Earth and rockfill dam heaping scheme optimization method and system based on dual control of deformation inclination and dam slope stability

Abstract

The invention discloses an earth and rockfill dam heaping scheme optimization method and system based on deformation inclination and dam slope stability dual control, and belongs to the technical field of earth and rockfill dam construction. A three-dimensional entity model is established by obtaining dam body partition, geology and water level conditions; performing grid discretization according to the minimum construction layering size, and densifying a core wall and a dam slope or a weak interlayer area; setting candidate schemes of different vertical layering heights and filling sequences of the core wall and the rockfill or the main rockfill and the secondary rockfill, and obtaining a displacement field and a stress field by adopting finite element or meshless analysis; calculating the deformation inclination of the dam in the axial direction and the river-following direction, and performing dam slope stability analysis to determine a safety coefficient; and a settlement extreme value, a deformation inclination extreme value and a safety coefficient are extracted, schemes are screened according to constraints that the settlement is not higher than 1% of the dam height, the deformation inclination is not higher than a preset limit value, and the safety coefficient of a dam slope is not lower than 1.3, and a stacking scheme with the highest construction efficiency is preferably selected from the schemes meeting safety. According to the method, the anti-seepage structure deformation risk and dam slope stability can be considered, and the construction efficiency is improved.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of earth-rock dam construction, and particularly relates to an earth-rock dam stacking scheme optimization method and system based on double control of deformation inclination and dam slope stability. BACKGROUND

[0002] As a widely used dam type in water conservancy and hydropower engineering, the earth-rock dam has advantages such as strong adaptability, local material supply and mature construction technology. With the development of water conservancy engineering towards high dam and large scale, the safety and economy of the earth-rock dam are increasingly prominent, and the rationality of the stacking scheme directly affects the construction efficiency, construction period cost and long-term operation safety of the dam body.

[0003] The existing earth-rock dam stacking scheme design is usually optimized based on engineering experience or a single control index, and traditional indexes such as settlement value or dam slope stability safety factor are usually taken as control standards, so the influence of uneven settlement and deformation inclination caused by material property difference on the anti-seepage structure and local stability is easily ignored. Meanwhile, the selection of construction layer height and filling sequence lacks systematic analysis of the coupling influence of deformation and stability, resulting in that the construction efficiency under safe conditions is not optimal, or the safety margin is weakened for the pursuit of efficiency.

[0004] The existing earth-rock dam stacking scheme design is usually optimized based on engineering experience or a single control index, and traditional indexes such as settlement value or dam slope stability safety factor are usually taken as control standards, so the influence of uneven settlement and deformation inclination caused by material property difference on the anti-seepage structure and local stability is easily ignored. Meanwhile, the selection of construction layer height and filling sequence lacks systematic analysis of the coupling influence of deformation and stability, resulting in that the construction efficiency under safe conditions is not optimal, or the safety margin is weakened for the pursuit of efficiency. SUMMARY

[0005] Therefore, the application aims to provide an earth-rock dam stacking scheme optimization method and system based on double control of deformation inclination and dam slope stability to at least solve one problem in the background art.

[0006] To achieve the above-mentioned purpose, the technical scheme of the application is as follows: In a first aspect, the application discloses an earth-rock dam stacking scheme optimization method based on double control of deformation inclination and dam slope stability, comprising: S1, obtaining dam body zoning information, geological information and water level conditions of a to-be-constructed earth-rock dam, wherein the dam body zoning information at least includes a core wall, a rockfill body and a transition layer, the geological information at least includes foundation rock mass characteristics and soft interlayer distribution, and an earth-rock dam entity model reflecting the dam body structure and geological conditions is established; S2, performing grid discretization on the earth-rock dam entity model, and considering construction vertical layering characteristics during discretization, and controlling the grid vertical unit height to be equal to the minimum construction vertical layering size; S3, a candidate construction layering condition set is constructed, the candidate construction layering condition set at least includes different values of vertical layering height and different filling sequences of horizontal space, and numerical analysis is carried out for each candidate construction layering condition to obtain a displacement field for deformation gradient analysis and a stress field for dam slope stability analysis; S4, the deformation gradient value of each point of the dam body is calculated based on the displacement field, and the deformation gradient value at least includes the dam axial deformation gradient value and the riverwise deformation gradient value; S5, the dam slope safety factor corresponding to each candidate construction layering condition is calculated based on the stress field by using a dam slope stability analysis method, and the most dangerous sliding surface is determined; S6, for each candidate construction layering condition, the maximum settlement, the maximum deformation gradient and the dam slope safety factor are extracted, and the candidate stacking scheme meeting the safety requirement is selected as the safety constraint condition; S7, in the candidate stacking scheme meeting the safety constraint condition, the construction efficiency index is sorted, and the candidate stacking scheme with the highest construction efficiency is selected as the optimal stacking scheme.

[0007] Further, the minimum vertical layering size is set according to the actual construction condition, the unit grid height needs to be less than the vertical layering height, if the minimum construction vertical layering size is 5m, the grid vertical unit height is uniformly set to 5m, and the grid vertical unit height of the core wall area is encrypted to 2.5m.

[0008] Further, the grid discretization adopts tetrahedral elements; and the local grid of the dam slope area and the soft interlayer area is encrypted, so that the grid size of the dam slope area and the soft interlayer area is controlled within 3m.

[0009] Further, the candidate construction layering condition set includes multiple vertical layering heights of 1m per layer, 2m per layer to Nm per layer in the vertical space.

[0010] Further, the candidate construction layering condition set in the horizontal space includes: When the dam type is core wall dam, the sequence of filling the core wall first and then filling the rockfill, and the sequence of filling the rockfill first and then filling the core wall; When the dam type is face slab dam, the sequence of filling the main rockfill first, and the sequence of filling the secondary rockfill first.

[0011] Further, the numerical analysis includes at least one of finite element analysis and meshless analysis.

[0012] Further, the deformation gradient value is calculated based on the shape function and the node settlement value, and respectively represents the uneven settlement gradient characteristics of the dam axial and riverwise.

[0013] Furthermore, the dam slope stability analysis method includes at least one of the finite element sliding surface stress method and the partitioned block-interface element method; When determining potential sliding surfaces, potential sliding surfaces are pre-defined based on geological conditions or engineering experience. The potential sliding surfaces can be circular arc sliding surfaces, polygonal sliding surfaces, or arbitrary curved sliding surfaces.

[0014] Furthermore, for unknown sliding surfaces, an optimization algorithm is used to automatically search for the most dangerous sliding surface, and the optimization algorithm includes at least one of genetic algorithm and simulated annealing algorithm.

[0015] Furthermore, the security constraints include at least the following: The maximum settlement is less than 1% of the dam height; The maximum value of the deformation inclination is lower than the preset limit; The safety factor of the dam slope is higher than 1.3; The preset limit for the maximum value of the deformation inclination is 1% or 2%.

[0016] Furthermore, the construction efficiency index is positively correlated with the construction layer height, and among the candidate stacking schemes that meet the safety constraints, the candidate stacking scheme with the largest construction layer height is preferred as the optimal stacking scheme.

[0017] Furthermore, the set of candidate construction stratification conditions includes at least one or more of the following typical combinations: Option A: Vertically layered in 5m sections, first fill the core wall and then pile up the rubble, with the core wall preceding the piled rubble by one layer; Option B: Vertically layered at 10m intervals, first construct the core wall and then pile up the rubble; Option C: Vertically layered at 5m intervals, first fill with riprap and then build the core wall, with the riprap extending one layer ahead of the core wall; Option D: Vertically layered at 10m intervals, first fill with riprap and then construct the core wall.

[0018] Furthermore, based on the displacement and stress results under different construction layers, the basic principles of deformation inclination analysis and dam slope stability analysis methods are as follows: (1) The deformation inclination method based on numerical simulation can calculate the deformation inclination value for each point in the computational domain. Taking three-dimensional analysis as an example: in, , These represent the axial and longitudinal deformation dip values ​​of the dam, respectively. For shape functions, This represents the settlement value at the nodes.

[0019] (2) Methods for analyzing dam slope stability include the finite element method for slip surface stress and the partitioned block-interface element method. Taking the finite element method for slip surface stress as an example, the steps are as follows: 1) Identify potential slip surfaces. Based on geological conditions such as weak interlayers, joint distribution, or engineering experience, potential slip surfaces are pre-defined. These can be circular arc slip surfaces, polygonal slip surfaces, or arbitrary curve slip surfaces. For unknown slip surfaces, optimization algorithms (such as genetic algorithms or simulated annealing algorithms) can be used to automatically search for the "most dangerous slip surface," i.e., generate multiple sets of possible slip surfaces (such as circular arcs with different centers and radii, or polygonal lines with different inflection points).

[0020] 2) Extract the stress on the sliding surface. For each potential sliding surface, extract the normal stress (σ) at each point on the sliding surface from the finite element stress field results. n ) and shear stress (τ): Through coordinate transformation, the stress components (σ) in the global coordinate system are transformed. x σ y τ xy This is transformed into stress in the local coordinate system of the sliding surface, i.e., σ. n (perpendicular to the sliding surface) and τ (along the sliding surface).

[0021] 3) Calculate the shear strength and shear stress of the sliding surface. Shear strength (τ) r According to the Coulomb-Mohr strength criterion, the shear strength at a point on the sliding surface is: τ r = c + σ n '·tanφ (c is the cohesive force, φ is the internal friction angle, σ n ' is the effective normal stress. Actual shear stress (τ): that is, the shear stress along the tangential direction at this point on the sliding surface (extracted from the finite element results), representing the shear stress corresponding to the "sliding force".

[0022] The slope safety factor (Fs) is defined as the ratio of the total resisting force to the total sliding force on the sliding surface, calculated integrally over the entire sliding surface. ; In the formula, ds Let be the length of the micro-segment on the sliding surface.

[0023] 4) Determine the most dangerous sliding surface and the minimum safety factor. For all preset or searched potential sliding surfaces, repeat the above two steps to calculate their respective safety factors. The sliding surface corresponding to the minimum safety factor is the "most dangerous sliding surface".

[0024] Secondly, this scheme discloses an optimization system for earth-rock dam construction based on dual control of deformation inclination and dam slope stability, including: The model building module is used to obtain dam body zoning information, geological information and water level conditions, and to build a solid model of the earth-rock dam. The mesh discretization module is used to discretize the earth-rock dam entity model into meshes according to the minimum vertical layer size for construction. The scheme construction and numerical analysis module is used to construct a set of candidate construction layer conditions and conduct numerical analysis to obtain the displacement field and stress field. The deformation dip analysis module is used to calculate the axial deformation dip value and the river-direction deformation dip value of the dam. The stability analysis module is used to calculate the safety factor of the dam slope and determine the most dangerous sliding surface; The scheme selection module is used to output the optimal embankment scheme with the highest construction efficiency based on the safety constraints of maximum settlement, maximum deformation inclination, and dam slope safety factor.

[0025] Compared with existing technologies, the optimization method and system for earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability described in this invention has the following advantages: (1) This invention uses deformation inclination and dam slope stability safety factor as synergistic control indicators. By conducting numerical analysis on candidate schemes with different vertical layer heights and different horizontal filling sequences, displacement field and stress field are obtained respectively. Based on this, deformation inclination analysis and dam slope stability analysis are performed, thereby avoiding the evaluation bias caused by relying solely on a single settlement or a single safety factor, and improving the comprehensive identification ability of the risk of uneven deformation of seepage prevention structure and the risk of overall dam slope instability. (2) The present invention adopts a grid discretization strategy that is strictly matched with the vertical layering of construction. When the minimum construction layer size is 5m, the height of the vertical unit of the grid is uniformly set to 5m, and the core wall area, dam slope, and weak interlayer area are densified to make the simulation results closer to the actual construction process and provide more reliable data support for scheme selection. (3) This invention proposes an optimization criterion that takes the maximum settlement value, the maximum deformation inclination value and the safety factor as joint safety constraints, and selects the stacking scheme with the highest construction efficiency on the basis of satisfying the constraints. This can improve construction efficiency and optimize the construction period under the premise of safety, and form a decision rule that can be reproduced and promoted in engineering. (4) This invention is applicable to various earth-rock dam types such as core wall dams and panel dams. It can be combined with numerical methods such as finite element or meshless analysis and allows the control indicators to be flexibly adjusted according to engineering specifications. It has strong universality and promotion value. Attached Figure Description

[0026] The accompanying drawings, which form part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an undue limitation of the invention. In the drawings: Figure 1 This is a schematic diagram of a typical cross-section and construction phases of a clay-core rockfill dam as described in an embodiment of the present invention; Figure 2 This is a schematic diagram of a three-dimensional model of a clay core rockfill dam body as described in an embodiment of the present invention.

[0027] Figure 3 This is a schematic diagram of the deformation inclination cloud map under different construction schemes described in the embodiments of the present invention.

[0028] Figure 4 This is a schematic diagram of the dam slope stability slip surface under different construction schemes described in the embodiments of the present invention; Figure 5 This is a schematic diagram of the method described in an embodiment of the present invention. Detailed Implementation

[0029] It should be noted that, unless otherwise specified, the embodiments and features described in the present invention can be combined with each other.

[0030] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicating orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, are only for the convenience of describing the invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the invention. Furthermore, the terms "first," "second," etc., are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined with "first," "second," etc., may explicitly or implicitly include one or more of that feature. In the description of this invention, unless otherwise stated, "a plurality of" means two or more.

[0031] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art will understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0032] The present invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0033] This embodiment uses a clay-core rockfill dam as an example. The dam is approximately 59m high and 360m long at the crest. The dam body is divided into three sections: a clay core, a transition layer, and a rockfill zone. Two weak interlayers exist within the dam foundation, with a maximum thickness of approximately 3m. This project background illustrates how the selection of layer height and filling sequence in a core dam is susceptible to the combined effects of uneven deformation and the control of weak interlayers, necessitating optimization of the construction scheme under the dual constraints of deformation inclination and dam slope stability.

[0034] During implementation, the dam body zoning, foundation rock mass characteristics, and distribution of weak interlayers were first determined based on the design drawings and geological data. A three-dimensional modeling software was then used to create a physical model of the earth-rock dam reflecting the dam structure and geological conditions. The model clearly defines the spatial location and scale relationships of the core wall, transition layer, and rockfill area, providing a unified geometric basis for subsequent numerical analysis.

[0035] The solid model was then discretized into a mesh, with the mesh size strictly matching the vertical layering of the construction. In this embodiment, tetrahedral elements were used to divide the computational mesh. Vertical layering was uniformly set with a minimum construction layer size of approximately 5m, while the core wall region was further densified to approximately 2.5m to improve deformation response accuracy. In horizontal meshing, the mesh size for the dam slope and weak interlayer regions was controlled within 3m, while other regions had mesh sizes of approximately 5-8m, balancing computational accuracy and efficiency. The total number of elements was approximately 1.049 million, and the number of nodes was approximately 424,000. This discretization strategy ensured that the numerical simulation results more closely approximate the actual layered construction characteristics.

[0036] In a multi-condition scenario, four typical construction layering schemes were selected for comparative analysis. Scheme A involves vertical 5m layering, employing a sequence of "core wall construction first, then riprap construction," with the core wall preceding the riprap construction by one layer; Scheme B involves vertical 10m layering, with the core wall constructed first, followed by riprap construction; Scheme C involves vertical 5m layering, employing a sequence of "riprap construction first, then core wall construction," with the riprap construction preceding the core wall construction by one layer; and Scheme D involves vertical 10m layering, with riprap construction first, followed by the core wall construction. These four schemes cover key combinations of "small layering / large layering" and "core wall priority / riprap construction priority" to systematically evaluate the coupling effect of layering height and filling sequence.

[0037] When conducting numerical analysis for each scheme, the stability analysis adopts the Mohr-Coulomb constitutive model, with the following parameters for the core wall material: cohesion 30 kPa, internal friction angle 22°, and unit weight 20 kN / m³. The following parameters for the riprap material are: cohesion 0 kPa, internal friction angle 38°, and unit weight 22 kN / m³. The deformation analysis adopts the Duncan-Chang constitutive model, and the parameters of the core wall, transition layer, filter layer, mixture, drainage cushion layer, and slope protection body are set in conjunction with the dam material parameter table given in the handover document to obtain displacement and stress field results that better reflect the nonlinear characteristics of engineering materials.

[0038] In the deformation dip analysis, the axial and longitudinal deformation dip distributions of the dam were calculated based on a three-dimensional displacement field to quantitatively reflect the impact of uneven settlement and differential structural deformation on the core-transition layer contact zone and local areas. Taking the core-transition layer contact surface as an example, the maximum longitudinal deformation dip of scheme A is approximately 1.2%, and the maximum axial deformation dip of the dam is approximately 2.0%; in scheme B, due to the larger layer height, the maximum longitudinal deformation dip increases to approximately 4.2%; in scheme C, the maximum longitudinal deformation dip is approximately 0.6%, and the maximum axial deformation dip of the dam is approximately 1.9%; in scheme D, also due to the larger layer height, the maximum longitudinal deformation dip increases to approximately 3.5%. These results indicate that under small layer conditions, especially when the advance relationship between the core wall and the rockfill is reasonably adjusted, the risk of uneven deformation dip can be significantly reduced.

[0039] In the dam slope stability analysis, the finite element method (FEM) for slip surface stress was used to search for the most dangerous slip surface. Example results show that the potential slip surface can penetrate the bottom of the core wall and the first weak interlayer of the dam foundation, with an arc radius of approximately 41m and a center elevation coordinate of EL.60m. The corresponding safety factors are calculated as follows: Scheme A: approximately 1.37, Scheme B: approximately 1.44, Scheme C: approximately 1.42, and Scheme D: approximately 1.33. These results indicate that, considering the control of the weak interlayer, each layered scheme exhibits varying degrees of stability margin differences, requiring coordinated selection using both the slip surface and deformation dip as constraint indicators.

[0040] Based on the above deformation and stability calculation results, the maximum settlement, maximum deformation inclination, and safety factor of each scheme are further extracted, and a comprehensive evaluation is conducted according to dual control standards. In the example, the maximum settlement not exceeding 1% of the dam height, the deformation inclination not exceeding 2%, and the safety factor not less than 1.3 can be used as safety constraints. Schemes that do not meet the constraints are eliminated. Among the schemes that meet the safety constraints, the scheme with larger construction layers or better overall efficiency is given priority to achieve "maximum efficiency under the premise of safety". Based on the screening conclusion of the example, scheme B is eliminated because the deformation inclination exceeds the limit, and scheme D only meets the limit in safety factor and has a weak overall performance. Schemes A and C both meet the constraints. Scheme C maintains 5m layers while having a smaller deformation inclination and a higher safety factor. The actual construction period can be further shortened compared to scheme A. Therefore, scheme C can be selected as the optimal construction scheme.

[0041] The above embodiments demonstrate, through a complete chain of "solid modeling—layered matching mesh—multi-condition numerical analysis—deformation inclination calculation—dam slope stability calculation—multi-index constraint screening," how to use deformation inclination and dam slope stability as collaborative control indicators to optimize the layer height and filling sequence of earth-rock dam construction, and improve construction efficiency while meeting safety constraints. This embodiment can also be extended to other core-wall dams or panel dams, and the inclination limit and safety factor threshold can be adjusted according to engineering specifications. Furthermore, the numerical tables involved in this scheme are as follows: Table 1 Material parameters of core rockfill dam Table 2 Deformation Inclination and Dam Slope Stability Indicators under Different Construction Schemes The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. An optimization method for earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability, characterized in that, include: S1. Obtain the dam body zoning information, geological information and water level conditions of the earth-rock dam to be constructed. The dam body zoning information includes at least the core wall, rockfill body and transition layer. The geological information includes at least the characteristics of the foundation rock mass and the distribution of weak interlayers. Establish an earth-rock dam entity model that reflects the dam structure and geological conditions. S2. Discretize the earth-rock dam entity model into a mesh, taking into account the vertical layering characteristics of construction during discretization, and controlling the height of the vertical mesh unit to be equal to the minimum vertical layering size of construction. S3. Construct a set of candidate construction layering conditions. The set of candidate construction layering conditions includes at least different values ​​of vertical layering height and different filling orders in horizontal space. Numerical analysis is carried out for each candidate construction layering condition to obtain the displacement field for deformation inclination analysis and the stress field for dam slope stability analysis. S4. Calculate the deformation inclination value at each point of the dam body based on the displacement field. The deformation inclination value includes at least the axial deformation inclination value and the deformation inclination value along the river. S5. Based on the stress field, the slope stability analysis method is used to calculate the slope safety factor corresponding to each candidate construction layer condition, and the most dangerous sliding surface is determined. S6. For each candidate construction layer condition, extract the maximum settlement value, the maximum deformation inclination value, and the dam slope safety factor, and use the maximum settlement value, the maximum deformation inclination value, and the dam slope safety factor as safety constraints to screen candidate embankment schemes that meet the safety requirements. S7. Among the candidate stacking schemes that meet the aforementioned safety constraints, sort them according to the construction efficiency index, and select the candidate stacking scheme with the highest construction efficiency as the optimal stacking scheme.

2. The method for optimizing earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability as described in claim 1, characterized in that, The minimum vertical layer size is set according to the actual construction conditions. The unit grid height must be less than the vertical layer height. If the minimum construction vertical layer size is 5m, the height of the grid vertical unit is uniformly set to 5m, and the height of the grid vertical unit in the core wall area is densified to 2.5m.

3. The method for optimizing earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability as described in claim 1, characterized in that, The mesh is discretized using tetrahedral elements; and local mesh refinement is performed in the dam slope area and the weak interlayer area.

4. The method for optimizing earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability as described in claim 1, characterized in that, The set of candidate construction layering conditions includes various vertical layering heights ranging from 1m to Nm in the vertical space; The set of candidate construction stratification conditions includes, in horizontal space: When the dam type is a core wall dam, the order of filling the core wall first and then piling up the rock, and the order of filling up the rock first and then filling the core wall; When the dam type is a face-panel dam, the priority order of the main rockfill and the priority order of the secondary rockfill are as follows.

5. The method for optimizing earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability as described in claim 1, characterized in that, The deformation inclination value is calculated based on the shape function and the nodal settlement value, respectively characterizing the uneven settlement gradient features along the dam axis and along the river.

6. The method for optimizing earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability as described in claim 1, characterized in that, The dam slope stability analysis method includes at least one of the finite element sliding surface stress method and the partitioned block-interface element method; When determining potential sliding surfaces, potential sliding surfaces are pre-defined based on geological conditions or engineering experience. The potential sliding surfaces can be circular arc sliding surfaces, polygonal sliding surfaces, or arbitrary curved sliding surfaces.

7. The method for optimizing earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability as described in claim 1, characterized in that, For an unknown sliding surface, an optimization algorithm is used to automatically search for the most dangerous sliding surface. The optimization algorithm includes at least one of genetic algorithm and simulated annealing algorithm.

8. The method for optimizing earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability as described in claim 1, characterized in that, The security constraints include at least the following: The maximum settlement is less than 1% of the dam height; The maximum value of the deformation inclination is lower than the preset limit; The safety factor of the dam slope is higher than 1.3; The preset limit for the maximum value of the deformation inclination is 1% or 2%.

9. The method for optimizing earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability as described in claim 1, characterized in that, The set of candidate construction stratification conditions includes at least one or more of the following typical combinations: Option A: Vertically layered in 5m sections, first fill the core wall and then pile up the rubble, with the core wall preceding the piled rubble by one layer; Option B: Vertically layered at 10m intervals, first construct the core wall and then pile up the rubble; Option C: Vertically layered at 5m intervals, first fill with riprap and then build the core wall, with the riprap extending one layer ahead of the core wall; Option D: Vertically layered at 10m intervals, first fill with riprap and then construct the core wall.

10. An optimization system for earth-rock dam construction schemes based on dual control of deformation inclination and dam slope stability, characterized in that, include: The model building module is used to obtain dam body zoning information, geological information and water level conditions, and to build a solid model of the earth-rock dam. The mesh discretization module is used to discretize the earth-rock dam entity model into meshes according to the minimum vertical layer size for construction. The scheme construction and numerical analysis module is used to construct a set of candidate construction layer conditions and conduct numerical analysis to obtain the displacement field and stress field. The deformation dip analysis module is used to calculate the axial deformation dip value and the river-direction deformation dip value of the dam. The stability analysis module is used to calculate the safety factor of the dam slope and determine the most dangerous sliding surface; The scheme selection module is used to output the optimal embankment scheme with the highest construction efficiency based on the safety constraints of maximum settlement, maximum deformation inclination, and dam slope safety factor.

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