with electroosmotic, then both the horizontal and vertical drainage must be considered, because as mentioned above in sub-heading 1.2 that the electroosmotic drainage flow could be 400 times faster than hydraulic drainage flow for a given assumptions. Resultant drainage flow may be described by Fig. 6. If the vertical hydraulic permeability coefficient of soil is assumed to be very small and can be ignored, it could be supposed that the resultant drainage flow i nduced by combined method may be calculated by the equation: Qve  Qv2  Qe2 (7) The average degrees of saturation Sr of soil after the tests are summarized in table 3. It shows that in both cases, the soil changed from saturated state to unsaturated state. This means that Sr can not be used as an evidence of other phenomena such us the decrease of void ratio or increase of shear strength for this case. Table 2. Average water content (w,%) Series 1 S eries 2 S eries 3 (1)* (2) (1) (2)** (1) (2) Before test 92.6 92.6 102.8 102.8 98.7 98.7 After test 63.8 57.2 65.2 60.2 64.1 59.5 Reduction 28.8(%) 35.4 (%) 37.6 (%) 42.6 (%) 34.6 (%) 39.2 (%) * (1) vacuum preloading, ** (2) combined method Table 3. Average Degree of saturation after the test S eries 1 Series 2 Series 3 Vacuum preloading only 0.96 0.97 0.96 Combined method 0.95 0.95 0.97 Anode (+) Water conten (%) 45 50 55 60 65 70 75 0.0 Qv horizontal 0.1 Depth (x Residual height H 0) water flow 0.2 Qe Electro-osmotic water flow Qve 0.3 0.4 0.5 series 2-vacuum only 0.6 series 2-Vacumm+EOM PVD PVD s eries 1-vacuum only 0.7 series 1-vacuum+EOM 0.8 series 3-vacuum only Cathode (-) series 3-vacuum +EOM 0.9 - Qe: Drainage flow induced by EOM only. 1.0 - Qv: Drainage flow induced by vacuum preloading only. - Q : resultant drainage flow induced by combined Fig 5. W ater content versus depth Fig 6. R esultant drainage caused by combined method I n a similar manner, the dry densities at different depths of soil are illustrated in Fig. 7. It als o shows that f or all test series the dry densities gained by combined method have higher values than that resulte d by vacuum preloading only. The average values of dry density of soil gained by combined method for test series 1, 2, and 3 are respectively about 10.9%, 14.9%, and 14.5% higher than that gained by vacuum preloading method. On the other hand, Fig. 7 indicates that for both testing methods, the d eeper the soil the l ower the value of soil density. These obviously indicate that the combined method is more effective on soil i mprovement. The water content was to a greater degree decreased and the dry density was to a greate r degree increased.
Dry density  d ( g/cm3) C u ( kPa) 5 10 15 20 25 30 35 40 0.60 0.70 0.80 0.90 1.00 1.10 1.20 0.0 0.0 0.1 0.1 Series 1-vacuum only Depth ( x Residual height H0) Depth (x Residual height H ) 0 0.2 Series 1-vacuum+EOM 0.2 Series 2-vacuum only 0.3 Series 2-vacuum+EOM 0.3 series 3-vacuum only Cu-series1-V only 0.4 Cu-series1-V+EOM 0.4 Series 3-vacuum+EOM 0.5 Cu-series2-V only Cu-series2-V+EOM 0.5 0.6 Cu-series3-V only Cu-series3-V+EOM 0.6 0.7 0.7 0.8 0.8 0.9 Fig 7. Dry density versus depth Fig 8. Undrained shear strength Cu versus depth 3.2. Atterberg Limits Table 4 summarizes the results of the tests on liquid limit, plastic limit, plasticity index, and is given to illustrate the effect of electroosmotic treatment individuals on Atterberg limits of the soil. The following general observation can be made: (a) Treatment increased the liquid limit by about 16-22%, with the effect being substantially more at the anode than at the cathode. In other words, the magnitudes of the changes decrease towards the cathode; (b) the plastic limit was slightly increased, by about 11-13% at most; (c) As a result of these combinations of factors, the plasticity index was also increased and the liquidity index was substantially decreased. Table 4. Effect of electroosmotic treatment on index properties S eries D uration (days) LL (%) P L (%) PI B efore 53.35 26.95 26.4 1 11 A fter (anode) 64.35 31.16 33.2 A fter (cathode) 61.65 30.55 31.1 B efore 54.29 31.41 23.0 2 12 A fter (anode) 66.31 35.47 30.8 A fter (cathode) 63.15 34.85 28.3 B efore 52.68 30.52 22.3 3 12 A fter (anode) 65.54 33.89 31.6 A fter (cathode) 62.12 33.45 28.7 The liquid limit of the soil was increased, which is an advantage and indicative of fundamental cha nges in the soil properties as a result of electric treatment which causes the chemical changes that occur d uring the electroosmosis. The effects of electroosmotic field treatment on the soil properties of a soft sensi tive clay were studied by Lo and Ho (1991). They demonstrated that the increase in liquid limit may be due to the increase of salt content and carbonate content of the soil after treatment. These factors result in the increase i n bonding of soil particles and reduction in the thickness of the double layer. As a result, the soil becomes less sensitive. H owever, the magnitudes of these changes decrease towards the cathode. Near the cathode, there may b e little or no change in the plasticity depending on the length of treatment (Casagrande, 1983). I n accordance with the results of other investigations (e.g. Bjerrum et al. 1967, Morris D.V. et al. 1985), the li quidity index of the material would seem to be a suitable indicator of the overall change in material properties. 3.3. Undrained shear strength Cu The pocket CPT test was implemented to find the Cu of soil. The initial undrained shear strength of soil before the test was almost zero. The results of undrained shear strength at different depths of soil are presented in table 5 and Fig. 8. It is showed by Fig. 8 that the Cu gained by combined method is much higher than that gained by vacuum preloading only. Particularly, a side effect of electroosmosis is the heating of the soil near the anodes. The anodic end of the soil sample gradually became so desiccated that the soil attained the strength of a soft rock. The same phenomenon was observed by the study of Cassgrande D.R. et al. (1986). Table 5 indicates that for three test series, the average value of Cu gained by combined method, without includi ng anodic
parts, are about 32% higher than that resulted by vacuum preloading. This difference may be primarily because the water content gained by combined method was more decreased, the dry density was more increased or in other words, the void ratio was more decreased. These factors result in the increase of shear strength of soil. For clearer understanding, Cu curves are again illustrated with void ratio curves in Fig. 9. It obviously shows that these two curve groups are in reverse direction, the higher depth of soil the higher void ratio and the smaller value of Cu. In addition, the higher value of Cu curve corresponds with smaller value of void ratio curve. Table 5. Average undrained shear strength Cu (kPa) S eries 1 S eries 2 S eries 3 (1)* (2)** (1) (2) (1) (2) Before test (kPa) 0 0 0 0 0 0 After test (kPa) 14.2 19.1 15.5 20.5 16.3 21.8 D ifferences by two methods (%) 35.06% 32.06% 33.7% * (1) vacuum preloading, ** (2) combined method C u (kPa) e x 5 0 (-) & Time (hours) 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 0.0 0 0.1 Depth (xResidual height H ) 0 Series 2-vacuum only 1000 0.2 Series 2-combined method 2000 Series 1-combined method 0.3 Drainage flow (cm3) Series 1-vacuum only 3000 0.4 4000 0.5 0.6 5000 0.7 6000 0.8 7000 Cu-series1-V only Cu-series1-V+EOM Cu-series2-V only Cu-series2-V+EOM e-series2-V+EOM e-series2-V only 8000 e-series1-V+EOM e-series1-V only Cu-series3-V only Cu-series3-V+EOM e-series3-V only e-series3-V+EOM Figre 9. Undrained shear strength Cu and normalized void ratio Fig 10. Drainage flow versus time
3.4. Drainage flow The drainage flows of the tests (for series 1 and series 2) are presented in Fig. 10. It obviously shows that the total water volume dragged out from the soil by using combined method is normally greater than that by vacuum preloading only. It was also observed that for the case of vacuum preloading, normally after about 7 days there was no discharge water anymore. It can be stated that after 7 days the vacuum pressure has no more effect on dewatering. On the other hand, for using combined method, after 7 days there was still water discharging. This can be explained by the principle of vacuum preloading and electroosmotic treatments that the vacuum preloading can probably only absorb the free pore water; meanwhile electroosmosis generally occurs in fine clay soils and consists of the movement of the polar water ions through the diffuse double layer of clay from the anode toward the cathode. Water flows through the diffuse double layer of saturated clay under an electrokinetic potential due to the negatively charge surface of the clay particles. The water is oriented in such a manner by the appli ed electrokinetic field that the positive pole is attracted to the negatively charged clay surface and simultaneously, the negative pole is repulsed from the negatively charged clay surface. It can be said that vacuum preloading plays primary role in earlier stage for extruding the free pore water; meanwhile electroosmotic method is most effective in later stage for absorbing water in diffuse double layer of soil. It was also observed that when the electrodes are horizontally placed as in the combined method, there was no crack appeared in cathode zone, which often happenes for the cases the electrodes are vertically placed. 4. Results and Discussion The experimental study to assess the potential effectiveness of vacuum preloading incorporated with electroosmotic treatment on silty clay has been described in this paper. The excess pore-water pressure at different depths, settlement, and volume change were monitored during the consolidation process. Based on the measurements and above analyses, the following conclusions of the study can be drawn: - B oth methods produce great effects on the improvement of soft soil. However, the combined method is more effective. - The water content, void ratio, and dry density gained by combined method are better than that gained by vacuum preloading alone. Full treatment reduced the water content by about 33% for vacuum preloading method and 40% for combined method, with reduction on the top of soil layer more than that at the bottom. Particularly, the reduction of water content near the anode was much more than that near the cathode for combined method. - The combined met hod increased the liquid limit by about 16-22%, with the effect being substantially more at the anode than at the cathode. - The plastic limit was also increased, by about 11-13% at most. As a result of the combinations of factors, the plasticity index was also increased, and the liquid index was substantially decreased. - The drainage flow of combined method is greater than that of vacuum preloading method alone. - In comparison with vacuum preloading method alone, the undrained shear strength Cu of soil gained by combined method has increased to a greater degree, especially near to the anode, the soil revealed like soft rock. The average difference between the undrained shear strength gained by the two methods is about 32%. References 1. Barron, R.A. Consolidation of fine -grained soils by drain wells. Transactions ASCE, Vol. 113, 718-754, 1948. 2. Bergado D.T. and Patawaran M. A. B. Recent developments of ground improvement with PVD on soft Bangkok clay. Proc. Intl. Seminar on Geotechnics in Kochi 2000, Kochi, Japan, 2000. 3. Bergado, D.T., Manivannan, R., Balasubramaniam, A.S. , P roposed criteria for discharge capacity of prefabricated vertical drains. Geotextiles and Geomembranes, 14, 481–505, 1996.
4. Bjerrum L., Moum J., and Eide O. A pplication of electroosmosis to a foundation problem in Norweygian quick clay. Geotechnique, Vol.17, 214- 235, 1967. 5. Casagrande D. R., Casagrande L., and C astro G. Discussions Improvement of sensitive silty clay by electroosmosis. Canadian Geotechnical Journal, 23, 95- 96, 1986. 6. Casagrande L. Stabilization of soils by means of electro- osmosis State- of -the-art. Geotechnical section of the Boston society of civil engineers section, ASCE, 255- 302, 1983. 7. Chu J., Yan S. W. Estimation of degree of consolidation for Vacuum preloading projects. International J. of Geomechanics, vol. 5, No.2, 158- 165, 2005. 8. Hansbo S. C onsolidation of fine -grained soils by prefabricated drains. Proc. of the 10th Int. Conf. Soil Mechanics and Foundation Engineering, Stockholm, Vol. 3, 677- 682, 1981. 9. Indraratna B., Redana I. W. Numerical modeling of vertical drains with smear and well resistance installed in soft clay. Can. Geotech. J. 37: 132-145, 2000. 10. Kjellman, W. C onsolidation of clayey soils by atmospheric pressure. Proceedings of a conference on soil stabilization, Massachusetts institute of technology, Boston: 258-263, 1952. 11. Lo KY and Ho KS The effects of electroosmotic field treatment on the soil properties of a soft sensitive clay. Canadian Geotechnical Journal . 28, 763- 770, 1991. 12. Morris Derek V., Sydney F. Hills , and Jack A. Caldwell. Improvement of sensitive silty clay by electroosmosis. Canadian Geotechnical Journal, 22, 17- 24, 1985. 13. Qian J. H., Zhao W. B., Cheung Y. K., and Lee P. K. K. The theory and practice of vac uum preloading. Computers and Geotechnics, 13, 103- 118, 1992. 14. Shang J.Q. and Lo K.Y. Electrokinetic dewatering of a phosphate clay. Journal of Hazardous Materials, Vol.55, 117- 133, 1997. 15. Vu M.Q. and W ang BT. Effects of vacuum preloading regard to its applying position on soil improvement. Proc. of the MDCMS 1, Vol. 2, 283-290, Hanoi, Vietnam, 2007.