# Seismic Performance of Substrate for Vegetation Concrete from Large-Scale Shaking Table Test

Authors: Honglue Qu; Chenxu Wang; Xiaole Huang; Yu Ding; Xue Huang
Journal: Shock and Vibration
 (2020)

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## Abstract

The substrate for vegetation concrete is a new type of plant substrate used for slope protection. While it has demonstrated good performance in slope protection and a greening effect, the sustainability of ecological restoration projects is difficult and there are significant construction risks in areas with frequent earthquakes. In this study, a new type of substrate for vegetation concrete was developed for areas with frequent earthquakes, and a shaking table test was performed to evaluate the seismic performance. The test results indicated that the proposed substrate of the vegetation concrete displayed good stability under seismic excitation at earthquake intensities of V, VI, VII, and VIII. A comparison of several different reinforcement methods under seismic conditions indicated that wavy laying of a flexible net was the best reinforcement method. Through observation of the displacement time history curve and macroscopic phenomenon, the failure process of the substrate layer was obtained and consisted of the following three stages: cracking between substrate layer and bedrock, internal cracking of the substrate layer, and vibration crushing. Ultimately, the research results have significant reference value for ecological restoration projects using substrates for vegetation concrete in areas with frequent earthquakes.


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## Body

## 1. Introduction

Since the 20th century, a large number of engineering construction projects have seriously damaged the ecological environments of many regions around the world. These projects, which include the construction of roads, railways, and mining and hydropower projects, have resulted in a large number of engineering wounds in the vicinity of the construction area. In addition, these types of projects destroy the original vegetation, which causes a series of ecological and environmental problems. The natural recovery of these slopes is slow and, thus, requires a lot of time [1, 2]. Therefore, it has become necessary to develop methods to artificially repair engineering wounds generated by construction activities.Several European and North American countries have long studied the repair of engineering wounds in the field of ecological restoration. France first developed reinforced substrates made of continuous fibres. Japan has only more recently begun research in this area, but the research carried out has been the most in-depth. Haneda [3] proposed the use of high-order granules as binders to be added to the self-developed thick substrate as the basis of the soil flock greening method of high-order granules. After that, the French substrate technology of continuous fibre reinforcement was introduced, and when combined with existing domestic technology, it resulted in the development of the substrate technology of green planting [4]. In recent years, the addition of various beneficial microbial bacteria to vegetative substrates has been considered, in order to enhance the microorganism activity of the substrate and promote the availability of nutrients for plant absorption. This led to the development of the greening method of soil fungi [5]. China introduced foreign technology for ecological restoration and carried out research on related applications near the end of the 20th century. Zhang et al. [6] and Luo et al. [7] developed a vegetative substrate made of a thick layer material that was based on the thick substrate developed in Japan. This design mitigated the high pH value of the substrate, and when the grass-water mixing design was introduced into the substrate formulation, the stability of the planting community was improved. Xu et al. [8] proposed a technique for the eco-restoration of vegetation concrete using ordinary Portland cement as a substrate binder, which resulted in significant improvement in the strength and comprehensive durability of the substrate. At the same time, a special greening additive was developed, which can effectively neutralize the alkalinity of the cement and provide nutrients for vegetation growth [9]. Li et al. [10] used a spray seeding technology of higher-order granules to repair an abandoned quarry, with the resultant vegetation coverage rate up to 95%. Zhao et al. [11] carried out experimental research on the characteristics of vegetation concrete, obtained the optimum mix ratio of biochar modified vegetation concrete, and concluded that the addition of biochar particles can improve the characteristics of vegetation concrete. Among the many developed ecological restoration techniques, vegetation concrete slope protection greening technology has been widely used in practical engineering owing to the specific formula for the substrate for vegetation concrete (SVC) and seed, as well as its excellent performance in various types of hard slopes and high-steep slopes with gradients greater than 45°, as shown in Figure 1.Figure 1
Ecological restoration project of excavation slope from Yanshan reservoir in Henan.
(a)(b)At present, research on plant growing substrates mainly focuses on the spatiotemporal variation of the substrate nutrients, comprehensive fertility surveys, water evaporation and permeability characteristics, improved fertilizer performance, etc. The majority of relevant ecological restoration projects are executed in low-altitude and low-latitude regions with good soil quality [12–14]. However, the sustainability of existing SVCs used in ecological restoration projects is not high, and there are risks of repeated construction in area with frequent earthquakes. Therefore, the seismic performance of the SVC was evaluated in this study to prepare and optimize the key materials for ecological restoration of engineering wounds in area with frequent earthquakes. In addition, a shaking table test was carried out to optimize the seismic performance and ensure the effective restoration of regional engineering wounds.


## 2. Substrate Ratio Test

Several researchers have studied the mechanism of plant root reinforcement in slopes and the biological characteristics of vegetation. Martel [15] and Roering et al. [16] showed that plant roots can anchor shallow rhizosphere soil and deep soil together to form a whole, which plays an important role in antisliding and soil enhancement. Plant roots have a significant effect on the shear resistance of soil, and appropriate roots can improve soil shear resistance. However, a difference of soil strengths has been observed within the region because the distribution of plant roots cannot be artificially controlled [17]. Therefore, a flexible fibre with excellent performance characteristic was selected, and a fibre reinforced substrate was prepared to improve the performance of the conventional substrate.Kriker et al. [18] and Ozerkan et al. [19] have studied the mechanical properties of palm fibres. The experimental results indicated that a sufficient quantity of fibres can enhance the tensile properties of cement mortar and concrete. Thus, palm fibre was selected for the test owing to its wide use and low cost. In addition, a static nonconsolidation and nondrainage triaxial test was carried out to test the shear strength of the SVC. The test instrument used was a TSZ30-2.0 strain-controlled triaxial apparatus, as shown in Figure 2.Figure 2
Test instrument and shear specimen.
(a)(b)(c)In order to ensure that the SVC met the required plant growth conditions and engineering durability, multiple ratio optimization tests were carried out according to the application conditions in practical engineering [20, 21]. In the test, the substrate was arranged in a mass ratio (soil : cement : organic matter : greening additive = 100 : 8 : 6 : 4), the dry density was 1.35 g/cm3, and the initial moisture content was 20%. The tests used five different mass ratios of palm fibre that included 0%, 0.2%, 0.4%, 0.6%, and 0.8%. The static nonconsolidation and nondrainage triaxial tests were conducted on the substrate under the conditions of a confining pressure of 30 kPa and a dry/wet cycle amplitude of 10 cycles that was 15% and 25%, respectively. The mechanical parameters of the substrate obtained in the test are shown in Figure 3.Figure 3
Mechanical parameters of substrate under different palm fibre contents. (a) Shear strength. (b) Cohesion. (c) Friction angle.
(a)(b)(c)It can be seen from Figure3 that the shear strength of the substrate over 10 dry/wet cycles was the highest when the amount of palm fibre was 0.4%. The initial moisture content of the reinforced substrate was 20%, and the cement content was controlled at approximately 8% [14]. It should be noted that the water content of the other materials should be considered when the ratio was matched. The substrate ratios of the test are shown in Table 1.Table 1
The raw material ratio.
Raw materialSoilCementSawdustActivation additivePalm fibreRatio100/1188/1186/1184/1180.4 (%)Local laterite was selected as the planting soil for the test. The soil and sawdust were air-dried and passed through a 2 mm mesh screen. The cement used was P.C32.5 composite Portland cement, and the activation additive of the SVC was a patented product from the Research Center for Slope Protection and Ecological Restoration of Three Gorges University.


## 3. Shaking Table Model Test Design

### 3.1. Test Facilities

The test was carried out on a horizontal two-way shaking table at the Center of Construction Engineering Quality Inspection of Hainan University in China. The shaking table was 3 m × 3 m in size and had four degrees of freedom, a maximum loading weight of 10 t, a maximum overturning moment of 30 t m, a maximum torsional force of 10 t m, a working frequency band is 0∼50 Hz, and a maximum acceleration in theX (longitudinal) and Y (lateral) directions of 1.1 g at full load. The dynamic stress-strain data acquisition system had 64 channels. The highest continuous sampling rate was 5 kHz/channel, and the power supply was 220 VAC. The stress-strain voltage signals were accurately measured. In conjunction with various bridge type sensors, data acquisition, signal monitoring, and online analysis were carried out simultaneously, as shown in Figure 4.Figure 4
Data acquisition system and rigid box for the shaking table test.
(a)(b)


### 3.2. Model Design

Most of the shaking table tests utilized the scale test, which required a sufficient similarity relationship between the model and the prototype so as to maintain the correct geometric size and material performance of the model and prototype structure [22]. However, the selected similar materials reflected the defects encountered in the actual engineering problem. Therefore, this experimental model used a prototype test with a similarity ratio of 1 : 1. Experiments were carried out to test the bonding performance and failure of the reinforced substrate and bedrock under seismic excitation. A portion of the slope was selected for the test to reflect the vibration of the entire slope substrate.The rigid box was used in the test with an internal size of 2 m × 1.5 m × 1.6 m (length × width × height), a set of six bedrock masses, two patterns of anchor roof spacing, and two kinds of reinforcement mesh. The specific size and details are shown in Figure5 and Table 2. In order to test the seismic performance of the substrate, C30 concrete was used to construct the bedrock. The SVC bulk density was 16.8 kN/m3, the cohesion was 99.85 kPa, and the internal friction angle was 33.59°. The moisture contents were designed to be 20% and 25%, respectively. A high-strength polystyrene plastic foam board having 50 mm thickness was placed on the side of the shaking table in the X direction of the model box to reduce the reflection of the seismic waves.Figure 5
The test model layout. (a) 1-4 section test instrument. (b) 2-5 section test instrument. (c) 3-6 section test instrument. (d) Test model size (unit: cm).
(a)(b)(c)(d)Table 2
The model design.
Slope numberSlope (°)Anchor spacing (m)Moisture content (%)Laying form1801 × 0.520A layer of flexible net wavy laying2801 × 0.520A layer of flexible net laying3801 × 0.520A layer of barbed wire flat laying4600.5 × 0.520A layer of flexible net wavy laying5601 × 0.525A layer of flexible net wavy laying6601 × 0.520A layer of flexible net wavy laying


### 3.3. Experimental Model Construction

Concrete bedrock was placed around the outside of the model and cured for seven days to a certain strength. It was then hoisted into the rigid box using a traveling crane. Next, a reinforced net was laid for each slope body, with the substrate laid over that. The mesh size of the reinforced net was 6 cm × 6 cm, and the laying methods used included wavy laying and flat laying, as shown in Figure6. The test substrate was prepared and laid by hand, and the substrate was cured for seven days, as shown in Figure 7.Figure 6
The reinforced net laying. (a) Flexible net wavy laying reinforcement. (b) Flexible net flat laying reinforcement. (c) Barbed wire flat laying reinforcement.
(a)(b)(c)Figure 7
The substrate laying.
(a)(b)(c)


### 3.4. Test Instrumentation

In this model, the displacement sensors and accelerometers were arranged in the layout shown in Figure5.


#### 3.4.1. Displacement Sensor

The test used pulling wire displacement sensors, which were arranged in the upper, middle, and lower portions of the bedrock. The displacement sensor output voltage signal was 0–10 V, the measuring stroke was 0–500 mm, the working temperature was −45°C–+125°C, and the outlet port pulling force was approximately 4 N. The steel wire was wrapped with a plastic hose to prevent pressed pleat and wear. The channel was reserved when laying the substrate. After laying, the end of the wire displacement meter was fixed on the surface of the substrate layer, and the relative displacement between the substrate layer and the bedrock was measured. The pulling wire displacement sensor was installed as shown in Figure8.Figure 8
Installation of displacement sensors.


#### 3.4.2. Accelerometer

A piezoresistive accelerometer was used in this test, and the acceleration sensors were arranged on the shaking table mesa, the bedrock, and the substrate layer. The range of the sensor was ±50 m s−2, the frequency range was 0–250 Hz ± 5%, the resonant frequency was >0.8 kHz, the excitation voltage was 8–16 V, and the working temperature was −20–80°C. The accelerometer was placed in a protective shell and fixed with glass glue to seal the wire hole. The outer part of the protective case was wrapped with waterproof tape to ensure that the protective shell and accelerometer were basically the same weight as an equal volume of bedrock and substrate. This setup ultimately achieved the coordinated movement of the accelerometer and surrounding rock mass, as shown in Figure 9.Figure 9
Installation of acceleration sensors.


### 3.5. Loading Scheme

The El Centro wave was selected as the load in this test. The test seismic wave was not compressed, and the loading time was 40 s. The peak ground acceleration (PGA) was input from theX direction and the Y direction, and the acceleration time history of the PGA was 0.025 g·XY, 0.05 g·XY, 0.1 g·XY, 0.2 g·XY, 0.3 g·XY, 0.4 g·XY, and 0.5 g·XY, respectively. 0.025 g·XY represented the peak input value of 0.025 g, which was the horizontal bidirectional excitation. Prior to each shaking test, a microseismic test with a Gaussian stationary white noise excitation with a PGA of 0.02 g was performed with a loading time of 35 s, and the dynamic characteristics of the model were observed. The acceleration time history curve of the test loading is shown in Figure 10.Figure 10
Acceleration time history curve of El Centro seismic wave. (a)X direction. (b) Y direction.
(a)(b)


## 3.1. Test Facilities

The test was carried out on a horizontal two-way shaking table at the Center of Construction Engineering Quality Inspection of Hainan University in China. The shaking table was 3 m × 3 m in size and had four degrees of freedom, a maximum loading weight of 10 t, a maximum overturning moment of 30 t m, a maximum torsional force of 10 t m, a working frequency band is 0∼50 Hz, and a maximum acceleration in theX (longitudinal) and Y (lateral) directions of 1.1 g at full load. The dynamic stress-strain data acquisition system had 64 channels. The highest continuous sampling rate was 5 kHz/channel, and the power supply was 220 VAC. The stress-strain voltage signals were accurately measured. In conjunction with various bridge type sensors, data acquisition, signal monitoring, and online analysis were carried out simultaneously, as shown in Figure 4.Figure 4
Data acquisition system and rigid box for the shaking table test.
(a)(b)


## 3.2. Model Design

Most of the shaking table tests utilized the scale test, which required a sufficient similarity relationship between the model and the prototype so as to maintain the correct geometric size and material performance of the model and prototype structure [22]. However, the selected similar materials reflected the defects encountered in the actual engineering problem. Therefore, this experimental model used a prototype test with a similarity ratio of 1 : 1. Experiments were carried out to test the bonding performance and failure of the reinforced substrate and bedrock under seismic excitation. A portion of the slope was selected for the test to reflect the vibration of the entire slope substrate.The rigid box was used in the test with an internal size of 2 m × 1.5 m × 1.6 m (length × width × height), a set of six bedrock masses, two patterns of anchor roof spacing, and two kinds of reinforcement mesh. The specific size and details are shown in Figure5 and Table 2. In order to test the seismic performance of the substrate, C30 concrete was used to construct the bedrock. The SVC bulk density was 16.8 kN/m3, the cohesion was 99.85 kPa, and the internal friction angle was 33.59°. The moisture contents were designed to be 20% and 25%, respectively. A high-strength polystyrene plastic foam board having 50 mm thickness was placed on the side of the shaking table in the X direction of the model box to reduce the reflection of the seismic waves.Figure 5
The test model layout. (a) 1-4 section test instrument. (b) 2-5 section test instrument. (c) 3-6 section test instrument. (d) Test model size (unit: cm).
(a)(b)(c)(d)Table 2
The model design.
Slope numberSlope (°)Anchor spacing (m)Moisture content (%)Laying form1801 × 0.520A layer of flexible net wavy laying2801 × 0.520A layer of flexible net laying3801 × 0.520A layer of barbed wire flat laying4600.5 × 0.520A layer of flexible net wavy laying5601 × 0.525A layer of flexible net wavy laying6601 × 0.520A layer of flexible net wavy laying


## 3.3. Experimental Model Construction

Concrete bedrock was placed around the outside of the model and cured for seven days to a certain strength. It was then hoisted into the rigid box using a traveling crane. Next, a reinforced net was laid for each slope body, with the substrate laid over that. The mesh size of the reinforced net was 6 cm × 6 cm, and the laying methods used included wavy laying and flat laying, as shown in Figure6. The test substrate was prepared and laid by hand, and the substrate was cured for seven days, as shown in Figure 7.Figure 6
The reinforced net laying. (a) Flexible net wavy laying reinforcement. (b) Flexible net flat laying reinforcement. (c) Barbed wire flat laying reinforcement.
(a)(b)(c)Figure 7
The substrate laying.
(a)(b)(c)


## 3.4. Test Instrumentation

In this model, the displacement sensors and accelerometers were arranged in the layout shown in Figure5.


### 3.4.1. Displacement Sensor

The test used pulling wire displacement sensors, which were arranged in the upper, middle, and lower portions of the bedrock. The displacement sensor output voltage signal was 0–10 V, the measuring stroke was 0–500 mm, the working temperature was −45°C–+125°C, and the outlet port pulling force was approximately 4 N. The steel wire was wrapped with a plastic hose to prevent pressed pleat and wear. The channel was reserved when laying the substrate. After laying, the end of the wire displacement meter was fixed on the surface of the substrate layer, and the relative displacement between the substrate layer and the bedrock was measured. The pulling wire displacement sensor was installed as shown in Figure8.Figure 8
Installation of displacement sensors.


### 3.4.2. Accelerometer

A piezoresistive accelerometer was used in this test, and the acceleration sensors were arranged on the shaking table mesa, the bedrock, and the substrate layer. The range of the sensor was ±50 m s−2, the frequency range was 0–250 Hz ± 5%, the resonant frequency was >0.8 kHz, the excitation voltage was 8–16 V, and the working temperature was −20–80°C. The accelerometer was placed in a protective shell and fixed with glass glue to seal the wire hole. The outer part of the protective case was wrapped with waterproof tape to ensure that the protective shell and accelerometer were basically the same weight as an equal volume of bedrock and substrate. This setup ultimately achieved the coordinated movement of the accelerometer and surrounding rock mass, as shown in Figure 9.Figure 9
Installation of acceleration sensors.


## 3.4.1. Displacement Sensor

The test used pulling wire displacement sensors, which were arranged in the upper, middle, and lower portions of the bedrock. The displacement sensor output voltage signal was 0–10 V, the measuring stroke was 0–500 mm, the working temperature was −45°C–+125°C, and the outlet port pulling force was approximately 4 N. The steel wire was wrapped with a plastic hose to prevent pressed pleat and wear. The channel was reserved when laying the substrate. After laying, the end of the wire displacement meter was fixed on the surface of the substrate layer, and the relative displacement between the substrate layer and the bedrock was measured. The pulling wire displacement sensor was installed as shown in Figure8.Figure 8
Installation of displacement sensors.


## 3.4.2. Accelerometer

A piezoresistive accelerometer was used in this test, and the acceleration sensors were arranged on the shaking table mesa, the bedrock, and the substrate layer. The range of the sensor was ±50 m s−2, the frequency range was 0–250 Hz ± 5%, the resonant frequency was >0.8 kHz, the excitation voltage was 8–16 V, and the working temperature was −20–80°C. The accelerometer was placed in a protective shell and fixed with glass glue to seal the wire hole. The outer part of the protective case was wrapped with waterproof tape to ensure that the protective shell and accelerometer were basically the same weight as an equal volume of bedrock and substrate. This setup ultimately achieved the coordinated movement of the accelerometer and surrounding rock mass, as shown in Figure 9.Figure 9
Installation of acceleration sensors.


## 3.5. Loading Scheme

The El Centro wave was selected as the load in this test. The test seismic wave was not compressed, and the loading time was 40 s. The peak ground acceleration (PGA) was input from theX direction and the Y direction, and the acceleration time history of the PGA was 0.025 g·XY, 0.05 g·XY, 0.1 g·XY, 0.2 g·XY, 0.3 g·XY, 0.4 g·XY, and 0.5 g·XY, respectively. 0.025 g·XY represented the peak input value of 0.025 g, which was the horizontal bidirectional excitation. Prior to each shaking test, a microseismic test with a Gaussian stationary white noise excitation with a PGA of 0.02 g was performed with a loading time of 35 s, and the dynamic characteristics of the model were observed. The acceleration time history curve of the test loading is shown in Figure 10.Figure 10
Acceleration time history curve of El Centro seismic wave. (a)X direction. (b) Y direction.
(a)(b)


## 4. Experimental Results

### 4.1. Acceleration

The acceleration time history obtained from shaking table test was analyzed. The Fourier spectrum of the acceleration response at various measuring points under ground motion with a PGA of 0.2 g is shown in Figure11. The Fourier spectrum of the acceleration response at measuring point A104 with various PGAs is shown in Figure 12.Figure 11
Fourier spectrum of accelerations at different measuring point under PGA of 0.2 g. (a) A101. (b) A104. (c) A107. (d) A109. (e) A116. (f) A119.
(a)(b)(c)(d)(e)(f)Figure 12
Fourier spectrum of accelerations at measuring point A104 under different PGAs. (a) 0.025 g·XY. (b) 0.05 g·XY. (c) 0.1 g·XY. (d) 0.2 g·XY. (e) 0.3 g·XY. (f) 0.4 g·XY. (g) 0.5 g·XY.
(a)(b)(c)(d)(e)(f)(g)From Figures11 and 12, it can be seen that the characteristic frequencies of the acceleration response at different locations were less affected by the PGA and location of the measuring point. Under different PGA loading conditions, as the PGA gradually increased, the first-order mode shape tended to be unimodal, while the second-order mode tended to be insignificant, and the amplitude of the high-frequency portion decreased. This indicated that the nonlinear characteristics of the model were gradually enhanced, and absorption of the ground motion energy by the bedrock and substrate layer simultaneously increased. The characteristic frequency of the recorded acceleration response was nearly almost constant, as shown in Figure 12.The variation in the magnification factor at the acceleration point of various slope substrate layers under the El Centro seismic wave is shown in Figure13.Figure 13
Acceleration magnification factors under the action of El Centro seismic wave. (a) Slope 1: flexible net wavy laying reinforcement. (b) Slope 2: flexible net flat laying reinforcement. (c) Slope 3: barbed wire flat laying reinforcement. (d) Slope 6: flexible net wavy laying reinforcement.
(a)(b)(c)(d)From Figure13, it can be seen that the amplification factor of the PGA generally decreased with an increase in the acceleration amplitude of the seismic wave. In addition, the change in individual monitoring points was not significant. This may be due to a significantly enhanced filtering effect and increased damping ratio and substrate shear strain caused by the increase of seismic load. A comparison of the acceleration responses of different slopes indicated that the amplification coefficients of the PGA demonstrated an elevation effect and surface effect under the same seismic load.


### 4.2. Displacement

The measured displacement time history of measuring point L4 under the seismic excitation of various conditions is shown in Figure14. The “+” direction of the data indicated that the substrate layer was deformed away from the slope bedrock. When the PGA was increased to 0.3 g, no obvious displacement was observed. However, when the PGA was increased to 0.5 g, permanent deformation occurred at L4 that was primarily controlled by the front peak of the El Centro wave, and the deformation was completed within its action time.Figure 14
Time history of displacement response of measuring point L4 action by El Centro seismic wave. (a) 0.025 g·XY. (b) 0.05 g·XY. (c) 0.1 g·XY. (d) 0.2 g·XY. (e) 0.3 g·XY. (f) 0.4 g·XY. (g) 0.5 g·XY.
(a)(b)(c)(d)(e)(f)(g)The deformation displacement of the slope substrate layer was obtained based on the measured displacement response time history. The displacement of the measured substrate layer under various working conditions is shown in Figures15 and 16. It can be seen that the displacement increased continuously with the increase in PGA (the pull-wire end of the pulling wire displacement sensor shrunk due to the looseness of the substrate layer, which resulted in a negative displacement). Compared with the displacement of the 80° slope substrate layer at different heights, the displacement of the barbed wire flat laying reinforcement was larger than the flexible net flat laying reinforcement. The displacement of the flexible net wavy laying reinforcement was the smallest, which indicated that the flexible net wavy laying reinforcement was the optimal net setting mode. Compared with the displacement of the 60° slope substrate layer, the displacement of measuring point L16 was 0.66 mm when the PGA was 0.5 g. The displacement of other measuring points was not more than 0.05 mm. That is, there was essentially no displacement, as shown in Figure 16. It was obvious that the displacement of the 80° slope substrate layer under seismic excitation was greater than 60° slope.Figure 15
Substrate layer displacement at a slope of 80°. (a)H = 1.3 m. (b) H = 0.8 m. (c) H = 0.3 m.
(a)(b)(c)Figure 16
Substrate layer displacement at a slope of 60°. (a)H = 1.3 m. (b) H = 0.8 m. (c) H = 0.3 m.
(a)(b)(c)The displacement between the substrate layer and bedrock was analyzed. For the 80° slope, the displacement between the substrate and bedrock was nearly zero when the PGA was increased from 0.025 g to 0.3 g. The displacement between the substrate and bedrock was small when the PGA was increased to 0.4 g, and the displacement between the substrate and bedrock changed significantly when the PGA was increased to 0.5 g. The displacements at measuring points L7 and L4 were 0.685 mm and 0.32 mm, respectively. In this situation, the substrate was indicated to be damaged. For the 60° slope, the displacement between the substrate layer and bedrock was nearly zero when the PGA was increased from 0.025 g to 0.4 g, and the maximum displacement was less than 0.05 mm. The displacement between the substrate and bedrock at the top of the slope was small when the PGA was increased to 0.5 g and indicated that the substrate layer was not damaged.Based on an analysis of the displacement and acceleration time histories, it was concluded that the SVC had good stability under seismic excitations with seismic intensities of V, VI, VII, and VIII (which corresponded to PGAs of 0.025 g, 0.05 g, 0.1 g, and 0.2 g). When the seismic intensity reached IX (i.e., the PGA increased from 0.3 g to 0.5 g), the displacement between the substrate layer and bedrock body gradually increased, and the stability of the base substrate layer gradually decreased until it was destroyed.


## 4.1. Acceleration

The acceleration time history obtained from shaking table test was analyzed. The Fourier spectrum of the acceleration response at various measuring points under ground motion with a PGA of 0.2 g is shown in Figure11. The Fourier spectrum of the acceleration response at measuring point A104 with various PGAs is shown in Figure 12.Figure 11
Fourier spectrum of accelerations at different measuring point under PGA of 0.2 g. (a) A101. (b) A104. (c) A107. (d) A109. (e) A116. (f) A119.
(a)(b)(c)(d)(e)(f)Figure 12
Fourier spectrum of accelerations at measuring point A104 under different PGAs. (a) 0.025 g·XY. (b) 0.05 g·XY. (c) 0.1 g·XY. (d) 0.2 g·XY. (e) 0.3 g·XY. (f) 0.4 g·XY. (g) 0.5 g·XY.
(a)(b)(c)(d)(e)(f)(g)From Figures11 and 12, it can be seen that the characteristic frequencies of the acceleration response at different locations were less affected by the PGA and location of the measuring point. Under different PGA loading conditions, as the PGA gradually increased, the first-order mode shape tended to be unimodal, while the second-order mode tended to be insignificant, and the amplitude of the high-frequency portion decreased. This indicated that the nonlinear characteristics of the model were gradually enhanced, and absorption of the ground motion energy by the bedrock and substrate layer simultaneously increased. The characteristic frequency of the recorded acceleration response was nearly almost constant, as shown in Figure 12.The variation in the magnification factor at the acceleration point of various slope substrate layers under the El Centro seismic wave is shown in Figure13.Figure 13
Acceleration magnification factors under the action of El Centro seismic wave. (a) Slope 1: flexible net wavy laying reinforcement. (b) Slope 2: flexible net flat laying reinforcement. (c) Slope 3: barbed wire flat laying reinforcement. (d) Slope 6: flexible net wavy laying reinforcement.
(a)(b)(c)(d)From Figure13, it can be seen that the amplification factor of the PGA generally decreased with an increase in the acceleration amplitude of the seismic wave. In addition, the change in individual monitoring points was not significant. This may be due to a significantly enhanced filtering effect and increased damping ratio and substrate shear strain caused by the increase of seismic load. A comparison of the acceleration responses of different slopes indicated that the amplification coefficients of the PGA demonstrated an elevation effect and surface effect under the same seismic load.


## 4.2. Displacement

The measured displacement time history of measuring point L4 under the seismic excitation of various conditions is shown in Figure14. The “+” direction of the data indicated that the substrate layer was deformed away from the slope bedrock. When the PGA was increased to 0.3 g, no obvious displacement was observed. However, when the PGA was increased to 0.5 g, permanent deformation occurred at L4 that was primarily controlled by the front peak of the El Centro wave, and the deformation was completed within its action time.Figure 14
Time history of displacement response of measuring point L4 action by El Centro seismic wave. (a) 0.025 g·XY. (b) 0.05 g·XY. (c) 0.1 g·XY. (d) 0.2 g·XY. (e) 0.3 g·XY. (f) 0.4 g·XY. (g) 0.5 g·XY.
(a)(b)(c)(d)(e)(f)(g)The deformation displacement of the slope substrate layer was obtained based on the measured displacement response time history. The displacement of the measured substrate layer under various working conditions is shown in Figures15 and 16. It can be seen that the displacement increased continuously with the increase in PGA (the pull-wire end of the pulling wire displacement sensor shrunk due to the looseness of the substrate layer, which resulted in a negative displacement). Compared with the displacement of the 80° slope substrate layer at different heights, the displacement of the barbed wire flat laying reinforcement was larger than the flexible net flat laying reinforcement. The displacement of the flexible net wavy laying reinforcement was the smallest, which indicated that the flexible net wavy laying reinforcement was the optimal net setting mode. Compared with the displacement of the 60° slope substrate layer, the displacement of measuring point L16 was 0.66 mm when the PGA was 0.5 g. The displacement of other measuring points was not more than 0.05 mm. That is, there was essentially no displacement, as shown in Figure 16. It was obvious that the displacement of the 80° slope substrate layer under seismic excitation was greater than 60° slope.Figure 15
Substrate layer displacement at a slope of 80°. (a)H = 1.3 m. (b) H = 0.8 m. (c) H = 0.3 m.
(a)(b)(c)Figure 16
Substrate layer displacement at a slope of 60°. (a)H = 1.3 m. (b) H = 0.8 m. (c) H = 0.3 m.
(a)(b)(c)The displacement between the substrate layer and bedrock was analyzed. For the 80° slope, the displacement between the substrate and bedrock was nearly zero when the PGA was increased from 0.025 g to 0.3 g. The displacement between the substrate and bedrock was small when the PGA was increased to 0.4 g, and the displacement between the substrate and bedrock changed significantly when the PGA was increased to 0.5 g. The displacements at measuring points L7 and L4 were 0.685 mm and 0.32 mm, respectively. In this situation, the substrate was indicated to be damaged. For the 60° slope, the displacement between the substrate layer and bedrock was nearly zero when the PGA was increased from 0.025 g to 0.4 g, and the maximum displacement was less than 0.05 mm. The displacement between the substrate and bedrock at the top of the slope was small when the PGA was increased to 0.5 g and indicated that the substrate layer was not damaged.Based on an analysis of the displacement and acceleration time histories, it was concluded that the SVC had good stability under seismic excitations with seismic intensities of V, VI, VII, and VIII (which corresponded to PGAs of 0.025 g, 0.05 g, 0.1 g, and 0.2 g). When the seismic intensity reached IX (i.e., the PGA increased from 0.3 g to 0.5 g), the displacement between the substrate layer and bedrock body gradually increased, and the stability of the base substrate layer gradually decreased until it was destroyed.


## 5. Substrate Failure Development Process and Instability Mode

### 5.1. Substrate Failure Development Process

The crack propagation and instability failure of the SVC observed in the test under many earthquakes are shown in Figure17. According to the test phenomenon, the instability failure process of the SVC under seismic action was divided into three stages.(1)
Stage 1: cracking stage between the substrate layer and bedrock. As shown in Figure17(a), the slope has a displacement tendency of left and right swing under seismic action. Due to the existence of the surface condition of the substrate layer, cracks between the substrate layer and bedrock gradually appeared with increases in the PGA. The cracking phenomenon of the substrate layer primarily occurred in the upper part of the slope owing to the relatively large seismic force in that area. Cracking in the thickness direction of the substrate layer and bedrock can be clearly observed at the top of the slope, with a crack width of about 2–4 mm.(2)
Stage 2: internal cracking stage of the substrate layer. The swing amplitude and the slope increased with the continuous increase in seismic action. Crack propagation between the substrate layer and bedrock was limited due to the binding effect of the reinforced net on the substrate layer. Cracks gradually formed in the interior of the substrate. The crack width at the top of the slope was larger than those that occurred in stage 1, as shown in Figure17(b).(3)
Stage 3: vibration crushing stage of the substrate layer. As shown in Figure17(c), the crack formed in the previous stage was wide enough that it resulted in the substrate layer block falling off. The slope substrate of the flexible net wavy laying reinforcement resulted in small blocks falling off of the concave side of the wave. Substrate outside of the reinforced net fell off, and the internal substrate of the reinforced net did not fall off in the upper part with the slope of flexible net flat laying reinforcement.Figure 17
The failure process of SVC. (a) Stage 1: cracking stage between the substrate layer and bedrock. (b) Stage 2: internal cracking stage of the substrate layer. (c) Stage 3: vibration crushing stage of the substrate layer.
(a)(b)(c)


### 5.2. Instability Mode

Based on the damage phenomenon of the SVC observed in the test, the instability process can be summarized as shown in Figure18. The slope body swung left and right under the action of a horizontal seismic force, and the crack between the substrate layer and bedrock gradually expanded with the increase in PGA until the cracks extended through the top of the slope. At the same time, internal cracking of the substrate layer began to occur, which causes the interior of the substrate to become loose. Internal cracking of the substrate inner layer increased with the increasing seismic load and eventually caused the SVC to break and fall off.Figure 18
Schematic diagram of the instability evolution process of the slope substrate layer.Compared with the failure modes of the bedding rock slope and restoration slope of the SVC, under the action of a seismic force, the cracks in the top of the slope were broken until the middle crack penetrated through. However, the bedding rock slope slid in the upper part of the slope after the crack penetrated, forming a sliding surface, which ultimately led to sliding failure [23, 24]. The SVC fell off, which indicated that the reinforced net had a good restraining effect. However, the deformation of the bedrock was not driven by seismic excitation due to the extremely high strength of the test bedrock mass. In practical engineering, various properties of the bedrock may cause the substrate to fail and result in sliding of the entire slope under the action of a seismic force.


## 5.1. Substrate Failure Development Process

The crack propagation and instability failure of the SVC observed in the test under many earthquakes are shown in Figure17. According to the test phenomenon, the instability failure process of the SVC under seismic action was divided into three stages.(1)
Stage 1: cracking stage between the substrate layer and bedrock. As shown in Figure17(a), the slope has a displacement tendency of left and right swing under seismic action. Due to the existence of the surface condition of the substrate layer, cracks between the substrate layer and bedrock gradually appeared with increases in the PGA. The cracking phenomenon of the substrate layer primarily occurred in the upper part of the slope owing to the relatively large seismic force in that area. Cracking in the thickness direction of the substrate layer and bedrock can be clearly observed at the top of the slope, with a crack width of about 2–4 mm.(2)
Stage 2: internal cracking stage of the substrate layer. The swing amplitude and the slope increased with the continuous increase in seismic action. Crack propagation between the substrate layer and bedrock was limited due to the binding effect of the reinforced net on the substrate layer. Cracks gradually formed in the interior of the substrate. The crack width at the top of the slope was larger than those that occurred in stage 1, as shown in Figure17(b).(3)
Stage 3: vibration crushing stage of the substrate layer. As shown in Figure17(c), the crack formed in the previous stage was wide enough that it resulted in the substrate layer block falling off. The slope substrate of the flexible net wavy laying reinforcement resulted in small blocks falling off of the concave side of the wave. Substrate outside of the reinforced net fell off, and the internal substrate of the reinforced net did not fall off in the upper part with the slope of flexible net flat laying reinforcement.Figure 17
The failure process of SVC. (a) Stage 1: cracking stage between the substrate layer and bedrock. (b) Stage 2: internal cracking stage of the substrate layer. (c) Stage 3: vibration crushing stage of the substrate layer.
(a)(b)(c)


## 5.2. Instability Mode

Based on the damage phenomenon of the SVC observed in the test, the instability process can be summarized as shown in Figure18. The slope body swung left and right under the action of a horizontal seismic force, and the crack between the substrate layer and bedrock gradually expanded with the increase in PGA until the cracks extended through the top of the slope. At the same time, internal cracking of the substrate layer began to occur, which causes the interior of the substrate to become loose. Internal cracking of the substrate inner layer increased with the increasing seismic load and eventually caused the SVC to break and fall off.Figure 18
Schematic diagram of the instability evolution process of the slope substrate layer.Compared with the failure modes of the bedding rock slope and restoration slope of the SVC, under the action of a seismic force, the cracks in the top of the slope were broken until the middle crack penetrated through. However, the bedding rock slope slid in the upper part of the slope after the crack penetrated, forming a sliding surface, which ultimately led to sliding failure [23, 24]. The SVC fell off, which indicated that the reinforced net had a good restraining effect. However, the deformation of the bedrock was not driven by seismic excitation due to the extremely high strength of the test bedrock mass. In practical engineering, various properties of the bedrock may cause the substrate to fail and result in sliding of the entire slope under the action of a seismic force.


## 6. Conclusions

In this study, the shaking table model test of the seismic performance of SVC was designed and completed. The test scheme and sensor installation of the model were described. By analysis of the displacement and dynamic response of the SVC under seismic action, the following conclusions were drawn.(1)
At different heights of the 80° slope substrate layer, the displacement of the barbed wire flat laying reinforcement was larger than that of the flexible net flat laying reinforcement. The displacement of the flexible net wave laying reinforcement was the smallest, which indicated that flexible net wavy laying reinforcement was the optimal reinforced net mode.(2)
The SVC displayed good stability under seismic excitation with seismic intensities of V, VI, VII, and VIII. When the seismic intensity reached IX (i.e., the PGA increased from 0.3 g to 0.5 g), the displacement between the substrate layer and bedrock body gradually increased, and the stability of the base substrate layer gradually decreased until it was destroyed.(3)
The failure process of the substrate layer occurred in three stages: cracking between the substrate layer and bedrock, internal cracking of the substrate layer, and vibration crushing. The slope substrate of the flexible net wavy laying reinforcement resulted in small blocks falling off of the concave side of the wave.



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*Source: 6670726-2020-12-09.xml*