ISSN 1794-6190 e-ISSN 2339-3459 EARTH SCIENCES RESEARCH JOURNAL Earth Sci. Res. J. Vol. 21, No. 4 (December, 2017): 183-188. http://dx.doi.org/10.15446/esrj.v21n4.66103 E N G IN E E R IN G G E O L O G Y The present study focuses on some experimental laboratory tests using a newly-constructed modified direct shear test apparatus. The single-stage and multistage direct shear tests were performed to determine the shear rate and test scheme of the unsaturated shear test. Shear strength parameters of unsaturated soil in different conditions are obtained, and the criteria indicate good agreement with standard theories of unsaturated soil. The nonlinear matric suction failure envelope is determined. Some shear strength equations are also fitted through the experimental results. ABSTRACT Keywords: Unsaturated soil; direct shear test; matric suction Direct Shear Test of Unsaturated Soil Peng He1, 2, Liuying Sun2, Zhen Wang3, * 1 School of Civil Engineering and Architectur, Xi’an University of Technology, Xi’an 710048, China. 2 College of Civil Engineering, North China University of Water Resources and Electric Power, Zhengzhou 450011, China. 3 Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China. El presente estudio se basa en varias pruebas de laboratorio montadas en una máquina de experimentos recientemente construida y modificada para este objetivo. Se realizaron las pruebas monofase y multifase de cizallamiento para determinar el punto de corte y el modelo de cizallamiento no saturado. De esta manera se obtuvieron los parámetros de cizallamiento de suelos no saturados bajo diferentes condiciones y los resultados coincidieron con las teorías evaluadas en esta materia. También se determinó la curva de corte para la succión matricial no lineal. Algunas ecuaciones de fuerza de cizallamiento también encajan en los resultados experimentales. RESUMEN Palabras clave: Suelos no saturados; cizallamiento directo; succión matricial. Record Manuscript received: : 05/07/2017 Accepted for publication: 01/11/2017 How to cite item He, P., Sun, L., & Wang, Z. (2017). Direct shear test of unsaturated soil. Earth Sciences Research Journal, 21(4), 183-188. Doi: http://dx.doi.org/10.15446/esrj.v21n4.66103 Ensayo de Cizallamiento Directo en Suelos no Saturados 184 Peng He, Liuying Sun and Zhen Wang Introduction Expansive soil mostly spreads in arid, and semi-arid areas, and it has been found in more than 40 countries (Fredlund, 1993), including 20 regions of China. In addition to the unsaturated state most expansive soil always been in practical application, the study on mechanical properties of expansion soil in the unsaturated state is of great significance (Lee, 2010; Abbasi et al., 2017). Unsaturated soil test features time consuming and expensive in general, mainly due to the low permeability of the unsaturated soil and high air-entry ceramic disc (even though it is permeable but airproof). Test samples in triaxial tests are relatively bigger (39.1 mm diameter, 80 mm thickness; 50 mm diameter, 100 mm thickness and 70 mm diameter, 140 mm thicknesses). Thus, determining the matric suction requires much more time; comparatively time associated with shear strength testing of unsaturated soils is significantly reduced from the smaller size of test samples, generally 61.8 mm diameter, 20 mm thickness (Bishop et al., 1960; Bishop et al., 1963; Ali et al., 2017; Anjum et al., 2017). Method Experimental procedures The newly-constructed modified direct shear test apparatus The conventional direct shear apparatus has been modified, and now it can control the pore air pressure ua and pore water pressure uw. The direct shear box is placed in a sealed pressure chamber; its internal structure is presented in Figure 1. Figure 1. Schematic diagram of the modified direct shear test apparatus. As shown in Figure 1, the soil specimen is placed in a high air-entry ceramic disc with a porous-permeable stone on top. The pore air pressure ua can be controlled by adjusting the air pressure in the pressure chamber, and the air pressure can be directly added to the porous-permeable stone (Yasin et al., 2017; Shazad et al., 2017). The pore water pressure uw can be controlled by the high air-entry ceramic disc which is placed at the bottom of the soil specimen to provide continuity of the water phase in the soil specimen and under the ceramic disc (Basarian and Tahir, 2017). Nevertheless, with the test time passed by, the air in soil pore may diffuse into the bottom of the high air-entry ceramic disc with the water flow and generated bubbles. The flushing device is placed at the bottom of the test apparatus to exhaust the air under ceramic disc which can speed up the testing process efficiently. The overall test system is controlled by a computer recording the shear strength, horizontal displacement, vertical displacement and water phase inlet and outlet. Test soil samples The study is conducted using undisturbed expansive soils from Yuzhou, middle of Henan, China, and the clay mineral mainly consists of calcium montmorillonite (Harith and Adnan, 2017). Before testing, soil sample of 25% moisture is dispensed and placed in the moist chamber for 24 hours to permit uniform distribution of water, and then expansive soil specimens in different dry density conditions are created by being extruded from lifting jack and using a cutting ring. The diameter and height of the example are 61.8 mm and 20 mm, respectively. The sample is placed in the moist chamber for spare after being pumped and saturated. Laboratory test Shear rate determination Shear rate determination is a crucial problem that directly affects the time and results associated with the shear strength testing of unsaturated soils. In the consolidated undrained shear test, it takes some time for pore water pressure of the soil transferred to the specimen bottom through the specimen or filter paper (Rahman et al., 2017; Simon et al., 2017). If the shear rate is too high, pore water pressure will not dissipate completely, values of pore water pressure measured at the bottom of the sample will perform lagging, and useful stress parameters cannot be obtained, which apparently makes numerical value measured low. Thus, the shear rate should be determined appropriately according to the soil permeability coefficient (FredLund et al., 1997; Ismail et al., 2017). Several single-stage direct shear tests were carried out at four shear rates on modified apparatus as experimental tests by maintaining a constant the net normal stress, considering the effect of shear rate on test results. The test detail and results are presented in Table 1 and Figure 2. Table 1. Tentative experiment scheme for determining test shear rate. Figure 2. Results of shear displacement and shear stress in different shear rates. 185Direct shear test of unsaturated soil As the test results showed, the ultra pore water pressure can dissipate, peak shear stress can remain stable when the shear rate is controlled by 0.012 mm/ min. Thus, 0.012 mm/min is proposed as the standard shear rate in the entire test. Single-stage shear test of unsaturated soil The loading steps of the matric suction for the single-stage tests were 0 kPa, 50 kPa, 100 kPa, 200 kPa; under different matrix suctions, the vertical stress measures were 100 kPa, 200 kPa, 300 kPa. Table 2 summarizes the single-stage direct shear test scheme of expansive unsaturated soil. Table 2. The single-stage direct shear test scheme of expansive unsaturated soil. Twenty samples of same dry density were prepared once a time and placed in the moist chamber after being pumped and saturated to eliminate the effects on test results from sample preparation. Each time the sample was transferred to direct shear apparatus and applied predetermined air pressure until the suction arrived at equilibrium (generally last 12 hours), then the vertical load was applied (maintaining for 12 hours) with keeping the air pressure and vertical stress constant and then be sheared. The shear rate was determined to 0.012 mm/min. Terminated shear displacement was set to 6 mm and 9 - 10 hours. It was needed to guarantee that the peak strength was not surpassed. Results and discussion (a) Single-stage direct shear test results of unsaturated soil in dry density of 1.4 g/mm3 The effects of shear displacement and shear stress in different matric suction and vertical pressure are presented in Figure 3. Table 3. Single-stage direct shear stress parameters of expansive unsaturated soil in the dry density of 1.4 g/mm3. It can be summarized from Figure 3 that shear strength of soil sample increased with the rise in vertical pressure and matric suction. Under different matric suctions, the peak shear stress was chosen as failure shear stress if the displacement didn’t arrive 4 mm; if exceeded, it should be 4 mm. Shear stress under different matric suctions, and vertical pressure concluded from Figure 3 are presented in Table 3. Figure 3. The results of shear displacement and shear stress (ρd = 1.4 g/cm3) (b) Single-level direct shear test data of unsaturated soil in dry density of 1.5g/mm3 Figure 4 presents relationships between shear displacement and shear stress in different matric suctions and net vertical pressure. Table 4. Single-stage direct shear test stress parameters of expansive unsaturated soil in a dry density of 1.5 g/mm3 It can be summarized from Figure 4 that shear stress of soil sample increased with the rising of vertical stress and matric suction. Table 4 shows the single-stage direct shear test strength parameters under different matric suctions. From Table 4 and Figure 4 it can be summarized that shear stress increase with the rising of net vertical pressure and matric suction. Cohesion value c increased sharply with the rising of net vertical pressure, which can mean that the increase of vertical force has a significant effect on cohesion enhancements; while, the internal friction angle under vertical pressure changed little. 186 Peng He, Liuying Sun and Zhen Wang Figure 4. Results of shear displacement and shear stress (ρd = 1.5 g/cm3) (c) Single-stage direct shear test results of unsaturated soil in dry density of 1.6 g/mm3 Figure 5 presents the results of shear displacement and shear stress under different matric suctions and vertical pressure. Figure 5. Results of shear displacement and shear stress (ρd = 1.6 g/cm3). It can be summarized from Figure 5 that soil shear stress increased with the rising of vertical pressure and matric suction. Under different matric suctions, the peak shear stress was chosen as failure shear stress if the displacement didn’t reach 4mm; if exceeded, it should be 4mm. Shear stress under different matric suctions, and vertical pressure concluded from Figure 5 are presented in Table 5. Table 5. Single-stage direct shear test stress parameters of expansive unsaturated soil in a dry density of 1.6 g/mm3. (d) Single-stage direct shear test results of unsaturated soil in dry density of 1.7 g/mm3 Figure 6 presents results of shear displacement and shear stress in a dry density of 1.7 g/mm3 under different matrix suctions and vertical pressure. Figure 6 allows determining that shear stress of soil samples continuously increased with the rising of matric suction and vertical pressure. Shear strength parameters under different matric suction are presented in Table 6. Figure 6. Results of shear displacement and shear stress (ρd=1.7g/cm3). Table 6. Single-stage direct shear test stress parameters of expansive unsaturated soil in a dry density of 1.7 g/mm3. Results analysis Shear strength parameters of four dry density specimens under different matric suction and vertical pressure are listed in Table 7 187Direct shear test of unsaturated soil Table 7. Direct shear test stress parameters of unsaturated soil. (a) Effects on shear strength parameters from matric suction 0 50 100 150 200 0 5 10 15 20 25 30 35 40 c o h e s i o n £ k̈ P a £ © mat r i c s uct i on£ k̈Pa£ © Model Polynomial Adj. R-Square 0.97506 Value Standard Error -- Intercept 4.35391 2.16438 -- B1 0.36442 0.05495 -- B2 -0.00101 2.54822E-4 Dr y dens i t y 1. 4g/ cm3 0 50 100 150 200 10 15 20 25 30 35 40 45 Dr y dens i t y 1. 6g/ cm3 c o h e s i o n ( k P a ) mat r i c s uct i on( kPa) Model Polynomial Adj. R-Square 0.9946 Value Standard Error -- Intercept 10.70927 0.97392 -- B1 0.28565 0.02473 -- B2 -6.18545E-4 1.14664E-4 0 50 100 150 200 5 10 15 20 25 30 35 40 45 Dr y dens i t y 1. 5g/ cm3 c o h e s i o n ( k P a ) mat r i c s uct i on( kPa) Model Polynomial Adj. R-Square 0.99296 Value Standard Error -- Intercept 5.63591 1.21969 -- B1 0.35034 0.03097 -- B2 -8.72818E-4 1.43599E-4 0 50 100 150 200 10 15 20 25 30 35 40 45 Dr y dens i t y 1. 7g/ cm3 c o h e s i o n ( k P a ) mat r i c s uct i on( kPa) Model Polynomial Adj. R-Squar 0.99225 Value Standard Error -- Intercept 13.66291 1.12924 -- B1 0.25601 0.02867 -- B2 -4.93818E- 1.3295E-4 Figure 7. Results of cohesion and matric suction in different dry density conditions. The experimental results are represented by a equation including cohesion, internal friction angle and matric suction Where S＝ matric suction, c＝ cohesion and Ø＝ internal friction angle, a1, a2, b1, b2, b3＝ fitting parameters. Fitting curves in different dry density conditions are presented in Figure 7 and 8; parameters are listed in Table 8. 2 321 ** SaSaac ++= )**exp( 2321 SbSbb ++=f Figure 8. Results of internal friction angle and matric suction in different dry density conditions. Table 8. Fitting parameters. (b). Effects of cohesion and internal friction angle from dry density Values of fitting parameters in Table 9 are known parameters. Consider the effect on fitting parameters from dry density, fitting curves and parameters are presented in Figure 9. Table 9. Parameters fitted by polynomials. (1) (3) (4) (5) (6) (7) (8) (9) (2) Fitting formulas (3) ~ (7) are presented below; fitting coefficients are listed in Table 9. 188 Peng He, Liuying Sun and Zhen Wang Figure 9. Relationship between dry density and fitting parameters (a): a1; (b): a2; (c): a3; (d): b1; (e): b2; (f): b3. Matric suction conditions can be calculated substituting (3) - (7) to (8) and (9), cohesion and internal friction angle in any dry density. (10) (11) Conclusions Methods for unsaturated shear testing are more complicated, more time consuming and more expensive when compared to conventional test methods for saturated soils. An extensive investigation was carried out to study the validity of rapid procedures in obtaining shear strength parameters of saturated and unsaturated soils using the single-stage direct shear test. In this paper, the tests used a newly-constructed modified direct shear test apparatus that uses smaller samples and allows independent control of pore air pressure ua and pore water pressure uw. The shear strength was established using single-stage loading over a range of net normal stresses and matric suction values. The study was carried out using soil samples from the middle route of South- to-North Water Transfer Project in YuZhou section. The main conclusions from the study are presented as below: (1) The tests to determine appropriate shear displacement rate was successfully applied before unsaturated direct shear tests. The results of experimental tests showed that 0.012 mm/min is the most suitable shear rate for the samples of Yuzhou. (2) It was shown that efficiency of the direct shear test of unsaturated soil is higher compared with the conventional analysis. Because of this time-saving test method, it cost less time to get shear strength parameters of unsaturated soil under different conditions. (3) Numerous parameters can be controlled in modified tests, from which we got shear strength parameters of unsaturated soil under different conditions; some classical theories about unsaturated soil are also verified. Also, the nonlinear failure envelope of matric suction was obtained. (4) The test results confirmed the nonlinear interrelationship among the cohesion, internal friction and dry density, which can be used in some practical engineering about unsaturated soil as a kind of empirical formula. (5) It was shown that the shear rate must be controlled within 0.012 mm/min to get reliable shear strengths parameters for unsaturated soil samples of Yuzhou. 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