Study of Sericite Quartz Schist Coarse-Grained Soil by Large-Scale Triaxial Shear Tests

Highlights

(1) Large-scale triaxial consolidated-drained and consolidated-undrained shear tests were conducted.

(2) Explored feasibility of coarse aggregates of sericite quartz schist as embankment filler.

(3) Basic engineering mechanical properties of argillaceous limestone were analyzed.

Introduction

Coarse-grained soil is generally regarded as an earth-rock material with a particle size greater than 0.075 mm and a particle content exceeding 50% of the total mass. Coarse-grained soil is widely distributed in nature. Recently, it was found that coarse sand particles reaching 1 mm size occur on the surface of sand dunes (which have mean particle size 100–300 microns), thereby affecting their shape and dynamics rich in reserves [1]. Coarse-grained soil has excellent engineering performances such as good compaction property, strong water permeability, high shear strength, and high liquefaction resistance under seismic load. It has been widely used in engineering construction [2]. As the main filler of the roadbed, the performances of the coarse-grained soil have significantly effects on the stability of the construction and the operation of the project. The large-scale triaxial shear tester is an ideal experimental equipment to evaluate the engineering properties of coarse-grained soil. Although it cannot reflect the intermediate principal stress, and the measured value is lower than that of the plane strain gauge and the true triaxial instrument, it is partial to the safety of the engineering application, and it is widely adopted due to the simple principle and operation [3].

Many scholars have conducted in-depth research on the performances of coarse-grained soil. Four groups of large-scale triaxial tests were conducted to investigate the influence of dilatancy on strength and deformation behaviors of coarse-grained soils at different initial densities [4]. Based on large-scale triaxial shearing apparatus, Meng et al. [5] conducted consolidated-drained shear tests on the saturated coarse-grained soil, and put forward a function for fitting the axial strain and lateral strain in the triaxial test, by which the volumetric strain of the soil-sample in the test could be predicted. The triaxial consolidated-drained (CD) shear tests were carried out to examine the stress-strain relationship, strength and deformation property of coarse-grained soil. The influence factors of shear dilatancy coefficient that reflects the degree of dilatancy were explored and the feasibility of the current empirical formulas was verified [6]. Wei et al. [7] experimentally investigated the wetting deformation of a coarse-grained soil at various stress levels, and obtained the relation curve between stress, axial strain, and volume strain. The triaxial tests were carried out to study the development of permeability of crustal rock to help to understand fault mechanics and constrain larger-scale models that predict bulk fluid flow within the crust [8]. In order to study the dilatancy effect of granular soil and its effect on dilatancy tendency under different confining pressure conditions, a series of red stone granular soils tests were executed by the large scale triaxial shearing apparatus [9]. For over coarse -grained soils, the stress-strain relationship, shear strength behavior and the influence of water on strength and deformation under low confining pressures were detailedly analyzed via large-scale triaxial test [10]. Large-scale triaxial shear tests and finite element analysis were carried out to study the deformation properties of coarse-grained soil under static loads [11]. Zhou et al. [12] studied the stress-strain relationship and strength characteristics of the coarse-grained soil in the earthquake area, in which the confining pressure, shear rates, and consolidation time were considered as test variables. The CD triaxial tests were conducted for coarse-grained soil, by means of experiments and particle-based numerical simulations. The numerical model of triaxial test for graded coarse-grained soil was established by programming PFC3D (particle flow code of three dimension) from the view of microscopic scale. Stress-strain relationship from particle flow model and triaxial test were compared under different confining pressures, and the influence of micro-properties on coarse-grained soil strength was analyzed [13]. A series of large-scale triaxial compression tests was conducted to investigate the effect of stress path on critical state and particle breakage–induced grading evolution of rockfill material [14]. Based on cellular automata method, the HHC-CA model was developed by combining the laboratory triaxial tests of coarse-grained soil, which generated the coarse-grained soil samples of different initial grain fabrics to illustrate the heterogeneous and random distribution of coarse-grained soil grain group. By means of the fast Lagrangian analysis of continua in three dimensions (FLAC3D), triaxial numerical simulation of coarse-grained soil was conducted and the relationship between the gravel content and internal friction angle of sample shear band was discussed [15].

In this paper, the mechanical properties of sericite quartz schist coarse-grained soil under different stress states were investigated. Large size soil samples were adopted to eliminate the size effect of coarse-grained soil and ensure the authenticity of the test results. Large-scale triaxial consolidated-drained (CD) and consolidated-undrained (CU) shear tests of coarse-grained soil were carried out at four different confining pressures to evaluate the mechanical properties of coarse-grained soil.

Experimental

Experiment Equipment and Materials

The experiment was conducted on the large-scale static triaxial apparatus (Figure 1) of the Nanjing Hydraulic Research Institute (NHRI). The sample size is 300 mm × 700 mm, and the maximum particle size is not exceeding 60 mm.

FIGURE 1

FIGURE 1. Large-scale static triaxial apparatus.

The test material was the roadbed filler of section K21 + 350-K21 + 541.751 of the second-class road reconstruction project from Xunyang to Ankang, which is part of the national road 316 in shaanxi, China. The lithology of the test material is sericite quartz schist. The indexes of basic properties of samples were listed in Table 1, and the gradation curve was shown in Figure 2.

TABLE 1

TABLE 1. Indexes of basic properties of samples.

FIGURE 2

FIGURE 2. Gradation curve of sericite quartz schist.

Experimental Design

The sample was designed according to the dry density, size and gradation curve of the test. In light of the particle size range, the sample was divided into five equal parts: 60–40 mm, 40–20 mm, 20–10 mm, 10–5 mm, and 5–0 mm. A water permeable plate was placed on the pedestal of the sample, where a rubber membrane was attached on. The forming barrel was installed and the rubber membrane was turned on, then the gas was pumped outside the forming barrel so that the rubber membrane could be attached tightly to the inner wall of the forming barrel. The first layer of sample was placed, and the surface was flattened evenly. The vibrator was used to make the sample become dense according to the dry bulk density required by each sample. The static pressure of the vibrator plate was 14 kPa, and the vibration frequency was 40 Hz. Then, added the water permeable plate and sample cap on the sample, tightening the rubber membrane, and removed the forming barrel (the triaxial sample after removing the forming barrel was shown in Figure 3). Finally, installed the pressure chamber with opened kicker port, and closed the kicker port after filling water into the pressure chamber. The sample was saturated by drip saturation method, and the confining pressure was applied to the saturated sample according to the requirements. The tests could be carried out once the consolidation of the sample was completed.

FIGURE 3

FIGURE 3. Finished sample.

During the tests, the axial load, axial deformation, displacement and pore water pressure of the sample were collected automatically by the computer, and the stress-strain curve was drawn simultaneously until the specimen was broken or the axial strain of the specimen up to 15%.

If there was a failure point, a peak would appear on the stress-strain curve, the value of which represented the principal stress difference (${\sigma }_1-{\sigma }_3$), corresponding to the failure strength of the rockfill. Otherwise, the point corresponding to 15% of the axial strain could represent the failure point and the principal stress difference (${\sigma }_1-{\sigma }_3$) was the failure strength of the rockfill. The above process was repeatedly executed under the confining pressure conditions of 200, 400, 600, and 800 kPa, respectively. The whole test process was carried out according to the Geotechnical Test Procedure (SL237-1999). The sample after the test was shown in Figure 4.

FIGURE 4

FIGURE 4. Sample after test.

Results and Discussion

Stress-Strain Relationship

The stress-strain relationship curves of CD and CU shear test of samples under different confining pressure conditions were demonstrated in Figure 5.

FIGURE 5

FIGURE 5. Stress-strain curves of saturated samples under different confining pressures.

In Figure 5, it can be seen that the stress-strain curve of sericite quartz schist exhibited characteristics of nonlinearity, compressive hardening and elastic-plastic. The confining pressure had a significant influence on the stress-strain relationship curve of coarse-grained soil, which was the main effect factor for the strength of the sample. In the initial stage, the initial tangential modulus increased with the increase of confining pressure. When the test condition is constant, the deviatoric stress increased with the increase of confining pressure under the same axial strain condition.

Related researches [16, 17] indicated that grain breakage is smaller under low confining pressure, and increase of grain breakage will significantly degrade material strength. With the increase of particle breakage, the position of the particles is rearranged, and the fine particles fill the voids continuously, so that the sample becomes dense.

For the triaxial CD shear test (Figure 5A), the pore water pressure of the sample dissipated rapidly, and under the action of confining pressure, the stress peak occurred when the axial strain is small. However, as the confining pressure increased, the particles were crushed, causing the stress-strain curve of the sample to decrease slightly after reaching the peak stress, and eventually to be residual stress, which was characterized by weak strain softening and mainly due to volume reduction and density increase of the sample.

For the triaxial CU shear test, the volume is constant, and the stress-strain curve had no obvious peak strength, which was characterized by strain hardening. The main reason was attributed to the fracture of coarse particles in the sample, making the sample more dense and not easy to break, so the curve showed a gentle trend.

Deformation Characteristics

Figures 6 and 7 showed the curves of (${\epsilon }_1\sim {\epsilon }_v$) and (${\epsilon }_1\sim u_w$) of saturated samples under drained and undrained conditions. In this CU shear test, the pore water pressure was measured by the pore pressure sensor at the top of the specimen and was collected automatically by computer.

FIGURE 6

FIGURE 6. Curves of (${\epsilon }_1\sim {\epsilon }_v$) of saturated sample under different confining pressures (CD).

FIGURE 7

FIGURE 7. Curves of (${\epsilon }_1\sim u_w$) of saturated sample under different confining pressures (CU).

For the triaxial CD shear test, the volumetric strain of the sample was obtained by measuring the amount of water discharged from the inside of the sample. Under undrained conditions, the sample volume was generally considered to be unchanged. However, for samples with high stone content, due to the sliding extrusion, crushing and filling voids between the stones during the shearing process, the samples also exhibited characteristics of dilatancy and shearing shrinkage [18]. Since the pore water cannot be discharged, the dilatancy and shearing shrinkage tendency of the sample was converted into a constant change of pore water pressure. When the sample showed the dilatancy tendency, the inner pore increased, and the volumetric strain as well as the pore water pressure decreased. When the sample was shearing shrinkage, the inner pore decreased while the volumetric strain and the pore water pressure increased [19].

From Figures 6 and 7, it can be found that under drainage condition, when the confining pressures were 200, 400, and 600 kPa, respectively, the volumetric strain increased first and then decreased with the increase of the axial strain, which indicated that the sample was shearing shrinkage at first, then dilatancy later, appearing that the amount of shearing shrinkage increased with the increase of the confining pressure, then reached the peak, and then the volumetric strain decreased gradually. When the confining pressure was 800 kPa, the sample showed the tendency of shearing shrinkage. The main reason was that the coarse particles in the sample was not be broken under the lower confining pressure, and was easy to turn and roll under the action of shearing force, which was characterized by dilatancy or dilatancy at first, then shearing shrinkage later. According to the discussion in “Stress-Strain Relationship” section, the coarse particles in the sample were easily broken under a relatively high confining pressure, and might also be squeezed to fill the pores, rarely flipped and rolled, which was represented as shearing shrinkage macroscopically. For undrained conditions, under the four confining pressure conditions, the overall trend of pore water pressure of the sample was firstly increased and then decreased, indicating that the volumetric strain of the sample increased first and then decreased, showing the tendency of shearing shrinkage at first, then dilatancy later for the sample. When the confining pressure was 200 kPa, the change of pore water pressure of the sample was small and the increase was less than the decrease, indicating that the sample mainly exhibited the dilatancy trend; when the confining pressure is 400, 600, and 800 kPa, the pore water pressure of the sample was larger and the increase is greater than the decrease, indicating that the sample was shearing shrinkage at first, then dilatancy later, and the shearing shrinkage tendency was obvious. In the initial stage, the pore water pressure at a confining pressure of 200 kPa was slightly larger than that under the other three confining pressures, which was related to the compactness of the sample. When the initial pressure was applied, the particles in the sample were mutually displaced and rearranged, resulting in a larger variation of pore volume in the sample, so that the pore water pressure was abrupt. Then the sample was gradually compacted, as the confining pressure increased, the pore water pressure was no longer abrupt, and the curve of pore water pressure became smooth.

Strength Characteristics

The shear strength of non-cohesive soils mainly comes from the friction and bite force between the soil particles. It is generally recognized that the factors affecting the shear strength of coarse-grained soil include density, coarse particle content, fine particle content, particle geometry, strength of the particles, water content, diameter ratio, sample size and shear speed [20]. For non-cohesive soils, it is generally supposed that the cohesion need not to be considered. However, in the triaxial test, when the Mohr circle strength envelope was fitted by a straight line, there was generally an intercept. The intercept of the non-cohesive soil was related to the bite force between the soil particles, and it is fundamentally different from the cohesion of the cohesive soil. Related tests had shown that the intercept was related to the mineral composition, particle shape, gradation of the soil sample, which was a component of the strength of the granular soil.

There are many different experimental approaches to assess the cohesive properties of polydisperse particle systems, the packing fraction measurement is relatively simple. Parteli et al. [21] applied experiments and numerical simulations to measure the packing fraction of strongly polydisperse powders.

Figures 8 and 9 showed the Mohr circle and the strength envelope of the saturated sample under both drained and undrained conditions.

FIGURE 8

FIGURE 8. Mohr circle and strength envelope of sericite quartz schist (CD).

FIGURE 9

FIGURE 9. Total stress strength envelope and effective stress strength envelope of sericite quartz schist (CU).

It can be found that in CD shear test, the internal friction angle ($\phi$) of the saturated sericite quartz schist was 34.5° (Figure 8), while in CU shear test, the effective internal friction angle (${\phi }^{\prime }$) was 34.3° and the index (${\phi }_{cu}$) of total stress strength was 24.1°. The Mohr circle strength envelope was fitted by a straight line, and the cohesion of the roadbed filler was considered in the engineering design. Related research [22] indicated that when the Mohr circle strength envelope was fitted by a straight line, if the cohesion was neglected in the low dam design, the dam was generally conservative; However, if the cohesion was neglected in the high dam design, it was very unreasonable to draw a conclusion that the damage area was obviously larger in the stress-strain calculation.

Conclusion

In this study, the CD and CU shear tests of the sericite quartz schist were conducted by using the large-scale triaxial shear apparatus. During the triaxial shearing process, the changes of deviatoric stress, body strain and pore water pressure with the axial strain were monitored comprehensively. The main conclusions are as follows:

1) The large sample well eliminated the size effect of the coarse-grained soil and ensures the reliability of the experimental results. The stress-strain curve of the sericite quartz schist exhibited performances of nonlinearity, compressive hardening and elastic-plastic. Under four confining pressure conditions, the sericite quartz schist showed weak strain softening characteristics in CD shear test and strain hardening characteristics in CU shear test. This was closely related to the volume of the sample and the pore water pressure.

2) The sericite quartz schist presented different dilatancy trends under different confining pressures. For the drained conditions, the samples showed shearing shrinkage at first and dilatancy later under confining pressures of 200, 400, and 600 kPa respectively, while that under 800 kPa just showed shearing shrinkage. For the undrained conditions, the samples showed shearing shrinkage at first and dilatancy later under all the confining pressures.

3) In the CD shear test, the internal friction angle ($\phi$) of the saturated sericite quartz schist was 34.5°; In the CU shear test, the effective internal friction angle (${\phi }^{\prime }$) was 34.3° and the index (${\phi }_{cu}$) of total stress strength was 24.1°. The Mohr circle strength envelope was fitted by a straight line, and the cohesion of the sericite quartz schist was considered in the engineering design to ensure the rationality of the design.

The study results can provide a certain test basis for understanding the engineering characteristics of sericite quartz schist and the stability analysis of rock fill embankment.

Data Availability Statement

All datasets presented in this study are included in the article/supplementary material.

Author Contributions

Y-QZ and M-JG, writing-original draft preparation; H-QZ and FZ, methodology; H-JJ and H-FZ, validation; S-QC, supervision. All authors have read and agreed to the published version of the manuscript.

Funding

This research was supported by the National Natural Science Foundation of China (Grant No. 51378090).

Conflict of Interest

Author H-FZ was employed by Shaanxi Future Energy and Chemical Co. LTD.The remaining authors declare that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest.

Acknowledgments

The authors are grateful for the support provided by School of Architecture and Civil Engineering, Xi’an University of Science and Technology, Xi’an, 710054, China.

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