Bituminous concrete core wall dam and gravity dam embedded joint structure and management and control system

Abstract

The invention relates to the technical field of connection of asphalt concrete core wall dams and gravity dams, and discloses an asphalt concrete core wall dam and gravity dam embedded joint structure and management and control system.The asphalt concrete core wall dam and gravity dam embedded joint structure comprises a cambered surface in contact with an asphalt core wall rockfill dam, an inclined surface in contact with a transition material and a step shape in contact with a rockfill material; wherein the two sides of the cambered surface in contact with the asphalt core wall rockfill dam are provided with inclined surfaces in contact with the transition material, and one side of the inclined surface in contact with the transition material is provided with a step shape in contact with the rockfill material; a plurality of intelligent management and control systems are installed between the asphalt core wall rockfill dam and the concrete gravity dam on the axis of the asphalt core wall rockfill dam, the intelligent management and control systems are connected with heating resistors and thermocouples, and the heating resistors are connected with the thermocouples. The management and control system comprises a multi-parameter coupling temperature control module, a self-adaptive maintenance module and an earthquake response and deformation coordination module. The side type joint effectively solves the problem that the cost of building a high retaining wall of an existing side type joint is high.

Description

Technical Field

[0001] The present invention relates to the technical field of connection between an asphalt concrete core wall dam and a gravity dam, and in particular to an embedded joint structure and a control system for an asphalt concrete core wall dam and a gravity dam. Background Art

[0002] The existing joints used for asphalt concrete core dams and gravity dams are usually side-wall joints, and there are no reports in the literature on the arrangement of plug-in joints. Traditional plug-in joints are usually the joints between clay core dams and gravity dams. Most traditional joint solutions cannot effectively address the deformation coordination problem at the joint, resulting in the joint becoming a weak point in the dam body. For example, the earth and rock fill near the joint is prone to large uneven deformation and cracks. These problems are particularly prominent under conditions such as earthquakes and sudden water level drops. In addition, during long-term operation, asphalt core rockfill dams are prone to stress concentration, which can easily form cracks if not addressed in a timely manner. Because the joint is in the transition zone between two different dam types, its stress distribution is more complex, and the deformation coordination requirements are higher. The concentration phenomenon directly endangers the safety of the overall structure. Therefore, there is an urgent need for an intelligent management and control solution that can combine intelligent monitoring and control technologies to effectively improve the deformation adaptability, structural stability, and safety and reliability of the joint.

[0003] The main defects of the existing technology are mainly in three aspects. First, the joint between the asphalt concrete core dam and the side wall of the gravity dam requires a large amount of retaining wall casting, which results in a large amount of concrete engineering work, especially when the dam height is high, which is not economical. Second, the anti-seepage performance is imperfect. Traditional joints are prone to contact scouring and penetration damage at the contact surface. For this reason, some have set up barbed walls, which makes the rolling construction of the clay core wall at this location inconvenient and reduces the work efficiency; some have to expand the core wall to wrap the gravity dam section of the joint, or use geomembranes as auxiliary anti-seepage bodies, which increases investment. Third, the deformation is not coordinated. The stiffness difference between the earth core dam and the concrete gravity dam is large, resulting in large differences in deformation at the joint, prone to cracks, and greater safety risks. Fourth, the dynamic adaptability is poor. The existing technology cannot adjust the concentrated stress at the joint in real time, resulting in deformation and cracks at the joint during long-term operation, affecting the long-term stability of the dam body.

[0004] Prior art 1, a Chinese patent application numbered 201710709221.X, discloses a combined asphalt concrete core dam and concrete gravity dam, and its construction method. This combined dam includes an asphalt concrete core dam section, a concrete gravity dam section, and a concrete transition dam section connecting the asphalt concrete core dam section and the concrete gravity dam section. The asphalt concrete core dam section, from upstream to downstream, consists of an upstream rockfill area, an upstream transition area, an asphalt concrete core 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 for this combined dam includes the following steps: diversion and diversion construction, dam foundation trench excavation, concrete transition dam section construction, concrete gravity dam section construction, and asphalt concrete core dam section construction. While the combined dam type offers broad application prospects due to its wide applicability, economical efficiency, and excellent anti-seepage performance, it suffers from a rigid transition structure: the rigidity of the concrete transition dam section (counterweight retaining wall, inclined gravity dam) used as the connecting structure leads to insufficient deformation coordination between the asphalt core and the concrete gravity dam. Under temperature fluctuations, reservoir impoundment, or earthquakes, differences in material stiffness (asphalt creep vs. concrete stiffness) can easily cause joint cracking or slippage, leading to leakage risks. Lack of dynamic adaptability: The lack of an intelligent temperature control system prevents real-time adjustment of the asphalt core's rheological state (e.g., low-temperature brittle cracking, high-temperature softening), making static structural design incapable of adapting to complex environmental changes. Seismic resistance limitations: The joint structure lacks integrated energy dissipation mechanisms (e.g., rolling friction of crushed gravel), making stress concentration prone to structural damage during earthquakes.

[0005] Prior art two, Chinese patent, application number: 202110269492.4 discloses a construction method for a new type of joint between a gravity dam and a panel dam, and the construction is carried out using a new type of joint between a gravity dam and a panel dam. The specific construction method includes the following steps: construction of the side wall and the barbed wall connection section; the construction of the side wall and the barbed wall connection section includes foundation treatment, side wall formwork and pouring, barbed wall formwork and pouring; a special cushion layer is laid under the side wall and the panel, and a special cushion layer is laid along the joint; composite flexible water-stop construction; the seam at the joint between the side wall and the panel is filled with plastic filler, and after the filler bulge is formed, it is first covered with a traditional flexible water-stop anti-seepage cover sheet, and then covered with a polyurea composite base cloth coated cover plate, and stainless steel strips are used to press the edges on both sides and anchored with stainless steel expansion bolts. While this design addresses the challenges of traditional sidewall joints, including large concrete workloads, long pouring times, and complex concrete temperature control measures, and offers the advantages of reduced concrete workload and improved anti-seepage effectiveness, it relies on passive waterstopping. The design utilizes a composite flexible waterstop (filler + anti-seepage cover) as its primary anti-seepage measure, lacking active control mechanisms linked to structural deformation (such as prestress compensation and intelligent temperature control repair). This design is prone to failure due to material aging or excessive displacement over long service life. Construction complexity and maintenance limitations are evident: the sidewall and stab wall connections require multiple pouring stages, and no access corridors (such as ROV access) are designed, making subsequent maintenance difficult. Deformation coordination is limited: deformation is achieved solely through transitional deformation using a special cushion layer, without utilizing a multi-stage energy dissipation mechanism based on geometric structure and material grading (fine transition material). This makes it difficult to adapt to the cumulative settlement differentials of high dams (over 200 m).

[0006] Currently, the existing technologies 1 and 2 have problems in deformation coordination, environmental adaptability and earthquake resistance of traditional joints, which need to be further improved. Therefore, the present invention provides an embedded joint structure and control system for asphalt concrete core wall dam and gravity dam. Summary of the Invention

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

[0008] To achieve the above object, the present invention provides the following technical solutions: An embedded joint structure of an asphalt concrete core wall dam and a gravity dam, comprising: a curved 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; Among them, inclined surfaces in contact with the transition material are provided on both sides of the arc surface in contact with the asphalt core rockfill dam, and a step-shaped surface in contact with the rockfill material is provided on one side of the inclined surface in contact with the transition material; multiple intelligent management and control systems are installed between the asphalt core rockfill dam and the concrete gravity dam on the axis of the asphalt core rockfill dam, and the intelligent management and control systems are connected to the heating resistor and the thermocouple, and the heating resistor is connected to the thermocouple.

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

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

[0011] As a further improvement of the present invention, the present invention further comprises: a water stop, a second transition material, a first transition material, an asphalt core wall rockfill dam, a third transition material, and a fourth transition material; Among them, the waterstop is installed at the center of the arc surface in contact with the asphalt core wall rockfill dam, and the second transition material and the fourth transition material are arranged between the inclined surface in contact with the transition material and the step-shaped surface in contact with the rockfill material; the first transition material and the third transition material are arranged between the arc surface in contact with the asphalt core wall rockfill dam and the inclined surface in contact with the transition material.

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

[0013] To achieve the above object, the present invention also provides the following technical solutions: A management and control system for an embedded joint structure of an asphalt concrete core dam and a gravity dam, which is applied to the embedded joint structure of the asphalt concrete core dam and the gravity dam, and the management and control system for the embedded joint structure of the asphalt concrete core dam and the gravity dam comprises: The 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 resistor power is dynamically adjusted to restore the viscosity to the optimal range through the Joule heating effect. Combined with the reverse arch effect of the inclined surface, the temperature field distribution is simultaneously optimized to reduce the local compressive stress peak. The adaptive maintenance module inputs stabilized asphalt rheological state data and real-time feedback from FBG fiber optic sensors; compares shear deformation data with stepped three-dimensional shear strength thresholds to predict potential slip risks; triggers the staged opening of drainage blind ditch gates when seepage pressure exceeds the limit; and outputs a structural integrity assurance instruction set that includes drainage system control parameters, waterstop stress compensation, and a transition material maintenance priority list. The seismic response and deformation coordination module is used to input the structural integrity assurance instruction set and seismic monitoring data to activate the crushed gravel rolling friction mechanism of the third transition material; absorb the joint dislocation caused by seismic waves through the three-dimensional displacement tolerance of the waterstop; dynamically adjust the heating resistance distribution based on the real-time deformation data of the FBG sensor to induce directional creep of the asphalt core wall; and output a seismic working condition safety status report that includes energy dissipation efficiency evaluation, 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 temperature and viscosity real-time 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 characteristic curve of the 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 to generate a viscosity deviation signal; and outputs viscosity control demand instructions including the need to increase or decrease the temperature and adjust the strength level; The dynamic power regulation submodule is used to input the viscosity control demand instruction and derive the heat increment per unit time based on the relationship between the resistivity, current and power of the heating resistor; increase the heating resistor power in proportion to the viscosity deviation signal; reduce the power and activate the corridor ventilation system; and output the heating resistor power adjustment parameters including the target power value of each resistor unit and the ventilation system linkage start and close instruction; The temperature field optimization submodule is used to input the heating resistor power adjustment parameters and the 35° inclination geometric parameters of the inclined surface. Through the reverse arch effect of the inclined surface, the heat in the heating area is diffused along the arch path. Combined with the forced convection of the ventilation system, an axial-radial composite heat dissipation channel is formed. 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 temperature and viscosity real-time monitoring submodule includes: The temperature-viscosity nonlinear mapping unit is used to input 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 characteristic curve of asphalt material calibrated in the laboratory; substitute the asphalt core wall temperature data into the viscosity-temperature curve, interpolate and calculate the current viscosity value, and output the current viscosity state parameter including the coordinates of the temperature point and the corresponding viscosity value; The viscosity deviation quantitative 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 and the temperature needs to be lowered; if the current viscosity value is less than the preset optimal viscosity range, it is marked as too low viscosity and the temperature needs to be raised; 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 a higher control priority to the dome area based on the spatial relationship between the point and the reverse arch effect of the inclined surface; set the heating resistor power increase according to the deviation level; reduce the power according to the level and match the ventilation volume; and output a viscosity control demand instruction set including the target power value of each heating resistor unit, the ventilation system linkage mode 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 of the heating resistor and the current current value; calculate the current power according to Joule's law; record the natural heat dissipation rate at ambient temperature; and output the reference thermal state parameters; The control demand power increment mapping unit is used to obtain the baseline thermal state parameters and viscosity control demand instructions; increase the target power according to the control intensity ratio; reduce the target power and add 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 solve the target current according to the target power; match the speed gear 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 3D deformation data decomposition submodule is used to obtain shear deformation data monitored in real time by the FBG fiber optic sensor; the stepped 3D shear strength threshold; decomposition of shear deformation into three components: along-slope, transverse, and vertical; matching the shear strength threshold in each direction based on the stepped geometric parameters; and obtaining a directional deformation-threshold comparison table containing the measured deformation in each direction and the shear strength threshold in the corresponding direction; The slip risk probability assessment submodule is used to calculate the safety margin coefficient in each direction; it superimposes risk weights on areas where slip occurs in multiple directions simultaneously; and it uses the reverse arch effect of the 35° inclination angle of the slope to evaluate the risk diffusion path, resulting in a slip risk probability map that includes the coordinates of high-risk areas, risk levels, and potential impact ranges. The early warning and linkage decision-making sub-module is used to trigger the early warning threshold, automatically push the early warning to the monitoring room, and start the real-time tracking of the seepage pressure; if the impact range involves the water stop area, the prestress compensation is triggered simultaneously; the maintenance instruction sequence is generated according to the risk level and the impact range, and the transition material replenishment plan is associated.

[0018] This invention, for the first time, incorporates a plug-in joint and related contact surface structure in a combined asphalt core rockfill dam and gravity dam. First, it effectively addresses the costly high retaining wall construction required by existing side joints. Second, the surface of the gravity dam in contact with the asphalt core rockfill dam is designed as a curved surface. The contact surface is horizontally curved with an adjustable radius of 3.9 meters, and a waterstop is installed on the contact surface. This curved surface allows the asphalt concrete core to "embed" into the concrete structure, ensuring that the contact surface does not shift under various forces, effectively preventing seepage. Finally, the surface where the transition material between the gravity dam and the asphalt core rockfill dam contacts is designed as an inclined surface with an adjustable slope of 1:0.5. This slope is a flat, flat surface that allows for relative deformation of the transition material, allowing it to settle with the core and transition to the less deformable rockfill. This ensures better coordinated deformation, thus avoiding cracks or deformation caused by differences in stiffness. In addition, the surface of the gravity dam in contact with the rockfill is designed to be stepped. The height and width of each step are designed according to the slope in different directions, and the size can be adjusted according to the height of the warehouse surface formwork. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] Figure 1 It is a schematic diagram of the plane layout of the embedded joint structure of the asphalt concrete core wall dam and the gravity dam of the present invention; Figure 2 A plan view of the connection structure of the contact surface between the dam material in each area of ​​the asphalt concrete core dam and the gravity dam of the embedded joint structure of the asphalt concrete core dam and the gravity dam of the present invention; Figure 3 A longitudinal cross-sectional view of the joint portion of the embedded joint structure of the asphalt concrete core dam and the gravity dam of the present invention; Figure 4 A plan view of the concrete gravity dam joint portion of the embedded joint structure of the asphalt concrete core dam and the gravity dam of the present invention; Figure 5 A cross-sectional view of the concrete gravity dam joint portion of the embedded joint structure of the asphalt concrete core dam and the gravity dam of the present invention; Figure 6 Schematic diagram of the intelligent temperature control heating device for the embedded joint structure of the asphalt concrete core dam and the gravity dam of the present invention; Figure 7 Detailed view of the intelligent temperature control heating device for the embedded joint structure of the asphalt concrete core dam and gravity dam of the present invention; Figure 8 A diagram showing the location of monitoring equipment for the embedded joint structure of the asphalt concrete core dam and gravity dam of the present invention; Figure 9 This is a schematic diagram of the functional modules of the management and control system of the embedded joint structure of the asphalt concrete core dam and gravity dam of the present invention; Figure 10 This is a schematic structural diagram of an embodiment of an electronic device of the present invention; Figure 11 A schematic structural diagram of an embodiment of a storage medium of the present invention; Figure 12 This is a schematic diagram of the time process line of the shear extensometer of the right bank rockfill dam (7*#) of the present invention; Figure 13 Schematic diagram of the AR-E-02 stress / temperature time process line of the present invention. DETAILED DESCRIPTION

[0020] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. All other embodiments obtained by ordinary technicians in this field based on the embodiments of the present invention without making any creative efforts shall fall within the scope of protection of the present invention.

[0021] The terms "first," "second," and "third" in this disclosure are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of the technical features indicated. Therefore, features specified as "first," "second," or "third" may explicitly or implicitly include at least one of such features. In the description of this disclosure, "plurality" means at least two, for example, two, three, etc., unless otherwise specifically defined. All directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of this disclosure are intended only to illustrate the relative positional relationships and movement of components in a specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indications will also change accordingly. Furthermore, the terms "including," "having," and any variations thereof are intended to cover non-exclusive inclusions. For example, a process, method, system, product, or apparatus comprising a series of steps or elements is not limited to the listed steps or elements and may optionally include steps or elements not listed, or may optionally include other steps or elements inherent to such process, method, product, or apparatus.

[0022] References herein to "embodiments" mean that a particular feature, structure, or characteristic described in connection with the embodiments may be included in at least one embodiment of the present invention. The appearance of this phrase in various places in the specification does not necessarily refer to the same embodiment, nor does it constitute a separate or alternative embodiment that is mutually exclusive of other embodiments. It is understood, both explicitly and implicitly, by those skilled in the art that the embodiments described herein may 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 embodiment of an embedded joint structure of an asphalt concrete core dam and a gravity dam. In this embodiment, the embedded joint structure of the asphalt concrete core dam and the gravity dam specifically includes: an arc surface 1 in contact with the asphalt core rockfill dam, an inclined surface 2 in contact with the transition material, a step-shaped surface 3 in contact with the rockfill material, a heating resistor 4, a thermocouple 5, an intelligent management and control system 6, an axis of the asphalt core 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 core rockfill dam 21. Among them, the two sides of the arc surface 1 in contact with the asphalt core rockfill dam are provided with inclined surfaces 2 in contact with the transition material, and one side of the inclined surface 2 in contact with the transition material is provided with a step-shaped portion 3 in contact with the rockfill material; a plurality of intelligent control systems 6 are installed between the asphalt core rockfill dam and the concrete gravity dam 14 at the axis 7 of the asphalt core rockfill dam, and the intelligent control system 6 is connected to the heating resistor 4 and the thermocouple 5, and the heating resistor 4 is connected to the thermocouple 5; the step-shaped portion 3 in contact with the rockfill material is provided with a concrete gravity dam 14, and the rear end of the concrete gravity dam 14 is provided with a road 10 and a corridor 13. An asphalt core rockfill dam axis 7 is set in the middle position of road 10 and corridor 13. A staircase 8 is installed in the lower half of the right end of road 10, and a monitoring room 9 is installed in the upper half. A slope protection 11 is set between the monitoring rooms 9 and connected to the step-shaped 3 in contact with the rockfill material; the upper and lower parts of the outer side of the step-shaped 3 in contact with the rockfill material are filled with a number of rockfill materials 12; an asphalt core rockfill dam 21 is set on the opposite side of the inclined surface 2 in contact with the transition material; the dam top of the concrete gravity dam 14 is set on the right side of the curved surface 1 in contact with the asphalt core rockfill dam and the inclined surface 2 in contact with the transition material.

[0024] Preferably, the double-curvature contact surface formed by the arc surface 1 and the inclined surface 2 of this embodiment realizes the flexible connection between the asphalt core wall 21 and the concrete gravity dam 14 through geometric adaptation; the serrated structure of the step-shaped 3 cooperates with the embedding effect of the rockfill material 12 to form a three-dimensional shear resistance system, effectively decomposing the horizontal thrust caused by water pressure; the closed-loop system composed of the heating resistor 4 and the thermocouple 5 realizes the following through the intelligent control system 6: dynamic adjustment of the viscosity of the asphalt core wall; automatic temperature increase in winter to prevent brittle cracking (maintaining a critical temperature of 8-15°C); triggering a cooling plan in summer (>5 The ventilation system in corridor 13 is activated at 0°C. Water loads form a three-stage energy dissipation path through slope protection 11, rockfill 12, step 3, and concrete gravity dam 14. The 35° inclination of slope 2 creates a reverse arch effect in the transition layer, reducing the local compressive stress in the core wall by 23% (measured data). Monitoring room 9 uses embedded FBG fiber optic sensors to collect real-time data on: core wall shear deformation (accuracy 0.01mm), joint opening and closing (laser ranging resolution 0.1mm), and seepage field dynamics (distributed hydrological pressure sensors). Corridor 13 is equipped with a drainage blind ditch (Ø300mm HDPE pipe) to form a three-dimensional drainage network with road 10. When thermocouples detect abnormal joint temperature rise, gates automatically open and close to intercept flow in a zoned manner, with a response time of less than 15 seconds.

[0025] This embodiment dynamically coordinates the rigid support of a traditional gravity dam with the creep characteristics of an asphalt core wall through an intelligent temperature control system. Its deformation coordination capability is 2.7 times that of a conventional structure, making it particularly suitable for the construction of 200-meter-high dams in areas of high seismic intensity.

[0026] This embodiment, for the first time, incorporates an insert-type joint and related contact surface structure in a combined asphalt core rockfill dam and gravity dam. First, this effectively addresses the costly high retaining wall construction required by existing side-type joints. Second, the surface of the gravity dam in contact with the asphalt core rockfill dam is designed as a curved surface. The contact surface is horizontally curved with an adjustable radius of 3.9 meters, and a waterstop is installed on the contact surface. This curved surface allows the asphalt concrete core to "embed" into the concrete structure, ensuring that the contact surface does not shift under various forces, effectively preventing seepage. Furthermore, the surface where the transition material between the gravity dam and the asphalt core rockfill dam contacts is designed as an inclined surface with an adjustable slope of 1:0.5. This slope is designed as a flat, flat surface that allows for relative deformation of the transition material, allowing it to settle with the core and transition to the less deformable rockfill. This ensures better coordinated deformation, thus avoiding cracks or deformation caused by differences in stiffness. In addition, the surface of the gravity dam in contact with the rockfill is designed to be stepped. The height and width of each step are tailored to the slope in different directions, and the size can be adjusted according to the height of the formwork on the silo surface. Rounded corners are also used to reduce local tensile stress concentration and minimize potential cracks at the corners. The stepped design increases the contact area, improving the shear strength between the dam shell material and the gravity dam surface, and reduces the cumulative height of the dam shell at the joint. This effectively resolves the deformation inconsistency caused by the stiffness difference between the concrete dam and the asphalt core rockfill dam, ensuring that the dam top joint does not open or move. The stepped design also facilitates construction using vertical formwork rather than inclined formwork, improving work efficiency. Finally, to effectively improve the deformation adaptability of the joint, the present invention also designs an intelligent control device for the asphalt concrete core wall, which can monitor and adjust the heating process in real time. A heating resistor is embedded in the asphalt layer, generating heat through electric current, raising the asphalt to the appropriate temperature to repair cracks and relieve stress. Thermocouples monitor temperature in real time and transmit this data to the system, which automatically adjusts the power output of the heating resistor within the set temperature range to ensure precise temperature control and avoid overheating. This intelligent heating repair device effectively repairs cracks and relieves concentrated stress, significantly reducing the risk of cracking in the impermeable structure and achieving intelligent management and control.

[0027] Furthermore, if Figure 2 As shown, it also includes: a water stop 15, a second transition material 16, a first transition material 17, an asphalt core rockfill dam 18, a third transition material 19, and a fourth transition material 20; The waterstop 15 is installed at the center of the arc surface 1 in contact with the asphalt core rockfill dam. A second transition material 16 and a fourth transition material 20 are provided between the inclined surface 2 in contact with the transition material and the step-shaped surface 3 in contact with the rockfill material. A first transition material 17 and a third transition material 19 are provided between the arc surface 1 in contact with the asphalt core rockfill dam and the inclined surface 2 in contact with the transition material. Preferably, the composite sealing mechanism of the waterstop 15 of this embodiment utilizes a copper-rubber composite waterstop (12mm thick) arranged along the centerline of the curved surface 1, forming the first physical anti-seepage barrier. Prestress (design value 0.8MPa) achieves molecular-level adhesion to the asphalt core 18, allowing 15mm of shear displacement without loss of sealing under earthquake conditions. The fine particle component of the first transition material 17 (<0.075mm, accounting for 35%) absorbs creep deformation of the asphalt core. The fourth transition material 20 interacts with the stepped structure 3 to control the dam settlement difference to Δh / H ≤ 0.1% (where H is the dam height). The crushed gravel of the third transition material 19 generates rolling friction, dissipating seismic wave energy (increasing the damping ratio to 0.25). The corrugated structure of the waterstop 15 allows displacement in three directions (x, y, and z) (design values: ±10mm / ±8mm / ±5mm). In this embodiment, under the action of a water head of 200 m, the seepage pressure coefficient α at the joint is reduced to 0.15 (compared to 0.4-0.6 for conventional structures); the corrosion rate of the waterstop is ≤0.02 mm / year (design life 80 years); the stability of the transition material gradation is maintained for >60 years; and the waterstop can be inspected and maintained by an underwater robot through corridor 13 (an ROV operating space of 1.2 m × 1.5 m is reserved).

[0028] Furthermore, if Figure 8 As shown, a joint 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 joint concrete gravity dam 22. The asphalt concrete core wall dam 21 is provided with a pore water pressure gauge 23 (AR-P), an earth pressure gauge 24 (AR-E), and a shear extensometer 25 (AR-IF); Preferably, in this embodiment, a gradual stiffness transition system is formed from the concrete gravity dam 14 → the joint dam 22 → the core wall dam 21; the joint dam 22 uses C18040 slightly expansive concrete (elastic modulus 28 GPa); a gradient transition of the elastic modulus from the rigid dam body 14 to the flexible core wall 21 (28 GPa → 1.2 GPa) is achieved; finite element analysis shows that the stress concentration factor is reduced from 3.8 to 1.2; monitoring data from the shear extensometer 25 shows that the joint opening and closing degree under temperature load is ≤3.2 mm (average daily change of 0.15 mm in summer), and the shear displacement after the reservoir is filled with water is 1.8 mm (less than the design allowable value of 5 mm).

[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 an asphalt concrete core wall dam and a gravity dam is applied to the embedded joint structure of an asphalt concrete core wall dam and a gravity dam in the above embodiment. The control system for the embedded joint structure of an asphalt concrete core wall dam and a gravity dam includes a multi-parameter coupling temperature control module, an adaptive maintenance module, and a seismic response and deformation coordination module that are electrically connected in sequence. Among them, 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 the asphalt viscosity to exceed the preset range, the heating resistor power is dynamically adjusted to restore the viscosity to the optimal range through the Joule heating effect; combined with the reverse arch effect of the slope, the temperature field distribution is simultaneously optimized to reduce the local compressive stress peak; in winter, when the temperature is low (<8°C), the resistance heating chain is activated to maintain the core wall temperature ≥8°C to prevent brittle fracture; in summer, when the temperature is high (>50°C), the corridor ventilation system is linked to force convection heat dissipation to suppress asphalt softening and deformation; the stabilized asphalt rheological state is output to ensure the continuous anti-seepage performance of the core wall in an environment of -30°C to 60°C; the adaptive maintenance module is used to input stabilized asphalt rheological state data and real-time feedback from FBG fiber optic sensors (core wall shear deformation, joint opening and closing, seepage pressure); the shear deformation data is compared with the stepped three-dimensional shear strength threshold to predict potential slip risks; when the seepage pressure exceeds the limit, the drainage blind ditch gate is triggered to open in stages; when the joint opening and closing is greater than 5mm (design When the allowable value is exceeded, waterstop prestress compensation is activated (source: 0.8 MPa prestress design for waterstop 15); when transition material gradation degradation is detected (porosity change > 10%), a transition material replenishment plan is pushed to the monitoring room; a structural integrity assurance instruction set containing drainage system control parameters, waterstop stress compensation, and a transition material maintenance priority list is output; a seismic response and deformation coordination module is used to input the structural integrity assurance instruction set and seismic monitoring data (acceleration, spectral characteristics), activate the crushed gravel rolling friction mechanism of the third transition material, and increase the damping ratio to 0.25; the three-dimensional displacement tolerance of the waterstop is used to absorb joint displacement caused by seismic waves; based on real-time deformation data from the FBG sensor, the heating resistor distribution is dynamically adjusted to induce directional creep in the asphalt core wall; when the dam crest joint displacement is > 8 mm, the hydraulic jacking device in the corridor is activated to forcibly reset the relative position of the concrete gravity dam and the core wall; and a seismic working condition safety status report is output, including an energy dissipation efficiency assessment, a joint reset operation log, and a verification value of the post-seismic seepage pressure coefficient α.

[0030] Preferably, the control system of this embodiment achieves the following technical effects through modular collaborative operation: stable control of material properties, multi-parameter coupled temperature control module to maintain the viscosity of the asphalt core wall at 10 8 -10 9The structure maintains a constant viscosity within the Pa·s range, ensuring continuous anti-seepage performance at ambient temperatures between -30°C and 60°C. Viscosity deviations caused by temperature fluctuations are controlled to ±5% through the Joule heating effect. To ensure structural integrity, the adaptive maintenance module implements: slip risk warning (shear deformation versus three-dimensional shear strength threshold), graded seepage pressure control (drainage blind ditch gate response time <15 seconds), and dynamic compensation for joint opening and closing (waterstop prestress adjustment accuracy ±0.05 MPa). Dynamic response coordination, achieved through the response and deformation coordination module, includes: seismic energy dissipation (rolling friction of crushed gravel increases the damping ratio to 0.25), joint dislocation absorption (three-dimensional displacement tolerance: ±10mm / ±8mm / ±5mm), and forced reset capability (hydraulic jacking device positioning accuracy 1mm). Full system linkage optimization and closed-loop data transmission between modules enable coupled control of the temperature, stress, and seepage fields, a unified framework for processing static loads and dynamic responses, and the coordinated regulation of material property degradation and structural response. Quantitative performance indicators, output parameters include: seepage pressure coefficient α≤0.15, joint reset operation positioning error ≤2mm, post-earthquake seepage fluctuation amplitude <5%.

[0031] Furthermore, the multi-parameter coupled temperature control module specifically includes: The temperature and viscosity real-time 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 characteristic curve of the 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 to generate a viscosity deviation signal; and outputs viscosity control demand instructions including the need to increase or decrease the temperature and adjust the strength level; The dynamic power regulation submodule is used to input the viscosity control demand instruction and derive the heat increment per unit time based on the relationship between the resistivity, current and power of the heating resistor; increase the heating resistor power in proportion to the viscosity deviation signal; reduce the power and activate the corridor ventilation system; and output the heating resistor power adjustment parameters including the target power value of each resistor unit and the ventilation system linkage start and close instruction; The temperature field optimization submodule is used to input the heating resistor power adjustment parameters and the 35° inclination geometric parameters of the inclined surface. Through the reverse arch effect of the inclined surface, the heat in the heating area is diffused along the arch path. Combined with the forced convection of the ventilation system, an axial-radial composite heat dissipation channel is formed. 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 of this embodiment realizes the precise control of the viscosity of the asphalt core wall and the optimization of the temperature field through the coordinated operation of three sub-modules. The temperature and viscosity real-time monitoring sub-module converts the temperature data collected by the thermocouple into a viscosity value, and generates a control instruction by comparing the preset optimal interval to ensure that the viscosity is always within the rheological performance range required by the project. The dynamic power regulation sub-module dynamically adjusts the power of the heating resistor according to the viscosity deviation signal, and at the same time links the ventilation system to achieve a balance between heat input and loss, avoiding local overheating or heat accumulation. The temperature field optimization sub-module combines the geometric characteristics of the inclined surface with forced convection to form a composite heat dissipation channel to improve 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 stabilization of the asphalt core viscosity through closed-loop control, optimizes the temperature field distribution, and ensures that the rheological properties of the asphalt material during construction meet the design requirements, thereby improving the quality and durability of the project.

[0034] Furthermore, the temperature and viscosity real-time monitoring submodule specifically includes: The temperature-viscosity nonlinear mapping unit is used to input 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 characteristic curve of asphalt material calibrated in the laboratory; substitute the asphalt core wall temperature data into the viscosity-temperature curve, interpolate and calculate the current viscosity value, and output the current viscosity state parameter including the coordinates of the temperature point and the corresponding viscosity value; The viscosity deviation quantitative 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 (needing to cool down); if the current viscosity value is less than the preset optimal viscosity range, it is marked as too low viscosity (needing to heat up); the relative deviation rate δ is calculated (current viscosity value - optimal median viscosity value / optimal median viscosity value × 100%); the control intensity level is divided according to the δ value (e.g., δ ≤ 10% is mild, 10% < δ ≤ 30% is moderate, and δ > 30% is severe), and a viscosity deviation analysis report is output; The control instruction generation unit is used to input the viscosity deviation analysis report, assign a higher control priority to the dome area based on the spatial relationship between the point and the reverse arch effect of the inclined surface; set the heating resistor power increase according to the deviation level; reduce the power according to the level and match the ventilation volume; and output a viscosity control demand instruction set including the target power value of each heating resistor unit, the ventilation system linkage mode and the execution priority sequence.

[0035] Preferably, the temperature-viscosity real-time monitoring submodule of this embodiment realizes accurate quantitative analysis of asphalt core wall viscosity and generation of control instructions through the coordinated operation of three units. The temperature-viscosity nonlinear mapping unit converts temperature data into current viscosity values ​​based on the rheological characteristic curve calibrated in the laboratory, and outputs state parameters containing point coordinates and viscosity values, providing a data basis for analysis. The viscosity deviation quantitative analysis unit determines the deviation direction (need for heating or cooling) by comparing the current viscosity value with the preset optimal range, calculates the relative deviation rate and divides the control intensity level to form a quantitative deviation analysis report. The control instruction generation unit combines the spatial position priority, deviation level and inclined reverse arch effect to generate a target power value, ventilation linkage mode and execution sequence instruction set to ensure that the control measures accurately match actual needs.

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

[0037] Furthermore, the dynamic power regulation submodule specifically includes: The electrical parameter reference loading unit is used to obtain the resistivity of the heating resistor and the current current value; calculate the current power according to Joule's law; record the natural heat dissipation rate at ambient temperature; and output the reference thermal state parameters; The control demand power increment mapping unit is used to obtain the baseline thermal state parameters and viscosity control demand instructions; increase the target power according to the control intensity ratio; reduce the target power and add 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 solve the target current according to the target power; match the speed gear 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 realizes precise control of the power of the heating resistor and the linkage adjustment of the ventilation system through the coordinated operation of three units. The electrical parameter reference loading unit obtains the resistivity, current value and ambient heat dissipation rate of the heating resistor, calculates the current power and outputs the reference thermal state parameters to provide initial data for regulation. The control demand power increment mapping unit calculates the target power increment according to the intensity level of the viscosity control instruction, and outputs accurate heat control parameters in combination with the ventilation and heat dissipation compensation amount to ensure that the power adjustment matches the heat dissipation demand. The current regulation and ventilation linkage unit adjusts the current value based on the target power, and adjusts the fan speed according to the heat dissipation demand, and outputs 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 quickly responds to viscosity changes through precise power regulation and coordinated control of the ventilation system, maintaining the accuracy and stability of heat input, thereby ensuring reliable regulation of the rheological properties of asphalt during construction.

[0040] Furthermore, the adaptive maintenance module specifically includes: The 3D deformation data decomposition submodule is used to obtain shear deformation data monitored in real time by FBG fiber optic sensors; the 3D shear strength threshold of the step-shaped structure is determined; the shear deformation is decomposed into three components: along-slope, transverse, and vertical; the shear strength threshold in each direction is matched based on the geometric parameters of the step (step height and width); and a directional deformation-threshold comparison table is generated, which includes the measured deformation in each direction and the shear strength threshold in the corresponding direction. The slip risk probability assessment submodule is used to calculate the safety margin coefficient in each direction; it superimposes risk weights on areas where slip occurs in multiple directions simultaneously; and it uses the reverse arch effect of the 35° inclination angle of the slope to evaluate the risk diffusion path, resulting in a slip risk probability map that includes the coordinates of high-risk areas, risk levels, and potential impact ranges. The early warning and linkage decision-making sub-module is used to trigger the early warning threshold, automatically push the early warning to the monitoring room, and start the real-time tracking of the seepage pressure; if the impact range involves the water stop area, the prestress compensation is triggered simultaneously; the maintenance instruction sequence is generated according to the risk level and the impact range, and the transition material replenishment plan is associated.

[0041] Preferably, the adaptive maintenance module of this embodiment realizes real-time monitoring, risk assessment and proactive maintenance decision-making of asphalt core wall structure deformation through the coordinated operation of three submodules. The three-dimensional deformation data decomposition submodule decomposes the shear deformation data collected by the FBG sensor into slope, lateral and vertical components, and matches them with the stepped shear strength threshold to form a directional deformation-threshold comparison table, providing a quantitative basis for risk assessment. The slip risk probability assessment submodule calculates the safety margin coefficient in each direction, superimposes the multi-directional slip risk weights, and combines the slope reverse arch effect to evaluate the risk diffusion path, generating a map containing risk levels and impact ranges, thereby achieving accurate positioning and classification of risks. The early warning and linkage decision-making submodule triggers early warnings according to the risk level, links seepage pressure monitoring with waterstop pre-stress compensation, generates maintenance instruction sequences and transition material replenishment plans, and ensures timely response to risks.

[0042] In summary, this embodiment uses closed-loop control of deformation monitoring, risk probabilistic assessment, and proactive maintenance decision-making to identify potential structural slip risks in advance, dynamically adjust maintenance measures, and ensure the long-term structural stability and anti-seepage performance 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 dam and the gravity dam of 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 dam and the gravity dam.

[0046] The processor 261 may 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 may 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 device, a discrete gate or transistor logic device, or a discrete hardware component. The general-purpose processor may be a microprocessor or any conventional processor.

[0047] Furthermore, Figure 11 This is a schematic diagram of the structure of a storage medium in an embodiment of the present application. The storage medium 27 in the embodiment of the present application stores program instructions 271 that can implement all of the above methods. The program instructions 271 can be stored in the above storage medium in the form of a software product, including a number of instructions for causing a computer device (which can be a personal computer, server, or network device, etc.) or a processor to execute all or part of the steps of the method described in each embodiment of the present application. The aforementioned storage medium includes: various media that can store program codes, such as a USB flash drive, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk, or terminal devices such as a computer, server, mobile phone, and tablet.

[0048] Furthermore, this embodiment adopts an insert-type joint structure, which avoids the concrete engineering volume of the upstream and downstream high retaining walls. At the same time, the increase in dam shell materials is conducive to the disposal of excavated materials in the engineering area, and the economic and environmental benefits are outstanding. Secondly, the contact surface between the asphalt concrete core wall and the gravity dam is designed to be a horizontal arc surface, so that the asphalt concrete core wall is embedded in the concrete body. At the same time, the arc surface is vertically sloped, so that the asphalt concrete core wall is in a compressive state at all parts of the contact surface under all working conditions. In addition, the asphalt concrete itself has adhesion to the contact surface, ensuring that the contact surface fits tightly. Therefore, in terms of resisting contact scouring and penetration damage on the contact surface, the performance of asphalt concrete is much better than clay, and the anti-seepage performance is more reliable. The 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 period, and the normal stress of the contact surface is all compressive stress, indicating that the contact surface has not opened and there is no problem of seepage contact scouring damage. Three-dimensional finite element seepage field analysis shows that during the stable seepage period under normal water level conditions (230.00 m), the calculated seepage flow through the joint was 0.01 L / s, while the calculated flow through the dam foundation, anti-seepage curtain, and upstream surface of the lower bedrock at the joint was 1.06 L / s. These values ​​are relatively small, and the seepage flow through the dam body is very weak, indicating that the dam body design at the joint is reasonable and has a significant anti-seepage effect. Furthermore, the stepped interface between the dam shell material and the gravity dam effectively reduces the accumulated deformation of the soft and hard joints at the dam crest, avoiding the problem of cracks caused by the large stiffness difference between earth core dams and concrete gravity dams. Therefore, in terms of deformation coordination between the soft and hard joints, asphalt concrete core dams also demonstrate 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 conforms to the first-edition law. After water impoundment, no obvious opening or displacement 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 impoundment period, due to the wetting deformation of the upstream rockfill material, a tensile stress zone existed at the dam crest at the corner between the upstream and side contact surfaces. The theoretical maximum expansion deformation was 3 cm, and the maximum lateral deformation was 1 cm. No expansion deformation was observed after actual water impoundment, indicating that the arc chamfer effectively reduced the magnitude and distribution of tensile stress, demonstrating good adaptability to wetting deformation under water. Under earthquake action, the three-dimensional dynamic displacement extremes of the joint were small, with the maximum normal expansion displacement being 0.01 cm, the maximum compression displacement being 0.37 cm, the maximum downstream shear displacement being 0.87 cm, and the maximum vertical shear displacement being 0.18 cm, indicating that the joint structural design is well adapted to earthquake conditions.

[0050] Monitoring data show that during the three years of operation, the displacement of all monitoring points has shown a trend of gradually stabilizing, especially the two monitoring points AR-IF-02 and AR-IF-05. The AR-IF-04 measuring point also stabilized after a rapid increase in shear displacement. The overall maximum shear displacement does not exceed 110mm, which is within an acceptable range. Figure 12 and Figure 13 In addition, the contact surfaces are all in a compressive stress state, and the compressive stress eventually stabilizes at around 0.7 MPa, indicating that the contact surface fit is maintained well.

[0051] In summary, this embodiment adopts the inserted form of the asphalt concrete core dam and the gravity dam and the structural design related to the contact surface. It has excellent anti-seepage performance under various working conditions, is less likely to cause seepage contact scouring damage at the joint between the traditional clay core dam and the gravity dam, and is less likely to cause uneven deformation of the earth and rock fill near the joint to produce cracks. It has excellent anti-seepage and deformation adaptability. The joint arrangement and structural design are successful.

[0052] In the several embodiments provided by the present invention, it should be understood that the disclosed systems, devices, and methods can be implemented in other ways. For example, the device embodiments described above are merely illustrative. For example, the division of units is merely a logical function division. In actual implementation, there may be other division methods, such as multiple units or components can be combined or integrated into another system, or some features can be ignored or not executed. In addition, the mutual coupling or direct coupling or communication connection shown or discussed can be an indirect coupling or communication connection through some interface, device or unit, which can be electrical, mechanical or other forms.

[0053] In addition, the functional units in the various embodiments of the present invention may be integrated into one processing unit, or each unit may exist physically separately, or two or more units may be integrated into one unit. The above-mentioned integrated units may be implemented in the form of hardware or in the form of software functional units. The above is only an embodiment of the present invention and does not limit the patent scope of the present invention. Any equivalent structure or equivalent process transformation made using the contents of the present invention specification and drawings, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present invention.

[0054] The above detailed description of the specific embodiments of the invention is intended to be illustrative only, and the present 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 the present invention. Therefore, equivalent changes, modifications, and improvements made without departing from the spirit and scope of the present invention are also encompassed within the scope of the present invention.

Claims

1. An embedded joint structure of an asphalt concrete core dam and a gravity dam, characterized in that: The embedded joint structure of 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 step-shaped surface in contact with the rockfill material; Among them, inclined surfaces in contact with the transition material are provided on both sides of the arc surface in contact with the asphalt core rockfill dam, and a step-shaped surface in contact with the rockfill material is provided on one side of the inclined surface in contact with the transition material; multiple intelligent management and control systems are installed between the asphalt core rockfill dam and the concrete gravity dam on the axis of the asphalt core rockfill dam, and the intelligent management and control systems are connected to the heating resistor and the thermocouple, and the heating resistor is connected to the thermocouple.

2. The embedded joint structure of asphalt concrete core wall dam and gravity dam according to claim 1 is characterized in that: A concrete gravity dam is set up in the step-shaped area in contact with the rockfill, and a road and a corridor are set up at the rear end of the concrete gravity dam. The axis of the asphalt core rockfill dam is set up in the middle of the road and the 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 is connected to the step-shaped area in contact with the rockfill.

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

4. The embedded joint structure of asphalt concrete core wall dam and gravity dam according to claim 1, characterized in that: Also includes: Waterstop, second transition material, first transition material, asphalt core rockfill dam, third transition material, fourth transition material; Among them, the waterstop is installed at the center of the arc surface in contact with the asphalt core wall rockfill dam, and the second transition material and the fourth transition material are arranged between the inclined surface in contact with the transition material and the step-shaped surface in contact with the rockfill material; the first transition material and the third transition material are arranged between the arc surface in contact with the asphalt core wall rockfill dam and the inclined surface in contact with the transition material.

5. The embedded joint structure of asphalt concrete core wall dam and gravity dam according to claim 1 is characterized in that: A joint concrete gravity dam is provided on the right side of the concrete gravity dam, an asphalt concrete core wall dam is provided on the right side of the joint concrete gravity dam, and a pore water pressure gauge, an earth pressure gauge and a shear extensometer are provided on the asphalt concrete core wall dam.

6. A management and control system for an embedded joint structure of an asphalt concrete core wall dam and a gravity dam, which is applied to the embedded joint structure of an asphalt concrete core wall dam and a gravity dam according to any one of claims 1 to 5, characterized in that: The control system for the embedded joint structure of the asphalt concrete core dam and gravity dam includes: The 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 resistor power is dynamically adjusted to restore the viscosity to the optimal range through the Joule heating effect. Combined with the reverse arch effect of the inclined surface, the temperature field distribution is simultaneously optimized to reduce the local compressive stress peak. The adaptive maintenance module inputs stabilized asphalt rheological state data and real-time feedback from FBG fiber optic sensors; compares shear deformation data with stepped three-dimensional shear strength thresholds to predict potential slip risks; triggers the staged opening of drainage blind ditch gates when seepage pressure exceeds the limit; and outputs a structural integrity assurance instruction set that includes drainage system control parameters, waterstop stress compensation, and a transition material maintenance priority list. The seismic response and deformation coordination module is used to input the structural integrity assurance instruction set and seismic monitoring data to activate the crushed gravel rolling friction mechanism of the third transition material; absorb the joint dislocation caused by seismic waves through the three-dimensional displacement tolerance of the waterstop; dynamically adjust the heating resistance distribution based on the real-time deformation data of the FBG sensor to induce directional creep of the asphalt core wall; and output a seismic working condition safety status report that includes energy dissipation efficiency evaluation, joint reset operation log, and post-earthquake seepage pressure coefficient α verification value.

7. The control system for the embedded joint structure of asphalt concrete core dam and gravity dam according to claim 6, characterized in that: Multi-parameter coupled temperature control module, including: The temperature and viscosity real-time 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 characteristic curve of the 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 to generate a viscosity deviation signal; and outputs viscosity control demand instructions including the need to increase or decrease the temperature and adjust the strength level; The dynamic power regulation submodule is used to input the viscosity control demand instruction and derive the heat increment per unit time based on the relationship between the resistivity, current and power of the heating resistor; increase the heating resistor power in proportion to the viscosity deviation signal; reduce the power and activate the corridor ventilation system; and output the heating resistor power adjustment parameters including the target power value of each resistor unit and the ventilation system linkage start and close instruction; The temperature field optimization submodule is used to input the heating resistor power adjustment parameters and the 35° inclination geometric parameters of the inclined surface. Through the reverse arch effect of the inclined surface, the heat in the heating area is diffused along the arch path. Combined with the forced convection of the ventilation system, an axial-radial composite heat dissipation channel is formed. 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.

8. The control system for the embedded joint structure of asphalt concrete core dam and gravity dam according to claim 7, characterized in that: The temperature and viscosity real-time monitoring submodule includes: The temperature-viscosity nonlinear mapping unit is used to input 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 characteristic curve of asphalt material calibrated in the laboratory; substitute the asphalt core wall temperature data into the viscosity-temperature curve, interpolate and calculate the current viscosity value, and output the current viscosity state parameter including the coordinates of the temperature point and the corresponding viscosity value; The viscosity deviation quantitative 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 and the temperature needs to be lowered; if the current viscosity value is less than the preset optimal viscosity range, it is marked as too low viscosity and the temperature needs to be raised; 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 a higher control priority to the dome area based on the spatial relationship between the point and the reverse arch effect of the inclined surface; set the heating resistor power increase according to the deviation level; reduce the power according to the level and match the ventilation volume; and output a viscosity control demand instruction set including the target power value of each heating resistor unit, the ventilation system linkage mode and the execution priority sequence.

9. The control system for the embedded joint structure of asphalt concrete core dam and gravity dam according to claim 7, characterized in that: The dynamic power regulation submodule specifically includes: The electrical parameter reference loading unit is used to obtain the resistivity of the heating resistor and the current current value; calculate the current power according to Joule's law; record the natural heat dissipation rate at ambient temperature; and output the reference thermal state parameters; The control demand power increment mapping unit is used to obtain the baseline thermal state parameters and viscosity control demand instructions; increase the target power according to the control intensity ratio; reduce the target power and add 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 solve the target current according to the target power; match the speed gear of the corridor fan according to the ventilation and heat dissipation compensation amount; and output the heating resistor power adjustment parameters.

10. The control system for the embedded joint structure of asphalt concrete core dam and gravity dam according to claim 6, characterized in that: Adaptive maintenance module, including: The 3D deformation data decomposition submodule is used to obtain shear deformation data monitored in real time by the FBG fiber optic sensor; the stepped 3D shear strength threshold; decomposition of shear deformation into three components: along-slope, transverse, and vertical; matching the shear strength threshold in each direction based on the stepped geometric parameters; and obtaining a directional deformation-threshold comparison table containing the measured deformation in each direction and the shear strength threshold in the corresponding direction; The slip risk probability assessment submodule is used to calculate the safety margin coefficient in each direction; it superimposes risk weights on areas where slip occurs in multiple directions simultaneously; and it uses the reverse arch effect of the 35° inclination angle of the slope to evaluate the risk diffusion path, resulting in a slip risk probability map that includes the coordinates of high-risk areas, risk levels, and potential impact ranges. The early warning and linkage decision-making sub-module is used to trigger the early warning threshold, automatically push the early warning to the monitoring room, and start the real-time tracking of the seepage pressure; if the impact range involves the water stop area, the prestress compensation is triggered simultaneously; the maintenance instruction sequence is generated according to the risk level and the impact range, and the transition material replenishment plan is associated.

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