Rockfall impact load calculation method, electronic device and system thereof

Abstract

The application discloses a rockfall impact load calculation method, electronic equipment and system, relates to the rockfall prevention technical field, and can accurately obtain the impact load of rockfall on a shed tunnel, thereby providing a reference for the structural design of the shed tunnel.The calculation method comprises the following steps: obtaining topographic and geomorphic data, and identifying the rockfall position; obtaining relevant parameters of the rockfall and the top backfill layer that affect the falling impact load; according to the relevant parameters, the rockfall impact load equation under an ideal state is brought in to obtain the rockfall impact load under the ideal state; and according to the relevant parameters, the influence coefficient of the actual working condition relative to the ideal state is valued; and according to the rockfall impact load under the ideal state and the influence coefficient, the rockfall impact load under the actual working condition is obtained.The application can accurately obtain the impact load of rockfall on a shed tunnel, thereby providing a reference for the structural design of the shed tunnel, and ensuring the safety of the shed tunnel design.

Description

Technical Field

[0001] This invention relates to the field of rockfall prevention technology, specifically to a method for calculating rockfall impact load, its electronic equipment, and its system. Background Technology

[0002] The western mountainous region has a highly undulating terrain with strong river erosion, characterized by large relative elevation differences, steep slopes, and deep valleys. Under the influence of various external forces such as earthquakes, torrential rains, and natural weathering, landslides and rockfalls have become major hazards to mountain roads.

[0003] Currently, reinforced concrete shelters remain the primary means of protecting against falling rocks. In designing these shelters, it's crucial to pre-assess the impact load of falling rocks based on site conditions, and then adjust the structural strength accordingly. However, current methods for calculating falling rock impact loads show orders of magnitude difference compared to actual field test data. The calculated results are relatively small and highly discrete, failing to provide accurate reference for shelter design and potentially impacting the structural safety of the shelters. Summary of the Invention

[0004] The technical problem to be solved by the present invention is to provide a method for calculating the impact load of falling rocks, which can obtain the impact load of falling rocks on the tunnel relatively accurately, and thus provide a reference for the structural design of the tunnel.

[0005] This invention is achieved through the following technical solution:

[0006] First aspect:

[0007] This invention provides a method for calculating rockfall impact load, including the following steps:

[0008] Obtain topographic data of the rockfall risk area, identify the location of the rockfall based on the topographic data, and determine the location of the shelter.

[0009] Obtain the parameters of falling rocks that affect the impact load of falling rocks;

[0010] Set the parameters of the top backfill layer that affect the falling impact load;

[0011] Construct an ideal rockfall impact load equation, and obtain the ideal rockfall impact load by substituting the rockfall parameters and the top backfill layer parameters into the ideal rockfall impact load equation.

[0012] The influence coefficients of the actual working conditions relative to the ideal state are determined based on the parameters of the falling rocks and the parameters of the top backfill layer.

[0013] Based on the ideal rockfall impact load and influence coefficient, the actual rockfall impact load is obtained.

[0014] Optionally, the rockfall parameters include rockfall shape, rockfall mass M, and rockfall height h.

[0015] Further optionally, the parameters of the top backfill layer include the top backfill layer thickness h, the top backfill layer elastic modulus E, and the top backfill layer Poisson's ratio μ.

[0016] Further optionally, the influence coefficients include the rockfall action surface shape coefficient α, the structural dynamic amplification coefficient ζ, and the soil thickness influence amplification coefficient η.

[0017] Further optionally, the method for determining the shape coefficient α of the rockfall action surface includes:

[0018] Based on the shape of the falling rocks, the shape of the impact surface on the top backfill layer is obtained;

[0019] Based on the shape of the impact surface, the shape coefficient α of the rockfall impact surface is assigned a value; where...

[0020] When the surface of action is circular, α = 1;

[0021] When the surface of action is square, α = 1.06;

[0022] When the surface of action is a circular curved surface, α = 0.71.

[0023] Further optionally, the method for determining the amplification factor η of the soil thickness influence includes:

[0024] Based on the shape of the working surface, obtain the radius r of the inscribed circle of the working surface shape;

[0025] The amplification factor η for the influence of soil thickness is determined based on the ratio h / r of the falling rock height h and the radius r of the inscribed circle. Here, h / r is negatively correlated with η.

[0026] When h / r = 0.5, η = 1.87;

[0027] When h / r = 1, η = 1.39;

[0028] When h / r = 1.5, η = 1.22;

[0029] When h / r = 2, η = 1.14;

[0030] When h / r = 3, η = 1.06;

[0031] When h / r = 4, η = 1.02;

[0032] When h / r≥5, η=1.

[0033] Further optionally, the method for determining the structural dynamic amplification factor ζ includes:

[0034] The structural dynamic amplification factor ζ is determined based on the thickness h of the top backfill layer and the radius r of the inscribed circle. The value of ζ ranges from 1.2 to 1.7, and r is positively correlated with ζ while h is negatively correlated with ζ.

[0035] Further, optionally, the equation for the ideal rockfall impact load is:

[0036]

[0037] In the formula: E J The impact energy of the falling rock (kJ), wherein, the E J =Mgh;

[0038] The actual rockfall impact load under working conditions is:

[0039] F max =αζηF.

[0040] Second aspect

[0041] This invention relates to an electronic device, including a processor, a network interface, and a memory, wherein the processor, the network interface, and the memory are interconnected, wherein the memory is used to store a computer program, the computer program including program instructions, and the processor is configured to call the program instructions to execute a rockfall impact load calculation method as described above.

[0042] Third aspect

[0043] A rockfall impact load calculation system includes a data acquisition module and an electronic device as described above;

[0044] The data acquisition module includes a data collection module and a data input module. The data collection module is used to collect and send topographic data of the rockfall risk area to the electronic device. The data input module is used to input and send the parameters of the top backfill layer that affect the falling impact load to the electronic device.

[0045] The present invention has the following advantages and beneficial effects:

[0046] This invention provides a method for calculating rockfall impact load. First, it pre-defines an ideal rockfall impact process and calculates the impact load under this process, thereby obtaining the ideal rockfall impact load. Simultaneously, based on the difference between actual working conditions and the ideal situation, other factors affecting the rockfall impact load are incorporated into the consideration. Several corresponding influence coefficients are obtained based on experience and calculations. These influence coefficients are then used to adjust the actual impact load under the ideal condition, making it more suitable for the actual rockfall impact load under working conditions. Therefore, this application can obtain the impact load generated by falling rocks on sheds more accurately, thus providing a reference for the structural design of sheds and ensuring the safety of shed design. Attached Figure Description

[0047] The accompanying drawings, which are included to provide a further understanding of embodiments of the invention and form part of this application, do not constitute a limitation thereof. In the drawings:

[0048] Figure 1 This is a schematic diagram of the impact of falling rocks under ideal conditions in Embodiment 1 of the present invention;

[0049] Figure 2 This is a schematic diagram of rockfall impact under actual working conditions in Embodiment 1 of the present invention;

[0050] Figure 3 This is a comparison chart of the calculation results under actual working conditions in Embodiment 1 of the present invention and the calculation results of some representative rockfall impact load calculation formulas;

[0051] Figure 4 This is a schematic diagram of the steps in Embodiment 1 of the present invention;

[0052] Figure 5 This is a system block diagram of the system in Embodiment 1 of the present invention;

[0053] Figure 6 This is a comparison chart of the results of Example 1 in Embodiment 1 of the present invention;

[0054] Figure 7 This is a comparison chart of the results of Example 2 in Embodiment 1 of the present invention;

[0055] Figure 8 This is a comparison chart of the results of Example 3 in Embodiment 1 of the present invention. Detailed Implementation

[0056] To make the objectives, technical solutions, and advantages of the present invention clearer, the present invention will be further described in detail below with reference to the embodiments and accompanying drawings. The illustrative embodiments and descriptions of the present invention are only used to explain the present invention and are not intended to limit the present invention.

[0057] In the following description, numerous specific details are set forth in order to provide a thorough understanding of the invention. However, it will be apparent to those skilled in the art that these specific details are not necessary to practice the invention. In other embodiments, well-known structures, circuits, materials, or methods have not been specifically described in order to avoid obscuring the invention.

[0058] Throughout this specification, references to "an embodiment," "an example," or "an example" mean that a particular feature, structure, or characteristic described in connection with that embodiment or example is included in at least one embodiment of the invention. Therefore, the phrases "an embodiment," "an example," "an example," or "an example" appearing in various places throughout the specification do not necessarily refer to the same embodiment or example. Furthermore, specific features, structures, or characteristics can be combined in one or more embodiments or examples in any suitable combination and / or sub-combination. Moreover, those skilled in the art will understand that the illustrations provided herein are for illustrative purposes and are not necessarily drawn to scale. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0059] In the description of this invention, the terms "front", "rear", "left", "right", "up", "down", "vertical", "horizontal", "high", "low", "inner", and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limiting the scope of protection of this invention.

[0060] Example 1:

[0061] This invention provides a method for calculating rockfall impact load, such as... Figure 4 As shown, the steps include:

[0062] S1. Obtain topographic data of the rockfall risk area, identify the location of the rockfall based on the topographic data, and determine the location of the shelter.

[0063] S2. Obtain the parameters of falling rocks that affect the impact load of falling rocks;

[0064] S3. Set the parameters of the top backfill layer that affect the falling impact load;

[0065] S4. Construct the ideal rockfall impact load equation. Substitute the rockfall parameters and the top backfill layer parameters into the ideal rockfall impact load equation to obtain the ideal rockfall impact load.

[0066] S5. Based on the rockfall parameters and the top backfill layer parameters, the influence coefficient of the actual working conditions relative to the ideal state is determined.

[0067] S6. Based on the ideal rockfall impact load and influence coefficient, obtain the actual rockfall impact load under the working conditions.

[0068] The ideal state is as follows Figure 1 As shown, the falling rock is cylindrical in shape, and the top backfill layer is a homogeneous elastic semi-infinite soil. When the falling rock impacts the top backfill layer, one end face of the falling rock is horizontal and in contact with the top backfill layer. Deformation and disintegration of the falling rock are not considered during the impact process.

[0069] The impact of falling rocks on a tunnel is a complex dynamic process. To prevent the tunnel structure from being directly impacted by falling rocks, a certain thickness of soil or other materials is usually backfilled on top of the tunnel as a buffer layer to reduce the impact load on the structure and enhance its impact resistance. At this time, the impact process involves the interaction between the falling rocks and the buffer layer, the interaction between the buffer layer and the structure, as well as the deformation of the buffer layer and the deformation of the structure itself.

[0070] In the specific calculations, to obtain a more accurate rockfall impact load, an ideal rockfall impact process is first preset, and the rockfall impact load under this process is calculated to obtain the ideal rockfall impact load. Simultaneously, based on the difference between the actual working conditions and the ideal condition, other factors affecting the rockfall impact load are also considered. These factors are often related to the parameters of the rockfall and the parameters of the top backfill layer. Therefore, several corresponding influence coefficients can be obtained based on experience and calculation using the rockfall parameters and the top backfill layer parameters. These influence coefficients are then used to adjust the actual impact load under the ideal condition to better adapt it to the actual rockfall impact load under working conditions. Thus, this application can obtain the impact load generated by falling rocks on the tunnel relatively accurately, thereby providing a reference for the structural design of the tunnel and ensuring the safety of the tunnel design.

[0071] The parameters of the falling rocks include the shape of the falling rocks, the mass of the falling rocks M, and the falling height h; and the parameters of the top backfill layer include the thickness of the top backfill layer h, the elastic modulus of the top backfill layer E, and the Poisson's ratio of the top backfill layer μ.

[0072] Furthermore, the equation for the ideal rockfall impact load is:

[0073]

[0074] Where E J The impact energy of the falling rock (kJ), wherein, the E J =Mgh.

[0075] The impact force of falling rocks was obtained using three-dimensional finite element method (3D finite element method) to verify the reliability of the calculation results of the rockfall impact load equation under ideal conditions. In this verification process, the 3D finite element method calculation is referred to as numerical calculation, and the calculation of the rockfall impact load equation under ideal conditions is referred to as theoretical analysis.

[0076] For numerical calculations, specifically, the large-scale general-purpose finite element software ABAQUS was used to establish a finite element model of a semi-infinite soil mass impacted by falling rocks. The falling rocks were modeled as elastic, and their failure during the impact process was not considered. The soil mass was modeled using a Mohr-Coulomb constitutive model, and the backfill soil was gravelly soil. The cohesion was taken as c = 10 MPa, and the internal friction angle was... Poisson's ratio μ = 0.3.

[0077] To more comprehensively verify the accuracy of the theoretical calculation formula, different examples were set up for verification based on different soil elastic moduli, different rockfall impact energies, and different rockfall sizes.

[0078] Example 1: When a cylindrical rock with a diameter d = 1m and a height of 1m falls, the impact energy E J When the elastic modulus is 2000 kJ, a comparison diagram of numerical calculation and theoretical analysis is obtained for different soil elastic moduli E, as shown in the figure. Figure 6 As shown, it can be seen that the theoretical analytical value and the numerical calculation value have the same trend of change, and the theoretical analytical value is greater than the numerical calculation value, with a ratio of 1.33 to 1.41.

[0079] Example 2: When a cylindrical rock with a diameter d = 2m and a height of 2m falls, the impact energy E J When the elastic modulus is 2000 kJ, a comparison diagram of numerical calculation and theoretical analysis is obtained for different soil elastic moduli E, as shown in the figure. Figure 7 As shown, it can be seen that the theoretical analytical value and the numerical calculation value have the same trend of change, and the theoretical analytical value is about 1.29 to 1.40 times that of the numerical calculation result;

[0080] Based on Examples 1 and 2, it can be shown that when a columnar rockfall impacts an infinite soil mass, the theoretical analysis and numerical calculations show relatively stable patterns. The theoretical analysis values ​​are 30% to 40% larger than the numerical calculation values. The theoretical analysis (i.e., the rockfall impact load equation under ideal conditions) can basically reflect the trend and magnitude of the actual rockfall impact force.

[0081] Example 3: When a cylindrical rockfall with a diameter d = 1m and a height of 1m occurs, and the soil elastic modulus E = 6.25MPa, a comparative diagram of numerical calculations and theoretical analyses is obtained for different rockfall impact energies EJ, as shown below. Figure 8As shown, it can be seen that the theoretical analytical value and the numerical calculation value have the same trend of change, with the theoretical analytical value being approximately 1.24 to 1.36 times that of the numerical calculation result.

[0082] Example 4: A 1m cylindrical rockfall is used. The rockfall height is set to 1m, 2m and 3m respectively, and the rockfall impact energy is set to 1000kJ and 2000kJ respectively. The soil elastic modulus is set to 6.25MPa and 20MPa respectively. The corresponding theoretical analysis and numerical calculation of the rockfall impact force are shown in Table 1.

[0083] Table 1 Impact force under different rockfall conditions

[0084]

[0085] According to theoretical analysis, when the soil elastic modulus, the impact area of ​​the falling rock, and the impact energy are all the same, the impact force of the falling rock does not change with the weight of the falling rock. Numerical calculations show that when the soil elastic modulus is 6.25 MPa and the impact energy is 1000 kJ, the difference in impact force for different rock weights is approximately 14%; when the impact energy is 2000 kJ, the difference is approximately 12.9%; and when the soil elastic modulus is 20 MPa, the difference is approximately 6%. These small differences in the numerical calculation results basically reflect the correctness of the theoretical analysis.

[0086] A comparison of theoretical and numerical calculation values ​​of impact loads under different backfill elastic moduli, different rockfall impact energies, and different rockfall weights shows that the theoretical analytical values ​​are in good agreement with the numerical calculation values ​​under various working conditions, and the theoretical analytical values ​​are 20% to 50% larger than the numerical calculation values. Numerical calculation verification shows that the theoretical analytical values ​​(i.e., the rockfall impact load equation under ideal conditions) are basically reasonable for calculating rockfall impact loads.

[0087] Further optionally, the influence coefficients include the rockfall action surface shape coefficient α, the structural dynamic amplification coefficient ζ, and the soil thickness influence amplification coefficient η.

[0088] The method for determining the shape coefficient α of the rockfall action surface includes:

[0089] S511. Based on the shape of the falling rock, obtain the shape of the impact surface of the falling rock on the top backfill layer;

[0090] S512. The shape coefficient α of the rockfall action surface is determined based on the shape of the action surface; wherein...

[0091] When the surface of action is circular, α = 1;

[0092] When the surface of action is square, α = 1.06;

[0093] When the surface of action is a circular curved surface, α = 0.71.

[0094] The method for determining the amplification factor η, which is influenced by the soil thickness, includes:

[0095] S521. Based on the shape of the working surface, obtain the radius r of the inscribed circle of the working surface shape;

[0096] S522. Based on the ratio h / r of the falling rock height h and the radius r of the inscribed circle, the amplification factor η for the influence of soil thickness is determined, where h / r is negatively correlated with η.

[0097] When h / r = 0.5, η = 1.87;

[0098] When h / r = 1, η = 1.39;

[0099] When h / r = 1.5, η = 1.22;

[0100] When h / r = 2, η = 1.14;

[0101] When h / r = 3, η = 1.06;

[0102] When h / r = 4, η = 1.02;

[0103] When h / r≥5, η=1.

[0104] The method for determining the structural dynamic amplification factor ζ includes:

[0105] S531. Based on the thickness h of the top backfill layer and the radius r of the inscribed circle, the structural dynamic amplification factor ζ is determined, where the value of ζ ranges from 1.2 to 1.7, and r is positively correlated with ζ and h is negatively correlated with ζ.

[0106] At this point, the larger the value of the thickness h of the top backfill layer, the smaller the value of the structural dynamic amplification factor ζ; the larger the value of the radius r of the inscribed circle, the larger the value of the structural dynamic amplification factor ζ.

[0107] Based on the ideal rockfall impact load and influence coefficient, the actual rockfall impact load is obtained. The equation for the actual rockfall impact load is then:

[0108]

[0109] It should be noted that the actual working conditions are as follows: Figure 2 As shown, the impact load of falling rocks under actual working conditions is the impact load that the falling rocks will ultimately act on the shed structure after falling to the top backfill layer. This allows for a more accurate determination of the impact load of falling rocks on the shed, thus providing a reference for the structural design of the shed and ensuring the safety of the shed design.

[0110] Now, assuming the falling rock is a column with a diameter of 2m and a height of 2m, and the impact energy of the falling rock is 100, 200, 500, 1000, 1500, and 2000 kJ, compare and analyze the impact force of the falling rock using different calculation formulas. In the calculation, it is assumed that the thickness of the top backfill layer is 2m, the compression modulus E = 20MPa, and the density is 2000kg / m³. 3 Poisson's ratio is 0.3. The density of the falling rocks is 2500 kg / m³. 3 The mass is 15707 kg. Based on this, the final equation for the actual rockfall impact load under the working conditions is compared with the calculation structure of some representative rockfall impact load calculation formulas, and the following results can be obtained: Figure 3 The comparison chart shown.

[0111] in Figure 3 The detailed formula shown is the approximate calculation formula for rockfall impact force given in the "Detailed Rules for Highway Tunnel Design", specifically F = Qv0 / gt; the Japanese formula is the empirical formula for maximum rockfall impact force given by the Japan Road Association (2000) based on Hertz elasticity theory and experimental data on rockfall impact, specifically F max =2.108 (mg) 2 / 3 λ 2 / 5 H 3 / 5 The Swiss formula, given by Labiouse based on Hertz's elasticity theory and rockfall impact test data, is an empirical formula for the maximum impact force of a falling rock, specifically F. max =1.765M 2 / 5 R 1 / 5 (QH) 3 / 5 The Yang Qixin formula is an empirical formula for rockfall impact, given by Professor Yang Qixin based on indoor rockfall impact test data. Specifically, it is F = ma, where...

[0112] Depend on Figure 3 It can be seen that the rockfall impact loads calculated by different formulas all tend to increase with the increase of impact energy, but the results differ significantly. The theoretical formula in this paper calculates the largest impact load, followed by the Japanese formula and the Swiss formula. The impact load calculated by Yang Qixin's formula is much smaller than the results calculated by other formulas.

[0113] A detailed analysis reveals that Yang Qixin's formula is an impact force algorithm based on the change in rockfall acceleration during the impact process. Its theoretical foundation is Newton's second law, and it already considers that the rockfall acceleration is constantly changing during the impact process, with the maximum impact force occurring only at the point corresponding to the maximum acceleration. However, due to the difficulty in solving for the maximum acceleration, the impact force calculated using this formula is actually the average impact force during the rockfall impact process, not the maximum impact force. Furthermore, Yang Qixin's formula is based on experimental data obtained from soft sandy clay. Although the corresponding physical and mechanical parameters are not given, the compression modulus should be less than 20 MPa, thus leading to a significantly smaller result.

[0114] The calculated results of the detailed formula are too small, mainly for the following reasons: First, the formula is based on the average impact force obtained by the impulse theorem, rather than the maximum impact force; second, the method assumes that the velocity decays to zero after the rockfall impacts the buffer layer, without considering the rebound; third, the calculation of the impact time in the method is unreasonable. According to the formula, the impact time is the time it takes for the compression wave to propagate from the top surface of the buffer layer to the top surface of the structure and then reflect back to the top surface of the buffer layer. In fact, this time is not related to the impact time of the rockfall. This also leads to the impact time increasing with the thickness of the soil layer, and the impact force of the rockfall decreasing sharply or even approaching zero. In fact, the impact load of the rockfall does not decrease infinitely with the increase of the thickness of the buffer layer; its lower limit is the impact load acting on a semi-infinite soil body.

[0115] Both the Japanese and Swiss formulas are empirical formulas fitted to the maximum impact force determined by field tests, reflecting the maximum impact force. Therefore, their calculated results are greater than those of other formulas. However, these formulas are based on impact tests acting on semi-infinite soil and cannot consider the influence of the thickness of the top backfill layer. Therefore, the calculated impact load is slightly lower than the result calculated by the formula in this paper that considers the thickness of the buffer layer.

[0116] The formula in this paper calculates the maximum impact load during the rockfall impact process. It fully considers the properties and thickness of the top backfill layer, as well as the impact area, impact energy, and shape of the rockfall. Compared with the Japanese and Swiss formulas, the theoretical formula in this paper has a wider range of applications, reflects more influencing factors, and is more operable in practical engineering design.

[0117] The theoretical formulas in this paper also consider the structural dynamic amplification factor, where the impact load on the structure is greater than the impact load of falling rocks acting on the top backfill layer, which is something that has not been considered in any other formulas. If the impact load acting on the top backfill layer is directly applied to the structure, it will lead to an unsafe structural design.

[0118] Second aspect

[0119] This invention relates to an electronic device, including a processor, a network interface, and a memory, wherein the processor, the network interface, and the memory are interconnected, wherein the memory is used to store a computer program, the computer program including program instructions, and the processor is configured to call the program instructions to execute a rockfall impact load calculation method as described above.

[0120] Third aspect

[0121] A rockfall impact load calculation system, such as Figure 5 As shown, it includes a data acquisition module and an electronic device as described above;

[0122] The data acquisition module includes a data collection module and a data input module. The data collection module is used to collect and send topographic data of the rockfall risk area to the electronic device. The data input module is used to input and send the parameters of the top backfill layer that affect the falling impact load to the electronic device.

[0123] The specific embodiments described above further illustrate the purpose, technical solution, and beneficial effects of the present invention. It should be understood that the above description is only a specific embodiment of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for calculating rockfall impact load, characterized in that, Including the following steps: Obtain topographic data of the rockfall risk area, identify the location of the rockfall based on the topographic data, and determine the location of the shelter. Obtain the rockfall parameters that affect the falling impact load, including the rockfall shape, rockfall mass M, and rockfall height h; The parameters of the top backfill layer that affect the falling impact load are set, including the top backfill layer thickness h1, the top backfill layer elastic modulus E, and the top backfill layer Poisson's ratio μ. Construct the ideal rockfall impact load equation, and substituting the rockfall parameters and top backfill layer parameters into the ideal rockfall impact load equation to obtain the ideal rockfall impact load: ； In the formula: E J E represents the impact energy of a falling rock, measured in kJ. J =Mgh; d is the diameter of the falling rock; Based on the rockfall parameters and the parameters of the top backfill layer, the influence coefficients of the actual working conditions relative to the ideal state are determined. These influence coefficients include the rockfall action surface shape coefficient α, the structural dynamic amplification coefficient ζ, and the soil thickness influence amplification coefficient η. Based on the rockfall impact load and influence coefficients under the ideal state, the rockfall impact load under the actual working conditions is obtained. 。 2. The method for calculating rockfall impact load according to claim 1, characterized in that, The method for determining the shape coefficient α of the rockfall action surface includes: Based on the shape of the falling rocks, the shape of the impact surface on the top backfill layer is obtained; Based on the shape of the impact surface, the shape coefficient α of the rockfall impact surface is assigned a value; where... When the surface of action is circular, α = 1; When the surface of action is square, α = 1.06; When the surface of action is a circular curved surface, α = 0.

71.

3. The method for calculating rockfall impact load according to claim 2, characterized in that, The methods for determining the amplification factor η, which is influenced by the soil thickness, include: Based on the shape of the working surface, obtain the radius r of the inscribed circle of the working surface shape; The amplification factor η for the influence of soil thickness is determined based on the ratio h / r of the falling rock height h and the radius r of the inscribed circle. Here, h / r is negatively correlated with η. When h / r = 0.5, η = 1.87; When h / r=1, η=1.39; When h / r = 1.5, η = 1.22; When h / r=2, η=1.14; When h / r = 3, η = 1.06; When h / r = 4, η = 1.02; When h / r≥5, η=1.

4. The method for calculating rockfall impact load according to claim 3, characterized in that, The method for determining the structural dynamic amplification factor ζ includes: The structural dynamic amplification factor ζ is determined based on the thickness h1 of the top backfill layer and the radius r of the inscribed circle. The value of ζ ranges from 1.2 to 1.7, and r is positively correlated with ζ, while h1 is negatively correlated with ζ.

5. An electronic device, characterized in that, The device includes a processor, a network interface, and a memory, which are interconnected. The memory stores a computer program, which includes program instructions. The processor is configured to call the program instructions to execute a rockfall impact load calculation method as described in any one of claims 1 to 4.

6. A rockfall impact load calculation system, characterized in that, Includes a data acquisition module and an electronic device as described in claim 5; The data acquisition module includes a data collection module and a data input module. The data collection module is used to collect and send topographic data of the rockfall risk area to the electronic device. The data input module is used to input and send the parameters of the top backfill layer that affect the falling impact load to the electronic device.

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