Determination method and system for deep grooving excavation high slope unloading area support scheme

Abstract

According to the method and the system for determining the support scheme of the deep grooving high slope unloading area provided by the invention, the time-varying characteristic quantitative characterization of the mechanical parameters of the slope rock mass in the slope grooving process is realized by establishing a three-dimensional dynamic system of the unloading damage coefficient calculation model, the mechanical parameter degradation model and the mechanical parameter repair model; a traditional static reduction method is broken through, differential parameter assignment of different positions is achieved in the spatial dimension, and engineering practice is met; the rock mass damage accumulative effect caused by excavation unloading is fully considered, and the accuracy of supporting parameters is greatly improved; and the optimal supporting scheme for excavating each layer is finally selected based on the economical efficiency comparison value index, so that the economical efficiency and rationality of the supporting measures are greatly improved. The dynamic design of the support scheme combination of the deep cutting groove excavation high slope is realized through the dynamic change of mechanical parameters in the groove excavation process.

Description

Technical Field

[0001] The invention belongs to the technical field of water conservancy and hydropower engineering, and relates to a method and system for determining a support scheme. Background Art

[0002] In water conservancy and hydropower projects, deep trenching and high slope excavation is a process of creating engineering slopes by deep trenching from top to bottom through massive mountains. The excavation morphology, unloading effect, and stability control of deep trenching and high slope excavation differ fundamentally from those of conventional slopes. Deep trenching and high slope excavation utilizes trenching to create steep slopes. During excavation, excavation disturbances and blasting vibrations trigger more dramatic stress field adjustments, leading to significant unloading cracks within the rock mass. The original equilibrium state is severely disrupted in a short period of time, increasing the risk of sudden instability. The rock mass often exhibits a combination of deep slip and localized collapse, creating areas within the rock mass that deform, crack, or loosen due to stress release caused by excavation disturbances and blasting vibrations. This area is called the unloading zone. Certain support measures are required in the unloading zone to ensure project safety, otherwise there is a risk of slope instability.

[0003] In current design and construction, due to insufficient understanding of the time-dependent deformation mechanism of rock masses, the design of deep trenching and high slope excavation is often based on static mechanical parameters. Strong, weak, and micro-unloading zones are defined during rock excavation based on field experience. Calculations are performed by artificially reducing static mechanical parameters without fully considering the cumulative effect of rock damage caused by excavation unloading. The resulting unloading zone support parameters are inaccurate, resulting in overload or insufficient support measures. Summary of the Invention

[0004] In order to solve the problem described in the background technology that the unloading area support parameters obtained from the design of deep grooving and high slope excavation are inaccurate, resulting in overload or insufficient support measures, the present invention provides a method and system for determining the unloading area support scheme for deep grooving and high slope excavation.

[0005] The method of the present invention comprises: S1. Based on the field survey results of high slopes, a physical test model for deep trenching of high slopes was established; S2. Based on the excavation disturbance and blasting vibration of deep trenching and high slopes, a calculation model for the unloading damage coefficient of deep slope rock mass is established; S3. Based on the calculation model of the unloading damage coefficient of deep-cut slope rock mass, a mechanical parameter degradation model caused by slope trenching is established; S4. Based on the physical test model of deep trenching and high slope excavation and the mechanical parameter degradation model, a mechanical parameter repair model caused by slope support is established; S5. Establish a calculation model for different types of support plan combinations and support economic comparison values based on the single - root support force, single - root support unit price, and support spacing. S6. Obtain the initial slope rock mass mechanical parameters based on the physical test model of the deeply cut high slope. S7. According to the initial slope rock mass mechanical parameters, conduct a simulation calculation of the slope trench excavation, and determine the range of the unloading area of the first - layer slope trench excavation. S8. Based on the mechanical parameter degradation model, obtain the degraded slope rock mass mechanical parameters after the first - layer slope trench excavation. S9. According to the degraded slope rock mass mechanical parameters after the first - layer slope trench excavation, and based on the slope design specifications for water conservancy and hydropower projects, calculate the stability coefficients of different types of support plan combinations in the unloading area range of the first - layer slope trench excavation, and screen to obtain a set of preliminary support plan combinations whose stability coefficients are greater than or equal to the slope stability coefficients specified in the slope design specifications for water conservancy and hydropower projects. S10. Substitute the set of preliminary support plan combinations into the support economic comparison value calculation model, and take the support plan combination with the smallest economic comparison value as the best support plan combination after the first - layer slope trench excavation. S11. Substitute the best support plan combination after the first - layer slope trench excavation into the mechanical parameter repair model to obtain the slope rock mass mechanical parameters after the first - layer support repair. S12. Based on the slope rock mass mechanical parameters after the first - layer support repair, repeat the operations of S7 - S11, successively conduct the second - layer slope trench excavation, obtain the best support plan combination for the second layer, obtain the slope rock mass mechanical parameters after the second - layer support repair, the third - layer slope trench excavation, obtain the best support plan combination for the third layer, obtain the slope rock mass mechanical parameters after the third - layer support repair... until the last - layer slope trench excavation is carried out to obtain the best support plan combination after the last - layer slope trench excavation.

[0006] Further, in S2, the calculation model for the unloading damage coefficient of the deeply cut slope rock mass is as follows: (1), (2), (3), (4), In the formula, S （v, h） is the unloading damage coefficient of the rock mass at the coordinate position (v, h) of the deeply cut slope, and its value range is [0, 1], and this coefficient is different at different coordinate positions; e is the natural constant; A and B are coefficients related to the properties of the rock and soil mass, which are calibrated through the physical model test of the high slope; ξ w（v,h）Denotes the tensile strain caused by excavation disturbance at the coordinate position (v, h) of the deep cut slope. k1 denotes the excavation disturbance coefficient of the deep cut slope, and H w（v,h） Denotes the distance between the coordinate position (v, h) of the deep cut slope and the excavation point; ξ p（v,h） Denotes the tensile strain caused by blasting vibration at the coordinate position (v, h) of the deep cut slope. k2 denotes the blasting vibration coefficient of the deep cut slope, and H p（v,h） Denotes the distance between the coordinate position (v, h) of the deep cut slope and the blasting point; ξ j Denotes the ultimate tensile strain of the deep cut slope.

[0007] Furthermore, in the said S3, the mechanical parameter degradation model is: (5), (6), (7), In the formula, i is the number of layers of slope trench excavation, Q is the total number of layers of slope trench excavation, The cohesion at the coordinate position (v, h) after the excavation and support of the (i - 1)-th layer; Denotes the internal friction angle at the coordinate position (v, h) after the excavation and support of the (i - 1)-th layer of the slope; S i（v, h） Is the rock mass unloading damage coefficient at the coordinate position (v, h) when the i-th layer of the deep cut slope is excavated; c0 denotes the initial cohesion value; φ0 denotes the initial internal friction angle value; Denotes the cohesion at the coordinate position (v, h) after the excavation of the i-th layer of the slope; Denotes the internal friction angle at the coordinate position (v, h) during the excavation of the i-th layer of the slope.

[0008] Furthermore, in the said S4, the mechanical parameter repair model is: (8), (9), (10), In the formula, X i（v,h） Denotes the rock mass mechanical parameter repair coefficient at the coordinate position (v, h) after the support of the i-th layer of the deep cut slope; C and D are coefficients related to the properties of rock and soil, calibrated through physical model tests of deep cut high slopes; Δξ m（v,h） Denotes the difference in tensile strain before and after support at the coordinate position (v, h) of the deep cut slope; Denotes the cohesion at the coordinate position (v, h) after the excavation of the i-th layer of the slope; Denotes the internal friction angle at the coordinate position (v, h) during the excavation of the i-th layer of the slope; Denotes the cohesion at the coordinate position (v, h) after the excavation and support of the i-th layer of the slope; Refers to the internal friction angle at the (v, h) coordinate position after the excavation and support of the i-th layer of the slope; and At the same time, it serves as the mechanical parameters before the excavation of the (i + 1)-th layer; ξ j Refers to the ultimate tensile strain of the deep-cut slope; e is the natural constant.

[0009] Furthermore, in the step S5, based on the single-support force, single-support unit price, and support spacing, different types of support plan combinations [α i , β j , γ t are established, where α i is the set of single-support forces, i = 1, 2, 3…; β j is the set of single-support unit prices, j = 1, 2, 3…; γ t is the set of support spacings, t = 1, 2, 3…; The calculation model of the support economic comparison value is: (11), In the formula, M1 is the economic comparison value; α i is the set of single-support forces; β j is the set of single-support unit prices; γ t is the set of support spacings.

[0010] Furthermore, in the steps S6 and S7, the initial slope rock mass mechanical parameters include the initial cohesion value c0 and the initial internal friction angle value φ0; In the step S7, the discrimination formula for the range of the slope trench excavation unloading zone is: (12), (13), In the formula, Refers to the shear stress at the (v, h) coordinate position of the deep-cut slope after the first-layer trench excavation; σ 1(v, h) Refers to the normal stress at the (v, h) coordinate position of the deep-cut slope after the first-layer trench excavation; K 1（v,h） Refers to the unloading stress at the (v, h) coordinate position of the deep-cut slope after the first-layer trench excavation; c0 refers to the initial cohesion value, and φ0 refers to the initial internal friction angle value; Refers to the shear stress at the (v, h) coordinate position after the i-th layer of trench excavation; σ i(v, h) Refers to the normal stress at the (v, h) coordinate position after the i-th layer of trench excavation; K i（v,h） Refers to the unloading stress at the (v, h) coordinate position after the i-th layer of trench excavation; Refers to the cohesion at the (v, h) coordinate position after the excavation and support of the (i - 1)-th layer of the slope; It refers to the internal friction angle at the coordinate position of (v, h) after the excavation and support of the i-1th layer of the slope. Satisfying Equation (12) indicates that the deep-cut slope at the coordinate position of (v, h) after the excavation of the first-layer slope enters the unloading zone; satisfying Equation (13) indicates that the deep-cut slope at the coordinate position of (v, h) after the excavation of the ith layer of the slope enters the unloading zone.

[0011] Based on the above method, the present invention proposes a determination system for the support scheme of the unloading zone of a deep-cut high slope, including a physical test model establishment module, an unloading damage coefficient calculation model establishment module, a mechanical parameter deterioration model establishment module, a mechanical parameter repair model establishment module, a support economy ratio selection value calculation model establishment module, an initial slope rock mass mechanical parameter acquisition module, a slope excavation unloading zone range discrimination module, a deteriorated slope rock mass mechanical parameter acquisition module, a preliminary support scheme combination set screening module, an optimal support scheme combination acquisition module, a repaired slope rock mass mechanical parameter acquisition module, and a repeated calculation module; The physical test model establishment module is used to establish a physical test model of the deep-cut high slope based on the on-site survey results of the high slope; The unloading damage coefficient calculation model establishment module is used to establish a calculation model for the unloading damage coefficient of the deep-cut slope rock mass based on the excavation disturbance and blasting vibration of the deep-cut high slope; The mechanical parameter deterioration model establishment module is used to establish a mechanical parameter deterioration model caused by slope excavation based on the calculation model of the unloading damage coefficient of the deep-cut slope rock mass; The mechanical parameter repair model establishment module is used to establish a mechanical parameter repair model caused by slope support according to the physical test model and the mechanical parameter deterioration model of the deep-cut high slope; The support economy ratio selection value calculation model establishment module is used to establish different types of support scheme combinations and a support economy ratio selection value calculation model based on the single support force, the single support unit price, and the support spacing; The initial slope rock mass mechanical parameter acquisition module is used to obtain the initial slope rock mass mechanical parameters based on the physical test model of the deep-cut high slope; The slope excavation unloading zone range discrimination module is used to perform simulation calculations of slope excavation based on the initial slope rock mass mechanical parameters and discriminate the range of the unloading zone of the first-layer slope excavation; The deteriorated slope rock mass mechanical parameter acquisition module is used to obtain the deteriorated slope rock mass mechanical parameters of the first-layer slope excavation based on the mechanical parameter deterioration model; The preliminary support plan combination set screening module is used to calculate the stability coefficients of different types of support plan combinations in the unloading area of the first-layer slope trench excavation based on the mechanical parameters of the slope rock mass after deterioration of the first-layer slope trench excavation, and screen out the set of preliminary support plan combinations whose stability coefficients are greater than or equal to the slope stability coefficient specified in the slope design code for water conservancy and hydropower projects; The optimal support plan combination obtaining module is used to substitute the set of preliminary support plan combinations into the support economic comparison value calculation model, and take the support plan combination with the smallest economic comparison value as the optimal support plan combination after the first-layer slope trench excavation; The restored slope rock mass mechanical parameter obtaining module is used to substitute the optimal support plan combination after the first-layer slope trench excavation into the mechanical parameter restoration model to obtain the mechanical parameters of the slope rock mass after the first-layer support restoration; The repeated calculation module is used to repeat the operations of the slope trench excavation unloading area discrimination module, the deteriorated slope rock mass mechanical parameter obtaining module, the preliminary support plan combination set screening module, and the optimal support plan combination obtaining module based on the mechanical parameters of the slope rock mass after the first-layer support restoration, and successively perform the second-layer slope trench excavation, obtain the second-layer optimal support plan combination, obtain the mechanical parameters of the slope rock mass after the second-layer support restoration, the third-layer slope trench excavation, obtain the third-layer optimal support plan combination, obtain the mechanical parameters of the slope rock mass after the third-layer support restoration... until the last-layer slope trench excavation is carried out to obtain the optimal support plan combination after the last-layer slope trench excavation.

[0012] The present invention also provides a computer-readable storage medium storing a computer program, which when executed by a processor implements the method for determining the support plan for the unloading area of a deeply cut high slope as described above.

[0013] Compared with the prior art, the present invention has the following beneficial effects: (1) The model conforms to engineering practice: By establishing a three-dimensional dynamic system of the unloading damage coefficient calculation model, the mechanical parameter deterioration model, and the mechanical parameter restoration model, the present invention realizes the quantitative characterization of the time-varying characteristics of the mechanical parameters of the slope rock mass during the slope trench excavation process, breaks through the traditional static reduction method, and realizes differential parameter assignment at different positions in the spatial dimension, which conforms to engineering practice; (2) The support parameters are accurate: When calculating the support for the unloading area of a deeply cut high slope, the present invention considers the dynamic changes of physical and mechanical parameters, fully considers the cumulative effect of rock mass damage caused by excavation unloading, and greatly improves the accuracy of the support parameters; (3)The support measures are economically reasonable: The present invention can perform support calculation and analysis on the unloading area of each layer during the excavation of the deep-cut high slope, and finally select the best support plan for each layer of excavation based on the economic comparison value index, realizing the dynamic support of the unloading area of the deep-cut high slope, and greatly improving the economy and rationality of the support measures.

[0014] In summary, through the dynamic change of mechanical parameters during the groove excavation process, the present invention realizes the dynamic design of the support plan combination for the deep-cut high slope, solves the problem that the support parameters of the unloading area obtained from the current design of the deep-cut high slope are inaccurate, resulting in overloading or insufficiency of the support measures, provides a reference basis for the design and construction selection of the support measures for the deep-cut high slope, and has important value for promoting the intelligent construction of water conservancy and hydropower projects. Brief Description of the Drawings

[0015] Figure 1 It is a flowchart of the method of the present invention.

[0016] Figure 2 It is a structural schematic diagram of the deep-cut high slope.

[0017] Figure 3 It is a system architecture diagram of the present invention. Detailed Embodiments

[0018] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present application clearer, the present application will be further described in detail below with reference to the drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present application and are not used to limit the present application.

[0019] Embodiment 1

[0020] The method for determining the support plan for the unloading area of the deep-cut high slope, the flowchart is as Figure 1 shown, and the structural schematic diagram of the deep-cut high slope is as Figure 2 shown, and the specific steps are as follows.

[0021] S1. Based on the on-site survey results of the high slope, establish a physical test model of the deep-cut high slope.

[0022] The establishment of the physical test model of the deep-cut high slope belongs to the prior art. Based on the physical test model of the deep-cut high slope, the mechanical parameters of the slope rock mass can be obtained, which will not be elaborated here.

[0023] S2. Based on the excavation disturbance and blasting vibration of the deep-cut high slope, establish a calculation model for the unloading damage coefficient of the deep-cut slope rock mass.

[0024] Specifically, the calculation model for the unloading damage coefficient of the deep-cut slope rock mass is: (1), (2), (3), (4), wherein, S （v, h） is the rock mass unloading damage coefficient at the coordinate position (v, h) of the deep cutting slope, and its value range is [0, 1]. This coefficient is different at different coordinate positions; e is the natural constant; A and B are coefficients related to the properties of rock and soil, which are calibrated through physical model tests of high slopes; ξ w（v,h） refers to the tensile strain caused by excavation disturbance at the coordinate position (v, h) of the deep cutting slope, k1 refers to the excavation disturbance coefficient of the deep cutting slope, and H w（v,h） refers to the distance between the coordinate position (v, h) of the deep cutting slope and the excavation point; ξ p（v,h） refers to the tensile strain caused by blasting vibration at the coordinate position (v, h) of the deep cutting slope, k2 refers to the blasting vibration coefficient of the deep cutting slope, and H p（v,h） refers to the distance between the coordinate position (v, h) of the deep cutting slope and the blasting point; ξ j refers to the ultimate tensile strain of the deep cutting slope.

[0025] S3. Based on the calculation model of the rock mass unloading damage coefficient of the deep cutting slope, establish a mechanical parameter degradation model caused by slope trench excavation.

[0026] Specifically, when the excavation of the first layer is completed, the rock mass parameters in the slope have deteriorated. By analogy, the rock mass parameters in the slope will deteriorate after the excavation of each layer until the total number of layers Q of the slope trench excavation is reached. Q is an integer and is assigned through on-site survey. Therefore, the mechanical parameter degradation model is: (5), (6), (7), wherein, i is the number of layers of slope trench excavation, Q is the total number of layers of slope trench excavation, the cohesion at the coordinate position (v, h) after the excavation and support of the (i - 1)-th layer; refers to the internal friction angle at the coordinate position (v, h) after the excavation and support of the (i - 1)-th layer of the slope; S i（v, h） is the rock mass unloading damage coefficient at the coordinate position (v, h) when the i-th layer of the deep cutting slope is excavated; c0 refers to the initial cohesion value; φ0 refers to the initial internal friction angle value; refers to the cohesion at the coordinate position (v, h) after the excavation of the i-th layer of the slope; refers to the internal friction angle at the coordinate position (v, h) during the excavation of the i-th layer of the slope.

[0027] S4. Based on the physical test model and the mechanical parameter degradation model of the deep-cut high slope, establish a mechanical parameter repair model caused by slope support.

[0028] Specifically, after each layer of support is completed, the mechanical parameters of the rock mass have been repaired compared with those during the excavation of this layer. Therefore, the mechanical parameter repair model is: (8), (9), (10), In the formula, X i（v,h） refers to the mechanical parameter repair coefficient of the rock mass at the coordinate position (v, h) after the i-th layer of support for the deep-cut slope; C and D are coefficients related to the properties of rock and soil, calibrated through the physical model test of the deep-cut high slope; Δξ m（v,h） refers to the difference in tensile strain before and after support at the coordinate position (v, h) of the deep-cut slope; refers to the cohesion at the coordinate position (v, h) after the i-th layer of excavation of the slope; refers to the internal friction angle at the coordinate position (v, h) after the i-th layer of excavation of the slope; refers to the cohesion at the coordinate position (v, h) after the i-th layer of excavation and support of the slope; refers to the internal friction angle at the coordinate position (v, h) after the i-th layer of excavation and support of the slope; and simultaneously serve as the mechanical parameters before the excavation of the (i + 1)-th layer; ξ j refers to the ultimate tensile strain of the deep-cut slope; e is the natural constant.

[0029] S5. Based on the single support force, single support unit price, and support spacing, establish different types of support scheme combinations and a calculation model for the support economic comparison value.

[0030] Specifically, based on the single support force, single support unit price, and support spacing, establish different types of support scheme combinations [α i , β j , γ t , where α i is the set of single support forces, i = 1, 2, 3...; β j is the set of single support unit prices, j = 1, 2, 3...; γ t is the set of support spacings, t = 1, 2, 3...; The calculation model for the support economic comparison value is: (11), In the formula, M1 is the economic comparison value; α i is the set of single support forces; βj is the set of unit prices for single - root support; γ t is the set of support spacings.

[0031] It must be noted that the operations in the above steps S1 - S5 provide a calculation basis and a calculation model for the calculation of the optimal support plan combination for each subsequent layer.

[0032] S6. Based on the physical test model of the deeply cut high - slope, obtain the mechanical parameters of the initial slope rock mass.

[0033] Specifically, the mechanical parameters of the initial slope rock mass include the initial cohesion value c0 and the initial internal friction angle value φ0.

[0034] S7. According to the mechanical parameters of the initial slope rock mass, conduct a simulation calculation of the slope trench excavation, and determine the range of the unloading zone of the first - layer slope trench excavation.

[0035] Specifically, the discriminant formula for the range of the slope trench excavation unloading zone is: (12), (13), In the formula, refers to the shear stress at the coordinate position (v, h) of the deeply cut slope after the first - layer trench excavation; σ 1(v, h) refers to the normal stress at the coordinate position (v, h) of the deeply cut slope after the first - layer trench excavation; K 1（v,h） refers to the unloading stress at the coordinate position (v, h) of the deeply cut slope after the first - layer trench excavation; c0 refers to the initial cohesion value, and φ0 refers to the initial internal friction angle value; refers to the shear stress at the coordinate position (v, h) after the i - th layer trench excavation; σ i(v, h) refers to the normal stress at the coordinate position (v, h) after the i - th layer trench excavation; K i（v,h） refers to the unloading stress at the coordinate position (v, h) after the i - th layer trench excavation; refers to the cohesion at the coordinate position (v, h) after the excavation and support of the (i - 1) - th layer of the slope; refers to the internal friction angle at the coordinate position (v, h) after the excavation and support of the (i - 1) - th layer of the slope; Satisfying formula (12) indicates that the coordinate position (v, h) of the deeply cut slope after the first - layer slope trench excavation enters the unloading zone range; satisfying formula (13) indicates that the coordinate position (v, h) of the deeply cut slope after the i - th layer slope trench excavation enters the unloading zone range.

[0036] S8. Based on the mechanical parameter degradation model, obtain the mechanical parameters of the slope rock mass after degradation of the first - layer slope trench excavation.

[0037] S9. Based on the mechanical parameters of the slope rock mass after deterioration of the first-layer slope trench excavation, and based on the slope design code for water conservancy and hydropower projects, calculate the stability coefficients of different types of support plan combinations in the unloading area of the first-layer slope trench excavation, and screen to obtain a set of preliminary support plan combinations whose stability coefficients are greater than or equal to the slope stability coefficient specified in the slope design code for water conservancy and hydropower projects.

[0038] Specifically, the formula can be expressed as: (14), In the formula, Q i is the numerical calculation stability coefficient after the first-layer excavation and support; [Q] is the slope stability coefficient specified in the slope design code for water conservancy and hydropower projects.

[0039] In this embodiment, the document number of the slope design code for water conservancy and hydropower projects is SL386 - 2007.

[0040] S10. Substitute the set of preliminary support plan combinations into the support economic comparison value calculation model, and take the support plan combination with the smallest economic comparison value as the best support plan combination after the first-layer slope trench excavation.

[0041] S11. Substitute the best support plan combination after the first-layer slope trench excavation into the mechanical parameter repair model to obtain the mechanical parameters of the slope rock mass after the first-layer support repair.

[0042] S12. Based on the mechanical parameters of the slope rock mass after the first-layer support repair, repeat the operations of S7 - S11, successively perform the second-layer slope trench excavation, obtain the best support plan combination for the second layer, obtain the mechanical parameters of the slope rock mass after the second-layer support repair, the third-layer slope trench excavation, obtain the best support plan combination for the third layer, obtain the mechanical parameters of the slope rock mass after the third-layer support repair... until the last-layer slope trench excavation is performed to obtain the best support plan combination after the last-layer slope trench excavation.

[0043] Based on the on-site survey results, through the simulation calculation of the deeply cut trench high slope, the number of layers of the deeply cut trench is obtained. A total of Q layers are excavated, where Q is an integer and is assigned through on-site survey. The calculation process is to first perform the first-layer slope trench excavation from top to bottom, and then select appropriate support measures based on the calculation results; then perform the second-layer excavation, and the initial parameters for calculating the unloading process of the second-layer excavation are the mechanical parameters after the end of the first-layer support; and so on, a total of Q layers of design calculations are performed.

[0044] Thus, based on the above repeated calculations, through the dynamic change of mechanical parameters during the trench excavation process, the dynamic design of the support plan combination for the deeply cut trench high slope is realized, greatly improving the accuracy, economy, and rationality of the support measures.

[0045] Embodiment 2

[0046] System for determining support scheme for unloading area of high slope with deep cut groove, the architecture diagram is as Figure 3 shown, and it consists of a physical test model establishment module, an unloading damage coefficient calculation model establishment module, a mechanical parameter degradation model establishment module, a mechanical parameter repair model establishment module, a support economic comparison value calculation model establishment module, an initial slope rock mass mechanical parameter acquisition module, a slope groove excavation unloading area range discrimination module, a degraded slope rock mass mechanical parameter acquisition module, a preliminary support scheme combination set screening module, an optimal support scheme combination acquisition module, a repaired slope rock mass mechanical parameter acquisition module, and a repeated calculation module.

[0047] The physical test model establishment module is used to establish a physical test model of the high slope with deep cut groove based on the on-site survey results of the high slope.

[0048] The unloading damage coefficient calculation model establishment module is used to establish a calculation model for the unloading damage coefficient of the deep slope rock mass based on the excavation disturbance and blasting vibration of the high slope with deep cut groove.

[0049] The mechanical parameter degradation model establishment module is used to establish a mechanical parameter degradation model caused by slope groove excavation based on the calculation model of the unloading damage coefficient of the deep slope rock mass.

[0050] The mechanical parameter repair model establishment module is used to establish a mechanical parameter repair model caused by slope support according to the physical test model and the mechanical parameter degradation model of the high slope with deep cut groove.

[0051] The support economic comparison value calculation model establishment module is used to establish different types of support scheme combinations and a support economic comparison value calculation model based on the single support force, single support unit price, and support spacing; The initial slope rock mass mechanical parameter acquisition module is used to obtain the initial slope rock mass mechanical parameters based on the physical test model of the high slope with deep cut groove.

[0052] The slope groove excavation unloading area range discrimination module is used to perform simulation calculations of slope groove excavation based on the initial slope rock mass mechanical parameters and discriminate the range of the first-layer slope groove excavation unloading area.

[0053] The degraded slope rock mass mechanical parameter acquisition module is used to obtain the mechanical parameters of the degraded slope rock mass of the first-layer slope groove excavation based on the mechanical parameter degradation model.

[0054] The preliminary support plan combination set screening module is used to calculate the stability coefficients of different types of support plan combinations in the unloading area of the first-layer slope trench excavation based on the mechanical parameters of the slope rock mass after deterioration of the first-layer slope trench excavation, and screen out the set of preliminary support plan combinations that are greater than or equal to the slope stability coefficient specified in the slope design code for water conservancy and hydropower projects.

[0055] The optimal support plan combination obtaining module is used to substitute the set of preliminary support plan combinations into the support economic comparison value calculation model, and take the support plan combination with the smallest economic comparison value as the optimal support plan combination after the first-layer slope trench excavation.

[0056] The repaired slope rock mass mechanical parameter obtaining module is used to substitute the optimal support plan combination after the first-layer slope trench excavation into the mechanical parameter repair model to obtain the mechanical parameters of the slope rock mass after the first-layer support repair.

[0057] The repeated calculation module is used to repeat the operations of the slope trench excavation unloading area discrimination module, the deteriorated slope rock mass mechanical parameter obtaining module, the preliminary support plan combination set screening module, and the optimal support plan combination obtaining module based on the mechanical parameters of the slope rock mass after the first-layer support repair, and sequentially perform the second-layer slope trench excavation, obtain the optimal support plan combination for the second layer, obtain the mechanical parameters of the slope rock mass after the second-layer support repair, the third-layer slope trench excavation, obtain the optimal support plan combination for the third layer, obtain the mechanical parameters of the slope rock mass after the third-layer support repair... until the last-layer slope trench excavation is performed to obtain the optimal support plan combination after the last-layer slope trench excavation.

[0058] The specific implementation methods of each module in this system are the same as those described in Embodiment 1, and will not be elaborated here.

[0059] Embodiment 3

[0060] A computer-readable storage medium stores a computer program, and when the computer program is executed by a processor, it implements the method for determining the support plan for the unloading area of the deeply cut high slope as described in Embodiment 1 above, and the system for determining the support plan for the unloading area of the deeply cut high slope as described in Embodiment 2.

[0061] Those skilled in the art will appreciate that the embodiments of the present application may be provided as methods, systems, or computer program products. Therefore, the present application may take the form of a complete hardware embodiment, a complete software embodiment, or an embodiment combining software and hardware. Furthermore, the present application may take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code. The solutions in the embodiments of the present application may be implemented in various computer languages, such as object-oriented programming languages Java, C++, Python, and interpreted scripting languages like JavaScript.

[0062] The present application is described with reference to the flowcharts and / or block diagrams of the methods, electronic devices (systems), and computer program products according to the embodiments of the present application. It should be understood that each process and / or box in the flowchart and / or block diagram, as well as the combination of the processes and / or boxes in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing electronic device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing electronic device generate instructions for implementing the steps in the process. Figure 1 a process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0063] These computer program instructions may also be stored in a computer-readable memory that can direct a computer or other programmable data processing electronic device to operate in a specific manner, so that the instructions stored in the computer-readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 a process or multiple processes and / or boxes Figure 1 The function specified in one or more boxes.

[0064] These computer program instructions can also be loaded onto a computer or other programmable data processing electronic device so that a series of operating steps are executed on the computer or other programmable electronic device to produce a computer-implemented process, thereby providing instructions for executing on the computer or other programmable electronic device to implement the process. Figure 1 a process or multiple processes and / or boxes Figure 1 A step that specifies a function in one or more boxes.

[0065] Although the preferred embodiments of the present application have been described, those skilled in the art can make additional changes and modifications once they learn the basic creative concepts. Therefore, the appended claims are intended to be construed to include the preferred embodiments as well as all changes and modifications that fall within the scope of the present application.

[0066] Obviously, those skilled in the art can make various changes and modifications to the present application without departing from the spirit and scope of the present application. Thus, if these modifications and variations of the present application fall within the scope of the claims of the present application and their equivalent technologies, the present application is also intended to include these modifications and variations.

Claims

1. A method for determining the support scheme for the unloading area of a high slope with deep-cut grooves, characterized in that Including: S1. Based on the on-site survey results of the high slope, establish a physical test model for the deeply cut high slope; S2. Based on the excavation disturbance and blasting vibration of the deeply cut high slope, establish a calculation model for the unloading damage coefficient of the rock mass of the deep slope; S3. Based on the calculation model for the unloading damage coefficient of the rock mass of the deep slope, establish a mechanical parameter deterioration model caused by the slope trench excavation; S4. According to the physical test model and the mechanical parameter deterioration model of the deeply cut high slope, establish a mechanical parameter repair model caused by slope support; S5. Based on the single support force, single support unit price, and support spacing, establish a calculation model for different types of support plan combinations and the economic comparison value of the support; S6. Based on the physical test model of the deeply cut high slope, obtain the initial mechanical parameters of the slope rock mass; S7. According to the initial mechanical parameters of the slope rock mass, conduct a simulation calculation of the slope trench excavation, and determine the range of the unloading area of the first-layer slope trench excavation; S8. Based on the mechanical parameter deterioration model, obtain the mechanical parameters of the slope rock mass after deterioration of the first-layer slope trench excavation; S9. According to the mechanical parameters of the slope rock mass after deterioration of the first-layer slope trench excavation, based on the slope design specifications for water conservancy and hydropower projects, calculate the stability coefficients of different types of support plan combinations in the range of the unloading area of the first-layer slope trench excavation, and screen to obtain a set of preliminary support plan combinations with a stability coefficient greater than or equal to the slope stability coefficient specified in the slope design specifications for water conservancy and hydropower projects; S10. Substitute the set of preliminary support plan combinations into the calculation model for the economic comparison value of the support, and take the support plan combination with the smallest economic comparison value as the best support plan combination after the first-layer slope trench excavation; S11. Substitute the best support plan combination after the first-layer slope trench excavation into the mechanical parameter repair model to obtain the mechanical parameters of the slope rock mass after the first-layer support repair; S12. Based on the mechanical parameters of the slope rock mass after the first-layer support repair, repeat the operations of S7 - S11, and successively conduct the second-layer slope trench excavation, obtain the best support plan combination for the second layer, obtain the mechanical parameters of the slope rock mass after the second-layer support repair, the third-layer slope trench excavation, obtain the best support plan combination for the third layer, obtain the mechanical parameters of the slope rock mass after the third-layer support repair... until the last-layer slope trench excavation is carried out to obtain the best support plan combination after the last-layer slope trench excavation.

2. The method for determining the support plan for the unloading zone of a deeply cut high slope according to claim 1, wherein: In S2, the calculation model for the unloading damage coefficient of the rock mass of the deep slope is: （1）， （2）， （3）， （4）， where S （v, h） is the coefficient of rock mass unloading damage at the coordinate position (v, h) of the deep-cut slope, with a value range of [0, 1], and this coefficient varies at different coordinate positions; e is the natural constant; A and B are coefficients related to the properties of rock and soil masses, calibrated through physical model tests of high slopes; ξ w（v,h） refers to the tensile strain caused by excavation disturbance at the coordinate position (v, h) of the deep-cut slope, k1 refers to the excavation disturbance coefficient of the deep-cut slope, H w（v,h） refers to the distance between the coordinate position (v, h) of the deep-cut slope and the excavation point; ξ p（v,h） refers to the tensile strain caused by blasting vibration at the coordinate position (v, h) of the deep-cut slope, k2 refers to the blasting vibration coefficient of the deep-cut slope, H p（v,h） refers to the distance between the coordinate position (v, h) of the deep-cut slope and the blasting point; ξ j refers to the ultimate tensile strain of the deep-cut slope.

3. The method for determining the support plan for the unloading zone of a deeply cut high slope according to claim 2, characterized in that: In S3, the mechanical parameter deterioration model is: （5）， （6）， （7）， Where, i is the number of layers of slope trench excavation, and Q is the total number of layers of slope trench excavation. The cohesion at the coordinate position (v, h) after the excavation and support of the (i - 1)-th layer. Refers to the internal friction angle at the coordinate position (v, h) after the excavation and support of the (i - 1)-th layer of the slope; S i（v, h） Is the rock mass unloading damage coefficient at the coordinate position (v, h) when excavating the i-th layer of the deep cut slope; c0 refers to the initial cohesion value; φ0 refers to the initial internal friction angle value. Refers to the cohesion at the coordinate position (v, h) after the excavation of the i-th layer of the slope. Refers to the internal friction angle at the coordinate position (v, h) during the excavation of the i-th layer of the slope.

4. The method for determining the support plan for the unloading zone of a deeply cut high slope according to claim 3, characterized in that: In S4, the mechanical parameter repair model is: （8）， （9）， （10）， In the formula, X i（v,h） refers to the repair coefficient of the mechanical parameters of the rock mass at the coordinate position (v, h) after the i-th layer of support for the deep cutting slope; C and D are coefficients related to the properties of the rock and soil, calibrated through physical model tests of the deep cutting high slope; Δξ m（v,h） refers to the difference in tensile strain before and after support at the coordinate position (v, h) of the deep cutting slope; refers to the cohesion at the coordinate position (v, h) after the i-th layer of excavation of the slope; refers to the internal friction angle at the coordinate position (v, h) of the i-th layer of excavation of the slope; refers to the cohesion at the coordinate position (v, h) after the i-th layer of excavation and support of the slope; refers to the internal friction angle at the coordinate position (v, h) after the i-th layer of excavation and support of the slope; and simultaneously serve as the mechanical parameters before the excavation of the (i + 1)-th layer; ξ j refers to the ultimate tensile strain of the deep cutting slope; e is the natural constant.

5. The method for determining the support scheme for the unloading area of a deeply cut high slope according to claim 4, characterized in that: In S5, different types of support plan combinations [α i , β j , γ t are established based on the single - root support force, single - root support unit price, and support spacing, where α i is the set of single - root support forces, i = 1, 2, 3…; β j is the set of single - root support unit prices, j = 1, 2, 3…; γ t is the set of support spacings, t = 1, 2, 3…; The calculation model for the economic comparison value of the support is: （11）， Wherein, M1 is the economic comparison value; α i is the set of single - root support forces; β j is the set of single - root support unit prices; γ t is the set of support spacings.

6. The method for determining the support plan for the unloading area of a deeply cut high slope according to claim 5, characterized in that: In S6 and S7, the initial mechanical parameters of the slope rock mass include the initial cohesion value c0 and the initial internal friction angle value φ0; In S7, the discriminant formula for the range of the unloading area of the slope trench excavation is: （12）， （13）， In the formula, denotes the shear stress at the coordinate position (v, h) of the deeply cut slope after the excavation of the first layer of the groove; σ 1(v, h) denotes the normal stress at the coordinate position (v, h) of the deeply cut slope after the excavation of the first layer of the groove; K 1（v,h） denotes the unloading stress at the coordinate position (v, h) of the deeply cut slope after the excavation of the first layer of the groove; c0 denotes the initial cohesion value, and φ0 denotes the initial internal friction angle value; denotes the shear stress at the coordinate position (v, h) after the excavation of the i-th layer of the groove; σ i(v, h) denotes the normal stress at the coordinate position (v, h) after the excavation of the i-th layer of the groove; K i（v,h） denotes the unloading stress at the coordinate position (v, h) after the excavation of the i-th layer of the groove; denotes the cohesion at the coordinate position (v, h) of the slope after the excavation and support of the (i - 1)-th layer; denotes the internal friction angle at the coordinate position (v, h) of the slope after the excavation and support of the (i - 1)-th layer; Satisfying Equation (12) indicates that the coordinate position (v, h) of the deep slope after the first-layer slope trench excavation enters the unloading area range; satisfying Equation (13) indicates that the coordinate position (v, h) of the deep slope after the i-layer slope trench excavation enters the unloading area range.

7. A determination system for the support plan of the deeply cut high slope unloading area implementing the method according to any one of claims 1-6, characterized in that: It includes a physical test model establishment module, an unloading damage coefficient calculation model establishment module, a mechanical parameter deterioration model establishment module, a mechanical parameter repair model establishment module, a support economic comparison value calculation model establishment module, an initial slope rock mass mechanical parameter acquisition module, a slope trench excavation unloading area range discrimination module, a deteriorated slope rock mass mechanical parameter acquisition module, a preliminary support plan combination set screening module, an optimal support plan combination acquisition module, a repaired slope rock mass mechanical parameter acquisition module, and a repeated calculation module; The physical test model establishment module is used to establish a physical test model of a deeply cut trench excavation high slope based on the on-site survey results of the high slope; The unloading damage coefficient calculation model establishment module is used to establish a calculation model for the unloading damage coefficient of the deeply cut slope rock mass based on the excavation disturbance and blasting vibration of the deeply cut trench excavation high slope; The mechanical parameter deterioration model establishment module is used to establish a mechanical parameter deterioration model caused by slope trench excavation based on the calculation model for the unloading damage coefficient of the deeply cut slope rock mass; The mechanical parameter repair model establishment module is used to establish a mechanical parameter repair model caused by slope support based on the physical test model and the mechanical parameter deterioration model of the deeply cut trench excavation high slope; The support economic comparison value calculation model establishment module is used to establish different types of support plan combinations and a support economic comparison value calculation model based on the single support force, single support unit price, and support spacing; The initial slope rock mass mechanical parameter acquisition module is used to obtain the initial slope rock mass mechanical parameters based on the physical test model of the deeply cut trench excavation high slope; The slope trench excavation unloading area range discrimination module is used to perform simulation calculations of slope trench excavation based on the initial slope rock mass mechanical parameters and discriminate the range of the unloading area of the first-layer slope trench excavation; The deteriorated slope rock mass mechanical parameter acquisition module is used to obtain the mechanical parameters of the deteriorated slope rock mass after the first-layer slope trench excavation based on the mechanical parameter deterioration model; The preliminary support plan combination set screening module is used to calculate the stability coefficients of different types of support plan combinations in the unloading area range of the first-layer slope trench excavation based on the mechanical parameters of the deteriorated slope rock mass after the first-layer slope trench excavation and in accordance with the slope design specifications for water conservancy and hydropower projects, and screen out a set of preliminary support plan combinations whose stability coefficients are greater than or equal to the slope stability coefficient specified in the slope design specifications for water conservancy and hydropower projects; The optimal support plan combination acquisition module is used to substitute the set of preliminary support plan combinations into the support economic comparison value calculation model and take the support plan combination with the smallest economic comparison value as the optimal support plan combination after the first-layer slope trench excavation; The repaired slope rock mass mechanical parameter acquisition module is used to substitute the optimal support plan combination after the first-layer slope trench excavation into the mechanical parameter repair model to obtain the mechanical parameters of the slope rock mass after the first-layer support repair; The repeated calculation module is used to, based on the mechanical parameters of the slope rock mass after the first-layer support repair, repeat the operations of the slope trench excavation unloading zone range discrimination module, the deteriorated slope rock mass mechanical parameter acquisition module, the preliminary support plan combination set screening module, and the optimal support plan combination acquisition module, and successively perform the second-layer slope trench excavation, obtain the second-layer optimal support plan combination, obtain the mechanical parameters of the slope rock mass after the second-layer support repair, the third-layer slope trench excavation, obtain the third-layer optimal support plan combination, obtain the mechanical parameters of the slope rock mass after the third-layer support repair... until the last-layer slope trench excavation is performed to obtain the optimal support plan combination after the last-layer slope trench excavation.

8. A computer-readable storage medium storing a computer program, characterized in that: When the computer program is executed by a processor, it implements the method for determining the support plan for the unloading zone of the deep trench excavation high slope as described in any one of claims 1-6.

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