Dam body anti-seismic structure of concrete faced rockfill dam and construction method thereof

Abstract

The invention provides a face plate dam body anti-seismic structure and a construction method thereof, and relates to the technical field of hydraulic engineering, the face plate dam body anti-seismic structure comprises a dam body, an anti-seismic layer, a first transition material layer, a second transition material layer, an anti-seepage face plate, a cushion layer and a toe board, and the toe board and the anti-seismic layer are sequentially arranged on a dam foundation of a dam; a first transition material layer is arranged between the upstream rock-fill area (011) of the dam body and the anti-seismic layer, a second transition material layer is arranged between the slope surface of the upstream rock-fill area (011) of the dam body and the cushion layer, the first transition material layer is connected with the second transition material layer (04), the joint of the anti-seismic layer and the cushion layer is connected with the toe board, and the anti-seepage panel is arranged on the cushion layer. The anti-seismic stability of the dam can be effectively improved.

Description

Technical Field

[0001] This invention relates to the field of dam technology, and more specifically, to a seismic-resistant structure for a panel dam and its construction method. Background Technology

[0002] As the core hub of water conservancy projects, dams occupy an irreplaceable position in the water resource regulation and energy development system. They include types such as rockfill dams, concrete dams, and masonry dams. Dams are not only a safety barrier for flood control and disaster reduction, effectively reducing the risk of flooding in downstream areas by intercepting floods and regulating runoff; they also play a key role in the field of water resource utilization, providing a stable water source for agricultural irrigation and urban water supply.

[0003] However, in the event of disasters such as earthquakes, the existing dam structure may experience excessive dynamic deformation due to the whiplash effect, inducing additional seismic settlement of the dam body and affecting the stability and safety of the dam. Summary of the Invention

[0004] The problem this invention addresses is how to ensure the stability and safety of dams.

[0005] To address the above problems, this invention provides a seismic-resistant structure for panel dams and its construction method.

[0006] In a first aspect, the present invention provides a seismic-resistant structure for a panel dam, comprising a dam body, a seismic-resistant layer, a first transition material layer, a second transition material layer, a seepage-proof panel, a cushion layer, and a toe plate. The toe plate and the seismic-resistant layer are sequentially arranged on the dam foundation. The first transition material layer is arranged between the bottom of the dam body and the seismic-resistant layer. The second transition material layer is arranged between the slope of the upstream rockfill area of ​​the dam body and the cushion layer. The first transition material layer is connected to the second transition material layer. The connection between the seismic-resistant layer and the cushion layer is connected to the toe plate. The seepage-proof panel is arranged on the cushion layer.

[0007] Optionally, the surface of the waterproof panel is provided with a waterproof coating.

[0008] Optionally, the seismic-resistant layer is gravel or small-diameter stone.

[0009] Optionally, the thickness of the seismic-resistant layer is determined based on a preset ratio of the dam height, and is greater than or equal to 3 meters.

[0010] Optionally, the thickness of the first transition layer and the second transition layer is 1.6 meters.

[0011] Optionally, the structure also includes a downstream slope protection body, one side of which is connected to the slope of the downstream rockfill area of ​​the dam, and the bottom of which is located in the downstream area.

[0012] Optionally, the structure also includes geotextile, which is disposed between one side of the dam back slope body and the slope of the downstream rockfill area of ​​the dam body.

[0013] Optionally, it also includes the reservoir bottom located in the upstream reservoir area of ​​the dam, the reservoir bottom being connected to the side of the toe plate away from the cushion layer, the reservoir bottom comprising a natural river channel or reservoir bottom backfill material.

[0014] In a second aspect, the present invention provides a construction method for a seismic-resistant structure of a panel dam body, used to construct the seismic-resistant structure of the panel dam body described in the first aspect, wherein the construction method for the seismic-resistant structure of the panel dam body includes: The dam foundation was excavated according to the pre-set dam foundation construction standards; Concrete toe slabs were poured on the dam foundation; Based on the pre-set construction process, an anti-seismic layer is formed by laying anti-seismic material on the dam foundation, and a subbase is laid at the connection between the anti-seismic layer and the subbase. A first transition material layer is formed by laying transition material on the seismic-resistant layer; The cushion layer and the second transition material layer are filled and leveled with the dam body, wherein the dam body includes an upstream rockfill area and a downstream rockfill area, and then the dam backfill slope body is filled. After the leveling and filling are completed, concrete is poured on the subbase to form a waterproof panel.

[0015] Optionally, the step of forming a seismic-resistant layer by laying seismic-resistant material on the dam foundation based on a preset construction process includes: Obtain the seismic layer laying range and seismic layer laying thickness; Based on the seismic layer laying range and the seismic layer laying thickness, the seismic material is laid on the dam foundation to form a pre-laid seismic layer; The pre-laid seismic-resistant layer is formed by compacting it with a pre-set vibratory roller according to a pre-set number of compaction cycles.

[0016] The beneficial effects of the seismic-resistant structure and method for panel dams of the present invention are as follows: the seismic-resistant layer set on the dam foundation can effectively absorb the energy of seismic shear waves, weaken the energy input from the propagation source, and significantly reduce the seismic load on the dam body, providing a basic guarantee for seismic resistance; the first transition material layer between the bottom of the dam body and the seismic-resistant layer has both reverse filtration and drainage characteristics and stress transition characteristics, which can make the weight of the dam body more evenly transferred to the seismic-resistant layer, avoiding cracking or instability of the bottom of the dam body due to local stress concentration during an earthquake; the second transition material layer between the upstream rockfill slope and the cushion layer can connect the upstream rockfill slope with significant nonlinear deformation. The rockfill body and the cushion layer buffer the deformation and impact of the rockfill body during earthquakes. They also form an integrated load-bearing system by connecting with the first transition layer, preventing misalignment and disconnection between structures during an earthquake. The cushion layer connects the seismic-resistant layer and the anti-seepage panel, possessing excellent deformation adjustment capabilities. It disperses the dynamic deformation of the anti-seepage panel during earthquakes, preventing cracks caused by localized overload. The anti-seepage panel is laid on the cushion layer, relying on its support to combine rigid structure with flexible buffering, reducing the whiplash effect on the dam crest while maintaining its own structural integrity to prevent damage to the anti-seepage system. All structures are interconnected to form a collaborative seismic-resistant system. Through multiple mechanisms such as energy absorption, stress coordination, and deformation control, it effectively suppresses excessive dynamic deformation and additional settlement caused by earthquakes, significantly improving the seismic stability and safety of the dam, especially reducing the whiplash effect on the dam crest and enhancing the safety of the dam crest structure. Attached Figure Description

[0017] Figure 1 This is a schematic diagram of a seismic-resistant structure for a panel dam according to an embodiment of the present invention; Figure 2 Embodiments of the present invention Figure 1 A schematic diagram of the structure of A in the middle.

[0018] Explanation of reference numerals in the attached figures: 01-Dam body; 011-Upstream rockfill area; 012-Downstream rockfill area; 02-Seismic layer; 03-First transition material layer; 04-Second transition material layer; 05-Subbase layer; 06-Seepage prevention panel; 07-Slope protection body behind the dam; 08-Reservoir bottom; 09-Dam foundation; 10-Toe slab. Detailed Implementation

[0019] To make the above-mentioned objects, features, and advantages of the present invention more apparent and understandable, specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. Although some embodiments of the present invention are shown in the drawings, it should be understood that the present invention can be implemented in various forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided to provide a more thorough and complete understanding of the present invention. It should be understood that the accompanying drawings and embodiments of the present invention are for illustrative purposes only and are not intended to limit the scope of protection of the present invention.

[0020] It should be understood that the various steps described in the method embodiments of the present invention may be performed in different orders and / or in parallel. Furthermore, the method embodiments may include additional steps and / or omit the steps shown. The scope of the present invention is not limited in this respect.

[0021] The term "comprising" and its variations as used herein are open-ended, meaning "including but not limited to"; the term "based on" means "at least partially based on"; the term "one embodiment" means "at least one embodiment"; the term "another embodiment" means "at least one additional embodiment"; the term "some embodiments" means "at least some embodiments"; and the term "optionally" means "optional embodiments". Definitions of other terms will be given in the following description. It should be noted that the concepts of "first," "second," etc., mentioned in this invention are used only to distinguish different devices, modules, or units, and are not intended to limit the order of functions performed by these devices, modules, or units or their interdependencies.

[0022] It should be noted that the terms "a" and "a plurality of" used in this invention are illustrative rather than restrictive. Those skilled in the art should understand that, unless otherwise expressly indicated in the context, they should be understood as "one or more".

[0023] The names of the messages or information exchanged between the multiple devices in the embodiments of the present invention are for illustrative purposes only and are not intended to limit the scope of these messages or information.

[0024] In related technologies, during earthquakes, existing dam structures are significantly affected by the whiplash effect, leading to amplified and maximum seismic acceleration in the dam crest region. Relatively rigid structures such as the anti-seepage panel exhibit a more pronounced response to this. Because existing dams lack targeted seismic isolation design, strong earthquakes can easily cause excessive dynamic deformation in critical components such as the anti-seepage panel and foundation layer (conventional measures such as steel reinforcement, steel mesh, and additional reinforcement are precisely designed to suppress this type of deformation; if the deformation exceeds the safety threshold, it will compromise structural integrity). Furthermore, if the dam body compaction density is not well controlled, earthquakes can induce additional settlement in the dam body, leading to damage to the anti-seepage system, structural misalignment, and ultimately severely impacting the dam's stability.

[0025] To address the problems existing in the aforementioned related technologies, embodiments of the present invention provide a seismic-resistant structure and method for panel dams.

[0026] like Figure 1 and Figure 2As shown in the figure, an embodiment of the present invention provides a seismic-resistant structure for a panel dam, comprising a dam body 01, a seismic-resistant layer 02, a first transition material layer 03, a second transition material layer 04, a seepage-proof panel 06, a cushion layer 05, and a toe plate 10. The toe plate 10 and the seismic-resistant layer 02 are sequentially arranged on the dam foundation 09. The first transition material layer 03 is provided between the bottom of the dam body 01 and the seismic-resistant layer 02. The second transition material layer 04 is provided between the slope of the upstream rockfill area 011 of the dam body 01 and the cushion layer 05. The first transition material layer 03 is connected to the second transition material layer 04. The connection between the seismic-resistant layer 02 and the cushion layer 05 is connected to the toe plate 10. The seepage-proof panel 06 is disposed on the cushion layer 05.

[0027] It should be noted that the dam has a trapezoidal structure that is narrower at the top and wider at the bottom. The top of the dam is a flat working surface. The upstream and downstream slopes extend to the dam foundation 09 at a stable slope. The trapezoidal dam body 01 includes the upstream rockfill area 011 (main rockfill area) from the upstream side to the downstream side. The cushion layer 05 is closely attached to the upstream anti-seepage panel, which plays a role in leveling the foundation and uniformly transmitting force. Two transition material layers are connected to the cushion layer 05 and the upstream rockfill area 011 with stones of gradually changing particle size to avoid stress concentration due to differences in material properties. The downstream rockfill area 012 is located on the rear side of the dam body 01, forming the downstream support part of the trapezoid and ensuring the stability of the slope. The seismic layer 02 is embedded in the dam body 01 at different elevations (in the direction of the dam axis), and connects the upstream and downstream dam body 01 structures laterally. It not only uses the overturning stability of the trapezoidal structure to distribute the load, but also reduces vibration and dissipates energy through the seismic layer 02 and buffers deformation together with the transition layer 03, thus achieving a synergistic improvement in structural stability and seismic performance.

[0028] Specifically, as the structural foundation, the toe slab 10 and the seismic-resistant layer 02 are first laid on the dam foundation 09. The toe slab 10 mainly supports the panel 06 and serves as a seepage prevention connection between the dam body 01 and the dam foundation 09. The seismic-resistant layer 02, through its material properties or structural design, achieves vibration reduction and energy dissipation, providing a basic guarantee for the entire dam body 01 to resist seismic loads. The first transition material layer 03, set between the bottom of the dam body 01 and the seismic-resistant layer 02, can effectively buffer the deformation difference between the dam body 01 rockfill and the seismic-resistant layer 02, avoiding local stress concentration caused by sudden changes in stiffness, while transferring the vertical load of the dam body 01. The second transition material layer 04, through changes in gradation, solves the deformation coordination problem between the slope of the upstream rockfill area 011 of the dam body 01 and the cushion layer 05. Moreover, the second transition material layer 04 is connected to the first transition material layer 03, forming a transition support system that runs through the bottom of the dam body 01 to the upstream slope, further optimizing the force transmission path inside the dam body 01. Furthermore, the connection between the seismic-resistant layer 02 and the cushion layer 05 must be properly connected to the toe slab 10 to ensure the continuity of the anti-seepage structure from the dam foundation 09 to the upstream. The anti-seepage panel 06, laid on the cushion layer 05, is the main anti-seepage barrier upstream of the dam body 01. The cushion layer 05 can provide a flat and uniform support surface for the anti-seepage panel 06, and together with the second transition material layer 04, it can coordinate the displacement between the panel and the rockfill of the dam body 01 through its own deformation. Ultimately, the entire structure can meet the conventional anti-seepage requirements of the panel dam, while enhancing the dam body 01's ability to resist earthquake damage through the synergistic effect of the seismic-resistant layer 02 and the transition material layer, thus ensuring the structural safety and operational stability of the dam under seismic conditions.

[0029] In this embodiment, the toe plate 10 and the seismic-resistant layer 02 sequentially arranged on the dam foundation 09 not only ensure the seepage prevention connection between the dam body 01 and the dam foundation 09 through the toe plate 10, but also reduce the impact of seismic load on the dam body 01 by means of the vibration reduction and energy dissipation effect of the seismic-resistant layer 02, thereby reducing the risk of structural vibration instability caused by earthquakes; the first transition material layer 03 between the bottom of the dam body 01 and the seismic-resistant layer 02 can buffer the difference in stiffness and deformation between the dam body 01 rockfill and the seismic-resistant layer 02, avoiding local stress concentration. The second transition material layer 04 between the slope of the upstream rockfill area 011 of the dam body 01 and the cushion layer 05 can coordinate the deformation of the two. Its connection with the first transition material layer 03 also forms a continuous support system that runs through the bottom of the dam body 01 to the upstream slope, enhancing the integrity of the upstream structure. The connection between the seismic layer 02 and the cushion layer 05 and the toe plate 10 ensures the continuity of the dam foundation 09 to the upstream anti-seepage structure. The anti-seepage panel 06 supported by the cushion layer 05 not only coordinates the displacement of the panel and the dam body 01 through the cushion layer 05 and avoids panel cracking, but also relies on the anti-seepage function of the panel to block the erosion of the rockfill of the dam body 01 by seepage water. It strengthens the structural stability foundation and safety protection barrier of the dam from multiple aspects.

[0030] Optionally, the surface of the waterproof panel 06 is provided with a waterproof coating.

[0031] In this optional embodiment, such as Figure 2 As shown, the seepage-proof panel 06 is the rigid seepage-proof main body upstream of the dam body 01. However, under seismic action, it may develop micro-cracks due to dynamic deformation. The seepage-proof coating of the panel can fill these micro-cracks through its own sealing properties, effectively preventing reservoir water and water vapor from seeping into the interior of the dam body 01. This avoids the deterioration of the mechanical properties of the cushion layer 05, transition material, or seismic layer 02 (such as softening of the dam material and reduction in strength) caused by water seepage, thereby preventing the dam body 01 from undergoing increased dynamic deformation or additional settlement during earthquakes due to material performance degradation, and indirectly ensuring seismic stability. Furthermore, the coating needs to be adapted to the characteristics of the seismic scenario, possessing good flexibility and strong adhesion. The flexibility allows it to extend synchronously with the small deformation of the seepage-proof panel 06 during an earthquake, preventing the coating itself from cracking and failing. The strong adhesion ensures that it adheres tightly to the surface of the seepage-proof panel 06, and is not easily detached even under the vibration and impact caused by an earthquake, thus continuously playing its seepage-proof role. At the same time, the coating must also have excellent durability and be able to resist long-term environmental effects such as reservoir water erosion, freeze-thaw cycles, and ultraviolet radiation, reducing the need for later maintenance. This contrasts with the defect of steel bars being prone to corrosion in traditional seismic measures. It can maintain the integrity of the seepage prevention system for a long time and ensure that the seepage prevention panel 06 works in conjunction with the cushion layer 05, seismic layer 02 and other structures, thus building a solid waterproof barrier for the overall seismic stability of the dam.

[0032] Optionally, the seismic-resistant layer 02 is gravel or small-diameter boulders.

[0033] In this optional embodiment, gravel or small-diameter boulders (with a size not exceeding 300mm) are typically abundant and readily available within the engineering area, significantly reducing material transportation and procurement costs and avoiding the cost pressures and supply constraints associated with traditional seismic measures such as steel reinforcement and geogrids. Gravel has a reasonable particle size distribution and possesses both good permeability and compaction performance. After determining parameters such as layer thickness and number of compaction passes through compaction tests conducted according to established construction specifications (e.g., specifications for roller-compacted earth-rock dams), gravel or small-diameter boulders can be compacted into a dense and flexible structural layer. This layer can stably transfer the load from the upper part of the dam body 01 to the dam foundation 09, and also dissipate seismic shear wave energy through relative displacement and friction between particles, weakening the impact of seismic motion on the dam body 01 from the propagation source. This effectively reduces the acceleration amplification caused by the whiplash effect at the dam crest, while also reducing the risk of dynamic deformation and seismic subsidence of the dam body 01. In addition, gravel or small-diameter stone materials have stable chemical properties and are not easily affected by environmental factors such as reservoir water and freeze-thaw cycles, so they do not have to face the problem of corrosion maintenance like traditional steel bars. They can maintain the structural integrity and energy dissipation capacity of the seismic layer 02 for a long time, providing continuous protection for the long-term seismic stability of the dam body 01.

[0034] Optionally, the thickness of the seismic-resistant layer 02 is determined based on a preset proportion of the dam height, such as 1 / 40 to 1 / 10 of the dam height, and greater than or equal to 3 meters.

[0035] Optionally, the thickness of the first transition material layer 03 and the second transition material layer 04 is 1.6 meters.

[0036] Optionally, such as Figure 1 As shown, the structure also includes a dam-back slope protection body 07, one side of which is connected to the slope of the downstream rockfill area 012 of the dam body 01, and the bottom of which is used to be set on the dam-back area.

[0037] In this optional embodiment, the downstream slope protection body 07 is fitted to the slope of the downstream rockfill area 012, forming a force-complementary relationship with the downstream rockfill area 012. The downstream rockfill area 012, as part of the load-bearing structure of the dam body 01, possesses a certain degree of nonlinear deformation and energy dissipation capacity. The downstream slope protection body 07 can provide additional support to the downstream rockfill area 012 through its own weight, reducing the risk of slope bulging or local sliding caused by vibration under seismic action. Furthermore, the bottom of the downstream slope protection body 07 is fixed to the area downstream of the dam, effectively balancing the tendency of the dam body 01 to overturn or slide downstream due to upstream water pressure and seismic inertia during an earthquake, thus improving the overall anti-sliding stability of the dam body 01. Simultaneously, its structural design can create a synergistic effect with components such as the seismic-resistant layer 02 and the transition material layer. The seismic-resistant layer 02 weakens seismic energy from the dam foundation 09, while the downstream slope protection body 07 strengthens structural constraints from the downstream end of the dam body 01, jointly suppressing the dynamic deformation of the dam body 01. Furthermore, the filling material of the downstream slope protection body 07 can be selected in coordination with the dam material of the downstream rockfill area 012, and construction should follow the compaction parameters determined by the rolling test to ensure its own structural density and continuously exert its anti-sliding effect. The side of the downstream slope protection body 07 away from the dam body 01 has a zigzag structure. Its core purpose is to provide safe and efficient passage for dam construction and subsequent operation and maintenance, based on adapting to the function of the slope protection body and the terrain downstream of the dam, while also working with the slope protection body to maintain the stability of the area downstream of the dam body 01.

[0038] Optionally, such as Figure 1 The structure shown also includes geotextile, which is placed between one side of the downstream slope dam body 07 and the slope of the downstream rockfill area 012 of the dam body 01.

[0039] In this optional embodiment, such as Figure 1As shown, there is a difference in particle size distribution between the downstream rockfill area 012 and the downstream slope protection body 07. Under seismic action, the vibration of the dam body 01 can easily cause small-diameter dam material to migrate with seepage water (i.e., piping risk). Geotextile, with its precise pore structure, can prevent the particles in the rockfill area or slope protection body from moving between each other and maintain their respective structural density, while allowing seepage water to pass through smoothly, avoiding the accumulation of water at the interface and the generation of additional pore water pressure. Excessive pore water pressure will weaken the shear strength of the dam material and may induce local slippage on the downstream slope. The reverse filtration and drainage function of geotextile can directly reduce this risk.

[0040] Optionally, such as Figure 1 As shown, the structure also includes a reservoir bottom 08 located in the upstream reservoir area of ​​the dam. The reservoir bottom 08 is connected to the side of the toe plate 10 away from the cushion layer 05. The reservoir bottom 08 includes natural river channels or reservoir bottom backfill stones, and the reservoir bottom backfill stones are set on the foundation of the upstream reservoir area of ​​the dam.

[0041] In this optional embodiment, the upstream reservoir area, as the core water storage area, requires its reservoir bottom 08 to seamlessly connect with the anti-seepage structure of the dam body 01 to block leakage. The toe plate 10, as a transitional component made of concrete, connects to the excavated area of ​​the reservoir bottom 08 (usually requiring foundation clearing and treatment of geological defects to ensure load-bearing stability) on the one hand, and directly connects to the anti-seepage panel 06 and the cushion layer 05 (including a special cushion material area) on the other hand, forming a continuous anti-seepage path from the reservoir bottom 08 to the toe plate 10, the cushion layer 05, and the anti-seepage panel 06. The toe plate 10 not only serves a connecting function, but its rigid structure and anti-seepage design (often working in conjunction with the anti-seepage coating of the panel) effectively prevent reservoir water from seeping into the connection gap between the reservoir bottom 08 and the dam body 01, avoiding problems such as softening and strength reduction of the cushion layer 05, transition material, or seismic layer 02 caused by seepage. These problems would exacerbate the dynamic deformation and additional settlement risk of the dam body 01 during an earthquake. Meanwhile, the toe plate 10 plays a buffering role in the transfer of panel load, which can smoothly transfer some of the water pressure generated by reservoir water storage and the self-weight of the panel to the foundation and reservoir bottom 08, avoiding local stress concentration that could lead to panel structure damage. In turn, it works in synergy with components such as the seismic layer 02 and the downstream dam back slope body 07 to ensure the seismic stability and long-term operational safety of the dam body 01 from multiple dimensions such as upstream seepage prevention, load transfer, and structural connection.

[0042] A construction method for a seismic-resistant structure of a panel dam body, used to construct the seismic-resistant structure of a panel dam body, the construction method of the panel dam body seismic-resistant structure includes: S100, the dam foundation is excavated according to the preset dam foundation construction standards; S200, concrete toe slabs are poured on the dam foundation; S300, based on a preset construction process, forms an anti-seismic layer by laying anti-seismic material on the dam foundation, and lays a cushion layer at the connection between the anti-seismic layer and the cushion layer; S400, a first transition material layer is formed by laying transition material on the seismic-resistant layer; S500, the cushion layer, the second transition material layer and the dam body are filled together at the same level, wherein the dam body includes an upstream rockfill area and a downstream rockfill area, and then the dam back slope body (07) is filled. S600, after the leveling and filling is completed, concrete is poured on the cushion layer to form a seepage-proof panel.

[0043] In this optional embodiment, the dam foundation is first excavated according to the preset dam foundation construction standards. This step requires strict control over the excavation depth, flatness, and foundation treatment quality to ensure the dam foundation has the bearing capacity and stability required by the design, laying a solid foundation for subsequent superstructure construction. Then, a concrete toe slab is poured on the treated dam foundation. This toe slab, as a key connecting component between the dam body and the dam foundation, not only serves to connect the subsequent seepage prevention system but also strengthens the integrity of the dam foundation and the superstructure. Next, according to the preset construction process, seismic-resistant material is laid on the dam foundation to form a seismic-resistant layer. The seismic-resistant material's damping and energy-dissipating properties provide protection for the dam body under seismic loads. Simultaneously, a cushion layer is laid, and its connection with the seismic-resistant layer is completed, achieving a preliminary structural connection between the cushion layer and the seismic-resistant layer. Afterward, a transition material is laid above the seismic-resistant layer to form a first transition material layer. This layer effectively buffers the stiffness difference and deformation incoordination between the seismic-resistant layer and the subsequent dam body rockfill, avoiding local stress concentration. Then, the core... In the filling process, the foundation layer, the second transition material layer, and the dam body, including the upstream and downstream rockfill areas, are constructed simultaneously using a level-up filling technique. This means that the foundation layer, the second transition material layer, and the dam body are filled and compacted at the same horizontal level (this is the core of level-up filling). After this entire layer (including the horizontal section containing the foundation layer, the second transition material layer, and the dam body) is filled and compacted to the required standard, the next layer of foundation layer, the second transition material layer, and the corresponding parts of the dam body are filled simultaneously on top of them. This process is repeated layer by layer. Level-up filling ensures that all structural parts maintain approximately the same elevation and rise synchronously, guaranteeing the structural synergy and uniform stress distribution of the foundation layer, transition material layer, and dam body rockfill. After all level-up filling work is completed, and all structural parts reach the design elevation and the compaction quality meets the requirements, concrete is poured on top of the foundation layer to form a seepage-proof panel. The foundation layer provides a flat and uniform support surface for the seepage-proof panel, which will serve as the main seepage barrier upstream of the dam body, ultimately completing the construction of the panel dam.

[0044] Optionally, the step of forming a seismic-resistant layer 02 by laying seismic-resistant material on the dam foundation 09 based on a preset construction process includes: Obtain the seismic layer laying range, number of compaction passes, and seismic layer laying thickness; According to the seismic layer laying range, the number of compaction passes and the seismic layer laying thickness, the seismic material is laid on the dam foundation 09 to form a pre-laid seismic layer; The pre-laid seismic-resistant layer is compacted by the specified number of compaction passes to form the seismic-resistant layer 02.

[0045] In this optional embodiment, based on relevant specifications and requirements, and combined with dam material tests, the seismic layer laying range, number of compaction passes, and seismic layer laying thickness are obtained. These core parameters need to be determined in conjunction with the overall design of dam body 01 (such as the dimensions of dam foundation 09 and dam height), geological conditions (rock mass integrity of dam foundation 09), and seismic requirements. For example, the thickness needs to meet the requirement of 1 / 10 to 1 / 40 of the dam height and not less than 3m. At the same time, experimental data such as panel deformation and stress are referenced. The laying range needs to cover the key stress area at the bottom of dam body 01 in contact with dam foundation 09 to ensure that it can fully intercept and absorb seismic shear wave energy. Then, according to the determined range, number of compaction passes, and thickness, the seismic material is laid to form a pre-laid seismic layer. The seismic material is preferably selected from easily obtainable gravel (or small-diameter stone blocks) in the engineering area. During laying, the single-layer... The thickness of the second layer (in conjunction with subsequent compaction parameters) should be carefully considered to avoid insufficient compaction of the bottom layer due to excessive thickness, while ensuring a uniform and flat material layer to lay the foundation for subsequent compaction. Finally, the pre-laid layer is compacted to form the seismic-resistant layer 02 by the number of compaction passes determined by the pre-set vibratory roller test. The vibratory roller should be a self-propelled or towed type suitable for the characteristics of gravel or small-diameter boulders (the net weight of the roller and the excitation force should be determined through the previous compaction test). The number of compaction passes must strictly follow the "Code for Construction of Rolled Earth-Rock Dams" and the parameters obtained from the test to ensure that the compaction reaches the design compaction index (such as the specified porosity and dry density) after compaction. This ensures that the pre-laid layer has the ability to stably transmit the load of the upper part of the dam body 01, and can also dissipate seismic energy through the tight interlocking and slippage between particles, ultimately forming a functional seismic-resistant layer 02 that meets the seismic requirements.

[0046] Optionally, the method further includes performing compaction tests on the seismic-resistant material, the transition material, and the subbase material respectively.

[0047] In this optional embodiment, for the seismic-resistant material (preferably gravel), the test focuses on its compaction density and energy dissipation performance after compaction. It is necessary to determine the parameters that enable the seismic-resistant material to achieve the designed relative density, porosity, and dry density by adjusting the layer thickness, vibratory roller excitation force, number of compaction passes, and water application. This ensures that it has both the ability to stably transmit the load of the dam body 01 and the ability to effectively absorb seismic shear wave energy through interparticle friction. For the transition material (including the materials used in the first transition material layer 03 and the second transition material layer 04), the core of the test is to balance its permeability and structural stability. It is necessary to determine suitable compaction parameters to ensure that the transition material has a uniform particle size distribution and that the permeability after compaction meets the requirements for reverse filtration and drainage, avoiding damage caused by compaction. Insufficient compaction can lead to particle movement or excessive compaction, affecting drainage and thus preventing pore water pressure caused by interlayer water accumulation during earthquakes. For the cushion material, the test focuses on the flatness and deformation modulus after compaction. The parameters need to be determined through testing to ensure that the surface of the cushion material is flat and the strength is uniform after compaction. This will provide a stable support surface for the subsequent pouring of the anti-seepage panel 06 and also have a certain deformation adjustment capacity to buffer the deformation difference between the panel and the dam body 01 during earthquakes. By conducting separate tests to customize exclusive compaction parameters for each material, the uneven construction quality caused by differences in material properties can be avoided. This ensures the structural integrity and functional effectiveness of the seismic layer 02, transition material layer, and cushion layer 05 from the source, laying a solid foundation for the overall seismic performance of the dam body 01.

[0048] For example, tests were conducted on seismic-resistant materials (gravel or small-diameter boulders): Since the dam site is located in a seismic zone of intensity 7, it is necessary to meet the requirement in the "Design Code for Rolled Earth-Rock Dams" that "the relative density of gravel in seismic zones should not be less than 0.75". Representative gravel from the quarry (particle size 5 to 200 mm, mud content ≤ 3%) was selected for the tests. Three combinations of paving thickness (40 cm, 50 cm, 60 cm) and three combinations of compaction passes (6, 8, 10 passes) were set up, using a 22t self-propelled vibratory roller (excitation force 416 kN) at a speed of 3 to 4 km / h. Through these tests, the construction parameters were ultimately determined.

[0049] Optionally, the thickness of the seismic-resistant layer 02 is 3 meters and / or the thickness of the first transition material layer 03 and the second transition material layer 04 is 1.6 meters. The seismic-resistant layer 02 is mostly made of gravel and sand, and its core function is to absorb the kinetic energy generated by the earthquake, buffer the amplitude of structural vibrations, and prevent damage to the main structure due to severe shaking. The transition material layer is usually a well-graded mixture of medium-coarse sand and crushed stone, mainly used to connect the seismic-resistant layer 02 with adjacent structural layers (such as the cushion layer 05), and also has the characteristics of reverse filtration and drainage as well as stress transition, achieving a stiffness gradient transition, while dispersing the upper load, reducing inter-layer stress concentration, and ensuring the overall structural stress coordination.

[0050] While the present invention has been disclosed above, its scope of protection is not limited thereto. Those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and all such changes and modifications will fall within the scope of protection of the present invention.

Claims

1. A seismic-resistant structure for a panel dam body, characterized in that, The dam includes a dam body (01), a seismic layer (02), a first transition material layer (03), a second transition material layer (04), a seepage-proof panel (06), a cushion layer (05), and a toe plate (10). The toe plate (10) and the seismic layer (02) are sequentially arranged on the dam foundation (09). The first transition material layer (03) is arranged between the bottom of the dam body (01) and the seismic layer (02). The second transition material layer (04) is arranged between the slope of the upstream rockfill area (011) of the dam body (01) and the cushion layer (05). The first transition material layer (03) is connected to the second transition material layer (04). The connection between the seismic layer (02) and the cushion layer (05) is connected to the toe plate (10). The seepage-proof panel (06) is arranged on the cushion layer (05).

2. The seismic-resistant structure of the panel dam body according to claim 1, characterized in that, The surface of the anti-seepage panel (06) is provided with an anti-seepage coating.

3. The seismic-resistant structure of the panel dam body according to claim 2, characterized in that, The earthquake-resistant layer (02) is made of sand and gravel.

4. The seismic-resistant structure of the panel dam body according to claim 1, characterized in that, The thickness of the seismic-resistant layer (02) is determined based on a preset ratio of the dam height and is greater than or equal to 3 meters.

5. The seismic-resistant structure of the panel dam body according to claim 1, characterized in that, The thickness of the first transition material layer (03) and the second transition material layer (04) is 1.6 meters.

6. The seismic-resistant structure of the panel dam body according to claim 1, characterized in that, It also includes a dam back slope body (07), one side of which is connected to the slope of the downstream rockfill area (012) of the dam body (01), and the bottom of the dam back slope body (07) is set on the dam back area.

7. The seismic-resistant structure of the panel dam body according to claim 6, characterized in that, It also includes geotextile, which is placed between one side of the dam back slope body (07) and the slope of the downstream rockfill area (012) of the dam body (01).

8. The seismic-resistant structure of the panel dam body according to claim 1, characterized in that, It also includes the reservoir bottom (08) located in the upstream reservoir area of ​​the dam, the reservoir bottom (08) being connected to the side of the toe plate (10) away from the cushion layer (05), the reservoir bottom (08) including natural river channels or reservoir bottom backfill.

9. A construction method for a seismic-resistant structure of a panel dam, characterized in that, The method for constructing the seismic-resistant structure of the panel dam body as described in claims 1 to 8 includes: The dam foundation was excavated according to the pre-set dam foundation construction standards (09); Concrete toe slabs (10) were poured on the dam foundation (09); Based on the pre-set construction process, an anti-seismic layer (02) is formed by laying anti-seismic material on the dam foundation (09), and a cushion layer (05) is laid at the connection between the cushion layer (05) and the anti-seismic layer (02); A first transition material layer (03) is formed by laying transition material on the seismic-resistant layer (02); The cushion layer (05), the second transition material layer (04) and the dam body (01) are filled together at the same level. The dam body (01) includes an upstream rockfill area (011) and a downstream rockfill area (012). The dam backfill slope body (07) is then filled in. After the leveling and filling are completed, concrete is poured on the cushion layer (05) to form a seepage-proof panel (06).

10. The construction method of the seismic-resistant structure of the panel dam body according to claim 8, characterized in that, The process of forming a seismic-resistant layer (02) by laying seismic-resistant material on the dam foundation (09) based on a preset construction procedure includes: Obtain the seismic layer laying range and seismic layer laying thickness; According to the range and thickness of the seismic layer, the seismic material is laid on the dam foundation (09) to form a pre-laid seismic layer; The pre-laid seismic-resistant layer is compacted by a pre-set vibratory roller according to a pre-set number of compaction cycles to form the seismic-resistant layer (02).

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