A system and method for analyzing the stability of potentially separated rock masses

Abstract

The present invention discloses a stability analysis system and method for potential detached dangerous rock. It includes constructing a stability calculation model based on the partial coefficient method according to the bearing capacity of the dangerous rock; when the force and resistance of the potential detached dangerous rock do not meet the stability conditions of the stability calculation model, the reinforcement resistance is calculated according to the stability calculation model, and the potential detached dangerous rock is reinforced according to the reinforcement resistance. The combined verification inequality of the stability conditions of the present invention is expressed based on the partial coefficients and representative values ​​of different variables, which solves the subjectivity and accuracy problems of the existing safety factor method and is suitable for the calculation of fracture surfaces with small variability of resistance parameters. The present invention introduces the partial coefficient method into the stability calculation of dangerous rock for the first time, establishes an application system, can guide the production application of dangerous rock control, matches the current collapse specifications, has strong logic, simple operation, and advanced theory.

Description

Technical Field

[0001] This invention belongs to the field of stability calculation technology for unstable rock masses in landslide geological disasters, and specifically relates to a stability analysis system and method for potentially separated unstable rock masses. Background Technology

[0002] Definition of unstable rock: A potentially collapsing rock mass on a slope. Unstable rock masses leading to landslides are a common geological hazard in mountainous areas. Based on the continuity of the fracture surface, unstable rock masses are classified into completely separated masses and potentially separated masses. This paper focuses on potentially separated unstable rock masses with non-continuous fracture surfaces.

[0003] Characteristics of unstable rock formations: wide distribution, great harm, difficult prevention and control, poor targeted treatment of unstable rock formations, and great difficulty in theoretical research; there is a mismatch between theoretical research on unstable rock formations and treatment needs, making it very important to carry out research on the stability of unstable rock formations.

[0004] Currently, the safety factor method is used for the stability analysis and remediation of unstable rock formations. However, when the effects and resistances of potential segregation bodies are difficult to objectively distinguish, different considerations will yield different stability coefficients, and sometimes different stability states. This method is highly subjective. A single safety factor is insufficient to characterize the contribution of each effect and resistance to the stability and reliability of the unstable rock formation, resulting in insufficient accuracy, engineering waste, and hindering the development of refined theories. Advanced research methods for unstable rock formations include the finite element / discrete element method, which suffers from poor model matching and high computational cost; and reliability analysis, which involves multi-sample probability and statistical methods requiring a large amount of sample data, making it difficult to implement for a single project. In summary, advanced research methods for unstable rock formations are still in the research stage, with many problems remaining to be solved, and their engineering application is challenging. Summary of the Invention

[0005] To address the problems described in the background art, this invention proposes a system and method for analyzing the stability of potentially separated rock masses.

[0006] A potential segregated rock mass stability analysis system for achieving one of the objectives of this invention includes:

[0007] Stability calculation module: used to construct a stability calculation model based on the partial factor method according to the bearing capacity of the unstable rock; the stability calculation model is used to calculate the stability conditions of the potential unstable rock in the set scenario according to the current load of the potential unstable rock.

[0008] The reinforcement resistance calculation module is used to calculate the reinforcement resistance according to the stability calculation model when the forces and resistance of the potential separable rock mass do not meet the stability calculation model, and to reinforce the potential separable rock mass according to the reinforcement resistance.

[0009] The forces acting on a dangerous rock mass refer to the forces that threaten its stability, mainly originating from factors such as the natural environment and geological structure; the resistance of a dangerous rock mass refers to its own ability to resist the aforementioned forces and maintain stability.

[0010] Furthermore, the set scenario includes a first set scenario, in which factors affecting the stability of the potential seismic rock mass include gravity and fracture water. Typically, the first set scenario is a non-seismic scenario, and the calculation formula for the stability calculation model under the first set scenario includes:

[0011]

[0012] In the formula:

[0013] γ Gi : Represents the partial factor for the i-th permanent load under the first specified scenario;

[0014] S Gki : Represents the i-th permanent load in the first defined scenario; such as its own weight;

[0015] γ Q1 : Indicates the partial factor for the main variable loads in the first specified scenario;

[0016] G Q1k : Indicates the main variable loads in the first set scenario; such as fissure water pressure, wind load, and blast load;

[0017] γ Qj : Represents the partial factor for the j-th other variable load under the first specified scenario;

[0018] S Qjk : Represents the j-th other variable load in the first specified scenario;

[0019] This represents the combination value coefficient of the j-th other variable load under the first specified scenario;

[0020] R1: Represents the standard resistance value under the first specified scenario. In actual applications, the value may be shear force or bending moment.

[0021] γ0, γ / : These represent the structural importance coefficient and the resistance partial factor, respectively.

[0022] Furthermore, in the reinforcement resistance calculation module, when the forces and resistances of the potentially separated rock mass do not meet the stability calculation model under the first set scenario, the method for calculating the reinforcement resistance R' includes:

[0023]

[0024] Furthermore, the set scenario includes a second set scenario, in which factors affecting the stability of the potential segregated rock mass include gravity, fracture water, and earthquakes. Typically, the second set scenario is an earthquake scenario, and the calculation formula of the stability calculation model under the second set scenario includes:

[0025]

[0026] In the formula:

[0027] S GE 、S Ehk 、S Evk 、S Dik 、S ik : These represent the main permanent load, horizontal seismic load, vertical seismic load, i-th other permanent load, and i-th variable load in the second scenario, respectively; the main permanent load is such as its own weight; the other permanent load is the weight of the ground structure acting on the unstable rock; the variable load is such as blasting load and wind load.

[0028] γ GE γ Eh γ EV γ Di γ i : These represent the partial factors for other permanent loads, horizontal seismic loads, vertical seismic loads, the i-th other permanent load partial factor, and the i-th variable load partial factor, respectively, under the second specified scenario.

[0029] This represents the variable load combination coefficient under the second specified scenario;

[0030] R2: Represents the standard resistance value under the second specified scenario. In actual applications, the value may be shear force or bending moment.

[0031] γ / : Indicates the resistance partial factor;

[0032] γ E : Indicates the seismic adjustment coefficient.

[0033] It should be noted that the load is not absolute. For example, when the blast load or wind load is the main load, the fissure water pressure can be used as other variable loads. The load setting should be based on the actual situation.

[0034] Furthermore, when the forces and resistances of the potentially separated unstable rock mass do not satisfy the stability calculation model under the second specified scenario, the reinforcement resistance R' is calculated according to the following formula:

[0035]

[0036] Furthermore, when the forces and resistances of the potentially separated unstable rock mass do not satisfy the calculation formulas of the stability calculation model under the first and / or second scenario, the reinforcement resistance R' is calculated according to the following formula:

[0037]

[0038] A method for stability analysis of potential segregated rock masses, which achieves the second objective of this invention, includes:

[0039] A stability calculation model based on the partial factor method is constructed according to the bearing capacity of the unstable rock mass; the stability calculation model is used to calculate the stability conditions of the potential unstable rock mass in the set scenario based on the current load of the potential unstable rock mass.

[0040] When the forces and resistance of the potential separable rock mass do not meet the stability calculation model, the reinforcement resistance is calculated according to the stability calculation model, and the potential separable rock mass is reinforced according to the reinforcement resistance.

[0041] The beneficial effects of this invention include:

[0042] 1. It is compatible with current landslide standards, has strong logic, is easy to operate, and has relatively advanced theory, making it worthy of widespread application;

[0043] 2. The partial factor method, as a branch of reliability analysis, considers the relationship between various variables and reliability. It combines and verifies inequalities based on the partial factors and representative values ​​of different variables, thus solving the subjectivity and accuracy problems of the safety factor method. It is a convenient and empirical method suitable for calculating fracture surfaces with relatively small variability in resistance parameters. Potentially separable rock masses are mostly moderately to slightly weathered homogeneous bodies. When the coefficient of variation of the weak surface resistance is small, the partial factor method is a better analytical method than the safety factor method.

[0044] 3. This invention is the first to introduce the partial factor method into the calculation of unstable rock mass, establish an application system, guide the production and application of unstable rock mass treatment, and promote the theoretical development of the industry. Attached Figure Description

[0045] Figure 1 This is a schematic diagram of the system described in this invention;

[0046] Figure 2 It is the collapse specification model E.3;

[0047] Figure 3 It is the collapse specification model E.4;

[0048] Figure 4 It is the collapse specification model E.5-1;

[0049] Figure 5 It is the collapse specification model E.5-2;

[0050] Figure 6 It is the collapse specification model E.6-1;

[0051] Figure 7 It is the collapse specification model E.6-2. Detailed Implementation

[0052] The following detailed embodiments are provided to explain the technical solutions of the claims of this invention, so that those skilled in the art can understand the claims. The scope of protection of this invention is not limited to the following specific embodiments. Any modifications made by those skilled in the art that incorporate the technical solutions of the claims but differ from the following detailed embodiments are also within the scope of protection of this invention.

[0053] A method for analyzing the stability of potentially separated rock masses

[0054] In this embodiment, the following provisions are made for unstable rock masses, potential separation bodies, and separation surfaces:

[0055] ① Treat the spatial unstable rock mass as a planar problem and perform the check calculation using a unit width section;

[0056] ② There is no friction between the potential separated body and the stable rock mass;

[0057] ③The potential separation surface is a homogeneous and intact rock;

[0058] ④ The partial factor method and the standard safety factor method are consistent in calculating the reinforcement force, and the resistance partial factor is calculated in reverse;

[0059] ⑤ When the design value of the force exerted on the unstable rock is less than or equal to the design value of the resistance, the unstable rock is stable.

[0060] In this embodiment of the invention, the partial factor method mainly considers the basic combination of ultimate limit state and earthquake combination. Therefore, the calculation model is divided into: a stability calculation model under the first setting scenario and a stability calculation model under the second setting scenario. The first setting scenario is the basic combination, and its stability calculation model calculates the stability of potential separable rock masses caused by gravity and fissure water. The second setting scenario is the stability analysis calculation model of earthquake combination, which calculates the stability of potential separable rock masses caused by gravity, fissure water and earthquake.

[0061] ①The verification inequality of the stability calculation model of the basic combination under the first setting scenario is as follows (1). When the following equation (1) is satisfied, no processing is required. Otherwise, the dangerous rock needs to be treated. The treatment mainly includes removal or reinforcement of the dangerous rock. For the reinforcement of dangerous rock, the treatment purpose is achieved if the following inequality (1) is satisfied after reinforcement.

[0062]

[0063] In the formula:

[0064] The design value S represents the force exerted by the unstable rock.

[0065] γ Gi : Represents the partial factor for the i-th permanent load. The specific calibration value in this embodiment is shown in Table 1 below. When the permanent load is not conducive to maintaining the stability of the unstable rock, the value is 1.3, otherwise it is -1.0.

[0066] S Gki : Represents the i-th permanent load; in this embodiment, it is the gravity of the unstable rock.

[0067] γ Q1 : Indicates the partial factor for the main variable load. The specific calibration value in this embodiment is shown in Table 1 below. The value in this embodiment is 1.5.

[0068] G Q1k : Indicates the main variable load;

[0069] γ Qj : Represents the partial factor for the j-th other variable load. The specific calibration value in this embodiment is shown in Table 1 below. The value in this embodiment is 1.5.

[0070] S Qjk : indicates the j-th other variable load;

[0071] This represents the combination value coefficient of the j-th other variable load. The specific calibration value in this embodiment is shown in Table 1 below, and the value in this embodiment is 0.7.

[0072] The resistance design value under the basic combination; where R1: the standard value of rockfall resistance under the basic combination, possible values ​​include: rock cohesion, tensile strength, obtained through rock tests; γ0, γ / : represent the structural importance coefficient and the resistance partial factor, respectively. The structural importance coefficients γ0 for collapse prevention levels I, II, and III are 1.1, 1.0, and 0.9, respectively.

[0073] ②The verification inequality of the stability analysis calculation model of the earthquake combination under the second setting scenario is as follows (2). When the following equation (2) is satisfied, no processing is required. Otherwise, the dangerous rock needs to be treated. The treatment mainly includes removal or reinforcement of the dangerous rock. For the reinforcement of dangerous rock, the treatment purpose is achieved when the following verification inequality (2) is satisfied after reinforcement.

[0074]

[0075] In the formula:

[0076] S GE 、S Ehk、S Evk 、S Dik : Indicates permanent load, horizontal seismic load, vertical seismic load, and other permanent loads;

[0077] γ GE γ Eh γ EV γ Di : These represent the partial factors for permanent loads, horizontal seismic loads, vertical seismic loads, and other permanent loads, respectively; the values ​​in this embodiment are shown in the seismic combinations in Table 1; when the permanent load is detrimental to maintaining the stability of the unstable rock, the partial factor for permanent loads is 1.3, otherwise it is -1.0; the horizontal seismic partial factor γ Eh The vertical seismic partial factor γ is 1.4. EV It is 0.5;

[0078] S ik , Other variable loads and set combination value coefficients, the values ​​of which are shown in Table 1 below; the variable load partial factor is 1.5, and the combination value coefficient is 0.2;

[0079] This represents the design resistance value under earthquake combinations.

[0080] R2: Represents the standard value of rock resistance under earthquake combination; possible values ​​include: rock cohesion and tensile strength, obtained through rock tests.

[0081] γ / : Indicates the resistance partial factor;

[0082] γ E Seismic adjustment coefficient: 0.85 for shear stress and 0.75 for bending stress in the collapse code model.

[0083] ① Partial coefficients and combination coefficients

[0084] Table 1. Calibration Table of Partial Factors and Combination Values

[0085]

[0086]

[0087] ② Seismic parameters

[0088] When the basic seismic acceleration is 0.2g or higher and the earthquake is located within 15km of the seismic fault zone, both horizontal and vertical seismic loads are taken into account.

[0089]

[0090] In the formula:

[0091] η: Seismic amplification factor for unstable rocks; 1.0 for low-lying unstable rocks, and 1.5, 2.0, and 3.0 for medium-lying, high-lying, and extremely high-lying unstable rocks, respectively; a h This represents the basic seismic acceleration.

[0092] When the reinforcement resistance R' ≥ the design value of the force exerted on the dangerous rock S - the standard value of the resistance under no reinforcement / the resistance adjustment coefficient; calculate the reinforcement resistance R' under the basic combination and the seismic combination respectively, take the larger value of the reinforcement resistance to reinforce the dangerous rock, and achieve the treatment purpose design when the verification inequality is satisfied after reinforcement.

[0093] When the potential segregated rock mass meets the following conditions Figure 2 The falling rockfall model shown in T / CAGHP011-2018 standard, also known as the E.3 model of the collapse standard, is a falling rockfall failure mode. In this case, there is only permanent load, no main variable load or other variable load, so the corresponding partial factors for other permanent loads are not involved. This model is a shear force comparison, where shear force = stress * area. Here, the height is (Hh), and the unit length is 1m, so the area is equal to Hh. Shear force = stress × (Hh), where the stress is the cohesion of the rockfall c, so the standard resistance value R = c(Hh).

[0094] According to equation (1), the inequality must be satisfied. Only when the unstable rock is deemed to pose no potential risk and requires no treatment; otherwise, it needs to be reinforced or removed. For rock reinforcement, the goal of remediation is achieved when the reinforcement resistance R' satisfies the verification inequality. Specifically, after substituting into the collapse standard model E.3, the inequality transforms into:

[0095] The reinforcement resistance R' is as follows:

[0096]

[0097] Similarly, according to equation (2), the calculation formula under the earthquake combination is equation (4). At this time, there are only permanent loads and horizontal earthquake loads, and no vertical earthquake loads or other permanent loads. When the inequality shown in equation (4) is satisfied, there is no need to treat the dangerous rock; otherwise, the dangerous rock is reinforced according to the reinforcement resistance calculated by equation (5); or the dangerous rock is removed and reinforced. When the reinforcement satisfies the verification inequality, the treatment purpose is achieved.

[0098]

[0099] In the formula: G is the permanent load (weight of the unstable rock, kN), G=2γaH; γ is the unit weight, kN / m 3; a represents half of the calculated width of the dangerous rock, H is the calculated height of the dangerous rock; h is the fracture depth; the length unit in the formula is m; c is the rock cohesion, the unit is kPa.

[0100] Q v For horizontal seismic loads, a h η is the basic earthquake acceleration; η is the seismic amplification factor of the unstable rock; γ / γ is the partial factor for the resistance to be calibrated; E This is the resistance adjustment factor (earthquake).

[0101] When the potential segregated rock mass meets the following conditions Figure 3 The falling rockfall model shown in T / CAGHP011-2018 standard, also known as collapse model E.4, indicates that the failure mode is falling rockfall. This collapse model uses a moment comparison, where G×e is the gravity bending moment, and the design value of the force exerted on the rockfall, S, is the fracture water bending moment. The fracture water bending moment is calculated as 1.5 (partial factor) × 1 / 2 × 10 (unit weight of water) × h. w (fracture water height)^2×[h] w [ / 2+(Hh) / 2](lever arm)=7.5h w 2 [h w [ / 2+(Hh) / 2];Representative value of resistance σ t W represents the tensile strength of the rock mass, and W represents the resisting moment. The calculation method is as follows: When the inequality shown in equation (6-1) is satisfied, there is no need to treat the dangerous rock.

[0102]

[0103] Otherwise, the dangerous rock needs to be reinforced according to the reinforcement resistance R' calculated by the following formula (7), or the dangerous rock needs to be removed. The purpose of treatment is achieved when the reinforcement satisfies the verification inequality.

[0104]

[0105] The calculation formula under the earthquake combination is Equation (8). When the inequality shown in Equation (8) is satisfied, there is no need to treat the dangerous rock; otherwise, the dangerous rock needs to be reinforced according to the reinforcement resistance R' calculated by Equation (9), or the dangerous rock needs to be removed. The purpose of treatment is achieved when the verification inequality is satisfied after reinforcement.

[0106]

[0107] In the formula:

[0108] h w The height of water filling in the steeply sloping fracture at the trailing edge;

[0109] b0 and e are the vertical and horizontal distances from the centroid to the midpoint of the potential crack surface, respectively;

[0110] The meanings of the remaining symbols are the same as before.

[0111] When the potential segregated rock mass meets the following conditions Figure 4 The falling rockfall model shown in T / CAGHP011-2018 standard, also known as collapse model E.5-1, has a failure mode of inward tilting at the center plus bottom breakage and toppling. This collapse model uses bending moment comparison, where G×e is the gravity bending moment. Gravity is beneficial for rockfall stability, and the partial factor for the permanent load Ge is -1. The main variable load is fissure water pressure, with a partial factor of 1.5. The bending moment of the fissure water is 1 / 6 × 10 (unit weight of water) × h. w (Fissure water height)^3 = 2.5h w 3 Resistance standard value When the inequality shown in equation (10-1) is satisfied, there is no need to treat the dangerous rock.

[0112] The formula for calculating the basic combination is as follows:

[0113]

[0114] W = b 2 / 6 (10-2)

[0115] When the above inequality (10) is satisfied, there is no need to treat the dangerous rock; otherwise, the dangerous rock needs to be reinforced or removed. For the reinforcement of dangerous rock, the reinforcement resistance R' calculated according to the following formula (11) is used to reinforce the dangerous rock and the treatment purpose is achieved when the verification inequality is satisfied.

[0116]

[0117] The calculation formula under the earthquake combination is as follows (12). When the inequality shown in the following formula (12) is satisfied, there is no need to treat the dangerous rock.

[0118]

[0119] In the formula:

[0120] b represents the horizontal width of the potential crack surface;

[0121] h0 is the vertical length from the centroid to the midpoint of the potential crack surface;

[0122] The meanings of the remaining symbols are the same as before.

[0123] When the potential segregated rock mass meets the following conditions Figure 5The falling rockfall model in the T / CAGHP011-2018 standard, also known as the collapse standard model E.5-2, has a failure mode of center outward tilting + bottom breakage and toppling. The calculation formula for the basic combination is as follows: When the inequality shown in the following formula is satisfied, no treatment is required for the rockfall; otherwise, the rockfall needs to be reinforced or removed. For rockfall reinforcement, the treatment purpose is achieved when the reinforcement resistance R' satisfies the verification inequality.

[0124]

[0125] W = b 2 / 6 (14-2)

[0126]

[0127] The calculation formula under the earthquake combination is as follows. When the inequality shown in the following formula is satisfied, there is no need to treat the dangerous rock.

[0128]

[0129] The meanings of the remaining symbols are the same as before.

[0130] When the potential segregated rock mass meets the following conditions Figure 6 The falling rock fracture model in the T / CAGHP011-2018 specification, also known as the collapse specification model E.6-1, has a failure mode of inward tilting at the center and rear breakage and collapse. The calculation formula for the basic combination is as follows (18-1). When the inequality shown in the following formula (18-1) is satisfied, there is no need to treat the rock; otherwise, the rock needs to be reinforced or removed. For the reinforcement of the rock, the reinforcement resistance R' calculated according to formula (19) is used to reinforce the rock and when it satisfies (18-1), the treatment purpose is achieved.

[0131]

[0132] resistance moment

[0133] Fracture hydraulic arm

[0134] fissure water pressure V = 5h w 2 / sinβ (18-4)

[0135]

[0136] The calculation formula under the earthquake combination is as follows. When the inequality shown in the following formula (20) is satisfied, there is no need to treat the dangerous rock; otherwise, the dangerous rock needs to be reinforced or removed. For the reinforcement of dangerous rock, the reinforcement resistance R' calculated according to formula (21) is used to reinforce the dangerous rock and when it satisfies formula (20), the treatment purpose is achieved.

[0137]

[0138] In the formula:

[0139] h0 and e are the vertical and horizontal distances from the center of gravity to the turning point, respectively;

[0140] α and β are the horizontal angles of the leading and trailing edge cracks, respectively;

[0141] b. Horizontal length from the intersection of the leading and trailing edge cracks to the turning point;

[0142] The meanings of the remaining symbols are the same as before.

[0143] When the potential segregated rock mass meets the following conditions Figure 7 The falling rock fracture model in the T / CAGHP011-2018 specification, also known as the collapse specification model E.6-2, has a failure mode of central outward tilting + rear fracture and collapse. The calculation formula for the basic combination is as follows (22-1). When the inequality shown in formula (22-1) is satisfied, there is no need to treat the rock. Otherwise, the rock needs to be reinforced or removed. For the reinforcement of the rock, the reinforcement resistance R' calculated according to formula (23) is used to reinforce the rock and satisfy formula (22-1) to achieve the treatment purpose.

[0144]

[0145] resistance moment

[0146] Fracture hydraulic arm

[0147] fissure water pressure V = 5h w 2 / sinβ (22-4)

[0148]

[0149] The calculation formula under the earthquake combination is as follows. When the inequality of formula (24) is satisfied, there is no need to treat the dangerous rock; otherwise, the dangerous rock needs to be reinforced or removed. For the reinforcement of dangerous rock, the reinforcement resistance R' calculated according to formula (25) is used to reinforce the dangerous rock and when it satisfies formula (24), the treatment purpose is achieved.

[0150]

[0151] The symbol has the same meaning as before.

[0152] Table 2 below compares the partial factor method and the safety factor method for each model.

[0153] Table 2. Statistical Table of Models and Formulas

[0154]

[0155]

[0156]

[0157] Note: Resistance partial factors are introduced, and the partial factor method and safety factor method are compared. The resistance partial factors are calibrated by back-calculation in engineering projects. The calculation conditions of various collapse code model cases are statistically shown in Table 3, and the statistics of back-calculated resistance partial factors are shown in Table 4.

[0158] Table 3. Statistical Table of Calculation Conditions for Each Model Case

[0159]

[0160] Table 4. Statistical Table of Back Calculation of Resistance Partial Factors for Each Model

[0161] Model number E.3 E.4 E.5-1 E.5-2 E.6-1 E.6-2 <![CDATA[Partial factor of resistance γ / > 1.37 1.45 1.17 1.32 1.20 1.24

[0162] It should be understood that the sequence number of each step in the above embodiments does not imply the order of execution. The execution order of each process should be determined by its function and internal logic, and should not constitute any limitation on the implementation process of the embodiments of the present invention.

[0163] This invention also provides a system for analyzing the stability of potentially segregated rock masses, comprising:

[0164] Stability calculation module: used to construct a stability calculation model based on the partial factor method according to the bearing capacity of the unstable rock; the stability calculation model is used to calculate the stability conditions of the potential unstable rock in the set scenario according to the current load of the potential unstable rock.

[0165] The reinforcement resistance calculation module is used to calculate the reinforcement resistance according to the stability calculation model when the forces and resistance of the potential separable rock mass do not meet the stability calculation model, and to reinforce the potential separable rock mass according to the reinforcement resistance.

[0166] The set scenario includes a first set scenario. In some embodiments, the first set scenario is a non-earthquake scenario. The calculation formula of the stability calculation model includes:

[0167]

[0168] In the formula:

[0169] γ Gi : Represents the partial factor for the i-th permanent load under the first specified scenario;

[0170] S Gki : Represents the i-th permanent load in the first specified scenario;

[0171] γ Q1 : Indicates the partial factor for the main variable loads in the first specified scenario;

[0172] G Q1k : Indicates the main variable loads in the first specified scenario;

[0173] γ Qj : Represents the partial factor for the j-th other variable load under the first specified scenario;

[0174] S Qjk : Represents the j-th other variable load in the first specified scenario;

[0175] This represents the combination value coefficient of the j-th other variable load under the first specified scenario;

[0176] R1: Represents the standard value of rock resistance under the first set scenario;

[0177] γ0, γ / : These represent the structural importance coefficient and the resistance partial factor, respectively.

[0178] In some embodiments, in the reinforcement resistance calculation module, when the forces and resistances of the potentially separated rock mass do not meet the stability calculation model under the first set scenario, the method for calculating the reinforcement resistance R' includes:

[0179]

[0180] In some embodiments, the second scenario is an earthquake scenario, and the calculation formula of the stability calculation model in this scenario includes:

[0181]

[0182] In the formula:

[0183] S GE 、S Ehk 、S Evk 、S Dik 、S ik : These represent the main permanent load, horizontal seismic load, vertical seismic load, i-th other permanent load, and i-th variable load in the second scenario, respectively.

[0184] γ GE γ Eh γEV γ Di γ i : These represent the partial factors for other permanent loads, horizontal seismic loads, vertical seismic loads, the i-th other permanent load partial factor, and the i-th variable load partial factor, respectively, under the second specified scenario.

[0185] This represents the coefficient of the calibrated combination value under the second specified scenario;

[0186] R2: Represents the standard resistance value under the second specified scenario;

[0187] γ / : Indicates the resistance partial factor;

[0188] γ E : Indicates the seismic adjustment coefficient.

[0189] In some embodiments, when the forces and resistances of the potential segregated rock mass do not meet the stability calculation model under the second specified scenario, the reinforcement resistance R' is calculated according to the following formula:

[0190]

[0191] In some embodiments, when the forces and resistances of the potential segregated rock mass do not satisfy the stability calculation model, the reinforcement resistance R' is calculated according to the following formula:

[0192]

[0193] This invention also provides a method for stability analysis of potential segregated rock masses, comprising:

[0194] A stability calculation model based on the partial factor method is constructed according to the bearing capacity of the unstable rock mass; the stability calculation model is used to calculate the stability conditions of the potential unstable rock mass in the set scenario based on the current load of the potential unstable rock mass.

[0195] When the forces and resistance of the potential separable rock mass do not meet the stability calculation model, the reinforcement resistance is calculated according to the stability calculation model, and the potential separable rock mass is reinforced according to the reinforcement resistance.

[0196] This invention also provides a computer program product, including a computer program / instruction, characterized in that, when the computer program / instruction is executed by a processor, it implements any step of the potential segregated rock stability analysis method.

[0197] The contents not described in detail in this specification are existing technologies known to those skilled in the art.

Claims

1. A stability analysis system for potential segregated rock masses, characterized in that, include: Stability calculation module: used to construct a stability calculation model based on the partial factor method according to the bearing capacity of the unstable rock; The stability calculation model is used to calculate the stability conditions of potential separated rock masses in a given scenario based on the current load of the potential separated rock mass. Reinforcement resistance calculation module: When the forces and resistance of the potential separable rock mass do not meet the stability calculation model, it calculates the reinforcement resistance according to the stability calculation model, and reinforces the potential separable rock mass according to the reinforcement resistance; The defined scenario includes a first defined scenario, and the calculation formula of the stability calculation model under the first defined scenario includes: ； In the formula: γ Gi γ Q1 γ Qj : These represent the partial factor for the i-th permanent load, the partial factor for the main variable load, and the partial factor for the j-th other variable load, respectively, under the first specified scenario; S Gki G Q1k 、S Qjk : These represent the i-th permanent load, the main variable load, and the j-th other variable load in the first specified scenario, respectively; : Represents the combination value coefficient of the j-th other variable load under the first set scenario; R1: Represents the standard value of rock resistance under the first set scenario; γ0, γ / : These represent the structural importance coefficient and the resistance partial factor, respectively.

2. The potential separable rock mass stability analysis system as described in claim 1, characterized in that, The calculation method for the reinforcement resistance R' under the first scenario includes: R’= 。 3. The potential separable rock mass stability analysis system as described in claim 1, characterized in that, The specified scenario includes a second specified scenario, and the calculation formula of the stability calculation model under the second specified scenario includes: ； In the formula: S GE 、S Ehk 、S Evk 、S Dik 、S ik : These represent the main permanent load, horizontal seismic load, vertical seismic load, i-th other permanent load, and i-th variable load in the second scenario, respectively. γ GE γ Eh γ EV γ Di γ i : These represent the partial factors for other permanent loads, horizontal seismic loads, vertical seismic loads, the i-th other permanent load partial factor, and the i-th variable load partial factor, respectively, under the second specified scenario. : Represents the combination value coefficient under the second specified scenario; R2: Represents the standard resistance value under the second specified scenario; γ / : Indicates the resistance partial factor; γ E : Indicates the seismic adjustment coefficient.

4. The potential separable rock mass stability analysis system as described in claim 3, characterized in that, The calculation method for the reinforcement resistance R' in the second scenario includes: R’= 。 5. The potential separable rock mass stability analysis system as described in claim 1, characterized in that, The set scenarios include a first set scenario and a second set scenario, and the calculation method for the reinforcement resistance R' includes: R'= max( ， ) In the formula: γ Gi γ Q1 γ Qj : These represent the partial factor for the i-th permanent load, the partial factor for the main variable load, and the partial factor for the j-th other variable load, respectively, under the first specified scenario; S Gki G Q1k 、S Qjk : These represent the i-th permanent load, the main variable load, and the j-th other variable load in the first specified scenario, respectively; : Represents the combination value coefficient of the j-th other variable load under the first set scenario; γ0, γ / : These represent the structural importance coefficient and the resistance partial factor, respectively; R1 and R2: represent the standard values ​​of rockfall resistance under the first and second scenario settings, respectively; γ E : Indicates the seismic adjustment coefficient; S GE 、S Ehk 、S Evk 、S Dik 、S ik : These represent the main permanent load, horizontal seismic load, vertical seismic load, i-th other permanent load, and i-th variable load in the second scenario, respectively. γ GE γ Eh γ EV γ Di γ i : These represent the partial factors for other permanent loads, horizontal seismic loads, vertical seismic loads, the i-th other permanent load partial factor, and the i-th variable load partial factor, respectively, under the second specified scenario. : Represents the combination value coefficient under the second specified scenario.

6. A method for analyzing the stability of potentially separated unstable rock masses in the system as described in claim 1, characterized in that, include: A stability calculation model based on the partial factor method is constructed according to the bearing capacity of the unstable rock. The stability calculation model is used to calculate the stability conditions of potential separated rock masses in a given scenario based on the current load of the potential separated rock mass. When the forces and resistance of the potential separable rock mass do not meet the stability calculation model, the reinforcement resistance is calculated according to the stability calculation model, and the potential separable rock mass is reinforced according to the reinforcement resistance.

7. The method for stability analysis of potential separable rock masses as described in claim 6, characterized in that, The defined scenario includes a first defined scenario, and the calculation formula of the stability calculation model under the first defined scenario includes: ； In the formula: γ Gi γ Q1 γ Qj : These represent the partial factor for the i-th permanent load, the partial factor for the main variable load, and the partial factor for the j-th other variable load, respectively, under the first specified scenario; S Gki G Q1k 、S Qjk : These represent the i-th permanent load, the main variable load, and the j-th other variable load in the first specified scenario, respectively; : Represents the combination value coefficient of the j-th other variable load under the first set scenario; R1: Represents the standard value of rock resistance under the first set scenario; γ0, γ / : These represent the structural importance coefficient and the resistance partial factor, respectively.

8. The method for stability analysis of potential separable rock masses as described in claim 6, characterized in that, The specified scenario includes a second specified scenario, and the calculation formula of the stability calculation model under the second specified scenario includes: ； In the formula: S GE 、S Ehk 、S Evk 、S Dik 、S ik : These represent the main permanent load, horizontal seismic load, vertical seismic load, i-th other permanent load, and i-th variable load in the second scenario, respectively. γ GE γ Eh γ EV γ Di γ i : These represent the partial factors for other permanent loads, horizontal seismic loads, vertical seismic loads, the i-th other permanent load partial factor, and the i-th variable load partial factor, respectively, under the second specified scenario. : Indicates the combination value coefficient under the second specified scenario; R2: Represents the standard resistance value under the second specified scenario; γ / : Indicates the resistance partial factor; γ E : Indicates the seismic adjustment coefficient.

9. A computer program product comprising a computer program / instructions, characterized in that, When executed by a processor, the computer program / instructions implement the steps of the method for analyzing the stability of potential segregated rock masses as described in any one of claims 6-8.

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