Potential separation body dangerous rock stability analysis system and method

Abstract

The invention discloses a potential separation body dangerous rock stability analysis system and method. Comprising the following steps: constructing a stability calculation model based on a subitem coefficient method according to the bearing capacity of the dangerous rock; and when the acting force and the resistance of the potential separation body dangerous rock do not meet the stability condition of the stability calculation model, the reinforcing resistance is calculated according to the stability calculation model, and the potential separation body dangerous rock is reinforced according to the reinforcing resistance. The combined checking calculation inequality of the stability condition is expressed on the basis of subitem coefficients and representative values of different variables, the subjectivity and precision problems of an existing safety coefficient method are solved, and the method is suitable for calculation of the fracture surface with small resistance parameter variability. According to the method, a subitem coefficient method is introduced into dangerous rock stability calculation for the first time, an application system is established, dangerous rock treatment production application can be guided, the method is matched with current collapse specifications, logicality is high, operation is easy, and the theory is advanced.

Description

Technical Field

[0001] The invention belongs to the technical field of stability calculation of dangerous rock masses in collapse geological disasters, and in particular relates to a stability analysis system and method for potentially separated dangerous rock masses. Background Art

[0002] Definition of dangerous rock: potential rock collapse on slope. The instability of dangerous rock leads to collapse, which is one of the common geological disasters in mountainous areas. According to the continuity of the fracture surface, dangerous rock can be divided into completely separated body and potential separated body. This paper studies the potential separated dangerous rock with non-through fracture surface.

[0003] Characteristics of dangerous rocks: wide distribution, great harm, and great difficulty in prevention and control. The country spends a lot of money on dangerous rock management every year, the management of dangerous rocks is poorly targeted, and theoretical research is difficult. The theoretical research on dangerous rocks does not match the needs of management, and it is very important to carry out research on the stability of dangerous rocks.

[0004] At present, the safety factor method is used for the stability analysis and treatment of dangerous rocks. When the potential separation body effect and resistance are difficult to distinguish objectively, different considerations will result in different stability factors, and sometimes different stable states. The method is highly subjective. A single safety factor is difficult to characterize the contribution of various effects and resistances to the reliability of dangerous rock stability. The method is not accurate enough, which will cause engineering waste and is not conducive to the development of theoretical refinement. Frontier research methods for dangerous rocks: finite element / discrete element method, poor model matching, large amount of calculation; reliability analysis method, dangerous rock analysis is a multi-sample probability statistics method, which requires a large amount of sample data and is difficult to achieve for a single project. In summary, the frontier research methods for dangerous rocks are in the research stage, and there are still many problems to be solved, and engineering applications are difficult. Summary of the invention

[0005] In order to solve the problems described in the background technology, the present invention proposes a stability analysis system and method for potentially separated dangerous rocks.

[0006] A potential separation body dangerous rock stability analysis system to achieve one of the purposes of the present invention comprises:

[0007] Stability calculation module: used to construct a stability calculation model based on the partial coefficient method according to the bearing capacity of the dangerous rock; the stability calculation model is used to calculate the stability conditions of the potential separated dangerous rock of the set scene according to the current load of the potential separated dangerous rock;

[0008] Reinforcement resistance calculation module: when the force and resistance of the potential separated dangerous rock do not satisfy the stability calculation model, the reinforcement resistance is calculated according to the stability calculation model, and the potential separated dangerous rock is reinforced according to the reinforcement resistance.

[0009] The force acting on dangerous rocks refers to the force that threatens the stability of dangerous rocks, which mainly comes from factors such as natural environment and geological structure; the resistance of dangerous rocks refers to the ability of the dangerous rock body itself to resist the above-mentioned force and maintain stability.

[0010] Further, the setting scenario includes a first setting scenario, in which factors affecting the stability of the potential detached dangerous rock include gravity and fissure water. Usually, the first setting scenario is a non-seismic scenario, and the calculation formula of the stability calculation model under the first setting scenario includes:

[0011]

[0012] Where:

[0013] γ Gi : represents the partial factor of the i-th permanent load under the first setting scenario;

[0014] S Gki : represents the i-th permanent load in the first setting scenario; such as self-gravity;

[0015] γ Q1 : represents the partial coefficient of the main variable load under the first setting scenario;

[0016] G Q1k : Indicates the main variable loads in the first setting scenario; such as fracture water pressure, wind load, and blasting load;

[0017] γ Qj : represents the partial coefficient of the jth other variable load under the first setting scenario;

[0018] S Qjk : represents the jth other variable load in the first setting scenario;

[0019] represents the combined value coefficient of the jth other variable load in the first setting scenario;

[0020] R1: represents the standard value of resistance under the first setting scenario. The value in actual application may be shear force or bending moment;

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

[0022] Furthermore, in the reinforcement resistance calculation module, when the force and resistance of the potentially separated dangerous rock do not satisfy the stability calculation model under the first setting scenario, the method for calculating the reinforcement resistance R' includes:

[0023]

[0024] Furthermore, the setting scenario includes a second setting scenario, in which factors affecting the stability of the potential detached dangerous rock include gravity, fissure water and earthquake. Usually, the second setting scenario is an earthquake scenario. The calculation formula of the stability calculation model under the second setting scenario includes:

[0025]

[0026] Where:

[0027] S GE , S Ehk , S Evk , S Dik , S ik : Respectively represent the main permanent load, horizontal seismic load, vertical seismic load, the ith other permanent load, and the ith variable load in the second setting scenario; the main permanent load is such as its own gravity; the gravity of the ground structure acting on the dangerous rock by other permanent loads; variable loads are such as blasting loads and wind loads;

[0028] γ GE , γ Eh , γ EV , γ Di , γ i : represent the other permanent load partial factor, horizontal seismic load partial factor, vertical seismic load partial factor, the ith other permanent load partial factor, and the ith variable load partial factor under the second setting scenario respectively;

[0029] represents the variable load combination value coefficient under the second setting scenario;

[0030] R2: represents the standard value of resistance under the second setting scenario. The value in actual application may be shear force or bending moment;

[0031] γ / : represents the resistance partial coefficient;

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

[0033] It should be noted here that the load is not absolute. When blasting load or wind load is the main load, the fissure water pressure can be used as other variable loads. The load needs to be set according to the actual situation.

[0034] Furthermore, when the force and resistance of the potentially separated dangerous rock do not meet the stability calculation model under the second setting scenario, the reinforcement resistance R' is calculated according to the following formula:

[0035]

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

[0037]

[0038] A method for analyzing the stability of potentially separated dangerous rocks to achieve the second objective of the present invention comprises:

[0039] A stability calculation model based on a partial coefficient method is constructed according to the bearing capacity of the dangerous rock; the stability calculation model is used to calculate the stability conditions of the potential separated dangerous rock of a set scenario according to the current load of the potential separated dangerous rock;

[0040] When the force and resistance of the potential separated dangerous rock do not satisfy the stability calculation model, the reinforcement resistance is calculated according to the stability calculation model, and the potential separated dangerous rock is reinforced according to the reinforcement resistance.

[0041] The beneficial effects of the present invention include:

[0042] 1. It matches the current collapse specifications, has strong logic, is simple to operate, has advanced theory, and is worthy of promotion and application;

[0043] 2. As a branch of reliability analysis, the partial coefficient method considers the relationship between each variable and reliability, and expresses the combined verification inequality based on the partial coefficients and representative values ​​of different variables, which solves the subjectivity and accuracy problems of the safety factor method. It is an empirical method that is easy to use and is suitable for the calculation of fracture surfaces with small variability in resistance parameters. Most of the potential separation dangerous rock masses are medium-slightly weathered homogeneous bodies. When the coefficient of variation of weak surface resistance is small, the partial coefficient method is a better analysis method than the safety factor method;

[0044] 3. This invention introduces the partial coefficient method into the calculation of dangerous rock stability for the first time and establishes an application system, which can guide the production and application of dangerous rock treatment and promote the theoretical development of the industry. BRIEF DESCRIPTION OF THE DRAWINGS

[0045] Figure 1 is a schematic diagram of the system of the present 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 DESCRIPTION

[0052] The following specific implementations are used to explain the technical solutions of the claims of the present invention so that those skilled in the art can understand the claims. The protection scope of the present invention is not limited to the following specific implementation structures. The technical solutions of the claims of the present invention made by those skilled in the art but different from the following specific implementations are also within the protection scope of the present invention.

[0053] A stability analysis method for potential detached dangerous rock

[0054] In this embodiment, the dangerous rock mass, potential separation body and separation surface are defined as follows:

[0055] ① The spatial dangerous rock mass is regarded as a plane problem, and a unit width section is taken for calculation;

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

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

[0058] ④ The calculation of reinforcement force by the partial coefficient method is consistent with the standard safety factor method, and the resistance partial coefficient is calculated inversely;

[0059] ⑤ When the design value of the force acting on the dangerous rock S ≤ the design value of the resistance, the dangerous rock is stable.

[0060] In an embodiment of the present invention, the partial coefficient method mainly considers the basic combination of the ultimate bearing capacity state and the earthquake combination, so the calculation model is divided into: a stability calculation model under a first setting scenario and a stability calculation model under a second setting scenario; the first setting scenario is a basic combination, and its stability calculation model calculates the stability of potential detached dangerous rocks caused by gravity and fissure water; the second setting scenario is a stability analysis calculation model of the earthquake combination, which calculates the stability of potential detached dangerous rocks caused by gravity, fissure water and earthquakes.

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

[0062]

[0063] Where:

[0064] is the design value of the force acting on the dangerous rock, S;

[0065] γ Gi : represents the partial coefficient of the ith 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 dangerous 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 dangerous rock;

[0067] γ Q1 : represents the partial coefficient of the main variable load. The specific calibration value in this embodiment is shown in Table 1 below. In this embodiment, the value is 1.5;

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

[0069] γ Qj : represents the partial coefficient of the jth other variable load. The specific calibration value in this embodiment is shown in Table 1 below. In this embodiment, the value is 1.5;

[0070] S Qjk : represents the jth other variable load;

[0071] represents the combination value coefficient of the jth other variable load. The specific calibration value in this embodiment is shown in Table 1 below. In this embodiment, the value is 0.7;

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

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

[0074]

[0075] Where:

[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 : represent the permanent load partial factor, horizontal seismic load partial factor, vertical seismic load partial factor, and other permanent load partial factors respectively; the values ​​in this embodiment are shown in the earthquake combination in Table 1; when the permanent load is not conducive to maintaining the stability of the dangerous rock, the permanent load partial factor is 1.3, otherwise it is -1.0; the horizontal seismic partial factor γ Eh is 1.4; vertical earthquake partial coefficient γ EV is 0.5;

[0078] S ik , Other variable loads and set combination value coefficients, the values ​​of the combination value coefficients are shown in the following Table 1; the variable load sub-item coefficient is 1.5, and the combination value coefficient is 0.2;

[0079] is the design value of resistance under earthquake combination;

[0080] R2: represents the standard value of the resistance of dangerous rocks under earthquake combinations; possible values ​​include: rock cohesion and tensile strength, obtained through rock tests;

[0081] γ / : represents the resistance partial coefficient;

[0082] γ E :Seismic adjustment coefficient: The stress state of the collapse code model is 0.85 when in shear and 0.75 when in bending.

[0083] ① Sub-item coefficient and combination value coefficient

[0084] Table 1 Calibration table of sub-item coefficients and combination value coefficients

[0085]

[0086]

[0087] ② Earthquake parameters

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

[0089]

[0090] Where:

[0091] η: dangerous rock earthquake amplification factor, low dangerous rock is 1.0, medium, high and very high dangerous rock are 1.5, 2.0 and 3.0 respectively; a h Represents the basic earthquake acceleration.

[0092] When the reinforcement resistance R'≥design value of the force acting on the dangerous rock S-standard resistance value without reinforcement / resistance adjustment coefficient; calculate the reinforcement resistance R' under the basic combination and earthquake combination respectively, take the larger value of the reinforcement resistance to reinforce the dangerous rock, and achieve the design purpose of treatment when the verification inequality is satisfied after reinforcement.

[0093] When the potential separated dangerous rock meets the following conditions Figure 2 The falling dangerous rock cutting and falling model in the T / CAGHP011-2018 specification, that is, the collapse specification E.3 model, has a failure mode of cutting and falling. At this time, there is only permanent load, no main variable load and other variable load, so the corresponding other permanent load partial factors are not involved; this model is a shear force comparison, shear force = stress * area, the height here is (Hh), the unit length is 1m, so the area is equal to Hh; shear force = stress × (Hh), stress is the cohesion c of the dangerous rock, so the resistance standard value R = c (Hh);

[0094] According to formula (1), we can know that the inequality must be satisfied Only then is it considered that the dangerous rock has no potential risk and does not need to be treated; otherwise, the dangerous rock needs to be reinforced or removed. For the reinforcement of dangerous rock, the purpose of treatment is achieved when the verification inequality is satisfied after the dangerous rock is reinforced according to the reinforcement resistance R'. After being substituted into the collapse code model E.3, the inequality is transformed into:

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

[0096]

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

[0098]

[0099] Where: G is the permanent load (weight of dangerous rock, KN), G = 2γaH; γ is the gravity, KN / m 3; a represents half of the calculated width of dangerous rock, H represents the calculated height of dangerous rock; h represents the depth of crack; the length units in the formula are all in m; c represents the cohesion of rock, in Kpa.

[0100] Q v is the horizontal seismic load, a h is the basic earthquake acceleration; η is the dangerous rock earthquake amplification factor; γ / is the resistance partial coefficient to be calibrated; γ E is the resistance adjustment factor (earthquake).

[0101] When the potential separated dangerous rock meets the following conditions Figure 3 The falling dangerous rock fracture falling model in the T / CAGHP011-2018 specification, that is, the collapse specification model E.4, has a failure mode of fracture falling. This collapse model is a bending moment comparison, G×e is the gravity bending moment, and the design value of the force acting on the dangerous rock S is the fracture water bending moment. Fracture water bending moment = 1.5 (partial coefficient) × 1 / 2 × 10 (water gravity) × h w (Fissure water height)^2×[h w / 2+(Hh) / 2](force arm)=7.5h w 2 [h w / 2+(Hh) / 2]; representative value of resistance σ t represents the tensile strength of rock mass, W represents the resistance moment, and its calculation method is: When the inequality shown in the following formula (6-1) is satisfied, there is no need to treat the dangerous rock;

[0102]

[0103] Otherwise, it is necessary to reinforce the dangerous rock according to the reinforcement resistance R' calculated by the following formula (7), or remove the dangerous rock. The purpose of treatment is achieved when the dangerous rock is reinforced and the verification inequality is satisfied after reinforcement.

[0104]

[0105] The calculation formula under the earthquake combination is formula (8). When the inequality shown in formula (8) is satisfied, there is no need to deal with the dangerous rock; otherwise, it is necessary to reinforce the dangerous rock according to the reinforcement resistance R' calculated by formula (9), or remove the dangerous rock, and reinforce the dangerous rock. After reinforcement, the treatment purpose is achieved when the verification inequality is satisfied.

[0106]

[0107] Where:

[0108] h w It is the water filling height of the steeply dipping fracture at the rear edge;

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

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

[0111] When the potential separated dangerous rock meets the following conditions Figure 4 The falling dangerous rock fracture falling model in the T / CAGHP011-2018 specification, that is, the collapse specification model E.5-1, has a failure mode of center inclination + bottom fracture and dumping. This collapse model is a bending moment comparison, G×e is the gravity bending moment; the gravity at this time is conducive to the stability of the dangerous rock, and the partial coefficient of the permanent load Ge is -1; the main variable load is the fissure water pressure, and its partial coefficient is 1.5; the bending moment of the fissure water = 1 / 6×10(water gravity)×h w (Fissure water height)^3=2.5h w 3 ; Resistance standard value When the inequality shown in the following formula (10-1) is satisfied, there is no need to treat the dangerous rock;

[0112] The calculation formula for 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 the dangerous rock, the dangerous rock is reinforced according to the reinforcement resistance R' calculated by the following formula (11) and the treatment purpose is achieved when the verification inequality is satisfied.

[0116]

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

[0118]

[0119] Where:

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

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

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

[0123] When the potential separated dangerous rock meets the following conditions Figure 5The falling and fracture falling model of dangerous rocks in the T / CAGHP011-2018 specification, that is, the collapse specification model E.5-2, has a failure mode of center outward inclination + bottom fracture and dumping, and the calculation formula of the basic combination is as follows; when the inequality shown in the following formula is met, there is no need to deal with the dangerous rocks; otherwise, the dangerous rocks need to be reinforced or removed. For the reinforcement of dangerous rocks, the purpose of control is achieved when the dangerous rocks are reinforced according to the reinforcement resistance R' and the verification inequality is met.

[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 deal with the dangerous rock;

[0128]

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

[0130] When the potential separated dangerous rock meets the following conditions Figure 6 The falling and fracture falling model of dangerous rocks in the T / CAGHP011-2018 specification, that is, the collapse specification model E.6-1, has a failure mode of center inclination + rear fracture and collapse, and the calculation formula of the basic combination is the following formula (18-1); when the inequality shown in the following formula (18-1) is met, there is no need to treat the dangerous rocks; otherwise, the dangerous rocks need to be reinforced or removed. For the reinforcement of dangerous rocks, the dangerous rocks are reinforced according to the reinforcement resistance R' calculated by formula (19) and the control purpose is achieved when (18-1) is met.

[0131]

[0132] Resistance moment

[0133] Fracture hydraulic arm

[0134] Fracture 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 deal with the dangerous rock; otherwise, the dangerous rock needs to be reinforced or removed. For the reinforcement of dangerous rock, the dangerous rock is reinforced according to the reinforcement resistance R' calculated by formula (21) and the treatment purpose is achieved when formula (20) is satisfied.

[0137]

[0138] Where:

[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 cracks, respectively;

[0141] b Horizontal length from the intersection of the front and rear edge cracks to the turning point;

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

[0143] When the potential separated dangerous rock meets the following conditions Figure 7 The falling and fracture falling model of dangerous rocks in the T / CAGHP011-2018 specification, that is, the collapse specification model E.6-2, has a failure mode of center outward inclination + rear fracture and collapse, and the calculation formula of the basic combination is the following formula (22-1); when the inequality shown in formula (22-1) is satisfied, there is no need to treat the dangerous rocks; otherwise, the dangerous rocks need to be reinforced or removed. For the reinforcement of dangerous rocks, the dangerous rocks are reinforced according to the reinforcement resistance R' calculated by formula (23) and the treatment purpose is achieved when formula (22-1) is satisfied.

[0144]

[0145] Resistance moment

[0146] Fracture hydraulic arm

[0147] Fracture 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 deal with the dangerous rock; otherwise, the dangerous rock needs to be reinforced or removed. For the reinforcement of dangerous rock, the dangerous rock is reinforced according to the reinforcement resistance R' calculated by formula (25) and the treatment purpose is achieved when formula (24) is satisfied.

[0150]

[0151] The symbols have the same meaning as before.

[0152] Table 2 below is a comparison of the partial coefficient method and the safety factor method used in each model.

[0153] Table 2 Model and formula statistics

[0154]

[0155]

[0156]

[0157] Note: Introduce resistance partial coefficient, compare partial coefficient method and safety factor method, reverse calculate and calibrate resistance partial coefficient, statistics of calculation conditions of various collapse code model cases are shown in Table 3, statistics of reverse calculated resistance partial coefficient are shown in Table 4

[0158] Table 3 Statistics of calculation conditions for each model case

[0159]

[0160] Table 4 Back-calculation statistics of resistance sub-item coefficients of 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 order of execution of the steps in the above embodiment does not necessarily mean 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 embodiment of the present invention.

[0163] The embodiment of the present invention further provides a potential separation body dangerous rock stability analysis system, comprising:

[0164] Stability calculation module: used to construct a stability calculation model based on the partial coefficient method according to the bearing capacity of the dangerous rock; the stability calculation model is used to calculate the stability conditions of the potential separated dangerous rock of the set scene according to the current load of the potential separated dangerous rock;

[0165] Reinforcement resistance calculation module: when the force and resistance of the potential separated dangerous rock do not satisfy the stability calculation model, the reinforcement resistance is calculated according to the stability calculation model, and the potential separated dangerous rock is reinforced according to the reinforcement resistance.

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

[0167]

[0168] Where:

[0169] γ Gi : represents the partial factor of the i-th permanent load under the first setting scenario;

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

[0171] γ Q1 : represents the partial coefficient of the main variable load under the first setting scenario;

[0172] G Q1k : represents the main variable load under the first setting scenario;

[0173] γ Qj : represents the partial coefficient of the jth other variable load under the first setting scenario;

[0174] S Qjk : represents the jth other variable load in the first setting scenario;

[0175] represents the combined value coefficient of the jth other variable load in the first setting scenario;

[0176] R1: represents the standard value of dangerous rock resistance under the first setting scenario;

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

[0178] In some embodiments, in the reinforcement resistance calculation module, when the force and resistance of the potentially separated dangerous rock do not satisfy the stability calculation model under the first setting scenario, the method for calculating the reinforcement resistance R' includes:

[0179]

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

[0181]

[0182] Where:

[0183] S GE , S Ehk , S Evk , S Dik , S ik : represent the main permanent load, horizontal seismic load, vertical seismic load, the ith other permanent load, and the ith variable load under the second setting scenario respectively;

[0184] γ GE , γ Eh , γEV , γ Di , γ i : represent the other permanent load partial factor, horizontal seismic load partial factor, vertical seismic load partial factor, the ith other permanent load partial factor, and the ith variable load partial factor under the second setting scenario respectively;

[0185] represents the combined value coefficient calibrated in the second setting scenario;

[0186] R2: represents the resistance standard value under the second setting scenario;

[0187] γ / : represents the resistance partial coefficient;

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

[0189] In some embodiments, when the force and resistance of the potentially separated dangerous rock do not satisfy the stability calculation model under the second setting scenario, the reinforcement resistance R' is calculated according to the following formula:

[0190]

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

[0192]

[0193] The embodiment of the present invention also provides a method for analyzing stability of potentially separated dangerous rocks, comprising:

[0194] A stability calculation model based on a partial coefficient method is constructed according to the bearing capacity of the dangerous rock; the stability calculation model is used to calculate the stability conditions of the potential separated dangerous rock of a set scenario according to the current load of the potential separated dangerous rock;

[0195] When the force and resistance of the potential separated dangerous rock do not satisfy the stability calculation model, the reinforcement resistance is calculated according to the stability calculation model, and the potential separated dangerous rock is reinforced according to the reinforcement resistance.

[0196] An embodiment of the present invention further provides a computer program product, including a computer program / instruction, characterized in that when the computer program / instruction is executed by a processor, any step of the stability analysis method of potentially separated dangerous rocks is implemented.

[0197] The contents not described in detail in this specification belong to the prior art known to professional and technical personnel in this field.

Claims

1. A potential separation dangerous rock stability analysis system, characterized in that: include: Stability calculation module: used to construct a stability calculation model based on the partial coefficient method according to the bearing capacity of dangerous rocks; The stability calculation model is used to calculate the stability condition of the potential detached dangerous rock of the set scenario according to the current load of the potential detached dangerous rock; Reinforcement resistance calculation module: when the force and resistance of the potential separated dangerous rock do not satisfy the stability calculation model, the reinforcement resistance is calculated according to the stability calculation model, and the potential separated dangerous rock is reinforced according to the reinforcement resistance.

2. The potential separation dangerous rock stability analysis system according to claim 1, characterized in that: The setting scenario includes a first setting scenario, and the calculation formula of the stability calculation model in the first setting scenario includes: Where: γ Gi , γ Q1 , γ Qj : represent the partial coefficient of the i-th permanent load, the partial coefficient of the main variable load, and the partial coefficient of the j-th other variable load in the first setting scenario respectively; S Gki , G Q1k , S Qjk : represent the i-th permanent load, main variable load, and j-th other variable load in the first setting scenario respectively; represents the combined value coefficient of the jth other variable load in the first setting scenario; R1: represents the standard value of dangerous rock resistance under the first setting scenario; γ0, γ / : represent the structural importance coefficient and resistance partial coefficient respectively.

3. The potential separation dangerous rock stability analysis system according to claim 2, characterized in that: The calculation method of the reinforcement resistance R' under the first setting scenario includes:

4. The potential separation dangerous rock stability analysis system according to claim 1 or 2, characterized in that: The setting scenario includes a second setting scenario, and the calculation formula of the stability calculation model in the second setting scenario includes: Where: S GE , S Ehk , S Evk , S Dik , S ik : represent the main permanent load, horizontal seismic load, vertical seismic load, the ith other permanent load, and the ith variable load under the second setting scenario respectively; γ GE , γ Eh , γ EV , γ Di , γ i : represent the other permanent load partial factor, horizontal seismic load partial factor, vertical seismic load partial factor, the ith other permanent load partial factor, and the ith variable load partial factor under the second setting scenario respectively; represents the combination value coefficient under the second setting scenario; R2: represents the resistance standard value under the second setting scenario; γ / : represents the resistance partial coefficient; γ E : Indicates the seismic adjustment coefficient.

5. The potential separation body dangerous rock stability analysis system as claimed in claim 4, characterized in that: The calculation method of the reinforcement resistance R' under the second setting scenario includes:

6. The potential separation dangerous rock stability analysis system according to claim 1, characterized in that: The setting scenario includes a first setting scenario and a second setting scenario, and the calculation method of the reinforcement resistance R' includes: Where: γ Gi , γ Q1 , γ Qj : represent the partial coefficient of the i-th permanent load, the partial coefficient of the main variable load, and the partial coefficient of the j-th other variable load in the first setting scenario respectively; S Gki , G Q1k , S Qjk : represent the i-th permanent load, main variable load, and j-th other variable load in the first setting scenario respectively; represents the combined value coefficient of the jth other variable load in the first setting scenario; γ0, γ / : represent the structural importance coefficient and resistance partial coefficient respectively; represents the coefficient of the i-th combination value in the first setting scenario; R1 and R2: represent the standard values ​​of dangerous rock resistance in the first setting scenario and the second setting scenario respectively; γ E : represents the seismic adjustment coefficient; S GE , S Ehk , S Evk , S Dik , S ik : represent the main permanent load, horizontal seismic load, vertical seismic load, the ith other permanent load, and the ith variable load under the second setting scenario respectively; γ GE , γ Eh , γ EV , γ Di , γ i : represent the other permanent load partial factor, horizontal seismic load partial factor, vertical seismic load partial factor, the ith other permanent load partial factor, and the ith variable load partial factor under the second setting scenario respectively; Indicates the combination value coefficient under the second setting scenario.

7. A method for analyzing the stability of potentially separated dangerous rocks, characterized in that: include: According to the bearing capacity of dangerous rock, a stability calculation model based on the partial coefficient method is constructed; The stability calculation model is used to calculate the stability condition of the potential detached dangerous rock of the set scenario according to the current load of the potential detached dangerous rock; When the force and resistance of the potential separated dangerous rock do not satisfy the stability calculation model, the reinforcement resistance is calculated according to the stability calculation model, and the potential separated dangerous rock is reinforced according to the reinforcement resistance.

8. The method for analyzing stability of potentially separated dangerous rocks according to claim 7, characterized in that: The setting scenario includes a first setting scenario, and the calculation formula of the stability calculation model in the first setting scenario includes: Where: γ Gi , γ Q1 , γ Qj : represent the partial coefficient of the i-th permanent load, the partial coefficient of the main variable load, and the partial coefficient of the j-th other variable load in the first setting scenario respectively; S Gki , G Q1k , S Qjk : represent the i-th permanent load, main variable load, and j-th other variable load in the first setting scenario respectively; represents the combined value coefficient of the jth other variable load in the first setting scenario; R1: represents the standard value of dangerous rock resistance under the first setting scenario; γ0, γ / : represent the structural importance coefficient and resistance partial coefficient respectively.

9. The method for analyzing stability of potentially separated dangerous rocks according to claim 7, characterized in that: The setting scenario includes a second setting scenario, and the calculation formula of the stability calculation model in the second setting scenario includes: Where: S GE , S Ehk , S Evk , S Dik , S ik : represent the main permanent load, horizontal seismic load, vertical seismic load, the ith other permanent load, and the ith variable load under the second setting scenario respectively; γ GE , γ Eh , γ EV , γ Di , γ i : represent the other permanent load partial factor, horizontal seismic load partial factor, vertical seismic load partial factor, the ith other permanent load partial factor, and the ith variable load partial factor under the second setting scenario respectively; represents the combination value coefficient under the second setting scenario; R2: represents the resistance standard value under the second setting scenario; γ / : represents the resistance partial coefficient; γ E : Indicates the seismic adjustment coefficient.

10. A computer program product comprising a computer program / instructions, characterized in that When the computer program / instruction is executed by a processor, the steps of the method for stability analysis of potentially separated dangerous rocks described in any one of claims 7 to 9 are implemented.

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