# Research on Horizontal Coefficient of Consolidation of Vietnam’s Soft Soil

Authors: Nu Nguyen Thi; Bui Truong Son; Do Minh Ngoc
Journal: Journal of Engineering
 (2020)

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## Abstract

The horizontal coefficient of consolidation is the most important parameter for designing the improvement of soil soft by prefabricated vertical drains (PVDs) combined with surcharge and vacuum preloading. This paper presents the experimental study on the horizontal coefficient of consolidation (ch) of some soft soils distributed in Vietnam. The ch value was determined by the laboratory test and CPTu dissipation test. The laboratory tests included the Rowe consolidation cell test and constant rate of strain consolidation with radial drainage test. Two types of consolidation laboratory tests were performed. The experimental results indicated that the ch value is always larger than the vertical coefficient of consolidation of soil (cv). The ratio of ch/cv depends on the consolidated pressure, type of soil, and the anisotropy of soil. The ratio of ch/cv is different in different types of soft soil in Vietnam. In the normally consolidated state, the ch/cv ratio ranges from 1.35 to 10.59. It was necessary to choose the ch value at the consolidated stress level for calculating the PVD spacing.


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## Body

## 1. Introduction

Construction in the soft clayey ground usually makes serious settlement problems [1] because of consolidation and creep phenomenon [2, 3]. Consolidation settlement induces by dissipation of the excess pore water pressure and creep settlement is caused by viscosity of the soil skeleton [2]. In order to reduce the consolidation settlement, prefabricated vertical drains (PVDs) combined with surcharge and vacuum preloading are widely used in practice engineering. PVDs accelerate the consolidation process of soft soil under preloading and vacuum preloading and control the consolidation rate of soft soil, allowing for radial drainage over short drainage paths [4]. This method uses Barron’s theory to design the PVD spacing [5, 6] and one of the most important parameters for this design is the horizontal coefficient of consolidation of soft soil (ch).In the world, the horizontal coefficient of consolidation of soft soil can be commonly determined by three methods, such as laboratory tests, CPTu dissipation tests, and Asaoka’s observational method. Recently, thech value can be calculated by DMT pressure dissipation tests [7] or pressuremeter [8].Firstly, in the laboratory, thech value can be determined by radial consolidation tests [9] with inward or outward drainage in some types of apparatus. Rowe [10] evaluated the ch value from the triaxial cell and conventional oedometer cell. Other researchers [11–14] investigated properties of the horizontal coefficient of consolidation by conventional oedometer cell. Seah and Juirnarongrit [15] developed a constant rate of strain consolidation with radial drainage (CRS-R) consolidometer to determine the consolidation properties of soft Bangkok clay.In the radially inward test, a sand drain or a fine porous stone was placed at the middle. The diameters of the central drain used are 10, 15, and 50 mm. The time-settlement date obtained from the radially inward consolidation test was analyzed using the logt method and the ch values were calculated [16, 17]. In the radially outward test, outward radial flows towards a porous plastic drain placed at the periphery.The results of radial consolidation tests were related to several factors, such as the direction and length of drainage, shape of sample, and stress conditions of the test [10]. Other factors that influence ch value are the types of drain diameter and the direction of drainage [11, 14]. In the radially inward test, the ch value decreased with an increase in drain diameter [14]. The ch values were consistently larger for the inward flow consolidation tests than those in the outward flow consolidation tests [11].Secondly, thech values were conducted by CPTu dissipation tests (Torstensson,1975,1977) [18] and then modified by Teh and Houlsby [18, 19]. After that, Balachowski [20] investigated the shape of pore water dissipation for overconsolidated soils and normally consolidated soils and then developed the method to calculate the ch value in soft overconsolidated soils.Thirdly, Asaoka’s observational method was used to evaluate the apparent value of the horizontal coefficient of consolidation (ch(ap)) [21–23]. The ch(ap) values are lower than those measured by laboratory tests or in situ tests because of the smear effect of PVD installation [24].It is worth noting that the previous researchers studied thech value and the ratio of ch/cv of soil. The horizontal coefficient of consolidation of Singapore marine was investigated by laboratory and in situ tests [24]. The ch values were determined by using the Rowe cell with radial drainage to a peripheral plastic drain and CPTu dissipation tests. The results showed that the ch values evaluated from CPTu tests were in good agreement with those obtained from Rowe cell tests. It was also clear that the ch values are different and depend on types of soil.From the previous literature studies, several researchers studied on the apparatus for determining the horizontal coefficient of consolidation of soil. But, the study on the properties of horizontal consolidation during the different load, the ch value of different soil types, and the factors affected on thech values is still limited.In Vietnam, there are very few studies determining thech value. According to the Vietnamese standard 22TCN 262-2000, ch value equals 2∼5 times the cv value. However, it is difficult to choose the ch value. Moreover, from the previous studies, it can be found that the ch value depends on the environmental conditions, type of soils, and the origin of soils. So, this paper aimed at determining the horizontal coefficient of consolidation of some soft soil in Vietnam, indicating the factors affect the ch value, and then comparing the value of ch by laboratory tests and CPTu dissipation tests.


## 2. Laboratory Tests

In order to determine thech value, the Rowe consolidation cell tests and constant rate of strain consolidation with radial drainage tests were used.Rowe consolidation cell of 62 mm internal diameter (Figure 1) which met the requirement stipulated in the British standard BS 1377:Part 6 (1990) was used for conducting the radially inward test. The cylinder drainage well of 10 mm diameter was made by a fine porous stone and the Rowe cell was calibrated as per BS 1377:Part 6 (1990) and Head [25].Figure 1
The Rowe consolidation cell for radially inward test.The Rowe consolidation cell was placed in position on the bed of the loading apparatus of the traditional oedometer consolidation apparatus. Horizontal consolidation test was conducted according to BS 1377:1990: Part 6. The loading device of the traditional oedometer consolidation apparatus was used. The soil samples were subjected to load consolidation pressures of 12.5, 25, 50, 100, 200, and 400 kPa or so on.The horizontal coefficient of consolidation (Head [25]), ch (m2/year), was calculated as follows:(1)ch=0.131D2t50T50,where D is the diameter of soil specimen, mm; T50 is the time factor (in this study, the diameter of central drain d = 10.0 mm, D = 62 mm, and T50 = 0.367 [25]); and t50 represents the time to 50% degree of consolidation, minutes.


### 2.1. Constant Rate of Strain Consolidation with Radial Drainage Test

Seah and Juirnarongrit [15] developed a constant rate of strain consolidometer with radial drainage (CSR-R). This consolidation cell of 63.5 mm inner diameter was used for the radially inward test. The horizontal coefficients of consolidation (ch) and permeability (kh) were calculated based on Barron’s equal strain theory and were given by(2)ch=αvpre2ubHmv,kh=αvpγwre2ubH,where re is the radius of a specimen; rw is the radius of the central drain; α is the ratio of the radius of a specimen to the radius of central drain; ub is the excess pore water pressure at impervious outer boundary; γw is the unit weight of water; mv is the coefficient of volume compressibility; vp is the velocity of load piston; and H is the vertical drainage path.The average effective vertical stressσv.ave′ can be expressed as(3)σv.ave′=PA−βub,α and β are constant as function of rw and re, in this study, rw = 5.0 mm and re = 31.75 mm, α = 0.680, β = 0.846.


## 2.1. Constant Rate of Strain Consolidation with Radial Drainage Test

Seah and Juirnarongrit [15] developed a constant rate of strain consolidometer with radial drainage (CSR-R). This consolidation cell of 63.5 mm inner diameter was used for the radially inward test. The horizontal coefficients of consolidation (ch) and permeability (kh) were calculated based on Barron’s equal strain theory and were given by(2)ch=αvpre2ubHmv,kh=αvpγwre2ubH,where re is the radius of a specimen; rw is the radius of the central drain; α is the ratio of the radius of a specimen to the radius of central drain; ub is the excess pore water pressure at impervious outer boundary; γw is the unit weight of water; mv is the coefficient of volume compressibility; vp is the velocity of load piston; and H is the vertical drainage path.The average effective vertical stressσv.ave′ can be expressed as(3)σv.ave′=PA−βub,α and β are constant as function of rw and re, in this study, rw = 5.0 mm and re = 31.75 mm, α = 0.680, β = 0.846.


## 3. CPTu Dissipation Tests

Cone penetration test with pore pressure measurements (CPTu) was supplemented with a dissipation test. When the penetration was stopped at a given depth, one can monitor the dissipation of the induced pore pressure to the hydrostatic one. Two shapes of the dissipation curve, monotonic decay, or dilatory pore pressure response were recorded, related to the soil stress state and history [20].The normalized excess pore pressure was defined as follows (Lunne, 1997) [20]:(4)U=ut−u0ui−u0⋅100%,where ut is the water pore pressure measured in time t; u0 is the equilibrium pore pressure in situ; ui is the initial water pore pressure at the beginning of dissipation t = 0.The horizontal coefficient of consolidation was determined due to the shape of the dissipation curve in normally consolidated soils or overconsolidated soils.


### 3.1. Dissipation Test in Normally Consolidated Soils

The shape of dissipation curve shows that a monotonic decay of pore pressure was observed and octahedric component of excess pore pressure was always positive and decreased during dissipation tests [26]. Using the strain path method, the consolidation coefficient in a horizontal direction (ch) was calculated depending on the rigidity index (Ir) as follows [18]:(5)ch=T50∗×IrT50×r02,where T50∗ is the time factor, T50∗ = 0.245; t50 is the measured time for 50% dissipation; r0 is the penetrometer radius, r0 = 0.0178 m; and Ir is the rigidity index.(6)Ir=GSu,where G is the shear modulus at the strain level induced in the soil by penetration of the probe.(7)G=E21+ν,E=1+ν1−2ν1−νEoed,where E is the elastic modulus; Eoed is the oedometer modulus; ν is Poisson’s ratio; and Su is the undrained shear strength; the rigidity index can be calculated using plasticity index Ip and estimated OCR [20].(8)Ir=exp137−Ip/231+ln1+OCR+13.2/260.8.


### 3.2. Dissipation Test in Soft Overconsolidated Soils

The shape of dissipation curve shows that the excess pore pressure was initially increasing in overconsolidated soils (dilatory response) and after that, the pore pressure decreased during dissipation tests. The coefficient of consolidation in a horizontal direction was determined from the modified time factorT∗ (Mayne,) 2001 [20, 26]:(9)T∗=ch×tr02Ir0.75.The pore water dissipation curve at any timet was fitted in equation (9) for a given rigidity index. The best fit value of ch was obtained with trial and error procedure.


## 3.1. Dissipation Test in Normally Consolidated Soils

The shape of dissipation curve shows that a monotonic decay of pore pressure was observed and octahedric component of excess pore pressure was always positive and decreased during dissipation tests [26]. Using the strain path method, the consolidation coefficient in a horizontal direction (ch) was calculated depending on the rigidity index (Ir) as follows [18]:(5)ch=T50∗×IrT50×r02,where T50∗ is the time factor, T50∗ = 0.245; t50 is the measured time for 50% dissipation; r0 is the penetrometer radius, r0 = 0.0178 m; and Ir is the rigidity index.(6)Ir=GSu,where G is the shear modulus at the strain level induced in the soil by penetration of the probe.(7)G=E21+ν,E=1+ν1−2ν1−νEoed,where E is the elastic modulus; Eoed is the oedometer modulus; ν is Poisson’s ratio; and Su is the undrained shear strength; the rigidity index can be calculated using plasticity index Ip and estimated OCR [20].(8)Ir=exp137−Ip/231+ln1+OCR+13.2/260.8.


## 3.2. Dissipation Test in Soft Overconsolidated Soils

The shape of dissipation curve shows that the excess pore pressure was initially increasing in overconsolidated soils (dilatory response) and after that, the pore pressure decreased during dissipation tests. The coefficient of consolidation in a horizontal direction was determined from the modified time factorT∗ (Mayne,) 2001 [20, 26]:(9)T∗=ch×tr02Ir0.75.The pore water dissipation curve at any timet was fitted in equation (9) for a given rigidity index. The best fit value of ch was obtained with trial and error procedure.


## 4. Materials and Testing Program

### 4.1. Materials

For laboratory tests, soft soil samples were collected from the boreholes in Ha Tinh province (Site 1), Tien Giang province (Site 2), Tra Vinh province (Site 3), Soc Trang province (Site 4 and Site 5), Ca Mau province (Site 6), and Kien Giang province (Site 7). High-quality undisturbed samples were taken at different depths by using 0.75 m long thin-walled piston samples from the boreholes.Soil particle and physical properties of these samples were determined. The tests were conducted according to the ASTM standards. Some properties and particle content of these soils are illustrated in Figures2(a)∼2(g).Figure 2
(a) The physical properties and particles of soft clay in Tien Giang province (Site 2). (b) The physical properties and particles of soft clay in Tra Vinh province (Site 3). (c) The physical properties and particles of soft clay in Soc Trang province (Site 4). (d) The physical properties and particles of soft clay in Ca Mau province (Site 6). (e) The physical properties and particles of soft clay in Kien Giang province (Site 7). (f) The physical properties and particles of soft sandy clay in Ha Tinh province (Site 1). (g) The physical properties and particles of soft sandy clay in Soc Trang province (Site 5).
(a)(b)(c)(d)(e)(f)(g)From experimental results, it can be found that the natural moisture content is greater than the liquid limit at most depths in at seven sites. The natural moisture content of soft soil is extremely variable and the void ratio is higher than 1. It can be also found that the Atterberg limits vary with depth. The soil types belong to clay or sandy clay in the soft state.


### 4.2. Testing Program

There are three steps in this study. Firstly, two types of laboratory consolidation tests on the undisturbed soft soil samples were performed. Two samples were tested by two types of equipment for comparing the results from the Rowe consolidation cell test and the CRS-R test at Site 1 and Site 6. Secondly, the CPTu dissipation tests were performed at Site 4. Twelve CPTu dissipation tests at four series of CPTu tests (CPTu-01, CPTu-02, CPTu-03, and CPTu-04) were conducted. After that, at the same depth in the near boreholes, soil samples were taken and were used for Rowe consolidation tests and traditional oedometer tests. This study was used for comparing thech values between CPTu dissipation tests and Rowe consolidation tests and determining the ratio of ch/cv. Thirdly, all samples at seven sites determined both the horizontal and the vertical coefficient of consolidation. The horizontal coefficient of consolidation was tested by Rowe consolidation cell and the vertical coefficient of consolidation was conducted by standard oedometer tests. After that, the ratio of ch/cv was calculated.In the CRS-R test, before testing, the soil specimen was applied a back pressure of 200 kPa for saturation over a period of 24 h. After that, the soil specimen was loaded by a gear driven loading frame that forced the loading piston to move downward at a constant speed. The CRS-R consolidation test was performed on soil samples at a constant speed of 0.0036 mm/minute.The conventional tests were conducted with incremental loading, each increment was equal to the previous load, and a new increment of load was applied every 24 hours for determining thech value and the cv value. The tests were performed in accordance with ASTM D2435. The horizontal coefficient of consolidation was tested by Rowe consolidation cell and the vertical coefficient of consolidation was conducted by the incremental load oedometer. For comparing the results from these apparatuses, the series loads used in this study were 12.5, 25, 50, 100, 200, and 400 kPa. The load-increment ratio was 1.


## 4.1. Materials

For laboratory tests, soft soil samples were collected from the boreholes in Ha Tinh province (Site 1), Tien Giang province (Site 2), Tra Vinh province (Site 3), Soc Trang province (Site 4 and Site 5), Ca Mau province (Site 6), and Kien Giang province (Site 7). High-quality undisturbed samples were taken at different depths by using 0.75 m long thin-walled piston samples from the boreholes.Soil particle and physical properties of these samples were determined. The tests were conducted according to the ASTM standards. Some properties and particle content of these soils are illustrated in Figures2(a)∼2(g).Figure 2
(a) The physical properties and particles of soft clay in Tien Giang province (Site 2). (b) The physical properties and particles of soft clay in Tra Vinh province (Site 3). (c) The physical properties and particles of soft clay in Soc Trang province (Site 4). (d) The physical properties and particles of soft clay in Ca Mau province (Site 6). (e) The physical properties and particles of soft clay in Kien Giang province (Site 7). (f) The physical properties and particles of soft sandy clay in Ha Tinh province (Site 1). (g) The physical properties and particles of soft sandy clay in Soc Trang province (Site 5).
(a)(b)(c)(d)(e)(f)(g)From experimental results, it can be found that the natural moisture content is greater than the liquid limit at most depths in at seven sites. The natural moisture content of soft soil is extremely variable and the void ratio is higher than 1. It can be also found that the Atterberg limits vary with depth. The soil types belong to clay or sandy clay in the soft state.


## 4.2. Testing Program

There are three steps in this study. Firstly, two types of laboratory consolidation tests on the undisturbed soft soil samples were performed. Two samples were tested by two types of equipment for comparing the results from the Rowe consolidation cell test and the CRS-R test at Site 1 and Site 6. Secondly, the CPTu dissipation tests were performed at Site 4. Twelve CPTu dissipation tests at four series of CPTu tests (CPTu-01, CPTu-02, CPTu-03, and CPTu-04) were conducted. After that, at the same depth in the near boreholes, soil samples were taken and were used for Rowe consolidation tests and traditional oedometer tests. This study was used for comparing thech values between CPTu dissipation tests and Rowe consolidation tests and determining the ratio of ch/cv. Thirdly, all samples at seven sites determined both the horizontal and the vertical coefficient of consolidation. The horizontal coefficient of consolidation was tested by Rowe consolidation cell and the vertical coefficient of consolidation was conducted by standard oedometer tests. After that, the ratio of ch/cv was calculated.In the CRS-R test, before testing, the soil specimen was applied a back pressure of 200 kPa for saturation over a period of 24 h. After that, the soil specimen was loaded by a gear driven loading frame that forced the loading piston to move downward at a constant speed. The CRS-R consolidation test was performed on soil samples at a constant speed of 0.0036 mm/minute.The conventional tests were conducted with incremental loading, each increment was equal to the previous load, and a new increment of load was applied every 24 hours for determining thech value and the cv value. The tests were performed in accordance with ASTM D2435. The horizontal coefficient of consolidation was tested by Rowe consolidation cell and the vertical coefficient of consolidation was conducted by the incremental load oedometer. For comparing the results from these apparatuses, the series loads used in this study were 12.5, 25, 50, 100, 200, and 400 kPa. The load-increment ratio was 1.


## 5. Result and Discussion

Firstly, Figure3 represents the horizontal and vertical coefficient of consolidation of soft soil at Site 6 and Site 1. It can be shown that the ch value derived from the Rowe cell test agrees well with that from CRS-R test. It was also found that the ch values are higher than the cv values at different consolidation pressures.Figure 3
(a) The coefficient of consolidation of soft clay in Ca Mau province (Site 6). (b) The coefficient of consolidation of soft sandy clay in Ha Tinh province (Site 1).
(a)(b)Secondly, in order to determine the consolidation properties of soft soil in the in situ test, at Site 4 (Soc Trang province), CPTu dissipation tests were performed. The shape of dissipation test is provided in Figure4. It can be shown that the shape is similar to the test in normally consolidated soil.Figure 4
Dissipation curves with logarithm of time plot correction in Soc Trang province (Site 4).The horizontal coefficient of consolidation was calculated by CPTu dissipation test as shown in Table1. Table 1 also shows the horizontal coefficient of consolidation of Rowe cell and the vertical coefficient of consolidation (cv).Table 1
The consolidation properties of soft soil at Site 4 determined by two methods.
NoDepthH (m)Effective stressσ′ (kPa)CPTu dissipation testHorizontal coefficient of consolidation—Rowe testchVertical coefficient of consolidationcvRatio ofch/cvMax water pore pressureui (kPa)Initial water pore pressureu0 (kPa)T50 (s)Horizontal coefficient of consolidationchCPTuRowe testm2/yearCPTu-01638.41813031563.094.701.651.872.851064.03187094610.327.031.576.574.481489.636411079512.286.212.474.972.51CPTu-02532.0982050111.954.951.151.704.30957.62456022964.253.361.133.762.971383.232610012168.038.351.964.104.26CPTu-03638.41505039852.453.881.341.832.90957.61538079512.2811.513.064.013.761276.819011085511.427.302.185.243.35CPTu-04425.61323048752.001.391.002.001.39851.22877018455.295.002.012.632.491276.834711097510.019.412.244.474.20Average6.956.091.813.833.36As shown in Table1, it can be found that the horizontal coefficient of consolidation was calculated by CPTu dissipation test (ch(CPTu test)) equals 0.39 to 1.98 times ch(Rowe test). The average of ch(CPTu test) is equal to 1.14 times the ch(Rowe test). It was similar to the result of Chu et al. [23] that the ch value derived from the CPTu dissipation test agrees well with that from of Rowe cell and ch value of Rowe cell was generally lower than that from other in situ tests. It was believed to be due to the too costly stratification or the fabric of the soils, and the ch values measured by CPTu test indicated the ch values in the overconsolidated (OC) range [27]. It also may be due to the smear effect [24] or stress level [28]. It was consistent with the results of Seah and Juirnarongrit [15] that the horizontal coefficient of consolidation from field piezoprobe tests was in good agreement with the results from the laboratory CRS-S test.From the experimental results, as also provided in Table1, it was noticed that the ratio of horizontal to vertical coefficient of consolidation (ch(CPTu test)/cv) of soft clay for Site 4 varies from 1.70∼6.58, and the ratio of ch(Rowe test)/cv ranges from 1.39∼4.48. The ratio of ch(CPTu test)/cv equals 1.14 times the ratio of ch(Rowe test)/cv.Thirdly, the coefficient of consolidation of soft soil at seven sites in Vietnam was determined by the Rowe consolidation cell. The time-deformation graph plotted for each load increment is presented in Figure5. The variation of horizontal coefficient of consolidation, vertical coefficient of consolidation, and the ratio of ch/cv with the consolidation pressure was determined by conventional tests, as shown in Table 2.Figure 5
Relationship of deformation and time. (a) Clay soil sample (depth: 2 m—Site 2). (b) Sandy clay sample (depth: 6 m—Site 5).
(a)(b)Table 2
The consolidation properties of soft soil at different sites in Vietnam.
The coefficient of consolidationConsolidation pressure,σ (kPa)The vertical coefficient of consolidationThe horizontal coefficient of consolidationRatio ofch/cvAverageMaxMinAverageMaxMinAverageMaxMincv, (m2/year)ch, (m2/year)Soft clay—Tien Giang (Site 2). Soluble salt content of 0.20∼0.97%; organic matter content of 3.50∼7.20%. Number of samples = 10The coefficient of consolidation atσ (m2/year)0–12.54.6812.711.759.9815.886.102.605.031.2512.5–252.577.091.376.5610.445.302.944.441.4725–501.652.990.775.167.852.203.445.791.9850–1001.161.590.683.224.042.222.843.611.83100–2001.041.430.772.723.592.002.723.731.64200–4000.961.320.662.813.282.043.054.052.06Soft clay—Tra Vinh (Site 3). Soluble salt content of 0.10∼0.25%; organic matter content of 0.91∼3.35%. Number of samples = 15The coefficient of consolidation atσ (m2/year)0–12.52.757.220.857.6314.542.593.797.651.8312.5–251.803.560.664.647.661.773.007.111.2125–501.873.530.884.869.971.862.897.591.4250–1001.853.660.985.5412.552.553.278.291.62100–2001.653.150.955.6210.761.893.8410.001.62200–4001.894.070.915.6910.091.583.6410.591.47Soft clay—Soc Trang (Site 4). Soluble salt content of 0.21∼1.95%; organic matter content of 0.60∼5.89%. Number of samples = 26The coefficient of consolidation atσ (m2/year)0–12.53.197.921.0013.2630.487.594.919.802.2312.5–252.336.360.946.0711.481.742.955.761.2725–501.864.310.865.3913.461.272.916.551.1450–1001.563.060.885.409.413.173.576.492.16100–2001.442.900.775.247.732.933.946.011.91200–4001.372.640.594.647.592.463.756.091.35Soft clay—Ca Mau (Site 6). Soluble salt content of 1.46∼2.32%; organic matter content of 1.60∼8.00%. Number of samples = 19The coefficient of consolidation atσ (m2/year)0–12.53.6110.201.4512.3718.513.274.158.781.1312.5–252.084.151.016.2115.902.763.034.801.1125–501.572.760.725.359.793.473.656.731.4250–1001.092.510.724.095.982.743.835.012.02100–2000.891.640.643.464.892.373.995.982.51200–4000.901.590.673.324.252.543.804.922.03Soft clay with organic matter—Kien Giang (Site 7). Soluble salt content of 1.42∼2.48%; organic matter content of 11.5∼30.0%. Number of samples = 13The coefficient of consolidation atσ (m2/year)0–12.52.013.270.7414.3221.796.857.969.266.6612.5–251.281.930.6211.5316.506.579.5310.528.5525–500.831.120.547.269.794.748.818.858.7750–1000.650.790.523.143.193.085.015.964.06100–2000.480.600.371.922.561.283.864.273.44200–4000.520.530.502.142.971.314.175.892.46Soft sandy clay—Ha Tinh (Site 1). Soluble salt content of 0.24∼0.82%; organic matter content of 0.78∼4.75%. Number of samples = 6The coefficient of consolidation atσ (m2/year)0–12.55.758.472.9711.6630.499.403.293.932.8012.5–255.177.492.869.7221.035.892.383.241.7325–504.927.722.826.8914.074.651.922.321.6550–1004.226.122.644.8617.903.562.383.121.35100–2003.785.761.793.9915.653.662.543.052.05200–4003.686.151.143.0914.323.092.633.122.07Soft sandy clay with sand and organic matter—Soc Trang (Site 5). Soluble salt content of 0.75∼1.79%; organic matter content of 0.92%∼5.31%. Number of samples = 8The coefficient of consolidation atσ (m2/year)0–12.52.104.480.8511.0316.828.087.269.653.7512.5–251.542.920.7910.9423.604.606.308.085.0125–501.673.350.807.8714.234.695.225.854.2550–1001.452.790.696.3210.854.064.835.913.88100–2001.322.610.665.1810.112.713.994.123.87200–4000.801.030.633.023.512.343.955.563.13From the results provided in Table2, it can be seen that the ch value of soft clay for Site 2 varies from 2.00∼15.88 m2/year, for Site 3 from 1.77∼14.54 m2/year, for Site 4 from 1.27∼30.48 m2/year, for Site 6 from 2.37∼18.51 m2/year, and for Site 7 from 1.28∼21.79 m2/year. It can be found that the horizontal heterogeneity of soil at Site 4 is the highest.Similarly, thech values of soft sandy soil for Site 1 and Site 5 range from 3.09∼30.49 m2/year and 2.34∼23.60 m2/year, respectively.As shown in Figure6, it can be found that the ch values decrease from over consolidated range to normally consolidated range. It was also seen that the ch values decrease with increasing vertical effective stress. This is consistent with the research results indicated by Seah et al [28] and it was found that the soft Bangkok clay was slightly anisotropic.Figure 6
(a) The variation ofch with consolidation pressure (clay sample, depth: 2 m—Site 2). (b) The variation of ch with consolidation pressure (sandy clay, depth: 6 m—Site 5).
(a)(b)The mean value of the horizontal coefficient of consolidation was determined by the Rowe cell test ranging from 1.11 to 10.59 times the vertical coefficient of consolidation. Chu at el. [24] indicated that ch of Singapore’s marine clay was generally 2∼4 times larger than cv by the conventional oedometer test. It was believed that the ch value is higher than cv due to the anisotropic nature of the soil (Figures 7∼9).Figure 7
The anisotropy of soft clay at Site 6 (Ca Mau province) by microscopic observation: (a) vertical direction; (b) horizontal direction.
(a)(b)Figure 8
The anisotropy of soft clay at Site 4 (Soc Trang province) by microscopic observation: (a) vertical direction; (b) horizontal direction.
(a)(b)Figure 9
The anisotropy of soft clay at Site 7 (Kien Giang province) by microscopic observation: (a) vertical direction; (b) horizontal direction.
(a)(b)The variations in the ratio ofch/cv of soft clay soil are also provided in Table 2. It can be seen that there are the differences in ch/cv at different sites; the smallest range of ch/cv is from 1.64∼4.05 at Site 2 and the largest range of ch/cv is from 1.47∼10.59 at Site 3, while the range of ch/cv at Sites 4, 6, and 7 is from 1.35∼6.49, 2.02∼5.98, and 2.46∼10.52, respectively. It can be believed that the anisotropic of soil decreases from Sites 3, 7, 4, and 6 to Site 2. The soil at Site 3 is more anisotropic due to the presence of interlaced thin layers of sand. Sand dunes in an unstable environment in the coastal estuaries are important factors for the horizontal coefficient of consolidation of soft soil. At Site 7 (Figure 9), the soil has highest anisotropic due to the presence of organic matter. The soil has been deposited in a quiet environment with many coastal swamp plants. After that, the dead coastal swamp plants decomposed and formed organic matter in soil. It may be due to the fact that the pronounced structural anisotropy for the fibrous peat with the voids spaces in the horizontal direction was larger than those in the vertical direction resulting from the fiber orientation with the soil [29].As also shown in Table2, the ratios of ch/cv of soft sandy clay in normally consolidated state at the Site 1 and the Site 5 range from 1.35 to 3.12, 3.13, 5.91 respectively. It may be believed that the soft sandy soil at the Site 5 is more anisotropic due to the interlacing with very thin sand or organic matter content.It was also clearly seen that thech/cv ratio varies greatly depending on the structural characteristics or organic content in the soil (Figures 7∼9).


## 6. Conclusions

In this paper, a study has been carried out to determine the horizontal coefficient of consolidation of Vietnam’s soft soil. The results from the Rowe consolidation cell test, CRS-R, and CPTu dissipation test showed that the horizontal coefficient of consolidation of soft soil is commonly larger than the vertical coefficient of consolidation of soft soil. It was also found the ratios ofch/cv are different in the types of soil and range from 1.35∼10.59 and are affected by the organic matter and sedimental deposition environment. The result from Rowe cell and CRS-R agrees well with CRS-R and CPTu dissipation. It also showed that the ratio of ch/cv depends on the consolidated pressure, so it was necessary to choose the ch value at consolidated pressure level for calculating the PVD spacing.



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*Source: 3697689-2020-07-15.xml*