Experimental Investigation on the Shear Behavior of Interface between High Plastic Clay and Concrete

Zhu, Yumeng; Li, Guoying; Mi, Zhankuan; Wei, Kuangmin; Chen, Ziyu

doi:https://doi.org/10.1155/2022/9313881

Advances in Materials Science and Engineering

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Abstract Introduction Conclusions Data Availability Conflicts of Interest Acknowledgments References Copyright Related Articles

Research Article | Open Access

Volume 2022 | Article ID 9313881 | https://doi.org/10.1155/2022/9313881

Experimental Investigation on the Shear Behavior of Interface between High Plastic Clay and Concrete

Yumeng Zhu,^1,2Guoying Li,^1,3Zhankuan Mi,^1,3Kuangmin Wei,^1,3and Ziyu Chen^1,3

Academic Editor: Shengwen Tang

Received26 Oct 2021

Revised22 Dec 2021

Accepted12 Jan 2022

Published28 Jan 2022

Abstract

The Lianghekou earth core rockfill dam to be built in China will be the third highest rockfill dam in the world. This study presents the results of a series of direct shear tests between high plastic clay and concrete to study the shear behavior of contact clay-concrete cushion interface of Lianghekou dam. Results showed that water content and normal stress are significant factors affecting the shear behavior of the interface. The higher shear strength is related to lower water content and higher normal stress, and the shear strength can be formulated by the bifold-line type Mohr–Coulomb strength criterion. It is also found that the interface exhibits mainly two kinds of shear failure modes, that is, sliding failure along the concrete surface and shear failure in the clay matrix nearby the interface. Moreover, a nonlinear elastic model is proposed to simulate the shear behavior of the interface, of which parameters can be quickly estimated by water content. The simulation of the model is compared with the experimental results, and the results show that the model is reasonable and practical.

1. Introduction

Earth core rockfill dam (ECRD) is widely used in the world due to its low cost, adaptability to complex geological conditions, and fewer restrictions in climate conditions. ECRD will occur with large shear stress and discontinuous displacement on the interface between the earth core and the concrete cushion due to their different properties [1–4]. In order to reduce the risk of leakage and uneven deformation on the interface between the core wall and concrete cushion due to direct contact shear deformation, contact clay needs to be installed between the core wall and concrete cushion, as shown in Figure 1. High plastic clay is a common soil material for contact clay in ECRD because of its good plasticity, shear strength, and impermeability.

(a)

(b)

Experimental methodology is a significant mean to investigate the stress and strain state of the soil-structure interface. Major experimental studies have shown that surface roughness, structural material, mean particle size, soil relative density, magnitude of normal stress, temperature effects, and rate of shearing influence the soil-structure interaction behavior [5–14]. Previous researchers have mainly focused on interface friction between soil and construction materials and demonstrated that soil volume deformation greatly influences soil-structure interaction behavior [15–20]. Tatsuoka and Haibara [21] performed a series of direct shear tests to evaluate the shear strength between sand and various kinds of smooth or lubricated surfaces. Feligha and Hammoud [22] also carried out laboratory tests to investigate the effect of roughness interface and texture models on friction angle between cohesive soils and steel by direct shear tests. These results indicate that the interfacial shear strength is independent of the texture surface for a given roughness. In addition, the properties of soil have an important influence with respect to interface behavior. Taha and Fall [23] results showed that OCR, dry density, and salt content of sensitive marine clay significantly affect the interface shear behavior. Hamid and Miller [24] concluded that peak shearing resistance is influenced by matric suction for the interface between unsaturated soil and steel plates. Furthermore, the stress path characteristic is an important issue for interfaces subjected to repeated loads [25]. Al-Douri and Poulos [26] investigated the shear behavior of various sands and sand-metal interfaces under monotonic and cyclic loading by direct shear tests. Pra-Ai and Boulon [27] described the behavior of sand-rough steel interfaces under constant normal load (CNL) and constant normal stiffness (CNS) conditions. These tests indicated that the interface shows complex sliding behavior with different factors, which is referred to as shear failure. Tsubakihara et al. [28] classified three sliding modes, namely, full sliding at the interface, shear failure within the soil, and mixed behavior. Yin et al. [29] identified three forms of slide deformation on the sand-concrete interface. The first form is a slide, which takes place along the wall surface. The second form is a slide surface located in the soil adjacent to the wall, and the third form is a failure area that consists of a lot of slide surfaces. Dejong et al. [30] found three distinct regions of deformation for sand-construct interface by monotonic and cyclic shear tests, which are slip between the interface and shear zone, shear zone itself, and the region above the shear zone. Although slide deformation of the interface is classified into three failure modes, there is still controversy over the region where the failure occurred, and how to quantitatively determine the failure mode is still inconclusive.

Nowadays, numerical methods are widely used in geotechnical engineering for design, while the reliability of numerical results depends significantly on the suitability of the constitutive model for dam materials [31]. Clough and Duncan [32] introduced a hyperbolic nonlinear elastic model to predict interfaces shear behavior. Gómez et al. [33] improved the Clough and Duncan model for arbitrary stress path directions, while it does not incorporate a better formulation for the volumetric interface behavior. Therefore, new models should be developed to model the important volumetric normal behavior of interfaces. In recent years, a large number of elastoplastic models have been proposed. Navayogarajah et al. [34] adopted the hierarchical single surface approach and the elastoplastic theory to simulate associative, nonassociative, and strain-softening behavior during monotonic and cyclic loading. Shahrour and Rezaie [35] proposed an elastoplastic constitutive model with two bounding surfaces to be checked over cyclic tests. Liu et al. [36] developed an elastoplastic constitutive model for the soil-structure interface that uses critical state concept and generalized plasticity approach. These results showed that interface shear behavior during monotonic and cyclic loading could be predicted reasonably. However, all the aforementioned constitutive models are based on the two-dimensional behavior of the interface, whereas there are many soil-structure systems that can undergo complex three-dimensional loading [37]. Fakharian and Evgin [38] extended the Navayogarajah et al. model [34] to predict the three-dimensional behavior of the interface under both constant normal stress and constant normal stiffness conditions. The elastoplastic model was modified to capture the three-dimensional (3D) behavior of soil-structure interfaces by Liu et al. [39]. Rehman and Zhang [40] developed a three-dimensional elastoplastic damage model that takes into account coupling effect, volumetric change behavior, and aeolotropy.

Up to now, there has been very limited study on contact clay-concrete cushion interface in the ECRD. For the ECRD, concrete cushion roughness, stress state, soil density, and water content have a great influence on the shear behavior of interface, so it is necessary to test the behavior of high plasticity clay-concrete with different water content. In this study, high plasticity clay from Lianghekou dam is selected as a test object, which is located in Sichuan province, China. A series of monotonic direct shear tests are conducted on the clay-concrete interface to study the shear behavior of the clay-concrete interface. A nonlinear elastic model is modified to simulate the shear stress and normal deformation of the interface. The aim of this study is to comprehensively analyse and clarify the frictional behavior between high plasticity clay and concrete and the influence of water content on contact clay-concrete cushion interface shear behavior. The current study is helpful to better understanding of clay-concrete interface in ECRD.

2. Description of Tests

2.1. Apparatus

The interface tests adopt three-dimensional shear apparatus. The test equipment is mainly composed of a shear box, thrust driving equipment, normal stress loading device, and control measurement system, in which the normal stress can reach 1.2 MPa, the maximum shear thrust of the controller is 2.4 kN, the maximum stroke is 10 cm, and the shear rate is 0˜5 mm/s. The normal stress is applied to the top surface of the sample, and a normal displacement sensor is installed. The corresponding sensors can automatically measure the stress and displacement with an accuracy of 2% FS (full scale). Figure 2 shows a top view of the three-dimensional direct shear apparatus. For this study, the conventional monotone shear path was adopted; that is, the sample was shear along the X direction. The soil was placed in the upper shear box, and solid was used to replace the lower shear box as Chen et al. [41] suggested, as shown in Figure 3.

(a)

(b)

2.2. Material

The high plasticity clay is reddish-brown, and the particles are subangular. Its grain size distribution is shown in Figure 4, and the basic physical properties are shown in Table 1. Through X-ray diffraction analysis, the main component of the soil sample is SiO2, which is mixed with a small amount of CaAl2Si2O8·4H2O.

2.3. Test Programs

The effect of water content (12.5%, 14.5%, 16.5%, and 18.5%) and normal stress (200 kPa, 400 kPa, 600 kPa, and 800 kPa) is included in the scope of the present study. The reconstituted high plasticity clay specimens were used, and specimens were compacted to a target compaction degree of 98% at each water content. In order to measure the normal deformation caused only by shear stress in the direct shear test, normal load was applied to the upper shear box until the normal deformation became stable. In this study, the specified normal load is applied to the sample, and the normal deformation is recorded. When the normal deformation rate is less than 0.005 mm/h, the sample is considered to be stable, and the average consolidation time is about 26.1 h. A shear deformation rate of 0.8 mm/min (shear strain rate of 0.013%/min) was used in this study by ASTM D5321 [42].

It should be noted that the roughness has a signiﬁcant inﬂuence on the mechanical properties of the soil-concrete interface [43]. The smooth concrete plate was used in this study to simulate the slip surface concrete cushion in the field. To avoid complexity, concrete plates always have a constant surface roughness throughout the experimental program.

A series of direct shear tests were taken to measure the shear strength of high plasticity clay, which comply with ASTM D3080 [44]. The test schemes are listed in Table 2.

3. Test Results

3.1. Shear Behavior

Figure 5 shows test results of high plasticity clay-concrete interface. The shear stress-shear strain relationship of the interface shows a hyperbolic trend and exhibits hardening for most specimens. The shear strain at failure increases with increasing normal stress under the same water content. In summary, higher water content is related to lower shear strength, especially for higher normal stress.

(a)

(b)

(c)

(d)

It is known that the positive normal displacement is related to shear compression, and the negative normal displacement is related to shear dilation. The test results show that shear dilation appears to occur on specimens with low normal stress and water content. The interface with higher water content (≥14.5%) subjected to a normal pressure of over 400 kPa shows no dilation, while the interface with 12.5% water content shows no dilation when it is subjected to normal pressure of 600 kPa and 800 kPa. With the increase of the normal stresses and water content, the shear behavior exhibits a shear contraction trend, and the contraction trend is more obvious than the dilation trend.

For interface tests, the interface dilation angle ψ is calculated by [45–47]where dv and du are increments of horizontal and normal displacements, respectively. Dilation angles of the interface were plotted versus shear strain in Figure 6. It can be seen that dilatancy angle first increases and then decreases with the increase of shear strain under low normal stress (≤400 kPa), while presenting an opposite trend under high stress (≥600 kPa). Compared to interface with water content of 12.5%, interface with other types of water contents shows a similar trend. The maximum dilation angles for interface with water content of 12.5% under normal stress of 200 kPa and 400 kPa are 15.25° and 13.74°, respectively. The maximum dilation angles for interface with water content of 14.5% and 16.5% under normal stress of 200 kPa are 11.69° and 10.25°, respectively. In general, the maximum dilation angles decrease with increasing water content.

(a)

(b)

3.2. Shear Strength Analysis

Figure 7 shows the shear strength of high plasticity clay-concrete interface and high plasticity clay. It can be seen that the shear strength of the interface is obviously smaller than that of clay at a normal stress of 200 kPa and 400 kPa. With the increasing normal stress, the shear strength of the interface basically coincides with the shear strength of clay itself. This indicates that the interface makes sliding failure along the concrete surface when normal stress is relatively low, while shear failure occurs in a clay matrix with high normal stress. Liu et al. [48] also obtained similar test results and proposed that the stress-strain relationship of the interface is accordingly determined by the failure mode. Figure 8 shows pictures of failed samples in interface tests and direct shear tests.

(a)

(b)

The shear strength of interface could be expressed as bifold-line type Mohr–Coulomb strength criterion:where φ_i and φ_c are the friction angle of interface and clay, C_i and C_c are the cohesion of interface and clay, and is the critical normal stress at the intersection of two shear failure modes.

4. Determination of Constitutive Model Parameters

Desai et al. [49] proposed the thin-layer element formulation, which can be written aswhere E_n and G_s are the normal modulus and shear modulus of the interface, which are controlled by normal stress, construction materials, types of soil, and initial density of soil; E_ns and G_sn are the coupling terms. Tangential strain caused by normal stress is generally not considered in simple shear test and direct shear test; thus, G_sn = 0 [50, 51]. With the hypothesis that the moduli are stress path independent, E_n, G_s, and E_ns can be determined by the oedometric compression test and direct shear test [52–54].

For thin-layer interface element, normal strain and shear strain can be expressed bywhere t is the thickness of the interface element.

4.1. Shear Modulus G_s

Shear modulus reflects the shear characteristics of the interface, and a hyperbola is used to approximate empirical experimental data from interface tests:where a₁ and b₁ are the parameters of the hyperbolic model. Similar to the model of Clough and Duncan [32], a₁ and b₁ can be expressed bywhere G_si is the initial shear modulus, τ_u is the shear strength corresponding to the ultimate state, and K₁, n₁, and R_f are soil parameters.

There are 7 parameters required to describe the relation of shear stress and shear strain, which are φ_i, φ_c, C_i, C_c, K₁, n₁, and R_f. All the parameters can be defined by the direct shear test subjected to different normal stress.

4.2. Normal Tangent Modulus E_ns

Based on direct shear test results, the relation curve of normal strain and shear strain can be fitted in the subsection of hyperbolic function and quadratic function:where e₁, e₂, f₁, f₂, k₁, k₂, and n₂ are model parameters and is critical normal stress of normal deformation. Shear dilation appears to occur at the interface under normal stress less than critical normal stress, and the interface appears as shear contraction under normal stress greater than critical normal stress.

Further, the relationship of incremental strains in normal and tangential directions can be derived as follows:

E_ns can be deduced as follows:where H₁, H₂, M₁, and M₂ are defined as follows:

The analysis above shows that 7 parameters are required to describe the relation of normal strain and shear strain. These 7 parameters are e₁, e₂, f₁, f₂, k₁, k₂, and n₂.

5. Model Simulations

The model parameters are calibrated according to high plasticity clay-concrete interface test results, and then the results of the simulation are compared with the experimental results. The parameters for interface tests are listed in Table 3. The simulation results are show in Figure 9 together with the experimental results. It can be seen that the nonlinear elastic model could simulate the behavior of high plasticity clay-concrete interface with good accuracy.

(a)

(b)

(c)

(d)

6. Discussions

Hereto, a nonlinear elastic model is completely defined to describe the high plasticity clay-concrete interface deformation behavior, and all parameters can be derived from experimental tests. It can be seen from Table 4 that model parameters have a significant correlation with water content. The relationship between model parameters and water content can be fitted in linear functions and exponential functions, and the fitting results are listed in Table 4. a_L and b_L are linear function fitting parameters, and a_E and b_E are exponential function fitting parameters.

From Table 4, it can be noted that the values of correlation coefficient R² are extremely high, which means that model parameters can be quickly estimated by water content.

7. Conclusions

This paper studied the shear behavior of contact clay-concrete cushion interface of Lianghekou dam. A series of direct shear tests are conducted to examine the shear behavior between high plasticity clay and concrete, and a nonlinear elastic model is proposed for the clay-concrete interface. The following conclusions can be drawn from the study:(1)The water content and normal stress are significant factors affecting the shear behavior of the interface. The higher shear strength is related to lower water content and higher normal stress. The shear behavior exhibits a shear contraction trend with the increase of the normal stresses and water content.(2)By comparing the shear strength of interface and clay, it is found that the interface makes sliding failure along the concrete surface when normal stress is less than critical normal stress, while shear failure occurs in clay matrix when normal stress is greater than critical normal stress.(3)The shear strength of interface can be formulated by bifold-line type Mohr–Coulomb strength criterion, which is composed of shear strength of interface and clay.(4)A nonlinear elastic model is proposed to predict the shear behavior of the interface, which seems to be simpler and easy to understand. The parameters of the model have clear physical meanings and can be quickly estimated by water content.

Data Availability

The data used to support the findings of this study are available from the corresponding author upon request.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

This work was financially supported by the National Key R&D Plan (no. 2018YFC1508503), the Basic Scientific Research Funds in National Nonprofit Institutes (no. Y320004 and no.Y320005), and the National Natural Science Foundation of China (no. U1765203).

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Advances in Materials Science and Engineering

Experimental Investigation on the Shear Behavior of Interface between High Plastic Clay and Concrete

Abstract

1. Introduction

2. Description of Tests

2.1. Apparatus

2.2. Material

2.3. Test Programs

3. Test Results

3.1. Shear Behavior

3.2. Shear Strength Analysis

4. Determination of Constitutive Model Parameters

4.1. Shear Modulus Gs

4.2. Normal Tangent Modulus Ens

5. Model Simulations

6. Discussions

7. Conclusions

Data Availability

Conflicts of Interest

Acknowledgments

References

Copyright

4.1. Shear Modulus G_s

4.2. Normal Tangent Modulus E_ns