Advances in Civil Engineering
Volume 2021 (2021), Article ID 7153535, 15 pages
https://doi.org/10.1155/2021/7153535

Research Article

Trajectory Analysis and Risk Evaluation of Dangerous Rock Mass Instability of an Overhang Slope, Southwest of China

Wen-lian Liu,1,2 Jia-xing Dong,³ Han-hua Xu,1,2 Su-gang Sui,1,2 Run-xue Yang,³ and Lun-shun Zhou³

¹Kunming Prospecting Design Institute of China Nonferrous Metals Industry Co., Ltd., Kunming, Yunnan 650051, China
²Yunnan Key Laboratory of Geotechnical Engineering and Geohazards, Kunming, Yunnan 650051, China
³Faculty of Electric Power Engineering, Kunming University of Science and Technology, Kunming, Yunnan 650500, China

Correspondence should be addressed to Jia-xing Dong; dong1986@kust.edu.cn

Received 23 April 2021; Accepted 28 May 2021; Published 24 June 2021

Academic Editor: Faming Huang

Copyright © 2021 Wen-lian Liu et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

Abstract.

Analysis of the movement trajectory and risk assessment of the high-slope dangerous rock mass collapse are of great significance for preventing and controlling the geological disasters of collapse. This study firstly takes the dangerous rock mass of the high slope in Pu’erdu Town, Yanjin County, Zhaotong City, Yunnan Province, as the research object, calculates and analyzes the trajectory of collapse movement of several groups of dangerous rock mass with great threat, and RocFall are used to carry out numerical simulation analysis and verification. Secondly, the risk and vulnerability of the dangerous rock mass in the study area are analyzed, and the risk evaluation is carried out through the risk evaluation matrix to clearly define the risk level. Results show that if the dangerous rock mass collapses, the horizontal movement distance was approximately 53–88 m, and the maximum bounce height of the platform was approximately 3–18 m, which will seriously threaten the life and property safety of residents. There is little difference between the simulation of the collapse of dangerous rock mass by RocFall software and the calculation result of the formula. Although RocFall software is more intuitive and can be directly compared with charts, software cannot completely simulate the actual situation, and it is only suggested as a reference from design rather than a basis of design. The result of risk evaluation shows that there are 2 high-risk dangerous rocks, 3 medium-risk dangerous rocks, and 1 low-risk dangerous rock in this area. It is suggested that a reasonable and scientific engineering treatment scheme should be put forward as soon as possible in combination with the collapse trajectory of the collapsing movement.

1. Introduction

Pu’er Town, Yanjin County, Zhaotong City, Yunnan Province, is an area where the geological hazards are most developed in Yunnan Province, especially with landslides, collapses, debris flow, etc. For instance, on July 18, 2005, a landslide occurred in the residential area of the Pu’er branch of Yanjin Vocational Middle School. The crack was more than 30 meters long and the crack width was about 30 cm. The overall downward trend involved an area of more than 0.7 acres, which directly threatened 22 residents, two government agencies, 10 people in the family planning station, and a middle school, totally about 35 million yuan in property threatened. On August 29, 2007, a collapse occurred above Shijie Community of Tiaoqiao, Pu’er Town, and a house was smashed, the stone weighing about 2 tons, endangering 21 people in 8 households and causing a direct economic loss of 800,000 yuan. On August 10, 2008, hit by heavy rain, a collapse occurred on the left side of Guanyinyan (Bench Rock) in Tiaoqiao Community, Pu’er Town, accompanied by debris flow, resulting in varying degrees of damage to 13 households; one person was injured, and 15 pigs washed away. The direct economic loss is more than 2 million yuan. The frequent occurrence of geological hazards threatens the life and property safety of the people in Pu’er Town, causing huge losses to the national economy and severely restricting the development of the local economy. Therefore, it is very urgent and necessary to analyze the trajectory of the collapse of the dangerous rock mass in the disaster area and evaluate the risk to prevent the geological disaster from further causing casualties and property losses.

At present, the analysis methods of the falling path trajectory of the dangerous rock mass mainly include field test, empirical discrimination, and theoretical calculations. For example, the prediction formula for falling rock movement trajectory proposed by Bobbert et al. [1] and Dorren [2] has proposed the DOA model (reach angle model) of Angle and the shadow cone model (shallow angle model). Cui et al. [3], through the field test, obtained the overall flat, angle formulas for calculating local change linear slope rolling speed, and then estimated the speed of movement of the rolling stones and impact energy. Gu He and Wang [4] studied the analytical method of rockfall trajectory prediction, indoor rockfall experiment, and field experiment. Yang and Zhou [5] considered the influence of rockfall shape of rockfall trajectory and approximated rockfall to an ellipse; according to the common forms of rockfall motion, a theoretical method of calculation and prediction of rockfall trajectory was proposed. Based on the three stages of the whole process of rockfall movement, Fu et al. [6] obtained the velocity calculation formula for each stage by using the segmented cycle algorithm, established the model, and applied the theoretical formula for the prediction of rockfall movement trajectory. Cheng and Su [7] studied nearly 400 collapsing rock profiles in the Wenchuan earthquake through statistical analysis and obtained the movement characteristics and damage ranged parameters of the rock. RocFall software appeared with the development of computer technology, which can be used to assess the risk of a rockfall by two-dimensional statistical analysis [8]. Ye et al. [9] proposed a three-dimensional prediction method of rockfall trajectory combined with the characteristics of geotechnical materials. Qin et al. [10] proposed a three-dimensional analysis method of rockfall trajectory with the arbitrary shape of geotechnical slope; this method established rockfall and slope model with arbitrary shape, established rockfall motion equation according to the contact search algorithm and contact collision model between rockfall and slope, and simulated the three-dimensional motion trajectory of rockfall along a slope; the gap between the prediction results and the actual situation is narrowed. At present, despite the emergence of new methods, RocFall software is still most widely used. Based on RocFall software, many scholars have studied the kinetic energy, velocity, and bounce height envelope of the rockfall on the slope, the position of the endpoint of the rockfall rolling, the kinetic energy along the slope line, the velocity, the bounce height distribution, etc., which provide a reference for actual engineering [11–21].

Many institutions and scholars have put forward various definitions of geological hazard risks [22]. For example, Zhang [23], based on summarizing the risk assessment experience of developed countries and Hong Kong, China, put forward a basic concept of regional risk evaluation of geological hazards. RenQin [24] proposed to use the “product function” of hazard, vulnerability, and exposure to calculate risk. Yuan and Fang [25] proposed to evaluate the risk and hazard risks matrix and take the Yan’an Baota District in Shaanxi as an example to conduct geological hazards risk evaluation research and exploration.

Based on the analysis of the stability of the dangerous rock mass in the treatment area, this paper conducts a study on the prediction of the trajectory of the dangerous rock mass collapse and verifies it by numerical simulation through RocFall. By judging the hazard and vulnerability of the dangerous rock mass, the risk assessment matrix is used to evaluate the risk to clarify the risk level.

2. Project Description

Pu’erdu Town is located in the northwest of Yanjin County, Zhaotong City, Yunnan Province, about 20 km away from Yanjin County and 140 km away from Zhaotong City. The town covers an area of 234 km² and has a population of about 60,000. The topography and geomorphology conditions in the treatment area are very complex, which mainly manifested as flowing water geomorphology controlled by geological structures, the basic geomorphic units are alpines and valleys, and there are also gentle slope landforms developed along with the sedimentary rock layer. The lowest elevation within 4 km² with Pu’er Town as the center is 355 m at the confluence of Chuansi River and Guan River, and the highest elevation is 699 m about 1 km northwest of Pu’er Town. The valley in the area is deep, mainly represented by V-shaped river valleys, and the slopes of the valleys are steep, generally above 30°. Pu’erdu Town has been affected by river erosion for a long time, the terrain is steep and the ravines crisscross, which is a typical mountainous terrain. The geographic location of the study area is shown in Figure 1.

Figure 1: Geographical location of the study area.

In this paper, we selected six dangerous rock masses W1, W2, W3, W4, W5, and W6 in the control area for study. The plane distribution of each dangerous rock mass is shown in Figure 2, the field photos are shown in Figure 3, and joints developed in the dangerous rock mass are shown in Table 1. The characteristics of dangerous rock points and their descriptions are shown in Table 2.

Figure 2: Plane distribution of dangerous rock mass.

(a)

(b)

(c)

(d)

(e)

(f)

Figure 3: Field map of the investigated dangerous rock mass: (a) W1, (b) W2, (c) W3, (d) W4, (e) W5, and (f) W6, respectively.

Table 1: Main joint developed in the dangerous rock mass.

Joint
Attitude
Frequency (bar/m)
Strike extension length (m)
Tendency extension length (m)

Dangerous rock mass
Code
Dip
Dip angle

W1
J1
N45°E
89°
1/4∼5
18∼20
5∼6

J2
S80°E
86°
1/18∼20
4∼5
15∼20

W2
J1
N80°E
89°
1/8∼10
10
10∼14

J2
S10°E
71°
1/23
8
20∼23

W3
J1
N45°E
80°
1/7∼8
20
20∼25

J2
S70°E
85°
1/10
7∼8
15∼20

W4
J1
N50°E
87°
1/5∼8
5∼8
10∼15

J2
S80°E
86°
3/20
6∼8
14∼16

W5
J1
N35°E
83°
1/6∼8
20∼25
18∼20

J2
S35°E
72°
1/20∼25
6∼8
10∼15

W6
J1
N70°E
74°
1/5∼6
8∼10
10∼15

J2
N10°W
56°
3∼30
6∼8
14∼16

Table 2: Characteristics of dangerous rock spots and economic losses caused by disasters.

Category
Destruction mode
Volume (m³)
Stable state
Threat object
Economic loss

W1
Falling
654
Under stable
People, houses, highways, engineering facilities
Located above the concentration of residential houses, it seriously threatens the safety of life and property, and the economic loss caused by instability is huge

W2
Toppling
4323
Basically stable
People, houses, highways, engineering facilities
Located above the concentration of residential houses, it seriously threatens the safety of life and property, and the economic loss caused by instability is huge

W3
Falling
280
Unstable
People, houses, highways, engineering facilities
Located above the concentration of residential houses, it seriously threatens the safety of life and property, and the economic loss caused by instability is huge

W4
Falling
2448
Understable
People, houses, highways, engineering facilities
There are fewer houses under the dangerous rock mass, and the economic loss caused by instability is greater

W5
Toppling
3312
Understable
Houses, cultivated field, roads
The dangerous rock mass is far away from the house, and the economic loss caused by instability is not large

W6
Falling
2550
Unstable
Cultivated field, road
The economic loss caused is not big

3. Trajectory Analysis of Collapse Failure of Dangerous Rock Mass

3.1. Theoretical

The analysis methods of the falling path of dangerous rock can be basically classified into four categories: field test, empirical discrimination, theoretical calculation, and numerical simulation. The falling rock is simplified as a sphere or particle, and here falling rock is simplified as a sphere in the theoretical calculation [26]. The results show that only when the slope is less than a certain critical value (about 12°) with the increase in slope, it can be shown as sliding, rolling, jumping, and free cave, and part or all of it can be accumulated at the foot of slope or valley [27]. When the slope of the avalanche is between 12° and 45°, it will roll; when the slope is between 45° and 76°, it will roll and jump; and if the slope is greater than 76°, the avalanche will perform a free-fall motion. The falling angle is shown in Figure 4(a).

(a)

(b)

Figure 4: (a) Schematic diagram of the collapse and destruction movement of dangerous rocks. (b) The trajectory of dangerous rock collapse.

Different types of dangerous rock blocks are unstable, and their collapse motion characteristics are different. The toppling dangerous rock mass is disintegrated at the foot of the cliff as the contact point and rolls down along the lower slope of 25° ∼ 40°, and the initial rolling velocity is small. The instability of falling dangerous rock mass all starts to fall from the upper or top of the cliff at about 80°, mainly due to the rotational fall of massive dangerous rock mass, rolls, and jumps on the lower slope at a high initial velocity until it stops. Through the investigation of the collapse block, the collapse distance of the dangerous rock in the exploration area is restricted by the terrain, and the shape of the block is similar to the dangerous rock block in the cliff zone.

Prediction and analysis of the movement distance of dangerous rock mass: as shown in Figure 4(b), when the falling rock falls on the slope surface for the first time, the energy changes due to collision, and part of the energy is consumed in the collision process.

According to the law of conservation of kinetic energy,

where is the acceleration of gravity, h is the height of the object from the reference plane, m is the mass of the object, and V is the velocity of the object.

According to the above equation, the velocity V before the falling rock collision can be calculated. Vn (normal velocity) and Vt (tangential velocity) after the collision can be calculated by the following formula:

where Vt is the subvelocity of V perpendicular to the slope (m/s), Vn is the subvelocity of V parallel to the slope (m/s), β (°) is the angle between Vt and V, and its value can be obtained according to the terrain contour.

3.2. Analysis of the Motion Trajectory of Dangerous Rock Mass

The terrain in the survey area has a steep slope and hard rock. After the collapse of the dangerous rock mass, except along the joint surface and bedding plane, most of the rock blocks are maintained well, forming rock blocks of different sizes, and the rock blocks will jump and roll along the hillside when they are unstable, which has strong impact damage ability, with the schematic diagram of collapse damage movement of dangerous rock mass (Figure 4(b)), it can be seen that after the collapse of dangerous rock mass, movement way of the rock mass is mainly rollingand jumping down. Taking the geological section of dangerous rock mass W1 as an example, as shown in Figure 5, the normal collision between falling rock and a loose layer of the slope between the 4 and 3 section of the W1 dangerous falling rock path can be considered as the core plastic collision, so Vn = 0. In the tangential collision, the loss rate is 10%.

Figure 5: Geological section of dangerous rock mass W1.

The kinetic energy of the first impact of the falling rock on the slope and its continuous motion is . The continuous movement towards falling rock on the slope is a comprehensive form of rolling and sliding, and for the convenience of calculation, it can be simplified to the comprehensive friction motion along the slope. According to the principle of function, the potential energy change of the falling rock is equal to the kinetic energy change and the work done to overcome friction:

where Vi is the velocity of falling rock at any position on the slope surface (m/s), ai is the average slope (°) of each straight line section, Δhi is the vertical height of the slope of each straight line segment (m), Φr is the comprehensive friction angle between the falling rock and the slope (°), and Li is the length of each slope (m).

3.3. Calculation of Movement Distance

Since the cliff slope where the dangerous rock mass is located is greater than 76°, it can be considered that the dangerous rock is in free-fall motion during the fall. According to the law of conservation of kinetic energy, all the potential energy of the dangerous rock mass is converted into kinetic energy immediately before the collision with the next slope section (without considering the air resistance). The maximum horizontal movement distance to the dangerous rock mass can be calculated by the above formula. The calculation results are shown in Table 3.

Table 3: Maximum horizontal movement distance of dangerous rock mass.

Dangerous rock mass number
Destruction mode
Horizontal movement distance X (m)

W1
Falling
52.91

W3
57.99

W4
84.85

W6
52.49

W2
Toppling
61.25

W5
66.61

3.4. Bouncing Calculation

In this article, we only calculated the bounce height of W1, W2, W3, and W4, and the formula used is as follows.

Reflection speed after hitting the platform:

The maximum height of the first bounce of the rock hmax:

Total height of rock jumping:

where λ is the coefficient of friction when hitting the platform, VR is the velocity after hitting the platform, γ is the reflection angle after hitting the platform, and hs is the safe value of jump height (generally 0.5 ∼ 1.0). The calculation results are shown in Table 4.

Table 4: Calculation results of the jumping height of dangerous rock mass.

Serial number
Jump safety value hs (m)
Jumping height hmax (m)
Total high jump h (m)

W1
1
8.964
9.964

W2
1
2.697
3.697

W3
1
7.133
8.133

W4
1
17.930
18.930

4. The Numerical Simulation Verification Based on RocFall

4.1. RocFall Software Introduction

RocFall is statistical analysis software used to evaluate the risk of falling rocks on steep slopes. It stimulates the movement path, energy distribution, and bounce height changes of falling rocks on the slope by inputting basic parameters related to the slope and falling rocks. This software regards falling rocks as rigid mass points and the slope surface as isotropic plastic bodies, ignoring air resistance. The main parameters include the normal recovery coefficient, tangential recovery coefficient, dynamic friction coefficient, and the weight of the falling rock [28, 29]. The slope restitution coefficient range used in the numerical simulation is shown in Table 5.

Table 5: Range of restitution coefficient (according to Chen et al. [27]).

Slope characteristics
Rn (normal recovery coefficient)
Rt (tangential recovery coefficient)

Smooth hard rock surface, paved concrete surface
0.25∼0.75
0.88∼0.98

Soft rock face, strong weathered hard rock face
0.15∼0.37
0.78∼0.95

Rock pile slope
0.15∼0.37
0.75∼0.95

Rubble dense, hard surface slope, the vegetation growth, to shrub
0.12∼0.33
0.30∼0.95

Dense gravel pile, hard soil slope, no or little vegetation development
0.12∼0.32
0.65∼0.95

Loose gravel piles, soft soil slopes, well-developed vegetation, mainly shrubs
0.10∼0.25
0.30∼0.80

Soft soil slope, no or little vegetation development
0.10∼0.30
0.50∼0.80

Dangerous rock mass located on a high slope has a lot of potential energy; according to the law of potential energy, the heavier the dangerous rock mass, the greater the potential energy. If they are unable to maintain their stability due to some reasons like external forces, or due to weathering, earthquakes, these dangerous rock masses will lose their stability and fall from the mountain [30].

In the process of falling dangerous rock mass, according to the law of conservation of kinetic energy, the huge potential energy of dangerous rock mass itself will be transformed into the kinetic energy of movement of dangerous rock mass [31]. The falling rock will collide with the slope body and consume part of the kinetic energy, because the normal recovery coefficient, tangential recovery coefficient, and inclination angle are different on different slopes [32].

When the rock falls to the bottom of the cliff, it collides with the gentle slope. After several jumps, most of the kinetic energy is consumed, and the rock begins to roll and slide into the gentle slope. Finally, with the kinetic energy under the action of the friction force of the gentle slope, the kinetic energy of the rock is consumed and the rock finally stops moving. Due to the difference in slope, friction coefficient and weight of falling rocks, the movement trajectory of falling rocks is also different, but in this process, the law of conservation of kinetic energy is still observed [33].

Numerical simulation software RocFall can directly analyze the trajectory of falling rock, which divides the trajectory of falling rock into two processes: parabolic motion in the air and impact motion between falling rock and ground [34].

The equation of parabolic motion:

where X₁, Y₁ represent the starting point coordinate of the straight line segment (m), is the acceleration of gravity (m/s²), and VX0, VY0 are the fall velocity of rock (m/s), generally taking 0.

Impact time equation:

where , , .

4.2. Numerical Simulation of the Motion Trajectory of the Falling Rock

When using RocFall software, we should first clarify the location, initial speed, and mass of the falling rock. Secondly, the two-dimensional model of the slope should be drawn according to a certain scale.

4.2.1. Determine the Initial State of the Falling Rock

In this simulation, without considering the influence of random factors, it is considered that when the rock mass leaves the ground, it is a free-fall motion with an initial velocity of zero. Regardless of the shape and size of the rock, treat it as a mass point.

4.2.2. Determine the Mechanical Parameters of the Slope

The rock will be affected by the slope friction during the falling process. During this process, the speed attenuation depends on parameters such as Rn (normal recovery coefficient) and Rt (tangential recovery coefficient). Table 6 lists the reference values of Rn and Rt for different geological slopes.

Table 6: Reference values of different geological slope sections [35, 36].

Slope section of lithology
Rn
Rt
Coefficient of rolling friction

The bedrock is exposed, the strong weathering sandstone, the rock quality is hard
0.53
0.99
0.4

The bedrock is exposed and strongly weathered mudstone
0.3
0.86
0.48

Weeds and shrubs covered by dense gravel piles, hard soil slope
0.25
0.84
0.58

Gravel soil and blocks of stone piled up
0.28
0.85
0.4

Loose gravel slope, soft soil slope
0.2
0.61
0.54

4.3. Simulation Calculation of the Falling Rock Trajectory

On the slope section where the dangerous rock is unstable, it is assumed that the near-spherical falling rock of the dangerous rock mass starts to move, and it moves in a combination of rolling, collision, bounce, and air flight.

Usually, the falling rock first falls freely, dumps and falls, then collides and rebounds or rolls down along the slope, rolls to the edge of the cliff, enters the next level of cliff, and continues to roll down until it stops or does projectile motion, or flies in the air, does projectile movement, and then collides again. Repeat this until it stops.

The independent motion simulations of 60 groups of single rolling rocks are performed randomly and the results are statistically analyzed to determine the most dangerous rolling rocks stagnation zone and maximum bouncing height. Through this numerical simulation, the results we want to obtain are the following items: the motion trajectory diagram of dangerous rock mass displayed in Figure 6. The bounce height envelope diagram of the dangerous rock mass is shown in Figure 7. The horizontal location of rock end-points is shown in Figure 8.

(a)

(b)

(c)

(d)

Figure 6: Motion trajectory diagram of the dangerous rock mass. (a) Motion trajectory diagram of W1. (b) Motion trajectory diagram of W2. (c) Motion trajectory diagram of W3. (d) Motion trajectory diagram of W4.

Figure 7: Bounce height envelope diagram of the dangerous rock mass.

(a)

(b)

(c)

(d)

Figure 8: Horizontal location of rock end-points. (a) Rockfall distribution of W1. (b) Rockfall distribution of W2. (c) Rockfall distribution of W3. (d) Rockfall distribution of W4.

The figure lists the parameters of each slope, the X coordinate represents the relative horizontal distance between the falling rock and the instability point B.

W1 falls freely from point B, most of the falling rocks hit section D-E, and they begin to roll and fall into section F-G and continue to bounce. Eventually, they stop at X = 53.93 m. W2 falls freely from point B, it begins to roll at section C-E, then falls into section F-G, and continues to bounce. Eventually, it stops at X = 65.33 m. W3 falls freely from point B, after the jumping movement of section C-D, it will fall into section D-F and begins to roll, and then it falls into section G-H. Finally, it stops at X = 57.03 m. W4 falls freely from point B, rolls along section C-E, then falls into section F-G, and finally stops at X = 86.27 m.

It can be seen that the shape of the slope is an important factor that affects the trajectory of falling rock. When the slope remains the same and the height increases, the potential energy of the rock is greater. After being converted into kinetic energy, the speed also increases. Its horizontal movement distance will be farther. In addition, due to the existence of the platform, the falling rock with a certain speed produces a greater bounce height.

As shown in Figure 7, the maximum bounce height of W1 is 9.68 m, and the horizontal movement distance at this time is 19.13 m, which is located in section F-G. The maximum bounce height of W2 is 3.71 m, and the horizontal movement distance at this time is 20.59 m, which is located in section F-G. The maximum bounce height of W3 is 8.13 m, and the horizontal movement distance at this time is 34.22 m, which is located in section G-H. The maximum bounce height of W4 is 18.86 m, and the horizontal movement distance at this time is 62.18 m, which is located in section F-G.

As shown in Figure 8, the farthest horizontal movement distance from W1 dangerous rock masses is 53.93 m, and the falling rocks are mainly distributed at coordinates 37.5∼48 m. The farthest horizontal movement distance of W2 dangerous rock masses is 65.33 m, and the falling rocks are mainly distributed at coordinates 41.3∼63.8 m. The farthest horizontal distance of W3 dangerous rock masses is 57.84 m, and the falling rocks are mainly distributed at coordinates 44.8∼58.8 m. The farthest horizontal distance of W4 dangerous rock masses is 86.27 m, and the falling rocks are mainly distributed at coordinates 70.1∼81.3 m.

4.4. Analysis of Calculation Results

Comparing the calculation result with the RocFall software simulation result, it is found that the two results are relatively close. It can be seen from Table 7 that the results of calculating the trajectory of the dangerous rock mass by the two methods are not much different, indicating that the RocFall simulation can be used as a reference from the prediction of the trajectory of the dangerous rock mass.

Table 7: Comparison of results of two calculation methods of motion trajectory.

Serial number
Calculation method

The formula to calculate
RocFall simulation

Horizontal distance X (m)
Maximum bounce height of falling rocks H (m)
Horizontal distance X (m)
Maximum bounce height of falling rocks H (m)

W1
52.91
9.96
53.93
9.682

W2
61.25
3.70
65.33
3.714

W3
57.99
8.13
57.03
8.135

W4
84.85
18.93
86.27
18.863

5. Risk Evaluation of Dangerous Rock Mass

Pu’erdu Town was built close to the mountain. The instability of dangerous rock is a great threat to the safety of people or property. According to geological survey data, the total volume of collapsed and dangerous cliffs in the study area is 893,300 m³. The threats are mainly residents, streets, bridges, and so forth. Once the dangerous rocks become collapse, they will seriously threaten the lives of 2,685 people below and cause economic damage. The loss was as high as 120 million RMB Yuan. At present, the cliff rock is basically in an unstable state. Therefore, it is necessary to evaluate the instability risk of dangerous rock mass and provide data support for disaster prevention and mitigation in the study area. In this paper, risk assessment of dangerous rock mass of high slope is carried out from two aspects of risk and vulnerability.

5.1. Risk Assessment of Dangerous Rock Mass

According to the scale and stability of dangerous rock masses, the risk levels are classified, which is the semiquantitative method. The risk of dangerous rock mass is classified according to technical requirements for geological hazard evaluation of construction land, as shown in Table 8.

Table 8: Hazard source level of the dangerous rock mass.

Steady state
Large scale
Medium scale
Small scale

(≥100 m³)
(10∼100 m³)
(<10 m³)

Basically stable
III
III
III

Less stable
II
II
III

Unstable
I
I
I

When categorizing the risk of dangerous rock masses, it is necessary to make a comprehensive judgment based on factors such as its scale, stability, instability failure type, and topography. The danger grade in dangerous rock mass in the study area is divided, and the results are as follows: I level dangerous rock mass: W3, W6; II level dangerous rock mass: W1, W4, W5; III level dangerous rock mass: W2.

5.2. Vulnerability Evaluation of Dangerous Rock Mass

Analyzing the damage degree of hazard-bearing bodies after the collapse of rock is the vulnerability evaluation of dangerous rock mass, which is an indispensable factor to study the instability risk of the dangerous rock mass. The vulnerability evaluation is mainly to count the types, quantity, and loss value of the hazard-bearing bodies within the range of collapse threat of dangerous rock mass. The unstable dangerous rock mass may produce many different disasters bearing bodies, especially near the market town. In this paper, different hazard-bearing bodies were classified into the following four categories for statistics, as shown in Table 9.

Table 9: Type of disaster-bearing body.

Serial number
Type
Possible damage

1
People
Injuries, deaths

2
Arable land
Destroyed, buried

3
Housing, engineering facilities
Collapse, cracking

4
Highway
Damaged

The paper divides the severity of the losses suffered by the above four types of disaster-bearing bodies into three levels: mild, moderate, and severe. The degree of injury received by people is expressed as a minor injury, severe injury, and death. Combining the historical damage caused by the collapse of dangerous rock masses and the disaster resistance capacity of the disaster-bearing bodies of the study area, the vulnerability is classified into 3 levels in total. Aiming to quantitatively analyze the vulnerability of hazard-bearing bodies of the study area, a dimensionless assignment was made to the levels. The results are shown in Table 10.

Table 10: Vulnerability grade of disaster-bearing body.

Level
Grade
Consequences
Score

I
Severe
A small number of people died or a large number of people were seriously injured, and the damage to property was huge
3

II
Moderate
A small number of serious injuries or more minor injuries, resulting in partial property damage
2

III
Mild
There were no or a few minor injuries and little property damage
1

According to the plan of the study area, the vulnerability evaluation of dangerous rock mass disaster in the study area is carried out, and the results are as follows: I level vulnerability: W1, W2, W3; II level vulnerability: W4; III level vulnerability: W5, W6.

5.3. Instability Risk Estimation of Dangerous Rock Mass

As the United Nations' definitions and formulas for geological hazard risk evaluation [37] to assess the risk of dangerous rock masses, the formula is as follows:

where R is the risk index of dangerous rock mass, H is the hazard score of the dangerous rock mass, and V is the vulnerability score of the dangerous rock mass. After determining the two major factors of hazard and vulnerability of dangerous rock mass, a matrix is formed to evaluate the risk of dangerous rock mass with the hazard as the column and the vulnerability as the row. Among them, each value of the matrix is the risk index of dangerous rock mass disaster. Table 11 is the evaluation level of instability risk of the dangerous rock mass.

Table 11: Failure risk evaluation matrix of dangerous rock mass.

Score
Serious vulnerability
Moderate vulnerability
Slight vulnerability

Small risk
3
2
1

Medium risk
6
4
2

High risk
9
6
3

According to the calculation results, the instability risk of dangerous rock mass is classified according to Table 12.

Table 12: Risk grade of dangerous rock mass.

Serial number
Risk level
Risk index

I
High
6 ≤ Ri ≤ 9

II
Medium
3 ≤ Ri < 6

III
Low
1 ≤ Ri < 3

According to the risk classification and vulnerability classification of dangerous rock mass in the study area, the risk grade classification of rock was carried out, and the results are shown in Table 13.

Table 13: Risk grade of dangerous rock mass.

Dangerous rock number
Hazard score
Vulnerability score
Risk index
Risk classification

W1
2
3
6
High

W2
1
3
3
Medium

W3
3
3
9
High

W4
2
2
4
Medium

W5
2
1
2
Low

W6
3
1
3
Medium

6. Conclusion

Based on the study of the stability of the dangerous rock mass in the treatment area, this paper predicts the movement trajectory of rock after the collapse. Based on the RocFall simulation verification, the risk evaluation of dangerous rock masses is carried out, and the following conclusions are drawn:

(1)Through the comparison of formula calculation and numerical simulation analysis, the furthest horizontal movement distance, bounce height, and main distribution range of falling rocks can be determined, and RocFall software has a good effect on the prediction of falling rocks trajectory.(2)Through dimensionless assignment and risk assessment matrix, W1 and W3 can be determined as high-risk dangerous rock mass, W2, W4, and W6 are medium-risk rocks, W5 is the low-risk rock mass. It is suggested that a reasonable and scientific engineering treatment scheme should be put forward in combination with the collapse trajectory and risk assessment results of dangerous rock mass, to eliminate the hidden danger of dangerous rock mass in the high slope of the treatment area as soon as possible.(3)The trajectory calculated by the calculation formula is more accurate and the calculation results are more reliable. However, the calculation process is more complex and requires more process geological parameters to be prepared for the early stage, which consumes a lot of manpower and material resources and leads to high cost. At the same time, simulation by Rockfall software is convenient as fewer parameters are needed.

With the current study, the calculation method of collapse motion trajectory of dangerous rock mass and risk evaluation theory are not perfect for the prevention and control of geological disasters. The calculation method used in this article is just an attempt. And the effectiveness still needs to be verified and improved by generations of engineers and technicians in future engineering examples.

Data Availability

The data used to support the findings of this study are included within the article.

Conflicts of Interest

The authors declare that there are no conflicts of interest regarding the publication of this paper.

Acknowledgments

This study was sponsored by the Kunming Prospecting Design Institute of China Nonferrous Metal Industry Co., Ltd. (Risk Assessment Method of Dangerous Rock High Slope in Northeast Yunnan Based on Engineering Geological Evolution) and the Talent Development Program of Kunming University of Science and Technology (no. KKSY201767034).

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