Asphalt concrete core wall dam and gravity dam embedded joint structure and control system

Abstract

The present application relates to the technical field of asphalt concrete core wall dam and gravity dam connection, and discloses an embedded joint structure and a control system for asphalt concrete core wall dam and gravity dam, which comprises a curved surface in contact with the asphalt core wall rock-fill dam, an inclined surface in contact with the transition material, and a step-shaped structure in contact with the rock-fill material; wherein the two sides of the curved surface in contact with the asphalt core wall rock-fill dam are provided with the inclined surface in contact with the transition material, and one side of the inclined surface in contact with the transition material is provided with the step-shaped structure in contact with the rock-fill material; a plurality of intelligent control systems are installed between the asphalt core wall rock-fill dam and the concrete gravity dam along the axis of the asphalt core wall rock-fill dam, the intelligent control systems are connected with the heating resistor and the thermocouple, and the heating resistor is connected with the thermocouple. The control system comprises a multi-parameter coupled temperature control module, a self-adaptive maintenance module, and a seismic response and deformation coordination module. The present application effectively solves the problem of high cost of building high retaining walls for the existing side joint.

Description

Technical Field

[0001] This invention relates to the field of connection technology between asphalt concrete core wall dams and gravity dams, and particularly to an embedded joint structure and control system for asphalt concrete core wall dams and gravity dams. Background Technology

[0002] Existing joint types for asphalt concrete core wall dams and gravity dams are typically sidewall joints, with no literature reporting on insert joint arrangements. Traditional insert joints are usually used for clay core wall dams and gravity dams. Most traditional joint schemes cannot effectively address deformation coordination issues at the joint, making the joint a weak point in the dam structure. For example, the soil and rockfill near the joint is prone to large uneven deformation and cracking, especially under conditions such as earthquakes and sudden drops in water level. Furthermore, during long-term operation, asphalt core wall rockfill dams are prone to stress concentration, which can easily lead to cracking if not addressed promptly. Because the joint is located in the transition zone between two different dam types, its stress distribution is more complex, and the requirements for deformation coordination are higher. Concentration directly endangers the overall structural safety. Therefore, there is an urgent need for an intelligent management and control scheme that integrates intelligent monitoring and control technologies to effectively improve the deformation adaptability, structural stability, and safety reliability of the joint.

[0003] The main drawbacks of existing technologies are threefold: First, the joint between asphalt concrete core wall dams and gravity dam sidewalls requires extensive concrete pouring, resulting in a large volume of concrete work, especially uneconomical for high dams. Second, the seepage prevention performance is inadequate; traditional joints are prone to contact erosion and seepage damage at the interface. To address this, some designs incorporate piercing walls, making compaction of the clay core wall at this location inconvenient and reducing efficiency; others necessitate enlarging the core wall to enclose the gravity dam section at the joint, or using geomembranes as auxiliary seepage barriers, increasing investment. Third, deformation is inconsistent; the significant stiffness difference between earthen core wall dams and concrete gravity dams leads to large deformation differences at the joint, making it prone to cracking and posing a significant safety risk. Fourth, dynamic adaptability is poor; existing technologies cannot adjust the concentrated stress at the joint in real time, leading to deformation and cracking at the joint during long-term operation, affecting the long-term stability of the dam.

[0004] Prior art 1, Chinese Patent Application No.: 201710709221.X, discloses a combined dam type of asphalt concrete core wall dam and concrete gravity dam and its construction method. This combined dam type includes an asphalt concrete core wall dam section and a concrete gravity dam section, as well as a concrete transition dam section connecting the asphalt concrete core wall dam section and the concrete gravity dam section. The asphalt concrete core wall dam section, from upstream to downstream, consists of an upstream rockfill area, an upstream transition area, an asphalt concrete core wall area, a downstream transition area, and a downstream rockfill area. The concrete transition dam section, from upstream to downstream, consists of an upstream counterweight retaining wall, an intermediate inclined gravity dam, and a downstream counterweight retaining wall. The construction method of this combined dam type includes steps such as diversion and diversion construction, dam foundation trench excavation construction, concrete transition dam section construction, concrete gravity dam section construction, and asphalt concrete core wall dam section construction. Although composite dams are widely applicable, economical, and effective at preventing seepage, they also have significant drawbacks. Rigid transition structures have several drawbacks: using concrete transition dam sections (counterweight retaining walls, inclined gravity dams) as connecting structures results in insufficient deformation coordination between the asphalt core and the concrete gravity dam due to their rigidity. Under temperature changes, reservoir impoundment, or earthquakes, joint cracking or misalignment can easily occur due to differences in material stiffness (asphalt creep vs. concrete rigidity), leading to leakage risks. Furthermore, they lack dynamic adaptability: the absence of an intelligent temperature control system prevents real-time adjustment of the asphalt core's rheological state (e.g., low-temperature brittleness, high-temperature softening), making it difficult to cope with complex environmental changes by relying on static structural design. Finally, their seismic resistance is limited: the joint structure lacks an integrated energy dissipation mechanism (e.g., rolling friction from broken gravel), making it susceptible to structural damage due to stress concentration during earthquakes.

[0005] Prior art 2, Chinese patent application number: 202110269492.4, discloses a construction method for a novel joint type of gravity dam and panel dam. The construction method adopts a novel joint type of gravity dam and panel dam and includes the following steps: construction of the side wall and spiked wall connection section; construction of the side wall and spiked wall connection section includes foundation treatment, side wall formwork erection and pouring, spiked wall formwork erection and pouring; a special cushion layer is laid under the side wall and panel, and the special cushion layer is laid along the joint; composite flexible waterstop construction; plastic filler is filled at the joint of the side wall and panel, and after the filler bulges, it is first covered with a traditional flexible waterstop seepage prevention cover, and then covered with a polyurea composite base cloth coated cover plate, with stainless steel strips pressing on both sides and anchored with stainless steel expansion bolts. While it solves the problems of large concrete volume, long pouring time, and complex concrete temperature control measures associated with traditional sidewall joints, and has the advantages of small concrete volume and good seepage prevention, it relies on passive water sealing for seepage prevention. Using composite flexible water sealing (filler + seepage-proof cover) as the main seepage prevention method lacks active control linked to structural deformation (such as prestress compensation and intelligent temperature control repair), making it prone to failure due to material aging or excessive displacement during long-term service. Construction complexity and insufficient maintenance are also issues: the connection between the sidewall and the spiked wall requires multi-stage pouring, and no gallery maintenance space (such as ROV operation passage) is designed, making later maintenance difficult. Furthermore, deformation coordination is limited: it only relies on a special cushion layer for transition deformation, without utilizing the multi-stage energy dissipation mechanism of geometric structure and material gradation (fine particles in the transition material), making it difficult to adapt to the cumulative settlement difference of high dams (200m level).

[0006] Current technologies 1 and 2 have limitations in terms of deformation coordination, environmental adaptability, and seismic resistance of traditional joints. Therefore, this invention provides an embedded joint structure and control system for asphalt concrete core wall dams and gravity dams. Summary of the Invention

[0007] The main objective of this invention is to provide an embedded joint structure and control system for asphalt concrete core wall dams and gravity dams, in order to solve the problem that traditional joints in the prior art need to be further improved in terms of deformation coordination, environmental adaptability and seismic resistance.

[0008] To achieve the above objectives, the present invention provides the following technical solution: An embedded joint structure for an asphalt concrete core wall dam and a gravity dam, comprising: an arc surface in contact with the asphalt concrete core wall rockfill dam, an inclined surface in contact with the transition material, and a stepped surface in contact with the rockfill material. Among them, the two sides of the arc surface in contact with the asphalt core rockfill dam are provided with inclined surfaces that contact the transition material, and one side of the inclined surface in contact with the transition material is provided with a stepped surface that contacts the rockfill material; multiple intelligent control systems are installed between the asphalt core rockfill dam and the concrete gravity dam on the axis of the asphalt core rockfill dam. The intelligent control systems are connected to heating resistors and thermocouples, and the heating resistors are connected to thermocouples.

[0009] As a further improvement of the present invention, a concrete gravity dam is provided in a stepped manner in contact with the riprap. A road and a corridor are provided at the rear end of the concrete gravity dam. An asphalt core wall riprap dam axis is provided in the middle of the road and corridor. A staircase is installed in the lower half of the right end of the road, and a monitoring room is installed in the upper half. A slope protection is provided between the monitoring rooms and connected to the stepped manner in contact with the riprap.

[0010] As a further improvement of the present invention, the upper and lower parts of the stepped outer side in contact with the riprap are filled with a certain amount of riprap; an asphalt core rockfill dam is provided on the opposite side of the slope in contact with the transition material; and a concrete gravity dam crest is provided on the right side of the arc surface in contact with the asphalt core rockfill dam and the slope surface in contact with the transition material.

[0011] As a further improvement of the present invention, it also includes: a waterstop, a second transition material, a first transition material, an asphalt core rockfill dam, a third transition material, and a fourth transition material; The waterstop is installed at the center of the arc surface that contacts the asphalt core rockfill dam. A second transition material and a fourth transition material are provided between the inclined surface that contacts the transition material and the stepped surface that contacts the rockfill material. A first transition material and a third transition material are provided between the arc surface that contacts the asphalt core rockfill dam and the inclined surface that contacts the transition material.

[0012] As a further improvement of the present invention, a jointed concrete gravity dam is provided on the right side of the concrete gravity dam, and an asphalt concrete core wall dam is provided on the right side of the jointed concrete gravity dam. A pore water pressure gauge, an earth pressure gauge, and a shear expansion joint are provided on the asphalt concrete core wall dam.

[0013] To achieve the above objectives, the present invention also provides the following technical solution: A control system for an embedded joint structure of an asphalt concrete core wall dam and a gravity dam, applied to the embedded joint structure of the asphalt concrete core wall dam and gravity dam, the control system comprising: A multi-parameter coupled temperature control module is used to input real-time monitoring data from thermocouples; when temperature fluctuations cause the asphalt viscosity to exceed the preset range, the heating resistance power is dynamically adjusted to restore the viscosity to the optimal range through the Joule heating effect; combined with the reverse arching effect of the inclined plane, the temperature field distribution is optimized simultaneously to reduce the peak value of local compressive stress. The adaptive maintenance module is used to input stabilized asphalt rheological state data and real-time feedback from FBG fiber optic sensors; compare shear deformation data with step-shaped three-dimensional shear strength thresholds to predict potential slip risks; trigger the staged opening of drainage blind ditch gates when seepage pressure exceeds limits; and output a set of structural integrity assurance instructions including drainage system control parameters, waterstop stress compensation, and transition material maintenance priority list. The seismic response and deformation coordination module is used to input structural integrity assurance instruction sets and seismic ground motion monitoring data, activate the crushed gravel rolling friction mechanism of the third transition material; absorb joint misalignment caused by seismic waves through the triaxial displacement tolerance of the waterstop; dynamically adjust the heating resistance distribution based on real-time deformation data from the FBG sensor to induce directional creep of the asphalt core wall; and output a seismic condition safety status report including energy dissipation efficiency assessment, joint reset operation log, and post-earthquake seepage pressure coefficient α verification value.

[0014] As a further improvement of the present invention, the multi-parameter coupled temperature control module includes: The real-time temperature and viscosity monitoring submodule is used to input the asphalt core wall temperature data monitored in real time by thermocouples and the preset optimal viscosity range; based on the rheological property curve of asphalt material, it converts the asphalt core wall temperature data into the current viscosity value; compares the current viscosity value with the preset optimal viscosity range and generates a viscosity deviation signal; and outputs viscosity control requirements including the need to raise or lower the temperature and adjust the strength level. The dynamic power adjustment submodule is used to input viscosity control demand commands, derive the heat increment per unit time based on the resistivity, current and power relationship of the heating resistor; increase the heating resistor power according to the viscosity deviation signal; reduce the power and link with the corridor ventilation system; output heating resistor power adjustment parameters containing the target power value of each resistor unit and the ventilation system linkage start and stop commands. The temperature field optimization submodule is used to input the heating resistor power adjustment parameters and the 35° inclination angle geometric parameters of the inclined plane; through the reverse arch effect of the inclined plane, the heat of the heating area is diffused along the arched path, combined with the forced convection of the ventilation system, to form an axial-radial composite heat dissipation channel; the adjusted asphalt core wall temperature data is monitored in real time, and the current viscosity is recalculated; if the current viscosity still deviates from the optimal range, secondary regulation is triggered; and the stabilized asphalt rheological state is output.

[0015] As a further improvement of the present invention, the real-time temperature and viscosity monitoring submodule includes: The temperature-viscosity nonlinear mapping unit is used to input the asphalt core wall temperature data monitored in real time by thermocouples; preset the optimal viscosity range; establish a nonlinear correspondence between temperature and viscosity based on the rheological property curve of asphalt material calibrated in the laboratory; substitute the asphalt core wall temperature data into the viscosity-temperature curve, interpolate to calculate the current viscosity value, and output the current viscosity state parameters including the temperature point coordinates and the corresponding viscosity value. The viscosity deviation quantification analysis unit is used to input the current viscosity state parameters. If the current viscosity value is greater than the preset optimal viscosity range, it is marked as too high and requires cooling; if the current viscosity value is less than the preset optimal viscosity range, it is marked as too low and requires heating; the relative deviation rate δ is calculated; the control intensity level is divided according to the δ value, and a viscosity deviation analysis report is output. The control instruction generation unit is used to input the viscosity deviation analysis report, assign higher control priority to the arch area based on the spatial relationship between the point and the reverse arch effect of the slope; set the power increase of the heating resistor according to the deviation level; reduce the power according to the level and match the ventilation volume; and output a viscosity control requirement instruction set containing the target power value of each heating resistor unit, the linkage mode of the ventilation system and the execution priority sequence.

[0016] As a further improvement of the present invention, the dynamic power regulation submodule specifically includes: The electrical parameter reference loading unit is used to obtain the resistivity and current value of the heating resistor; calculate the current power according to Joule's law; record the natural heat dissipation rate at ambient temperature; and output reference thermal state parameters. The demand power increment mapping unit is used to acquire the reference thermal state parameters and viscosity control demand instructions; increase the target power according to the control intensity ratio; decrease the target power and superimpose the ventilation and heat dissipation compensation; calculate the heat increment per unit time; and output the heat control parameters. The current regulation and ventilation linkage unit is used to calculate the target current based on the target power; match the speed range of the corridor fan according to the ventilation and heat dissipation compensation amount; and output the heating resistor power adjustment parameters.

[0017] As a further improvement of the present invention, the adaptive maintenance module includes: The three-dimensional deformation data decomposition submodule is used to acquire shear deformation data monitored in real time by FBG fiber optic sensors; the step-shaped three-dimensional shear strength threshold; decompose the shear deformation into three components along the slope, transverse, and vertical; match the shear strength threshold in each direction according to the geometric parameters of the step-shaped structure; and obtain a directional deformation-threshold lookup table containing the measured deformation in each direction and the corresponding shear strength threshold. The slip risk probability assessment submodule is used to calculate the safety margin coefficient in each direction; for areas where slip exists in multiple directions simultaneously, risk weights are superimposed; and the risk diffusion path is assessed by combining the 35° inclination angle reverse arch effect of the slope, resulting in a slip risk probability map that includes the coordinates of high-risk areas, risk levels, and potential impact range. The early warning and linkage decision-making submodule is used to trigger the early warning threshold, automatically push the early warning to the monitoring room, and start real-time tracking of seepage pressure; if the affected area involves the waterstop zone, it will simultaneously trigger prestress compensation; and generate a maintenance instruction sequence according to the risk level and the affected area, and associate it with the transition material replenishment plan.

[0018] This invention is the first to design an insert-type joint and related contact surface structure in a combined asphalt core rockfill dam and gravity dam. Firstly, it effectively solves the problem of the high cost of constructing high retaining walls required for existing side-joint designs. Secondly, the surface of the gravity dam in contact with the asphalt core rockfill dam is designed as an arc surface, with a horizontally curved radius of 3.9 meters (adjustable), and a waterstop is installed on the contact surface. The arc surface design allows the asphalt concrete core wall to be "embedded" in the concrete structure, ensuring that the contact surface does not shift under various forces and providing a tight seepage barrier. Thirdly, the surface in contact with the transition material between the gravity dam and the asphalt core rockfill dam is designed as a slope with a gradient of 1:0.5 (adjustable). The slope is designed as a smooth, level surface, allowing the transition material some relative deformation space, enabling it to settle with the core wall and transition to the less deformable rockfill body, thus achieving better deformation coordination and avoiding cracks or deformation problems caused by stiffness differences. In addition, the surface of the gravity dam that comes into contact with the rockfill is designed in a stepped shape, with the height and width of each step designed according to the slope in different directions, and the dimensions can be adjusted according to the height of the dam formwork. Attached Figure Description

[0019] Figure 1 This is a schematic diagram of the plan layout of the embedded joint structure between the asphalt concrete core wall dam and the gravity dam of the present invention; Figure 2 This is a plan sectional view of the connection structure between the dam material in each zone of the asphalt concrete core wall dam and the gravity dam in the embedded joint structure of the asphalt concrete core wall dam and gravity dam of the present invention. Figure 3 This is a longitudinal sectional view of the joint portion of the embedded joint structure between the asphalt concrete core wall dam and the gravity dam of the present invention. Figure 4 This is a plan view of the concrete gravity dam joint portion of the embedded joint structure between the asphalt concrete core wall dam and the gravity dam according to the present invention. Figure 5 This is a cross-sectional view of the concrete gravity dam joint portion of the embedded joint structure between the asphalt concrete core wall dam and the gravity dam of the present invention. Figure 6 This is a schematic diagram of the intelligent temperature control heating device for the embedded joint structure of asphalt concrete core wall dam and gravity dam of the present invention; Figure 7 This is a detailed drawing of the intelligent temperature control heating device for the embedded joint structure of asphalt concrete core wall dam and gravity dam of the present invention; Figure 8 This is a location diagram of the monitoring equipment for the embedded joint structure of the asphalt concrete core wall dam and gravity dam of the present invention; Figure 9 This is a schematic diagram of the functional modules of the control system for the embedded joint structure of asphalt concrete core wall dam and gravity dam of the present invention; Figure 10 This is a schematic diagram of the structure of an embodiment of the electronic device of the present invention; Figure 11 This is a schematic diagram of the structure of a storage medium according to an embodiment of the present invention; Figure 12 For the right bank rockfill dam of this invention (7) #) Schematic diagram of the time process line of a scissor extensometer; Figure 13 This is a schematic diagram of the stress / temperature-time process line of the AR-E-02 of the present invention. Detailed Implementation

[0020] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of them. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0021] The terms "first," "second," and "third" used in this invention are 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 as "first," "second," or "third" may explicitly or implicitly include at least one of that feature. In the description of this invention, "a plurality of" means at least two, such as two, three, etc., unless otherwise explicitly specified. All directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of this invention are only used to explain the relative positional relationships and movements between components in a specific orientation (as shown in the accompanying drawings). If the specific orientation changes, the directional indications also change accordingly. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or device that includes a series of steps or units is not limited to the listed steps or units, but may optionally include steps or units not listed, or may optionally include other steps or units inherent to these processes, methods, products, or devices.

[0022] In this document, the term "embodiment" means that a particular feature, structure, or characteristic described in connection with an embodiment may be included in at least one embodiment of the invention. The appearance of this phrase in various places throughout the specification does not necessarily refer to the same embodiment, nor is it a mutually exclusive, independent, or alternative embodiment. It will be explicitly and implicitly understood by those skilled in the art that the embodiments described herein can be combined with other embodiments.

[0023] like Figure 1 , Figure 3 , Figure 4 , Figure 5 , Figure 6 and Figure 7 As shown, this embodiment provides an example of an embedded joint structure for an asphalt concrete core wall dam and a gravity dam. In this embodiment, the embedded joint structure for an asphalt concrete core wall dam and a gravity dam specifically includes: an arc surface 1 in contact with the asphalt core wall rockfill dam, an inclined surface 2 in contact with the transition material, a stepped surface 3 in contact with the rockfill material, a heating resistor 4, a thermocouple 5, an intelligent control system 6, an axis of the asphalt core wall rockfill dam 7, a staircase 8, a monitoring room 9, a road 10, a slope protection 11, rockfill material 12, a corridor 13, a concrete gravity dam 14, and an asphalt concrete core wall dam 21. Among them, the arc surface 1 in contact with the asphalt core rockfill dam has inclined surfaces 2 on both sides that contact the transition material, and a stepped section 3 on one side of the inclined surface 2 that contacts the rockfill material; multiple intelligent control systems 6 are installed between the asphalt core rockfill dam and the concrete gravity dam 14 on the axis 7 of the asphalt core rockfill dam. The intelligent control systems 6 are connected to heating resistors 4 and thermocouples 5. The heating resistors 4 are connected to the thermocouples 5; a concrete gravity dam 14 is set on the stepped section 3 that contacts the rockfill material. A road 10 and a corridor 13 are set at the rear end of the concrete gravity dam 14. An asphalt core rockfill dam axis 7 is set at the middle position of 10 and corridor 13. A staircase 8 is installed on the lower half of the right end of road 10, and a monitoring room 9 is installed on the upper half. A slope protection 11 is set between the monitoring rooms 9 and connected to the stepped 3 in contact with the rockfill. The upper and lower parts of the outer side of the stepped 3 in contact with the rockfill are filled with a number of rockfill materials 12. An asphalt concrete core dam 21 is set on the opposite side of the slope 2 in contact with the transition material. The top of a concrete gravity dam 14 is set on the right side of the arc surface 1 in contact with the asphalt core rockfill dam and the slope 2 in contact with the transition material.

[0024] Preferably, in this embodiment, the hyperbolic contact surface formed by the arc surface 1 and the inclined surface 2 achieves a flexible connection between the asphalt core wall and the concrete gravity dam 14 through geometric adaptation; the serrated structure of the stepped shape 3, combined with the embedding effect of the riprap 12, forms a three-dimensional shear-resistant system, effectively decomposing the horizontal thrust caused by water pressure; the closed-loop system composed of the heating resistor 4 and the thermocouple 5, through the intelligent control system 6, achieves: dynamic adjustment of the viscosity of the asphalt core wall; automatic heating to prevent brittleness in winter (maintaining a critical temperature of 8-15℃); and triggering a cooling plan in summer (>50℃). The ventilation system of corridor 13 is activated at ℃). Water load forms a three-stage energy dissipation path through slope protection 11 → rockfill 12 → stepped 3 → concrete gravity dam 14. The 35° inclination angle of the slope 2 causes the transition material layer to produce a reverse arch effect, reducing the local compressive stress of the core wall by up to 23% (measured data). The monitoring room 9 collects data in real time through embedded FBG fiber optic sensors: core wall shear deformation (accuracy 0.01mm); joint opening and closing degree (laser ranging resolution 0.1mm); seepage field dynamics (distributed hydrological pressure sensor). Drainage blind ditches (Φ300mm HDPE pipes) are installed in corridor 13 to form a three-dimensional drainage network with road 10. When the thermocouple detects abnormal temperature rise at the joint, the gate automatically opens and closes to achieve zoned interception, with a response time of <15 seconds.

[0025] This embodiment dynamically coordinates the rigid support of traditional gravity dams with the creep characteristics of asphalt core walls through an intelligent temperature control system. Its deformation coordination capability can reach 2.7 times that of conventional structures, making it particularly suitable for the construction of 200m-class high dams in high seismic intensity zones.

[0026] This embodiment is the first to design an insert-type joint and related contact surface structure in a combined asphalt core rockfill dam and gravity dam. Firstly, it effectively solves the problem of the high cost of constructing high retaining walls required for existing side-joint designs. Secondly, the surface of the gravity dam in contact with the asphalt core rockfill dam is designed as an arc surface, with a horizontally curved radius of 3.9 meters (adjustable), and a waterstop is installed on the contact surface. The arc surface design allows the asphalt concrete core wall to be "embedded" in the concrete structure, ensuring that the contact surface does not shift under various forces and providing tight seepage prevention. Thirdly, the surface in contact with the transition material between the gravity dam and the asphalt core rockfill dam is designed as a slope with a gradient of 1:0.5 (adjustable). The slope is designed as a smooth surface, allowing the transition material some relative deformation space, enabling it to settle with the core wall and transition to the less deformable rockfill body, thus achieving better deformation coordination and avoiding cracks or deformation problems caused by stiffness differences. Furthermore, the gravity dam surface in contact with the rockfill is designed in a stepped shape. The height and width of each step are designed according to the slope in different directions, and the dimensions can be adjusted according to the height of the formwork. A rounded design is used at the corners of the steps to reduce localized tensile stress concentration and minimize potential cracks at the corners. The stepped design increases the contact area, improves the shear strength of the dam shell material and the gravity dam surface, and reduces the cumulative stress on the dam shell at the joint in the height direction. This effectively solves the deformation incompatibility problem caused by the stiffness difference between the concrete dam and the asphalt core rockfill dam, ensuring that the dam crest joint does not open or shift. The stepped design also facilitates vertical formwork construction instead of inclined formwork, improving work efficiency. Finally, to effectively improve the deformation adaptability of the joint, this invention also designs an intelligent control device for the asphalt concrete core wall. This device can monitor and adjust the heating process in real time. Heating resistors are embedded in the asphalt layer, generating heat through current to bring the asphalt to a suitable temperature to repair cracks and release stress. Thermocouples monitor the temperature in real time and transmit the data to the system. The system then automatically adjusts the power output of the heating resistor according to the set temperature range to ensure precise temperature control and avoid overheating. This intelligent heating repair device can effectively repair cracks, release concentrated stress, greatly reduce the risk of cracking in the seepage prevention structure, and achieve the goal of intelligent management and control.

[0027] Furthermore, such as Figure 2 As shown, it also includes: waterstop 15, second transition material 16, first transition material 17, asphalt core rockfill dam 18, third transition material 19, and fourth transition material 20; Among them, the waterstop 15 is installed at the center of the arc surface 1 that contacts the asphalt core rockfill dam, and the second transition material 16 and the fourth transition material 20 are provided between the inclined surface 2 that contacts the transition material and the stepped surface 3 that contacts the rockfill material; the first transition material 17 and the third transition material 19 are provided between the arc surface 1 that contacts the asphalt core rockfill dam and the inclined surface 2 that contacts the transition material. Preferably, in this embodiment, the composite sealing mechanism of the waterstop 15 employs a copper-rubber composite waterstop (12mm thick) arranged along the centerline of the arc surface 1 to form the first physical seepage barrier; pre-stress (design value 0.8MPa) achieves molecular-level tightness with the asphalt core rockfill dam 18; under seismic conditions, it allows 15mm shear displacement without losing its sealing performance. The fine-particle component (<0.075mm, 35%) of the first transition material 17 can absorb the creep deformation of the asphalt core wall; the interlocking action of the fourth transition material 20 and the stepped 3 controls the dam settlement difference to Δh / H≤0.1% (H is the dam height); the broken gravel of the third transition material 19 generates rolling friction, consuming seismic wave energy (damping ratio increased to 0.25); the corrugated structure of the waterstop 15 allows for three-dimensional displacement in x / y / z directions (design values: ±10mm / ±8mm / ±5mm). In this embodiment, under a water head of 200m, the permeability pressure coefficient α at the joint is reduced to 0.15 (compared to 0.4-0.6 in traditional structures); the corrosion rate of the waterstop is ≤0.02mm / year (design life of 80 years); the stability of the transition material gradation is maintained for >60 years; and underwater robot maintenance of the waterstop can be carried out through corridor 13 (ROV operating space is reserved at 1.2m×1.5m).

[0028] Furthermore, such as Figure 8 As shown, a jointed concrete gravity dam 22 is provided on the right side of the concrete gravity dam 14, and an asphalt concrete core wall dam 21 is provided on the right side of the jointed concrete gravity dam 22. A pore water pressure gauge 23 (AR-P), an earth pressure gauge 24 (AR-E), and a shear expansion joint 25 (AR-IF) are provided on the asphalt concrete core wall dam 21. Preferably, in this embodiment, the concrete gravity dam 14 → concrete gravity dam 22 → asphalt concrete core wall dam 21 form a gradually changing stiffness system; the concrete gravity dam 22 uses C18040 micro-expansion concrete (elastic modulus 28GPa); achieving a gradient transition of elastic modulus from rigid dam body to flexible core wall (28GPa→1.2GPa); finite element analysis shows that the stress concentration factor decreases from 3.8 to 1.2; monitoring data from shear expansion joint 25 shows that the joint opening under temperature load is ≤3.2mm (daily average change of 0.15mm in summer), and the shear displacement after reservoir impoundment is 1.8mm (less than the design allowable value of 5mm).

[0029] like Figure 9As shown, this embodiment also provides an embodiment of a control system for an embedded joint structure of an asphalt concrete core wall dam and a gravity dam. In this embodiment, the control system for the embedded joint structure of the asphalt concrete core wall dam and the gravity dam is applied to the embedded joint structure of the asphalt concrete core wall dam and the gravity dam as described in the above embodiment. The control system for the embedded joint structure of the asphalt concrete core wall dam and the gravity dam includes a multi-parameter coupled temperature control module, an adaptive maintenance module, and a seismic response and deformation coordination module that are electrically connected in sequence. The multi-parameter coupled temperature control module is used to input real-time monitoring data from thermocouples (asphalt core wall temperature, joint temperature); when temperature fluctuations cause asphalt viscosity to exceed the preset range, it dynamically adjusts the heating resistor power to restore viscosity to the optimal range through the Joule heating effect; combined with the reverse arching effect of the inclined plane, it simultaneously optimizes the temperature field distribution and reduces the peak value of local compressive stress; in winter when the temperature is low (<8℃), it activates the resistance heating chain to maintain the core wall temperature ≥8℃ to prevent brittle fracture; in summer when the temperature is high (>50℃), it links with the corridor ventilation system to force convection heat dissipation and inhibit asphalt softening deformation; it outputs a stable asphalt rheological state to ensure the continuous seepage prevention performance of the core wall in an environment of -30℃ to 60℃; the adaptive maintenance module is used to input stable asphalt rheological state data and real-time feedback from FBG fiber optic sensors (core wall shear deformation, joint opening and closing degree, seepage pressure); it compares the shear deformation data with the step-shaped three-dimensional shear strength threshold to predict potential slippage risk; when the seepage pressure exceeds the limit, it triggers the drainage blind ditch gate to open in stages; when the joint opening and closing degree >5mm (design... When the allowable value is reached, the prestress compensation of the waterstop is initiated (source: 0.8MPa prestress design of waterstop 15); when the degradation of the transition material gradation is detected (porosity change > 10%), the transition material replenishment plan is pushed to the monitoring room; the output includes the structural integrity assurance instruction set containing drainage system control parameters, waterstop stress compensation amount and transition material maintenance priority list; the seismic response and deformation coordination module is used to input the structural integrity assurance instruction set and seismic ground motion monitoring data (acceleration, spectrum characteristics), activate the crushed gravel rolling friction mechanism of the third transition material, and increase the damping ratio to 0.25; through the three-dimensional displacement tolerance of the waterstop, the joint misalignment caused by seismic waves is absorbed; according to the real-time deformation data of the FBG sensor, the heating resistance distribution is dynamically adjusted to induce directional creep of the asphalt core wall; when the joint misalignment at the dam crest is > 8mm, the hydraulic jacking device in the gallery is activated to forcibly reset the relative position of the concrete gravity dam and the core wall; the output includes the energy dissipation efficiency assessment, joint reset operation log and the post-earthquake seepage pressure coefficient α verification value seismic condition safety status report.

[0030] Preferably, the control system in this embodiment achieves the following technical effects through modular collaborative operation: stable control of material properties, and the multi-parameter coupled temperature control module maintains the viscosity of the asphalt core wall at 10. 8 -10 9Within the Pa·s range, continuous seepage prevention performance is ensured under ambient temperatures from -30℃ to 60℃, with viscosity deviation caused by temperature fluctuations controlled within ±5% through the Joule heating effect. Structural integrity is guaranteed through an adaptive maintenance module: slip risk warning (shear deformation compared to three-dimensional shear strength threshold), graded control of seepage pressure (drainage blind ditch gate response time <15 seconds), and dynamic compensation for joint opening and closing (prestress adjustment accuracy of waterstop belt ±0.05MPa). Dynamic response coordination is achieved through a response and deformation coordination module: seismic energy dissipation (rolling friction of broken gravel increases damping ratio to 0.25), joint misalignment absorption (three-dimensional displacement tolerance: ±10mm / ±8mm / ±5mm), and forced reset capability (positioning accuracy of hydraulic jacking device 1mm). The entire system is optimized through coordinated linkage, with closed-loop data transfer between modules forming: three-field coupled control of temperature field, stress field, and seepage field; a unified processing framework for static load and dynamic response; and correlation control between material performance degradation and structural response. The quantitative performance indicators and output parameters include: permeability pressure coefficient α≤0.15, joint repositioning operation positioning error≤2mm, and post-earthquake seepage flow fluctuation amplitude<5%.

[0031] Furthermore, the multi-parameter coupled temperature control module specifically includes: The real-time temperature and viscosity monitoring submodule is used to input the asphalt core wall temperature data monitored in real time by thermocouples and the preset optimal viscosity range; based on the rheological property curve of asphalt material, it converts the asphalt core wall temperature data into the current viscosity value; compares the current viscosity value with the preset optimal viscosity range and generates a viscosity deviation signal; and outputs viscosity control requirements including the need to raise or lower the temperature and adjust the strength level. The dynamic power adjustment submodule is used to input viscosity control demand commands, derive the heat increment per unit time based on the resistivity, current and power relationship of the heating resistor; increase the heating resistor power according to the viscosity deviation signal; reduce the power and link with the corridor ventilation system; output heating resistor power adjustment parameters containing the target power value of each resistor unit and the ventilation system linkage start and stop commands. The temperature field optimization submodule is used to input the heating resistor power adjustment parameters and the 35° inclination angle geometric parameters of the inclined plane; through the reverse arch effect of the inclined plane, the heat of the heating area is diffused along the arched path, combined with the forced convection of the ventilation system, to form an axial-radial composite heat dissipation channel; the adjusted asphalt core wall temperature data is monitored in real time, and the current viscosity is recalculated; if the current viscosity still deviates from the optimal range, secondary regulation is triggered; and the stabilized asphalt rheological state is output.

[0032] Preferably, the multi-parameter coupled temperature control module in this embodiment achieves precise control of the viscosity and optimization of the temperature field of the asphalt core wall through the coordinated operation of three sub-modules. The real-time temperature and viscosity monitoring sub-module converts the temperature data collected by thermocouples into viscosity values, and generates control commands by comparing them with a preset optimal range, ensuring that the viscosity remains within the rheological performance range required by the engineering. The dynamic power adjustment sub-module dynamically adjusts the heating resistor power based on the viscosity deviation signal, while simultaneously linking with the ventilation system to achieve a balance between heat input and loss, avoiding localized overheating or heat accumulation. The temperature field optimization sub-module combines the geometric characteristics of the inclined plane with forced convection to form a composite heat dissipation channel, improving the uniformity of heat distribution. If the viscosity still does not meet the standard, secondary control is triggered until the rheological state of the asphalt stabilizes.

[0033] In summary, this embodiment achieves dynamic stability of the viscosity of the asphalt core wall through closed-loop control, optimizes the temperature field distribution, and ensures that the rheological properties of the asphalt material meet the design requirements during construction, thereby improving the quality and durability of the project.

[0034] Furthermore, the real-time temperature and viscosity monitoring submodule specifically includes: The temperature-viscosity nonlinear mapping unit is used to input the asphalt core wall temperature data monitored in real time by thermocouples; preset the optimal viscosity range; establish a nonlinear correspondence between temperature and viscosity based on the rheological property curve of asphalt material calibrated in the laboratory; substitute the asphalt core wall temperature data into the viscosity-temperature curve, interpolate to calculate the current viscosity value, and output the current viscosity state parameters including the temperature point coordinates and the corresponding viscosity value. The viscosity deviation quantification analysis unit is used to input the current viscosity state parameters. If the current viscosity value is greater than the preset optimal viscosity range, it is marked as too high viscosity (cooling is required); if the current viscosity value is less than the preset optimal viscosity range, it is marked as too low viscosity (heating is required); it calculates the relative deviation rate δ (current viscosity value - median optimal viscosity value / median optimal viscosity value × 100%); it classifies the control intensity level according to the δ value (e.g., δ≤10% is mild, 10%<δ≤30% is moderate, δ>30% is severe), and outputs a viscosity deviation analysis report; The control instruction generation unit is used to input the viscosity deviation analysis report, assign higher control priority to the arch area based on the spatial relationship between the point and the reverse arch effect of the slope; set the power increase of the heating resistor according to the deviation level; reduce the power according to the level and match the ventilation volume; and output a viscosity control requirement instruction set containing the target power value of each heating resistor unit, the linkage mode of the ventilation system and the execution priority sequence.

[0035] Preferably, the real-time temperature and viscosity monitoring submodule of this embodiment achieves precise quantitative analysis and generation of control commands for the viscosity of the asphalt core wall through the coordinated operation of three units. The temperature-viscosity nonlinear mapping unit, based on laboratory-calibrated rheological characteristic curves, converts temperature data into the current viscosity value and outputs state parameters including point coordinates and viscosity values, providing a data foundation for analysis. The viscosity deviation quantification analysis unit compares the current viscosity value with a preset optimal range to determine the deviation direction (needing to increase or decrease temperature), calculates the relative deviation rate, and classifies the control intensity level, generating a quantitative deviation analysis report. The control command generation unit combines spatial location priority, deviation level, and the slope reverse arch effect to generate a set of commands including target power values, ventilation linkage modes, and execution sequences, ensuring that control measures accurately match actual needs.

[0036] In summary, this embodiment achieves dynamic monitoring and precise adjustment of the viscosity of the asphalt core wall through temperature-viscosity mapping, deviation quantification, and priority control, optimizes the temperature field distribution, ensures the stability of the rheological properties of the asphalt material during construction, and improves the quality of the project.

[0037] Furthermore, the dynamic power regulation submodule specifically includes: The electrical parameter reference loading unit is used to obtain the resistivity and current value of the heating resistor; calculate the current power according to Joule's law; record the natural heat dissipation rate at ambient temperature; and output reference thermal state parameters. The demand power increment mapping unit is used to acquire the reference thermal state parameters and viscosity control demand instructions; increase the target power according to the control intensity ratio; decrease the target power and superimpose the ventilation and heat dissipation compensation; calculate the heat increment per unit time; and output the heat control parameters. The current regulation and ventilation linkage unit is used to calculate the target current based on the target power; match the speed range of the corridor fan according to the ventilation and heat dissipation compensation amount; and output the heating resistor power adjustment parameters.

[0038] Preferably, the dynamic power regulation submodule of this embodiment achieves precise control of the heating resistor power and linkage regulation of the ventilation system through the coordinated operation of three units. The electrical parameter reference loading unit acquires the resistivity, current value, and ambient heat dissipation rate of the heating resistor, calculates the current power, and outputs reference thermal state parameters, providing initial data for regulation. The regulation demand power increment mapping unit calculates the target power increment based on the intensity level of the viscosity regulation command and, combined with the ventilation heat dissipation compensation, outputs precise heat regulation parameters to ensure that power adjustment matches heat dissipation requirements. The current regulation and ventilation linkage unit adjusts the current value based on the target power and simultaneously adjusts the fan speed according to heat dissipation requirements, outputting the final power adjustment parameters to achieve a dynamic balance between heating and heat dissipation.

[0039] In summary, this embodiment ensures that the temperature field of the asphalt core wall responds quickly to viscosity changes by precisely adjusting the power and coordinating with the ventilation system, maintaining the accuracy and stability of heat input, thereby guaranteeing reliable control of the asphalt rheological properties during construction.

[0040] Furthermore, the adaptive maintenance module specifically includes: The three-dimensional deformation data decomposition submodule is used to acquire shear deformation data monitored in real time by FBG fiber optic sensors; the three-dimensional shear strength threshold of the step shape; decompose the shear deformation into three components along the slope, transverse and vertical directions; match the shear strength threshold of each direction according to the geometric parameters of the step shape (step height and width); and obtain a directional deformation-threshold lookup table containing the measured deformation amount in each direction and the corresponding shear strength threshold of the direction. The slip risk probability assessment submodule is used to calculate the safety margin coefficient in each direction; for areas where slip exists in multiple directions simultaneously, risk weights are superimposed; and the risk diffusion path is assessed by combining the 35° inclination angle reverse arch effect of the slope, resulting in a slip risk probability map that includes the coordinates of high-risk areas, risk levels, and potential impact range. The early warning and linkage decision-making submodule is used to trigger the early warning threshold, automatically push the early warning to the monitoring room, and start real-time tracking of seepage pressure; if the affected area involves the waterstop zone, it will simultaneously trigger prestress compensation; and generate a maintenance instruction sequence according to the risk level and the affected area, and associate it with the transition material replenishment plan.

[0041] Preferably, the adaptive maintenance module in this embodiment achieves real-time monitoring, risk assessment, and proactive maintenance decision-making for the deformation of the asphalt core wall structure through the coordinated operation of three sub-modules. The three-dimensional deformation data decomposition sub-module decomposes the shear deformation data collected by the FBG sensor into slope-direction, transverse, and vertical components, and matches them with the step-shaped shear strength threshold to form a directional deformation-threshold comparison table, providing a quantitative basis for risk assessment. The slip risk probability assessment sub-module calculates the safety margin coefficient in each direction, superimposes multi-directional slip risk weights, and combines the slope reverse arch effect to assess the risk diffusion path, generating a map containing risk level and impact range, achieving precise risk location and classification. The early warning and linkage decision-making sub-module triggers an early warning based on the risk level, links seepage pressure monitoring and waterstop prestress compensation, generates a maintenance instruction sequence and transition material replenishment plan, ensuring timely risk response.

[0042] In summary, this embodiment utilizes a closed-loop control system of deformation monitoring, probabilistic risk assessment, and proactive maintenance decision-making to identify potential structural slippage risks in advance, dynamically adjust maintenance measures, and ensure the long-term structural stability and impermeability of the asphalt core wall.

[0043] like Figure 10As shown, this embodiment provides an embodiment of an electronic device. In this embodiment, the electronic device 26 includes a processor 261 and a memory 262 coupled to the processor 261.

[0044] The memory 262 stores control program instructions for implementing the embedded joint structure of the asphalt concrete core wall dam and gravity dam in any of the above embodiments.

[0045] The processor 261 is used to execute program instructions stored in the memory 262 to control the embedded joint structure of the asphalt concrete core wall dam and gravity dam.

[0046] The processor 261 can also be referred to as a CPU (Central Processing Unit). The processor 261 may be an integrated circuit chip with signal processing capabilities. The processor 261 can also be a general-purpose processor, a digital signal processor (DSP), an application-specific integrated circuit (ASIC), a field-programmable gate array (FPGA), or other programmable logic devices, discrete gate or transistor logic devices, or discrete hardware components. A general-purpose processor can be a microprocessor or any conventional processor.

[0047] Furthermore, Figure 11 This is a schematic diagram of the structure of a storage medium according to an embodiment of this application. The storage medium 27 of this embodiment stores program instructions 271 capable of implementing all the methods described above. These program instructions 271 can be stored in the storage medium in the form of a software product, including several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) or processor to execute all or part of the steps of the methods described in the various embodiments of this application. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks, or terminal devices such as computers, servers, mobile phones, and tablets.

[0048] Furthermore, this embodiment employs an insert-type joint structure, avoiding the need for additional concrete work on upstream and downstream retaining walls. Simultaneously, the increased dam shell material facilitates the absorption of excavated material from the project area, resulting in significant economic and environmental benefits. Secondly, the contact surface between the asphalt concrete core wall and the gravity dam is designed as a horizontal arc, allowing the asphalt concrete core wall to be embedded within the concrete body. The vertical slope of the arc ensures that the asphalt concrete core wall is under compression at all points and under all working conditions at the contact surface. In addition, the asphalt concrete itself has adhesive properties to the contact surface, ensuring a tight fit. Therefore, in resisting contact erosion and seepage damage at the contact surface, asphalt concrete performs significantly better than clay, resulting in more reliable seepage prevention. Three-dimensional finite element stress-deformation analysis shows that the contact surface between the concrete joint and the earth-rock dam is in a compressed and closed state at the completion stage, with all normal stresses on the contact surface being compressive stresses. This indicates that the contact surface has not opened and there is no issue of seepage contact erosion damage. Three-dimensional finite element analysis of the seepage field shows that, under normal water level conditions (230.00m) and during the steady seepage period, the calculated seepage flow rate through the joint is 0.01 L / s, while the calculated flow rate at the bottom of the dam foundation, the seepage barrier, and the upstream surface of the lower bedrock at the joint is 1.06 L / s. These values ​​are all relatively small, indicating that the seepage flow through the dam body is extremely weak. This demonstrates that the dam body design at the joint is reasonable and the seepage prevention effect is significant. Furthermore, the stepped design of the contact surface between the dam shell material and the gravity dam effectively reduces the cumulative deformation of the soft-hard joint at the dam crest. This avoids the problem of large deformation differences and cracking at the joint caused by the significant stiffness difference between earth-core dams and concrete gravity dams. Therefore, in terms of deformation coordination at the soft-hard joint, asphalt concrete core dams also exhibit advantages over clay core dams.

[0049] Three-dimensional finite element stress-deformation analysis shows that the vertical displacement of the contact surface is greater than the horizontal displacement, which is consistent with the first-order rule. After water impoundment, no obvious opening or misalignment was observed at the soft and hard joints on the dam crest, indicating that the stepped design of the contact surface between the dam shell material and the gravity dam played an important role in significantly reducing vertical displacement. During the water impoundment period, due to the influence of the wet deformation of the upstream rockfill, there is a tensile stress zone at the corner of the dam crest between the upstream and side contact surfaces. The theoretical maximum opening deformation is 3cm, and the maximum side deformation is 1cm. No opening deformation was observed after actual water impoundment, indicating that the setting of the rounded chamfer effectively reduced the magnitude and distribution range of tensile stress and has good adaptability to the wet deformation under water action. Under seismic action, the extreme values ​​of the three-dimensional dynamic displacement at the joint are relatively small, with the extreme value of normal opening displacement being 0.01cm, the extreme value of compression displacement being 0.37cm, the extreme value of shear displacement along the river being 0.87cm, and the extreme value of vertical shear displacement being 0.18cm, indicating that the joint structure design has good adaptability to seismic conditions.

[0050] Monitoring data shows that during the three years of operation, the displacement of all monitoring points gradually stabilized, especially at monitoring points AR-IF-02 and AR-IF-05. Monitoring point AR-IF-04 also stabilized after a rapid increase in shear displacement. The overall maximum shear displacement did not exceed 110 mm, which is within an acceptable range. Figure 12 and Figure 13 As shown in the figure. In addition, the contact surfaces are all under compressive stress, and the compressive stress eventually tends to stabilize at about 0.7 MPa, indicating that the contact surface fit is well maintained.

[0051] In summary, this embodiment adopts an insert-type form of asphalt concrete core wall dam and gravity dam, as well as structural design related to the contact surface. It has excellent anti-seepage performance under various working conditions, and the possibility of seepage contact scouring failure at the joint of traditional clay core wall dam and gravity dam is lower. The possibility of uneven deformation of the soil and rock fill near the joint causing cracks is also lower. It has excellent anti-seepage and deformation adaptability capabilities. The joint arrangement and structural design are successful.

[0052] In the several embodiments provided by this invention, it should be understood that the disclosed systems, apparatuses, and methods can be implemented in other ways. For example, the apparatus embodiments described above are merely illustrative; for instance, the division of units is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple units or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the coupling or direct coupling or communication connection shown or discussed may be an indirect coupling or communication connection between apparatuses or units through some interfaces, and may be electrical, mechanical, or other forms.

[0053] Furthermore, the functional units in the various embodiments of the present invention can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated units described above can be implemented in hardware or as software functional units. The above are merely embodiments of the present invention and do not limit the patent scope of the present invention. Any equivalent structural or procedural transformations made based on the description and drawings of the present invention, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of the present invention.

[0054] The specific embodiments of the invention have been described in detail above, but these are merely examples, and the invention is not limited to the specific embodiments described above. For those skilled in the art, any equivalent modifications or substitutions to the invention are also within the scope of this invention. Therefore, all equivalent transformations, modifications, and improvements made without departing from the spirit and principles of this invention should be included within the scope of this invention.

Claims

1. An embedded joint structure for an asphalt concrete core wall dam and a gravity dam, characterized in that, The embedded joint structure between the asphalt concrete core wall dam and the gravity dam includes: an arc surface in contact with the asphalt core wall rockfill dam, an inclined surface in contact with the transition material, and a stepped surface in contact with the rockfill material. The arc surface in contact with the asphalt core rockfill dam has inclined surfaces on both sides that contact the transition material, and one side of the inclined surface in contact with the transition material has a stepped surface that contacts the rockfill material. Multiple intelligent control systems are installed between the asphalt core rockfill dam and the concrete gravity dam along the axis of the asphalt core rockfill dam. The intelligent control systems are connected to heating resistors and thermocouples, and the heating resistors are connected to the thermocouples. The control system includes: a multi-parameter coupled temperature control module, an adaptive maintenance module, and a seismic response and deformation coordination module. It also includes: waterstop, second transition material, first transition material, asphalt core rockfill dam, third transition material, and fourth transition material; The waterstop is installed at the center of the arc surface that contacts the asphalt core rockfill dam. A second transition material and a fourth transition material are provided between the inclined surface that contacts the transition material and the stepped surface that contacts the rockfill material. A first transition material and a third transition material are provided between the arc surface that contacts the asphalt core rockfill dam and the inclined surface that contacts the transition material.

2. The embedded joint structure for asphalt concrete core wall dam and gravity dam according to claim 1, characterized in that, A concrete gravity dam is set up in a stepped manner in contact with the riprap. A road and corridor are set at the rear end of the concrete gravity dam. An asphalt core wall riprap dam axis is set in the middle of the road and corridor. A staircase is installed in the lower half of the right end of the road, and a monitoring room is installed in the upper half. A slope protection is set between the monitoring rooms and connected to the stepped manner in contact with the riprap.

3. The embedded joint structure for asphalt concrete core wall dam and gravity dam according to claim 1, characterized in that, The upper and lower parts of the stepped outer side in contact with the riprap are filled with a number of riprap; an asphalt core rockfill dam is set on the opposite side of the slope in contact with the transition material; the top of a concrete gravity dam is set on the right side of the arc surface in contact with the asphalt core rockfill dam and the slope surface in contact with the transition material.

4. The embedded joint structure for asphalt concrete core wall dam and gravity dam according to claim 1, characterized in that, A jointed concrete gravity dam is set on the right side of the concrete gravity dam, and an asphalt concrete core wall dam is set on the right side of the jointed concrete gravity dam. A pore water pressure gauge, an earth pressure gauge, and a shear expansion joint are installed on the asphalt concrete core wall dam.

5. A control system for an embedded joint structure of an asphalt concrete core wall dam and a gravity dam, applied to the embedded joint structure of an asphalt concrete core wall dam and a gravity dam as described in any one of claims 1 to 4, characterized in that, The control system for the embedded joint structure of the asphalt concrete core wall dam and gravity dam includes: A multi-parameter coupled temperature control module is used to input real-time monitoring data from thermocouples; when temperature fluctuations cause the asphalt viscosity to exceed the preset range, the heating resistance power is dynamically adjusted to restore the viscosity to the optimal range through the Joule heating effect; combined with the reverse arching effect of the inclined plane, the temperature field distribution is optimized simultaneously to reduce the peak value of local compressive stress. The adaptive maintenance module is used to input stabilized asphalt rheological state data and real-time feedback from FBG fiber optic sensors; compare shear deformation data with step-shaped three-dimensional shear strength thresholds to predict potential slip risks; trigger the staged opening of drainage blind ditch gates when seepage pressure exceeds limits; and output a set of structural integrity assurance instructions including drainage system control parameters, waterstop stress compensation, and transition material maintenance priority list. The seismic response and deformation coordination module is used to input structural integrity assurance instruction sets and seismic ground motion monitoring data, activate the crushed gravel rolling friction mechanism of the third transition material; absorb joint misalignment caused by seismic waves through the triaxial displacement tolerance of the waterstop; dynamically adjust the heating resistance distribution based on real-time deformation data from the FBG sensor to induce directional creep of the asphalt core wall; and output a seismic condition safety status report including energy dissipation efficiency assessment, joint reset operation log, and post-earthquake seepage pressure coefficient α verification value.

6. The control system for the embedded joint structure of asphalt concrete core wall dam and gravity dam according to claim 5, characterized in that, The multi-parameter coupled temperature control module includes: The real-time temperature and viscosity monitoring submodule is used to input the asphalt core wall temperature data monitored in real time by thermocouples and the preset optimal viscosity range; based on the rheological property curve of asphalt material, it converts the asphalt core wall temperature data into the current viscosity value; compares the current viscosity value with the preset optimal viscosity range and generates a viscosity deviation signal; and outputs viscosity control requirements including the need to raise or lower the temperature and adjust the strength level. The dynamic power adjustment submodule is used to input viscosity control demand commands, derive the heat increment per unit time based on the resistivity, current and power relationship of the heating resistor; increase the heating resistor power according to the viscosity deviation signal; reduce the power and link with the corridor ventilation system; output heating resistor power adjustment parameters containing the target power value of each resistor unit and the ventilation system linkage start and stop commands. The temperature field optimization submodule is used to input the heating resistor power adjustment parameters and the 35° inclination angle geometric parameters of the inclined plane; through the reverse arch effect of the inclined plane, the heat of the heating area is diffused along the arched path, combined with the forced convection of the ventilation system, to form an axial-radial composite heat dissipation channel; the adjusted asphalt core wall temperature data is monitored in real time, and the current viscosity is recalculated; if the current viscosity still deviates from the optimal range, secondary regulation is triggered; and the stabilized asphalt rheological state is output.

7. The control system for the embedded joint structure of asphalt concrete core wall dam and gravity dam according to claim 6, characterized in that, The real-time temperature and viscosity monitoring submodule includes: The temperature-viscosity nonlinear mapping unit is used to input the asphalt core wall temperature data monitored in real time by thermocouples; preset the optimal viscosity range; establish a nonlinear correspondence between temperature and viscosity based on the rheological property curve of asphalt material calibrated in the laboratory; substitute the asphalt core wall temperature data into the viscosity-temperature curve, interpolate to calculate the current viscosity value, and output the current viscosity state parameters including the temperature point coordinates and the corresponding viscosity value. The viscosity deviation quantification analysis unit is used to input the current viscosity state parameters. If the current viscosity value is greater than the preset optimal viscosity range, it is marked as too high and requires cooling; if the current viscosity value is less than the preset optimal viscosity range, it is marked as too low and requires heating; the relative deviation rate δ is calculated; the control intensity level is divided according to the δ value, and a viscosity deviation analysis report is output. The control instruction generation unit is used to input the viscosity deviation analysis report, assign higher control priority to the arch area based on the spatial relationship between the point and the reverse arch effect of the slope; set the power increase of the heating resistor according to the deviation level; reduce the power according to the level and match the ventilation volume; and output a viscosity control requirement instruction set containing the target power value of each heating resistor unit, the linkage mode of the ventilation system and the execution priority sequence.

8. The control system for the embedded joint structure of asphalt concrete core wall dam and gravity dam according to claim 6, characterized in that, The dynamic power regulation submodule specifically includes: The electrical parameter reference loading unit is used to obtain the resistivity and current value of the heating resistor; calculate the current power according to Joule's law; record the natural heat dissipation rate at ambient temperature; and output reference thermal state parameters. The demand power increment mapping unit is used to acquire the reference thermal state parameters and viscosity control demand instructions; increase the target power according to the control intensity ratio; decrease the target power and superimpose the ventilation and heat dissipation compensation; calculate the heat increment per unit time; and output the heat control parameters. The current regulation and ventilation linkage unit is used to calculate the target current based on the target power; match the speed range of the corridor fan according to the ventilation and heat dissipation compensation amount; and output the heating resistor power adjustment parameters.

9. The control system for the embedded joint structure of asphalt concrete core wall dam and gravity dam according to claim 5, characterized in that, The adaptive maintenance module includes: The three-dimensional deformation data decomposition submodule is used to acquire shear deformation data monitored in real time by FBG fiber optic sensors; the step-shaped three-dimensional shear strength threshold; decompose the shear deformation into three components along the slope, transverse, and vertical; match the shear strength threshold in each direction according to the geometric parameters of the step-shaped structure; and obtain a directional deformation-threshold lookup table containing the measured deformation in each direction and the corresponding shear strength threshold. The slip risk probability assessment submodule is used to calculate the safety margin coefficient in each direction; for areas where slip exists in multiple directions simultaneously, risk weights are superimposed; and the risk diffusion path is assessed by combining the 35° inclination angle reverse arch effect of the slope, resulting in a slip risk probability map that includes the coordinates of high-risk areas, risk levels, and potential impact range. The early warning and linkage decision-making submodule is used to trigger the early warning threshold, automatically push the early warning to the monitoring room, and start real-time tracking of seepage pressure; if the affected area involves the waterstop zone, it will simultaneously trigger prestress compensation; and generate a maintenance instruction sequence according to the risk level and the affected area, and associate it with the transition material replenishment plan.

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