Simulation experiment method for evaluating excavation of water storage slope

Abstract

The invention discloses a simulation experiment method for evaluating excavation of a water storage side slope, which belongs to the field of side slope engineering and comprises the following steps: S1, configuring similar materials of a physical model; s2, manufacturing a physical model box; s3, filling and curing; s4, installing a data acquisition system; s5, carrying out an excavation simulation test, a water storage physical simulation test and a seismic oscillation simulation test; and S6, analyzing and researching deformation and damage characteristics and rules of the slope body and the fault tectonic zone under the action of excavation disturbance, water storage and seismic oscillation according to a simulation result. On the basis of analysis of slope engineering geological conditions, according to a similarity principle and a similarity criterion, slope body excavation disturbance, water storage and seismic oscillation simulation tests are carried out, and deformation and damage characteristics and laws of a slope body and a fault tectonic zone under the action of excavation disturbance, water storage and seismic oscillation are studied; and the deformation and damage conditions of the prototype slope are restored according to the similar constants.

Description

Technical Field

[0001] The invention relates to the technical field of slope engineering, and in particular to a simulation experiment method for evaluating excavated water-storage slopes. Background Art

[0002] Different physical systems in nature have different change processes. Similarity in physical and mechanical processes refers to the similarity of the morphology of a certain point in the system and the similarity of the physical change process. The same physical properties must be possessed to strictly guarantee the similarity of two phenomena. If the physical properties of two different physical systems are similar and follow the same mathematical laws of change, it can also be called similarity in a broad sense. Based on the different similarity relationships of objective things, similar phenomena can be divided into vertical similarity and horizontal similarity. If the similarity relationship is formed due to the physical and chemical connections within the objective things themselves, it is called horizontal similarity; if the similarity relationship is formed due to the interaction between different systems, it is called vertical similarity. The slope physical simulation test mainly studies the horizontal similarity relationship.

[0003] Physical simulation tests generally need to meet conditions such as geometric similarity, kinematic similarity, dynamic similarity, and physical similarity of materials or media. Physical simulation tests are a research method that scales the geological prototype to the physical model at a certain ratio and then conducts the test. The vector directions of the same physical quantities in the geological prototype and the physical model are the same, and the numerical values ​​correspond to each other in proportion. In this case, the test results of the physical model can be scaled up and restored to the geological prototype at a certain ratio. After the physical model is established, in order to facilitate the measurement of stress and strain in the physical model, some materials with similar mechanical properties to the geological prototype are often selected as similar materials. For the physical model, high-density, low-elastic modulus, and low-strength materials are generally selected.

[0004] Due to the large volume of the water storage slope, the use of field tests is likely to have an impact on the surrounding environment, making it difficult to recover the damage caused during the test. The existing methods for evaluating open-pit mine slope excavation water storage simulation experiments are usually carried out using numerical simulation tests. There are related studies on reservoir slopes or natural slopes, and generally only shallow reservoirs or surface rainfall are considered. However, no relevant research has been found for large artificially excavated slopes such as open-pit mines, especially special situations such as the presence of large fault structures inside the slope body. Summary of the invention

[0005] In order to solve the technical problem in the prior art that a physical model cannot be used to simulate the water storage excavation of a large-scale artificially excavated open-pit mine slope, the present invention provides a simulation experimental method for evaluating the excavation of a water storage slope.

[0006] To implement the above technical solution, the present invention provides a simulation test method for evaluating excavated water storage slopes, comprising the following steps:

[0007] S1: Configuration of similar materials for the physical model. Based on the collection and analysis of previous research results, the selection principle of similar material raw materials and similarity theory are followed to select appropriate model materials to carry out similar material ratio tests for the physical model of the slope, obtain the physical and mechanical parameters required for the physical model, and compare and analyze them with the parameters required for similar materials of the physical model, and finally determine the optimal ratio of the physical model materials of each unit of the slope body. Step S1 includes sub-steps:

[0008] S2: Making a physical model box, using a fixed frame and angle steel clips to connect high-transparency panels to make a model box of the physical model;

[0009] S3: Filling and curing. Determine the size of the excavation and water storage test model and the size of the earthquake simulation test model based on the similarity relationship between the original slope and the model test. After the preliminary preparations for the model test are completed, start filling. Convert the thickness of each rock and soil layer into the model box based on the similarity theory. Determine different proportioning schemes based on the physical and mechanical property parameters of different rock layers after conversion by the similarity theory. According to the required proportion of similar materials in each layer, weigh each similar material in proportion with an electronic balance and mix them evenly. Put the mixed materials into the filling box and compact them. Install sensors at the corresponding positions according to the test requirements during the filling process. After filling, maintain in a natural state for one week.

[0011] S4: Install the data acquisition system, use the dynamic and static signal test analyzer to monitor the stress, and use the sensor system consisting of a dial indicator displacement meter, an earth pressure cell, a piezometer and a digital image detection device to collect slope

[0012] Stress changes and deformation data of the model;

[0013] S5: Carry out excavation simulation test, water storage physical simulation test and seismic simulation test, respectively establish three identical model test models using the above method, use one of the test models to install a stable head water supply device to carry out water storage physical simulation test, and use one of the test models to install a vibration device to carry out seismic simulation test;

[0014] S6: Based on the simulation results, the deformation and failure characteristics and laws of the slope and fault structure under the influence of excavation disturbance, water storage and seismic motion are analyzed and studied.

[0015] Furthermore, step S1 includes sub-steps:

[0016] S11: Derivation of similarity judgment basis, determining the formula of similarity constant according to similarity theory, and deriving the similarity constant required for water storage slope simulation experiment through the formula of similarity constant;

[0017] S12: Establish dimensional equations, select physical quantities inherent in the phenomenon, examine their dimensions using dimensional analysis based on the theorem, and obtain functional relationships consistent with the theorem to guide physical simulation experiments and analysis of related test results

[0018] Promotion;

[0019] S13: Determine the similarity constant, obtain the similarity scale by comparing the size of the model and the geological prototype, and ensure that the corresponding proportions of the mechanical parameters of the physical model material and the prototype slope material are equal or proportional; according to the similarity principle and test requirements, select the length of the model, the bulk density, uniaxial compressive strength, tensile strength, cohesion, internal friction angle, Poisson's ratio of the material, and the displacement and stress that represent the physical phenomenon to describe the slope excavation, water storage and

[0020] The changing course of earthquakes;

[0021] S14: Determine the model parameters, sort out the geological data of the study area, combine the similarity ratio of the model and the geological prototype in step S13, and calculate the physical and mechanical theoretical parameters of the corresponding model test materials from the physical and mechanical parameters of the original rock;

[0022] S15: Selection of similar model materials: According to the principle of similar material selection, aggregates, binders, solvents, additives and fillers for physical simulation tests are selected, and non-ferrous iron powder is used to distinguish different rock layers;

[0023] S16: Through indoor tests, the uniaxial compressive strength, elastic modulus, Poisson's ratio, tensile strength, permeability, density, cohesion and internal friction angle of similar materials are determined, and finally the ratio of similar materials in each layer is determined.

[0024] Furthermore, in step S11, similarity constant=prototype physical quantity / model physical quantity, and the calculation formula of similarity constant is as follows:

[0025] Geometric similarity constants:

[0026]

[0027] Stress similarity constant:

[0028]

[0029] Displacement similarity constant:

[0030] C δ =δ p / δ m

[0031] Similarity constants for elastic modulus:

[0032] C E =Ep / E m

[0033] Poisson's ratio similarity constant:

[0034] C μ =μ p / μ m

[0035] Permeability similarity constant:

[0036] C K =K p / K m

[0037] Bulk density similarity constant:

[0038] C γ =γ p / γ m

[0039] Time similarity constant:

[0040] C t =t p / t m

[0041] Vibration frequency similarity constant:

[0042] C f =f p / f m .

[0043] Furthermore, in step S12, the content of the dimensional analysis includes: ① slope geometric structure parameter l; ② rock and soil material physical and mechanical parameters: density ρ, permeability coefficient K, shear strength index c and Poisson's ratio μ, deformation modulus E, gravitational acceleration g, stress σ, strain ε, displacement u, vibration frequency f and vibration acceleration a; the actual physical problem of the slope and related parameters are expressed in the same equation:

[0044]

[0045] Furthermore, assuming that the gravitational acceleration similarity ratio is 1, the geometric similarity ratio C l =n, and the material is isotropic; and the gravitational acceleration g is set to remain unchanged.

[0046] Furthermore, in step S15, the aggregate includes: barite powder, river sand, quartz sand, iron powder, lead oxide, zinc oxide powder or other metal powder; the binder includes: gypsum, cement, epoxy resin, clay, white latex, rosin, motor oil or liquid paraffin oil; the solvent includes alcohol, water, motor oil or other organic solvents; the additives include: gypsum, glycerin, citric acid or bentonite; the filler includes: barite powder, quartz sand, heavy metals, river sand or other mixed materials.

[0047] Further, in step S16, the similar material indoor test includes: a uniaxial compression test using a similar material to make a rock uniaxial compressive strength test specimen, a shear test using a similar material to make a direct shear test standard specimen, and a seepage test using a similar material to make a seepage test standard specimen;

[0048] Further, in step S2, the high-transparency plate includes a high-transparency acrylic plate, a high-transparency organic glass plate or a high-transparency resin plate.

[0049] Furthermore, in step S6, the collected deformation data of the observation points are processed with MATLAB to remove abnormal values, and a curve of the relationship between the horizontal displacement, vertical displacement and time is drawn.

[0050] In summary, the present invention has the following beneficial effects compared with the prior art:

[0051] Based on the analysis of the engineering geological conditions of the slope, the present invention carries out simulation tests of excavation disturbance, water storage and seismic motion of the slope body according to the similarity principle and similarity criterion, studies the deformation, failure characteristics and laws of the slope body and fault structural zone under the action of excavation disturbance, water storage and seismic motion, and restores the deformation and failure of the prototype slope according to the similarity constant. BRIEF DESCRIPTION OF THE DRAWINGS

[0052] The drawings described herein are used to provide a further understanding of the present invention and constitute a part of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings:

[0053] Figure 1 A flow chart of a simulation experiment method for evaluating excavation of water storage slopes provided by the present invention;

[0054] Figure 2 Design drawings for the model box;

[0055] Figure 3 To simulate the actual filling diagram of the test;

[0056] Figure 4 Raw material particle gradation curve;

[0057] Figure 5 Design drawing of water storage simulation test plan;

[0058] Figure 6 Schematic diagram of the arrangement of deformation observation points for water storage simulation test;

[0059] Figure 7 Layout plan of dial indicator displacement meter;

[0060] Figure 8 Layout plan of earth pressure cells T1-T4;

[0061] Fig. 9 Layout plan of earth pressure cells T4-T7;

[0062] Fig.10 Plan view of piezometer layout;

[0063] Fig.11 Schematic diagram of the layout of observation and monitoring equipment for water storage simulation test;

[0064] Fig.12 Horizontal deformation curve diagram;

[0065] Fig.13 Vertical deformation curve graph;

[0066] Fig.14 Displacement vector diagram of deformation observation points 1 to 18;

[0067] Fig.15 Surface subsidence change curve;

[0068] Fig.16 Pore ​​water pressure data curve during the whole test process;

[0069] Fig.17 Soil pressure data curve during the whole test process.

[0070] The above drawings include the following reference numerals:

[0071] 1. Physical model box; 11. Fixed frame; 12. Angle steel clip; 13. High transparency plate. DETAILED DESCRIPTION

[0072] It should be noted that, in the absence of conflict, the embodiments of the present invention and the features in the embodiments can be combined with each other. The present invention will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0073] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit exemplary embodiments according to the present invention. As used herein, unless the context clearly indicates otherwise, the singular form is also intended to include the plural form. In addition, it should be understood that when the terms "comprising" and / or "including" are used in this specification, it indicates the presence of features, steps, operations, devices, components and / or combinations thereof.

[0074] See also Figures 1 to 3 As shown, the present invention provides a simulation test method for evaluating excavation water storage slope, characterized in that it includes the steps of:

[0075] S1: Configuration of similar materials for the physical model. Based on the collection and analysis of previous research results, the selection principle of similar material raw materials and similarity theory are followed to select appropriate model materials to carry out similar material ratio tests for the physical model of the slope, obtain the physical and mechanical parameters required for the physical model, and compare and analyze them with the parameters required for similar materials of the physical model, and finally determine the optimal ratio of the physical model materials of each unit of the slope body. Step S1 includes sub-steps:

[0076] S2: Making a physical model box, using a fixed frame and angle steel clips to connect high-transparency panels to make a model box of the physical model;

[0077] S3: Determine the size of the excavation and water storage test model and the size of the earthquake simulation test model based on the similarity relationship between the original slope and the model test. After the preliminary preparations for the model test are completed, start filling the model. According to the similarity theory, convert the thickness of each rock and soil layer into the model box. Determine different proportioning schemes based on the physical and mechanical property parameters of different rock layers after similarity theory conversion. According to the required proportion of similar materials in each layer, weigh each similar material in proportion with an electronic balance and mix them evenly. Put the mixed materials into the filling box and compact them. During the filling process,

[0078] Install sensors at corresponding locations according to test requirements; maintain in natural state for one week after filling;

[0079] S4: Install the data acquisition system, use the dynamic and static signal test analyzer to monitor the stress, and use the sensor system consisting of a dial indicator displacement meter, an earth pressure cell, a piezometer and a digital image detection device to collect slope

[0080] Stress changes and deformation data of the model;

[0081] S5: Use the above method to build three identical model test models, use one of the test models to install a stable head water supply device to conduct a water storage physical simulation test, and use one of the test models to install a vibration device

[0082] To conduct earthquake simulation tests;

[0083] S6: Based on the simulation results, the deformation and failure characteristics and laws of the slope and fault structure under the influence of excavation disturbance, water storage and seismic motion are analyzed and studied.

[0084] In step S1, the physical simulation experiment must first follow the similarity theory of scientific experimental research, which consists of three basic laws:

[0085] (1) The First Law of Similarity

[0086] If the prototype and the model are similar, then they have similar phenomena and the values ​​of similar criteria are also the same, which is a necessary condition for similarity. The similar phenomena here refer to the similarity of the change process of each factor. The theorem shows that similar phenomena obey the same law, that is, the various quantities of the characteristics of the phenomenon are constrained by a certain law, and there is a certain relationship between them. If these relationships are expressed by mathematical equations, then the equations are the same in similar phenomena.

[0087] (2) The Second Law of Similarity

[0088] When a phenomenon can be represented by the functional relationship of n physical quantities, and these physical quantities contain k basic dimensions, (nk) similarity criteria can be obtained. Then these n physical quantities can be represented by similarity criteria π1, π2, …, π n-k The functional relationship between them.

[0089] The physical equation of the phenomenon:

[0090] f(x1,x2,x3,…,x n )=0 (1)

[0091] According to the second law of similarity, the above formula can be written as:

[0092]

[0093] For similar phenomena, the similarity criteria at corresponding points and corresponding moments are equal, so their relationship is also the same, namely:

[0094] prototype:

[0095]

[0096] Model:

[0097]

[0098] Where: π m1 =π p1 , π m2 =π p2 , ..., πm(n-k) =π p(n-k)

[0099] (3) The Third Law of Similarity

[0100] For the same type of physical phenomena, if the single-valued quantities are similar and the similarity criteria composed of the single-valued quantities are numerically equal, then the phenomena are similar. Single-valued quantities are physical quantities in single-valued conditions, which include geometric conditions, physical conditions, boundary conditions and initial conditions. The third law of similarity determines the necessary and sufficient conditions for phenomena to be similar.

[0101] In summary, the similarity principle can be expressed as follows: if the physical quantities corresponding to the geometric features of two systems (model and prototype) are in a certain proportional relationship, they can be considered similar. Therefore, by measuring the physical quantity of a certain system (model), the corresponding physical quantity of the other system (prototype) can be deduced according to a certain proportional relationship, thus obtaining the various parameters required for indoor experiments to prepare similar models and conduct experiments more accurately.

[0102] As a preferred embodiment, step S1 includes sub-steps:

[0103] S11: Derivation of similarity judgment basis, determining the formula of similarity constant according to similarity theory, and deriving the similarity constant required for water storage slope simulation experiment through the formula of similarity constant;

[0104] S12: Establish dimensional equations, select physical quantities inherent in the phenomenon, examine their dimensions using dimensional analysis based on the theorem, and obtain functional relationships consistent with the theorem to guide physical simulation experiments and analysis of related test results

[0105] Promotion;

[0106] S13: Determine the similarity constant, obtain the similarity scale by comparing the size of the model and the geological prototype, and ensure that the corresponding proportions of the mechanical parameters of the physical model material and the prototype slope material are equal or proportional; according to the similarity principle and test requirements, select the length of the model, the bulk density, uniaxial compressive strength, tensile strength, cohesion, internal friction angle, Poisson's ratio of the material, and the displacement and stress that represent the physical phenomenon to describe the slope excavation, water storage and

[0107] The changing course of earthquakes;

[0108] S14: Determine the model parameters, sort out the geological data of the study area, combine the similarity ratio of the model and the geological prototype in step S13, and calculate the physical and mechanical theoretical parameters of the corresponding model test materials from the physical and mechanical parameters of the original rock;

[0109] S15: Selection of similar model materials: According to the principle of similar material selection, aggregates, binders, solvents, additives and fillers for physical simulation tests are selected, and non-ferrous iron powder is used to distinguish different rock layers;

[0110] S16: Through indoor tests, the uniaxial compressive strength, elastic modulus, Poisson's ratio, tensile strength, permeability, density, cohesion and internal friction angle of similar materials are determined, and finally the ratio of similar materials in each layer is determined.

[0111] There are many materials that can be used to make models, but no one is absolutely ideal. Therefore, to choose one or several suitable materials to make structural models, it is necessary to have a comprehensive understanding of the performance of various model materials, compare their respective advantages and disadvantages, and finally make a reasonable choice.

[0112] Selection principles for similar model materials: The performance of physical model materials cannot be selected arbitrarily, as they are subject to the mutual constraints of various physical quantities in similar indicators. The performance of physical model materials should meet the similar conditions required by the physical model design. This requires comprehensive material performance tests on physical model materials, such as elastic modulus, Poisson's ratio, density, various strengths, etc., to find materials that are as suitable as possible for the designed model conditions.

[0113] (1) Meet the test objectives

[0114] The purpose of each physical simulation test is different, and the selection of physical model materials can be combined with the research purpose to make different requirements. For the study of deformation and failure morphology models, in addition to ensuring that the characteristics of the material in the elastic range meet similar conditions, the strength characteristics of the material must also meet similar conditions.

[0115] (2) Meet the measurement accuracy of the test instrument

[0116] Model tests always analyze structural characteristics by measuring the deformation of the model. The commonly used detection sensor elements in the test also mostly transmit various physical quantities through the perception of deformation, so the deformation that the model can produce under the test load is very important. In order to make the test measurement more accurate and the deformation larger, the elastic modulus of the model material is required to be lower, but materials with too low elastic modulus often lead to more obvious nonlinear characteristics. Therefore, it is necessary to comprehensively consider the balance between the requirements of similar conditions of the physical model and the requirements of test measurement accuracy. In the process of model testing, attention should also be paid to the influence of the stiffness of the measuring point and the non-model material characteristic factors caused by the rigidification caused by the patch glue on the test results. In addition, for some embedded sensor elements, attention should also be paid to the matching problem between the stiffness of the model material and the stiffness of the element.

[0117] (3) Meet the requirements of easy processing

[0118] The material of the physical model should be easy to process, which is important for speeding up the test and reducing the test cost. For some complex and irregular structures, the choice of physical model material depends on the manufacturing and processing technology level.

[0119] For physical simulation tests, from the perspective of test technology alone, there are many specific issues that need to be carefully considered when selecting materials:

[0120] ① Elastic modulus: As mentioned above, too low elastic modulus of the material is often accompanied by the premature appearance of nonlinear characteristics. At the same time, it will also lead to too low structural stiffness, and the rigidity of the measuring instrument may affect the deformation results of the model. However, if the elastic modulus is too high, it is necessary to increase the test load to obtain sufficient deformation to meet the measurement accuracy requirements. However, the increase in load will put forward higher requirements on the stiffness of the model support, and at the same time, it also puts forward higher requirements on the loading equipment and reaction force system, making the entire test device complicated.

[0121] ② Poisson's ratio: Poisson's ratio is a dimensionless physical quantity. Similarity theory requires that the Poisson's ratio of the model material is consistent with that of the prototype material. If the Poisson's ratio is different, it will inevitably bring certain errors to the test results. The size of the error depends on the stress conditions of the model. For example, when the ratio of the deformation caused by normal stress to the shear deformation is an important factor in the elastic characteristics of the system under consideration, the difference in Poisson's ratio will obviously affect the correctness of the stress measurement results. Therefore, when selecting the model material, the Poisson's ratio of the model and the prototype material should be the same.

[0122] ③ Creep: Almost all synthetic materials have creep phenomenon. Creep itself is a very complex physical quantity. Only when creep research is taken as an important purpose of model test, the similarity of creep characteristics of model materials is fully considered. In general models, some test techniques are often used to compensate or data processing is used to correct and deduct. When selecting model materials, the similarity of creep performance is not specifically considered, and materials with small creep are selected as much as possible to improve the purposefulness and accuracy of test detection.

[0123] ④ Thermal conductivity: The thermal conductivity of the model material will directly affect the measurement results of the measuring sensor element on the model. At present, the resistance strain test method is commonly used to measure the model strain. This sensor element has strong thermal sensitivity. When the thermal conductivity of the model material is poor, it will produce a large temperature change around the sensor element, thereby affecting the measurement results and causing large errors.

[0124] In short, the selection of model materials should be based on comprehensive consideration of the above-mentioned requirements and the best ones should be used.

[0125] As a preference, in step S11, the similarity constant is also called similarity ratio, scale, model ratio, similarity coefficient; it is the ratio of the same physical quantity between the prototype and the model: similarity constant = prototype physical quantity / model physical quantity.

[0126] This paper mainly studies the stress change and deformation characteristics of slopes under the influence of excavation, water storage and earthquake. There are many influencing factors, so the following similarity constants will be determined:

[0127] Geometric similarity constants:

[0128]

[0129] Stress similarity constant:

[0130]

[0131] Displacement similarity constant:

[0132] C δ =δ p / δ m (7)

[0133] Similarity constants for elastic modulus:

[0134] C E =E p / E m (8)

[0135] Poisson's ratio similarity constant:

[0136] C μ =μ p / μ m (9)

[0137] Permeability similarity constant:

[0138] C K =K p / K m (10)

[0139] Bulk density similarity constant:

[0140] C γ =γ p / γ m (11)

[0141] Time similarity constant:

[0142] C t =t p / t m (12)

[0143] Vibration frequency similarity constant:

[0144] C f =f p / f m (13)

[0145] As a preferred method, in step S12, the dimensional analysis method is generated by examining the dimensions of various physical quantities in the process of studying similar phenomena, and its theoretical basis is the mathematical theory of dimensional homogeneous equations. For a phenomenon, when it has its own physical equation, its dimensional equation is easy to establish; if all the mechanisms of the phenomenon are not clear and the laws are not fully understood, its physical equation is difficult to determine. Therefore, physical quantities inherent in the phenomenon can be selected, and their dimensions can be examined by dimensional analysis based on the theorem to obtain a functional relationship consistent with the theorem, which is used to guide the analysis and promotion of physical simulation experiments and related test results.

[0146] (1) Parameter selection and analysis

[0147] The parameters that affect the slope stress and strain changes mainly include two aspects: ① slope geometric structure parameters l, ② rock and soil material physical and mechanical parameters: density ρ, permeability coefficient K, shear strength index c and Poisson's ratio μ, deformation modulus E, gravitational acceleration g, stress σ, strain ε, displacement u, vibration frequency f and vibration acceleration a, etc.

[0148] As a preferred method, assume that the gravitational acceleration similarity ratio is 1 and the geometric similarity ratio C l =n, and the material is isotropic.

[0149] The physical parameters analyzed are: stress σ, strain ε, displacement u, vibration frequency f and vibration acceleration a are important components of the undetermined items and are the targets that need to be studied and obtained in the model test; density ρ, permeability coefficient K, shear strength index c and Poisson's ratio μ, deformation modulus E, slope geometric structure parameter l, reflect the characteristics of the model test and determine the type of material and the scale of the model in the model test. The size of these parameters directly affects the similarity of the model; gravitational acceleration g is an inherent property of the system and is considered to be unchanging in the study.

[0150] (2) Dimensional analysis and determination of similarity criteria

[0151] Dimensional analysis is the basis for establishing equations. However, a mathematical equation that can perfectly and correctly reflect the physical process must be dimensionally homogeneous. Therefore, the actual physical problem of the slope and the relevant parameters are expressed in the same equation:

[0152]

[0153] in, μ and ε are three dimensionless quantities; l and u are two quantities with the same dimension; g and a are two quantities with the same dimension; c, E, and σ are three quantities with the same dimension. The [MLT] dimension system is used to perform dimensional analysis on the parameters in the above equations, and the results are shown in Table 1.

[0154] Table 1 Dimensional analysis results

[0155]

[0156] Let the dimensionless similarity ratio be 1, then Another C g =1, C l =n, then the similarity criterion of the model test is as follows: C c =C E =C σ =C l C ρ ; C u =C l ; C γ =C ρ ; C a =C g =1.

[0157] Preferably, in step S15, the aggregate includes: barite powder, river sand, quartz sand, iron powder, lead oxide, zinc oxide powder or other metal powder; the binder includes: gypsum, cement, epoxy resin, clay, white latex, rosin, motor oil or liquid paraffin oil; the solvent includes alcohol, water, motor oil or other organic solvents; the additives include: gypsum, glycerin, citric acid or bentonite; the filler includes: barite powder, quartz sand, heavy metals, river sand or other mixed materials.

[0158] Based on the reading of relevant literature, the similar materials commonly used in geomechanical model tests are selected for analysis, summary and induction. Currently, the more common similar materials generally consist of three components: aggregate, adhesive and additive.

[0159] Considering the aggregate grading and the increase in bulk density, aggregates are divided into coarse aggregates and fine aggregates. Each single material has its own characteristics and limitations. In order to make similar materials meet the various requirements of the test, the combination of several materials is the best solution for making similar materials for the model. After selecting different raw materials, the mechanical properties of the materials are measured through indoor mechanical tests to adjust the ratio of different materials, and the best similar materials that meet the test requirements can be obtained.

[0160] At present, similar materials such as aggregates include barite powder, river sand, quartz sand, iron powder, lead oxide, zinc oxide powder and other metal powders; similar materials such as binders include gypsum, cement, epoxy resin, clay, white latex, rosin, motor oil, liquid paraffin oil, etc.; similar materials such as solvents include alcohol, water, motor oil and other organic solvents, etc.

[0161] Similar material additives include gypsum, glycerin, citric acid, bentonite, etc. According to the different similar material aggregates, the main raw materials used in the model can be divided into barite powder, quartz sand, heavy metals, river sand and other mixed materials.

[0162] As a preferred embodiment, in step S16, the similar material indoor test includes: a uniaxial compression test using a sample made of similar material for a rock uniaxial compressive strength test, a shear test using a standard sample made of similar material for a direct shear test, and a seepage test using a standard sample made of similar material for a seepage test;

[0163] In order to collect the stress and displacement change data in the slope rock mass during the excavation process, so that the collection results are accurate and reliable, and to guide the subsequent analysis to be true and reliable, it is necessary to select stable, precise and reliable measuring instruments. In this test, the TST3827E dynamic and static signal test analyzer was used to monitor the stress. The sensor system composed of a dial indicator displacement meter, an earth pressure cell, a piezometer and a digital image detection device collected the stress change and deformation data of the slope model.

[0164] During the test, the main observations were the macro deformation characteristics of the slope and the stress changes at different parts of the slope. Therefore, the test used a dial indicator displacement meter and a ZBL-V6O0 multi-point digital image detection device to observe the macro deformation characteristics; the YLH17 type micro soil pressure box with a size of 17*10mm, a range of 30kpa, and 0.05%Fs and the KXYL20 type pore water piezometer with a size of 20*13mm, a range of 30kpa, and 0.5-0.05%Fs were used to collect soil pressure and pore water pressure data at different parts.

[0165] As a preferred embodiment, in step S2, if Figure 2 and Figure 3As shown, the high-transparency plate includes a high-transparency acrylic plate, a high-transparency organic glass plate or a high-transparency resin plate. In other words, the high-transparency acrylic plate can withstand the weight of the model filling, and because of its own high transparency, it is convenient to observe and record the deformation changes of the model from various angles during the test; the fixed frame is made of aluminum alloy and the angle steel clamps are fixed by screws to fix the four load-bearing plates around. Considering that the model body is compressed and interfered with each other during the loading process between adjacent loading plates, angle steel is placed between adjacent loading plates to close the gap between the loading plates when the model is filled, so that when filling and compacting the materials, the load-bearing plates neither expand outwards nor overturn inwards, which is helpful for material filling. At the same time, three beams are added at the bottom to support the deformation of the bottom load-bearing plate when the model is loaded.

[0166] As a preferred embodiment, in step S6, the collected deformation data of the observation points are processed with MATLAB to remove abnormal values, and a curve showing the relationship between the horizontal displacement, vertical displacement and time is drawn.

[0167] In order to verify the reliability of the simulation test method for evaluating excavated water storage slope provided by the present invention, taking the first phase water storage slope as an example, the present invention conducted the following test:

[0168] According to step S11, this test is a generalized model test. Considering the accuracy of the test, the workload and economic indicators of model making and testing, the difficulty of finding model materials, and the range of the simulated prototype, the geometric similarity ratio C of the rock and soil body is selected in the excavation and water storage test in this test. l = 1000. At the same time, in order to ensure that the landslide thrust generated by the rock mass under the self-weight stress field is highly consistent with the actual, the gravity similarity ratio of the rock mass in this test is C γ =C ρ =1.3. Based on the above similarity criteria and dimensional relationship, the similarity ratios of various parameters of the excavation water storage test model materials are finally obtained as shown in Table 2 below. Geometric similarity ratio C of rock and soil selected for seismic simulation test l =1500, the severe similarity ratio is C γ =C ρ =1.3. Based on the above similarity criteria and dimensional relationship, the similarity ratios of the parameters of the model materials are finally obtained as shown in Table 3 below.

[0169] Table 2 Similarity ratio of various parameters between excavation water filling test model and prototype

[0170]

[0171] Table 3 Similarity ratio of parameters between vibration test model and prototype

[0172]

[0173] According to the data collation of the study area, the physical parameters of the geological prototype selected for this test are shown in Table 4 below.

[0174] Table 4 Physical and mechanical parameters of rock mass

[0175]

[0176] In step S14, in order to simplify the physical model and facilitate production, the physical and mechanical theoretical parameters of the corresponding model test materials can be calculated from the physical and mechanical parameters of the original rock in combination with the similarity ratio of the parameters of the above model and the prototype. The physical and mechanical parameters selected for the slope excavation and water storage simulation test model are shown in Table 5, and the physical and mechanical parameters selected for the seismic simulation test model are shown in Table 6.

[0177] Table 5 Excavation and water storage simulation test model parameters

[0178]

[0179]

[0180] Table 6 Parameters of prototype and model for earthquake test

[0181]

[0182] In step S15, by comparing the performance and advantages and disadvantages of each similar material combination, combined with the object of this model test, the prototype materials oil shale and basalt, boundary conditions and other specific requirements, based on the selection principles and physical and mechanical parameters of the above-mentioned similar materials, combined with the research on the comparison of similar materials in model tests, yellow sand, gypsum, cement and water are finally used as the raw materials of similar materials. The characteristics of various raw materials are shown in Table 7 below.

[0183] Table 2-7 Raw material names and properties

[0184]

[0185] In order to achieve the same bulk density as the prototype material, a team used barite powder as fine aggregate and added heavy metal powders such as iron powder to increase the bulk density of the model material sample. Taking into account the fact that the test materials are simple, easy to obtain and low in price, iron powder is prone to rust in subsequent physical simulation tests, and other metal powders are relatively expensive, resulting in high test costs or harmful to the human body during the test. Therefore, heavy metal powders were not used in this test. By improving the material sample preparation method and equipment, increasing the pressure during sample preparation, and using the density control method to increase the sample bulk density as much as possible, several tests have been conducted and relatively good results have been achieved.

[0186] In order to better adjust the internal friction angle of similar materials, the raw materials are first screened, and the final yellow sand particle size is within 2.36mm. Then the screened raw materials are analyzed to obtain the particle grading curve of yellow sand ( Figure 4 ).

[0187] 325 cement and gypsum are selected as binders. They can increase the density of similar materials, adjust the weight and increase the strength.

[0188] Water is selected as the solvent. The amount of water added is strictly controlled so that water and cement can react completely and the specimen can be formed.

[0189] Hydraulic oil is selected as a regulator and colored iron powder as a dye. Hydraulic oil can adjust the permeability characteristics of similar materials without affecting the properties of other materials. Colored iron powder can be used as a dye to distinguish different rock and soil layers.

[0190] In step S16, according to the above selected materials, 24 groups of proportion tests were designed by consulting data and literature. The uniaxial compressive strength, elastic modulus, Poisson's ratio, tensile strength, permeability, density, cohesion and internal friction angle of similar materials were measured through indoor tests. Finally, the ratio of similar materials in each layer was determined, see Table 8.

[0191] Table 8 Similar material test ratio table

[0192]

[0193] 1. Experimental plan

[0194] This experiment mainly studies the slope deformation, surface settlement changes and slope stress changes under the action of water storage. The water storage plan for this experiment is divided into five phases, and the specific plan design is as follows:

[0195] Phase I water storage: water is stored at the foot of the slope until it reaches a height of 28 cm from the ground surface (equivalent to the prototype -200 m level), the water level is kept stable, and observation is conducted for 6 hours to record slope deformation, surface settlement, slope stress changes, and pore water pressure changes.

[0196] Phase II water storage: Based on the phase I water level, the phase II water level rose by 4 cm to 24 cm from the ground surface (equivalent to the prototype -160m level), maintaining a stable water level and continuously observing for 18 hours to record slope deformation, surface settlement, slope stress changes and pore water pressure changes.

[0197] Phase III water storage: Based on the phase II water level, the phase III water level rises by 6 cm to 18 cm from the ground surface (equivalent to the prototype -100m level), maintaining a stable water level and continuously observing for 36 hours to record slope deformation and surface settlement, slope stress changes and pore water pressure changes.

[0198] Phase IV water storage: Based on the phase III water level, the phase IV water level rises by 10 cm to 8 cm from the ground surface (equivalent to the prototype ±0m level), maintaining the water level stable. Continuous observation for 60 hours records slope deformation, surface settlement, slope stress changes and pore water pressure changes.

[0199] Phase 5 water storage: Based on the phase 4 water level, the phase 5 water level rises by 8 cm to 0 cm from the ground surface (equivalent to the level of the prototype Quaternary floor), and the water level is kept stable. The final water storage level is stabilized on the surface for continuous observation for 96 hours, recording slope deformation, surface settlement, slope stress changes and pore water pressure changes. The final slope water storage scheme design is as follows Figure 5 shown.

[0200] During the test, a stable head water supply system was used to achieve the water level rise and stability in the test. The water storage simulation test mainly observed the slope deformation and surface settlement under different water storage levels, and monitored the changes in slope stress and slope pore water pressure.

[0201] (1) Slope deformation

[0202] Slope deformation observation uses a multi-point digital image detection device, and the measurement points are arranged as follows: Figure 6 As shown, observation points 1 to 5 are parallel to the slope, mainly observing the displacement of the lower part of the excavated slope; observation points 6 to 10 are parallel to the surface, mainly observing the surface settlement; observation points 11 to 13 are located inside the slope, mainly observing the changes in the soft interlayer inside the slope; observation points 14 to 18 are located on both sides of the fault fracture zone F1-1 and fault F42, mainly observing the differences in displacement changes on both sides of the fault fracture zone F1-1 and fault F42.

[0203] (2) Surface subsidence

[0204] Surface settlement observation uses a dial displacement meter. A total of 7 dial displacement meters are arranged on the model slope, of which 3 are arranged on the surface of the slope, located at the center axis of the slope, with spacings of 17 cm and 14 cm, numbered W1, W2, and W3, and 4 are arranged on the top of the slope, located at the center axis of the slope, with spacings of 19.7 cm, 25.5 cm, and 24.6 cm, numbered W4 to W7 (see Figure 7 ). As the water level rises above the displacement gauge, W1 is removed for the third phase of water storage, W2 is removed for the fourth phase of water storage, and W3 is removed for the fifth phase of water storage.

[0205] (3) Slope stress changes

[0206] Earth pressure cells are used to monitor slope stress changes. A total of 7 earth pressure cells are arranged on the model slope, all of which are arranged on the longitudinal section of the slope centerline (see Fig.11), of which T5 and T7 are facing the ground surface, and the other five earth pressure boxes are buried in the direction of the outer normal of the rock layer. Four earth pressure boxes are arranged parallel to the slope surface, with a lateral interval of 15.7cm-16.0cm, numbered T1~T4 (see Figure 8 ). Three earth pressure boxes are arranged vertically from top to bottom on the top of the slope, with an interval of 15.0 cm, numbered T5 to T7 (see Fig. 9 ). Since the earth pressure box has a certain size and thickness, during the installation process, the embedded parts of the same size as the earth pressure box are first placed in the corresponding position, fixed, filled, and compacted for the second time. Before compacting the lower layer of materials, the embedded parts are slowly dug out, placed in the earth pressure box, fixed, filled, and gently compacted.

[0207] (4) Changes in slope pore water pressure

[0208] The pore water pressure change of the slope is monitored by a piezometer. A total of 10 piezometers are arranged on the model slope, all arranged below the periodically changing water level. S1-S4 and S5-S8 are arranged alternately on both sides of the longitudinal section of the central axis of the slope, 12 cm away from the central axis. The longitudinal spacing is 9.4 cm, 6.2 cm, and 9.3 cm, respectively. A total of 2 piezometers are arranged at the same horizontal position. S9 and S10 are arranged on both sides of the longitudinal section of the central axis of the slope, 12 cm away from the central axis, and the longitudinal spacing is 25.8 cm and 21.3 cm, respectively (see Fig.10 and Fig.11 ). The piezometer is placed in water for saturation treatment before burial. Its burial method is the same as that of the earth pressure cell.

[0209] The layout of various types of observation and monitoring devices in the water storage simulation test is as follows Fig.10 shown.

[0210] 2. Test steps

[0211] According to the design drawing of the water storage simulation test plan, the first phase of water storage will control the water level at 280m below the prototype surface, that is, 28cm below the model surface. After confirming that the dial indicator displacement meter is zeroed, and the acquisition system, sensor, and displacement detection device can work normally and collect data, turn on the steady head water supply device to store water. The observation time of each phase of water storage simulation test increases successively, which are 6 hours, 18 hours, 36 hours, 60 hours and 96 hours respectively. After reaching the required observation time, observe the changes in the displacement count values ​​of the sensors and dial indicators. After the changes of each sensor and dial indicator displacement meter tend to be stable, change the height of the water supply tank to the next phase of water storage water level, and carry out the next phase of water storage until the observation time of the last phase of water storage simulation test is reached and the displacement count values ​​of the sensors and dial indicators are stable, and then end the water storage simulation test.

[0212] The water storage test results obtained according to the above steps are as follows:

[0213] (1) Slope deformation results

[0214] The deformation data of the observation points collected were processed with MATLAB to deal with abnormal values, and the relationship curves of horizontal displacement, vertical deformation and time were drawn, such as Fig.12 and Fig.13 As shown in the figure, horizontal displacement is positive when the observation point moves to the left, and negative when it moves to the right; vertical displacement is positive when the observation point moves downward, and negative when it moves upward.

[0215] Depend on Fig.12 and Fig.13 The deformation curve of the observation points shows that the observation points 1 to 18 have obvious deformation in the same direction in both horizontal and vertical directions, indicating that the slope as a whole has deformed outward. The maximum horizontal deformation at observation point 5 is 0.0131 mm. This point is located at the shoulder of the slope. The first phase of water storage causes local deformation of the slope below the water level at the foot of the slope, causing the slope in the shoulder area to settle downward with the deformation of the lower slope. The maximum vertical deformation at observation point 6 is 0.0107 mm. This point is located at the top of the slope. It slides and deforms with the lower area of ​​the slope, resulting in a large settlement deformation. The minimum vertical deformation at observation point 12 is 0.0032 mm. This point is located inside the slope with the largest vertical depth. It is subjected to the pore water pressure to the right and below, squeezing the internal deformation and hindering the vertical movement of the slope in this area. The minimum horizontal deformation at observation point 10 is 0.006 mm. This point is farthest from the slope surface, with the smallest stress change and the smallest deformation.

[0216] After water storage began, observation point 1 moved first, and observation points 2 to 18 began to respond and deform later. Since observation point 1 was located at the foot of the slope, the stress changed first. In the early stage of water storage, the slope was squeezed by the hydrostatic pressure of the surface water, and the stress decreased. The stress change at observation point 5 was the largest, and the amplitude was the largest. Then, due to the continuous adjustment of the stress in the slope, the deformation gradually increased but the amplitude gradually decreased. The horizontal deformation of the area near the slope surface was greater than the vertical deformation, which was caused by the surface water flowing into the slope body to squeeze the slope and hinder the vertical deformation. The vertical deformation of the area near the ground surface was greater than the horizontal deformation. The surface was affected by its own weight, and the vertical stress change was greater than the horizontal stress change. After 4.5 hours, the deformation of each observation point tended to be stable.

[0217] Through the deformation observation point displacement vector diagram ( Fig.14) It can be seen that the horizontal and vertical deformations in the area near the slope surface are the largest. The pore water pressure caused by water storage directly pushes the slope surface downward to the right, reducing the stress in the slope and causing deformation. There are certain signs of deformation at each observation point of the first phase of water storage, which occurs in the area near the slope surface. The main part of the slope below the water level slips. This is due to the downward pushing effect of the pore water pressure (dynamic destruction effect) generated by the flowing water flow. The self-stress in the slope is still self-adjusting, and the slope is stable as a whole. The deformation of the area far from the slope surface is small, and the deformation at observation point 18 is the smallest. Comparing observation points 7 and 8, and observation points 14 and 15, it can be found that the vertical deformation of the left area of ​​the fault fracture zone is greater than that of the right area, and dislocation occurs as the water level rises. Observation points 9 and 10, and observation points 17 and 18 also reflect this law, indicating that the fault footwall is greatly deformed vertically due to the combined effects of the pressure of the upper wall, its own weight and pore water pressure. The main area affected by the first phase of water storage is located on the left side of the fault fracture zone from the slope surface to the slope body. All observation points show an increasing trend, but the growth rate is getting smaller and smaller. After 4.5 hours, the deformation of each point remains stable.

[0218] (2) Surface subsidence analysis

[0219] From the surface settlement change curve ( Fig.15 ) It can be obtained that the deformation of the model reaches stability after 4.2h. Slope deformation mainly occurs in the early stage of water storage, which is mainly affected by the entrusted weight reduction effect. In the early stage of water storage, surface water flows along the pores of the slope to the inside of the slope. The areas where W1 and W2 are located are deformed first. As the test progresses, the deformation continues to increase, but the amplitude gradually decreases. The maximum deformation is 0.0109mm, and the minimum deformation is 0.0081mm at W7. This area is farthest from the slope surface and has the smallest stress change. The deformation in the areas where W5, W6, and W7 are located decreases in turn.

[0220] 3. Pore water pressure

[0221] The changes of pore water pressure at each monitoring point during the whole test process are shown in the figure below: Fig.16 As shown. Fig.16 It can be seen that the pore pressure data of each monitoring point during the five-phase water storage process changed positively with the progress of the water storage stage, basically maintaining synchronization. The monitoring points located deep in the slope lagged slightly, and the image showed a step-like feature. The order of change of the values ​​of each observation point conforms to the law of changing from the slope surface to the deep slope, and from bottom to top. From the perspective of the pore water pressure value, S4>S8>S3>S7>S2>S6>S1>S5>S9>S10, and the stable value of pore water pressure conforms to the trend of gradually decreasing from low elevation to high elevation, from the slope surface to the inside of the slope. The time similarity ratio of this water storage test is 1:31.6, the displacement similarity ratio is 1:1000, and the stress similarity ratio is 1:1300.

[0222] The first phase of water storage (0d~8d): the water level rises to -200m, and S4, S8, S9, and S10 gradually increase in sequence and remain stable. The pore water pressure at the S4 monitoring point near the slope foot rises first, and the S8, S9, and S10 near the first phase water level also gradually rise. The stable pore pressure value of S4 is the largest, followed by S8 and S10, and S9 is the smallest, which is in line with the pore water flow trend.

[0223] Second phase of water storage (8d~31d): The water level rises to -160m. It can be seen that S4 and S8, which are located at the lowest elevation of the slope, respond first and increase, and then stabilize after a period of time. S3, S7, S9, and S10 lag slightly behind S4 and S8 in response, and the increase is very small, and stabilizes after a period of time.

[0224] Phase III water storage stage (31d~79d): The water level rises to -100m. At this time, it can be seen from the figure that the pore pressures of S4, S8, S9, and S10, which were originally in a relatively stable state, increase again. The pore pressures of S3 and S7 also continue to increase, and the increase is greater than the response during the second phase of water storage. S2 and S6 have a slight increase because the water level exceeds their burial height. The data of each monitoring point remain basically stable after a period of time.

[0225] During the fourth phase of water storage (79d-158d), the water level rose to 0m, and the pore pressures of S3, S4, S7, S8, S9, and S10, which were originally in a relatively stable state, increased again. The pore pressures of S2 and S6 in the middle of the slope also continued to increase, and the increase was greater than the response during the third phase of water storage. S1 and S5 showed a slight increase because the water level exceeded the burial height.

[0226] The fifth phase of water storage (158d-285d): the water level rises to the surface (80m), and the pore pressures of S2, S3, S4, S6, S7, S8, S9, and S10 increase again. The pore pressures of S1 and S5 in the middle of the slope also continue to increase, and the increase is greater than the response during the fourth phase of water storage. The final stable pore pressure value S4 (N631,593) is the largest, reaching 3.11MPa. This area is closest to the slope surface and has the largest stress change. The smallest value is S10 (N1865,380), only 0.21MPa. This point is farthest from the slope surface and has the smallest stress change. This shows that the pore water pressure is getting smaller and smaller as it extends into the interior of the slope. Finally, the pore water pressure at each point reaches a stable state around 213 days.

[0227] 4. Soil pressure

[0228] The changes of soil pressure at each monitoring point during the whole test process are as follows: Fig.17As shown. By observing the curve change characteristics, it is found that T1, T2, T3, and T4 at the shallow surface of the slope foot have data decline phenomenon at the initial stage of water level rise, and the corresponding time point is the pore pressure rise stage. This is because with the rise of the water level, the dry rock mass at the foot of the slope is submerged in water, and the buoyancy of the water will cause the rock mass below the water level to be subjected to buoyancy, and the water penetrates from the slope surface into the slope, which increases the pore water pressure between the rock plate and the cracks at the foot of the slope, resulting in a decrease in the effective stress at the foot of the slope. From the distribution of soil pressure values ​​at each monitoring point, the soil pressure value in the slope is 0.34~6.88MPa. The soil pressure of T1 and T2 at the lower elevation of the slope and T5, T6, and T7 at the deeper part of the slope is relatively large, with the maximum value of 6.88MPa at T7 (N1143, 450) and the minimum value of 0.34MPa at T4 (N1143, 900). This shows that under the action of water storage, the rock mass at the foot of the slope supports the upper rock mass, is under the greatest pressure, and has stress concentration. As the stress of the rock mass at the foot of the slope is released, the upper rock mass loses support, and the air conditions improve, the stress concentration area gradually shifts to the higher rock mass. The internal stress of the slope finally stabilizes around 215 days, slightly slower than the pore water pressure.

[0229] The above are only preferred embodiments of the present invention and are not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A simulation test method for evaluating excavated water storage slopes, characterized in that: Includes steps: S1: Configuration of similar materials for the physical model. Based on the collection and analysis of previous research results, the selection principle of similar material raw materials and similarity theory are followed to select appropriate model materials to carry out similar material ratio tests for the physical model of the slope, obtain the physical and mechanical parameters required for the physical model, and compare and analyze them with the parameters required for similar materials of the physical model, and finally determine the optimal ratio of the physical model materials of each unit of the slope body. Step S1 includes sub-steps: S2: Making a physical model box, using a fixed frame and angle steel clips to connect high-transparency panels to make a model box of the physical model; S3: Filling and curing. The size of the excavation and water storage test model and the size of the earthquake simulation test model are determined according to the similarity between the original slope and the model test. After the preliminary preparations for the model test are completed, filling begins. According to the similarity theory, the thickness of each rock and soil layer is converted into the model box, and different proportion schemes are determined according to the physical and mechanical property parameters of different rock layers after similarity theory conversion; according to the required proportion of similar materials in each layer, each similar material is weighed in proportion with an electronic balance and mixed evenly; the mixed materials are loaded into the filling box and compacted; during the loading and filling process, sensors are installed at corresponding positions according to the test requirements; after the filling is completed, it is cured in a natural state for one week; S4: Install the data acquisition system, use the dynamic and static signal test analyzer to monitor the stress, and use the sensor system consisting of a dial indicator displacement meter, an earth pressure cell, a piezometer and a digital image detection device to collect the stress change and deformation data of the slope model; S5: Carry out excavation simulation test, water storage physical simulation test and seismic simulation test, respectively establish three identical model test models using the above method, use one of the test models to install a stable head water supply device to carry out water storage physical simulation test, and use one of the test models to install a vibration device to carry out seismic simulation test; S6: Based on the simulation results, the deformation and failure characteristics and laws of the slope and fault structure under the influence of excavation disturbance, water storage and seismic motion are analyzed and studied.

2. The simulation test method for evaluating excavated water-storage slope according to claim 1, characterized in that: Step S1 includes sub-steps: S11: Derivation of similarity judgment basis, determining the formula of similarity constant according to similarity theory, and deriving the similarity constant required for water storage slope simulation experiment through the formula of similarity constant; S12: Establish dimensional equations, select physical quantities inherent in the phenomenon, examine their dimensions using dimensional analysis based on the theorem, and obtain functional relationships consistent with the theorem to guide the analysis and promotion of physical simulation experiments and related experimental results; S13: Determine the similarity constant, obtain the similarity scale by comparing the size of the model with the geological prototype, and ensure that the corresponding proportions of the mechanical parameters of the physical model material and the prototype slope material are equal or proportional; according to the similarity principle and test requirements, select the length of the model, the bulk density, uniaxial compressive strength, tensile strength, cohesion, internal friction angle, Poisson's ratio of the material, and physical quantities such as displacement and stress that represent physical phenomena to describe the change process of slope excavation, water storage and earthquake; S14: Determine the model parameters, sort out the geological data of the study area, combine the similarity ratio of the model and the geological prototype in step S13, and calculate the physical and mechanical theoretical parameters of the corresponding model test materials from the physical and mechanical parameters of the original rock; S15: Selection of similar model materials: According to the principle of similar material selection, aggregates, binders, solvents, additives and fillers for physical simulation tests are selected, and non-ferrous iron powder is used to distinguish different rock layers; S16: Through indoor tests, the uniaxial compressive strength, elastic modulus, Poisson's ratio, tensile strength, permeability, density, cohesion and internal friction angle of similar materials are determined, and finally the ratio of similar materials in each layer is determined.

3. The simulation test method for evaluating excavated water-storage slope according to claim 2, characterized in that: In step S11, similarity constant = prototype physical quantity / model physical quantity, and the calculation formula of similarity constant is as follows: Geometric similarity constants: Stress similarity constant: Displacement similarity constant: C δ =d p / d m Similarity constants for elastic modulus: C E =And p / AND m Poisson's ratio similarity constant: C μ =μ p / m m Permeability similarity constant: C K =K p / K m Bulk density similarity constant: C γ =c p / c m Time similarity constant: C t =t p / t m Vibration frequency similarity constant: C f =f p / f m 。 4. The simulation test method for evaluating excavated water-storage slope according to claim 2, characterized in that: In step S12, the content of the dimensional analysis includes: ① slope geometric structure parameters l; ② rock and soil material physical and mechanical parameters: density ρ, permeability coefficient K, shear strength index c and φ, Poisson's ratio μ, deformation modulus E, gravity acceleration g, stress σ, strain ε, displacement u, vibration frequency f and vibration acceleration a; the actual physical problem of the slope and the relevant parameters are expressed in the same equation:

5. The simulation test method for evaluating excavated water-storage slope according to claim 4, characterized in that: Assuming that the gravitational acceleration similarity ratio is 1, the geometric similarity ratio C l =n, and the material is isotropic; and the gravitational acceleration g is set to remain unchanged.

6. The simulation test method for evaluating excavated water-storage slope according to claim 2, characterized in that: In step S15, the aggregate includes: barite powder, river sand, quartz sand, iron powder, lead oxide, zinc oxide powder or other metal powder; the binder includes: gypsum, cement, epoxy resin, clay, white latex, rosin, motor oil or liquid paraffin oil; the solvent includes alcohol, water, motor oil or other organic solvents; the additives include: gypsum, glycerin, citric acid or bentonite; the filler includes: barite powder, quartz sand, heavy metals, river sand or other mixed materials.

7. The simulation test method for evaluating excavated water-storage slope according to claim 2, characterized in that: In step S16, the similar material indoor test includes: a uniaxial compression test using similar materials to make rock uniaxial compressive strength test specimens, a shear test using similar materials to make direct shear test standard specimens, and a seepage test using similar materials to make seepage test standard specimens.

8. The simulation test method for evaluating excavated water-storage slope according to claim 1, characterized in that: In step S2, the high-transparency plate includes a high-transparency acrylic plate, a high-transparency organic glass plate or a high-transparency resin plate.

9. The simulation test method for evaluating excavated water-storage slope according to claim 1, characterized in that: In step S6, the collected deformation data of the observation points are processed with MATLAB to remove abnormal values, and a curve of the relationship between the horizontal displacement, vertical displacement and time is drawn.

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