Armored protection type concrete dam and armored protection layer thermal performance design method

Abstract

The invention discloses an armored protection type concrete dam and an armored protection layer thermal performance design method. A dam body at least comprises a dam section in the dam axis direction, an armored protection layer is preset at the position of the dam section to serve as a pouring formwork, and concrete is poured in a pouring space reserved in the inner side of the pouring formwork; after the concrete is solidified, the concrete and the armored protective layer are integrally formed into a dam section, the armored protective layer comprises a protective surface layer arranged on the outermost side of the dam section, and each row of protective surface layer is formed by splicing a plurality of armored units; the armored protective layer and the concrete are poured and formed row by row in the height direction of the dam section; the armored protection layer has protection and heat preservation functions and is used for enabling the armored protection type concrete dam to be free of parting or reduce parting. The method is beneficial for solving the problems of cracking, erosion, aging, attractiveness and the like of dam concrete caused by complex environmental factors such as temperature and humidity changes in the dam construction and service process.

Description

Technical Field

[0001] This application relates to the fields of water conservancy and hydropower and pumped storage engineering technology, specifically to an armored protective concrete dam and a design method for the thermal performance of the armored protective layer of an armored protective concrete dam. Background Technology

[0002] In the fields of water conservancy, hydropower, and pumped storage engineering, concrete dams, as crucial hydraulic structures, are constantly exposed to a complex and ever-changing external environment. Affected by this complex environment, the surface concrete of the dam experiences continuous temperature and humidity fluctuations due to factors such as temperature, humidity, solar radiation, and wind speed. This creates a gradient with the internal concrete of the dam, making it highly susceptible to cracking and aging. Cracking and aging of the dam's concrete surface not only reduce the structural lifespan but also trigger a series of other problems, such as environmental water erosion, seepage and dissolution, and the spread of freeze-thaw damage. If these problems are not addressed promptly, they will further weaken the overall structural performance of the dam and jeopardize its safety.

[0003] To protect concrete structures from the adverse effects of environmental changes, conventional protective measures involve coating the concrete surface with protective materials. However, commonly used protective materials, such as polyurethane, are prone to aging under continuous temperature and humidity fluctuations, exhibiting symptoms like powdering, cracking, curling, and partial detachment. This gradually weakens or even completely eliminates their protective effect, severely impacting the dam's aesthetics. Furthermore, in regions with frigid climates, large diurnal temperature variations, and frequent cold waves, the reservoir water in front of the dam may freeze at low temperatures. As the reservoir water level fluctuates, the ice layer can pull out and impact the dam's surface concrete or protective materials, leading to ice pull-out damage. This type of damage further exacerbates the degradation of the dam's surface concrete or protective materials, increasing the difficulty and cost of dam maintenance. Summary of the Invention

[0004] In view of this, the embodiments of this application provide an armored protective concrete dam and a method for designing the thermal performance of the armored protective layer of the armored protective concrete dam. Compared with the prior art, it has better technical effects: it can provide long-term and effective comprehensive protection for the dam from the start of concrete pouring, and effectively solve problems such as cracking, erosion, aging and aesthetics of dam concrete caused by complex environmental factors such as temperature and humidity changes during dam construction and service.

[0005] In a first aspect, embodiments of this application provide an armored protective concrete dam, comprising a dam body, the dam body including at least one dam segment along the dam axis, an armored protective layer pre-set at the dam segment location as a casting template, concrete being poured in the casting space reserved inside the casting template, and after the concrete has solidified, it is integrally formed with the pre-set armored protective layer to form the dam segment, the armored protective layer including a protective surface layer set on the outermost side of the dam segment, each row of protective surface layer being spliced ​​together by multiple armor units; the armored protective layer is cast row by row with the concrete along the height direction of the dam segment; the armored protective layer has protective and heat insulation functions, so that the armored protective concrete dam has no joints or reduces the number of joints.

[0006] According to some embodiments of this application, optionally, the thermal properties of the armor protective layer are designed using the finite element method to increase the length of the dam section and reduce the number of joints in the armor-protected concrete dam.

[0007] According to some embodiments of this application, optionally, the protective surface layer is made of cement-based material.

[0008] Optionally, according to some embodiments of this application, the strength grade of the protective surface layer is C. 龄期 30-C 龄期 115.

[0009] According to some embodiments of this application, optionally, the impermeability grade of the protective surface layer is not less than W10.

[0010] According to some embodiments of this application, optionally, for areas where the average monthly temperature of the coldest month of the year is ≤-3℃, the frost resistance rating of the protective surface layer is not less than F150; for areas where the average monthly temperature of the coldest month of the year is >-3℃, the frost resistance rating of the protective surface layer is not less than F100.

[0011] Optionally, according to some embodiments of this application, when using chloride ion migration coefficient for classification, the chloride ion migration coefficient of the protective surface layer is not greater than 10 × 10⁻⁶. -12 ㎡ / s; and / or, when using electrical flux grading, the electrical flux of the protective surface layer shall not exceed 2500C.

[0012] According to some embodiments of this application, optionally, the protective surface layer meets the appearance quality requirements of fair-faced concrete, and the appearance quality requirements include at least one of the following: color requirements, number of repair marks requirements, bubble distribution and size requirements, crack size requirements, and roughness requirements.

[0013] According to some embodiments of this application, optionally, a thermal insulation layer is provided inside the protective surface layer, the thermal insulation material in the armor protective layer is located in the thermal insulation layer, the thermal insulation layer is integrally formed with the protective surface layer, or the thermal insulation layer is fixed on the protective surface layer by spraying, bonding or mechanical connection.

[0014] According to some embodiments of this application, optionally, the material of the thermal insulation functional layer is selected from at least one of the following: polymer closed-cell thermal insulation material, novel nanomaterial, phase change energy storage material, and cement-based thermal insulation material.

[0015] According to some embodiments of this application, optionally, the armored protective layer is mechanically anchored to the concrete of the dam section to facilitate disassembly and replacement later.

[0016] According to some embodiments of this application, optionally, the inner side of the armored protective layer is attached with an insulating membrane or coated with a release agent to facilitate its removal from the concrete of the dam section during maintenance and replacement of the thermal insulation functional layer and / or the protective surface layer.

[0017] According to some embodiments of this application, optionally, a drainage channel is reserved on the side of the armored protective layer near the concrete of the dam body.

[0018] According to some embodiments of this application, optionally, a flexible sealing coating is applied to the inner side of the joint of the protective surface layer by spraying, brushing or rolling. The flexible sealing coating is selected from one or more materials selected from polyurea, polyurethane, epoxy, acrylic and their modified systems to improve the joint water-stopping performance, deformation coordination and durability, and reduce the risk of local leakage.

[0019] Secondly, embodiments of this application provide a method for designing the thermal performance of the armored protective layer of an armored protective concrete dam as provided in the first aspect. The method includes: obtaining environmental parameters, foundation material parameters, and dam material parameters at the dam site; establishing a three-dimensional simulation analysis initial model of the armored protective concrete dam; applying loads and boundary conditions to the three-dimensional simulation analysis initial model; calculating the temperature stress of the three-dimensional simulation analysis initial model after applying loads and boundary conditions based on the finite element method; calculating the allowable temperature stress of the concrete in the armored protective concrete dam and determining the relationship between the allowable temperature stress and the temperature stress; and determining the thermal performance of the concrete when the temperature stress is less than the allowable temperature of the concrete. When the temperature stress is greater than the allowable temperature stress of the concrete, the equivalent heat transfer coefficient of the concrete surface is adjusted, and the calculation of temperature stress is returned until the temperature stress is less than or equal to the allowable temperature stress of the concrete. The equivalent heat transfer coefficient of the concrete surface is then used as the target equivalent heat transfer coefficient. By adjusting the target equivalent heat transfer coefficient required by the armored protective layer, the length of the dam section is expanded so that the armored protective concrete dam has no joints or fewer joints. The thickness of the armored protective layer is determined based on the target equivalent heat transfer coefficient.

[0020] According to some embodiments of this application, optionally, the environmental parameters include at least the monthly average temperature and / or annual average temperature of the dam site, the dam foundation material parameters include at least one of the following: density, elastic modulus, Poisson's ratio, linear expansion coefficient, specific heat and thermal conductivity of the dam foundation rock mass, and the dam material parameters include at least one of the following: density, elastic modulus, Poisson's ratio, linear expansion coefficient, specific heat, thermal conductivity, heat dissipation coefficient, adiabatic temperature rise, unit weight and creep of the dam concrete.

[0021] According to some embodiments of this application, optionally, when the temperature stress is less than the allowable temperature stress of the concrete, the length of the dam section of the armored protective concrete dam is increased, including: when the temperature stress is less than the allowable temperature stress of the concrete, the length of the dam section of the armored protective concrete dam is increased according to a preset length step; when the temperature stress is greater than the allowable temperature stress of the concrete, the equivalent heat transfer coefficient of the concrete surface is adjusted, including: when the temperature stress is greater than the allowable temperature stress of the concrete, the equivalent heat transfer coefficient of the concrete surface is decreased according to a preset heat transfer coefficient step.

[0022] According to some embodiments of this application, optionally, determining the thickness of the armor protective layer based on the target equivalent heat transfer coefficient includes: selecting the material type of the material used in the armor protective layer; conducting a heat release coefficient test on the material of the material type to obtain the thickness of the material of the material type when the error between the heat release coefficient measured in the test and the target equivalent heat transfer coefficient is within a preset allowable range, and using this thickness as the thickness of the armor protective layer.

[0023] According to the technical solution provided in this application, on the one hand, traditional dams rely on surface coatings for protection, but organic coatings are prone to aging and peeling, leading to protective failure. This application adopts a rigid armor protective layer, which has stronger resistance to ultraviolet rays, cracking, freeze-thaw cycles, and chemical erosion, significantly extending the service life of the dam, improving its durability, reducing environmental erosion damage, and enhancing the long-term aesthetics of the dam. In addition, the armor unit splicing structure can release deformation stress, allowing for slight displacement at the joints, preventing cracking of the protective layer due to temperature changes or uneven foundation settlement, and ensuring long-term protective effects. On the other hand, traditional dams are prone to temperature cracks due to internal and external temperature differences, usually requiring transverse joints to relieve stress. However, these joints may become seepage channels. Furthermore, joint construction requires the installation of joint templates, the installation of water-stopping facilities, and in some cases, post-construction grouting, increasing construction time and costs. The armored protective layer of this application has thermal insulation function. Through the design of the armored protective layer, the surface temperature of the dam can be regulated, the temperature difference between the inside and outside can be reduced, and the uniformity of the temperature field of the dam can be improved, thereby reducing temperature stress, optimizing the layout of transverse joints, and enabling the dam to have no joints or reduce the number of joints, thus improving the overall integrity, seepage prevention performance, construction efficiency, and economy. In addition, the armored protective layer is formed simultaneously with the concrete during pouring, avoiding the problem of easy detachment of traditional external insulation layers, and ensuring long-term thermal insulation effect.

[0024] On the other hand, in cold regions, the pulling and impact of ice on the dam surface can easily cause traditional organic coatings or concrete surfaces to peel off. The armored protective layer of this application has high strength and toughness, effectively resisting ice pull-out forces and reducing damage caused by ice impacts. Moreover, the armored unit adopts a spliced ​​structure, and each armored unit can be installed and disassembled independently. Even if there is local damage, it can be replaced individually, reducing maintenance costs. Furthermore, the armored protective layer can be used as a casting template, replacing traditional reusable templates, which can reduce the dismantling process of traditional reusable templates and improve construction efficiency. In addition, the protective layer is integrally formed with the concrete, avoiding the bonding failure problem of traditional external protective layers. Furthermore, the row-by-row pouring method ensures that the concrete is gradually and evenly accumulated within the template, and that the lateral pressure is gradually released and balanced. This can prevent the protective layer template from deforming, becoming unstable, or collapsing due to excessive local lateral pressure, while also helping to control the temperature gradient and shrinkage deformation during the pouring process, further improving the overall molding quality and stability. Attached Figure Description

[0025] To more clearly illustrate the technical solutions of the embodiments of this application, the accompanying drawings of the embodiments of this application will be briefly described below.

[0026] Figure 1 This is a schematic diagram of the overall structure of an armored protective concrete dam according to some embodiments of this application; Figure 2 This is a construction schematic diagram of a section of an armored protective concrete dam according to some embodiments of this application; Figure 3 This is a partial structural schematic diagram of a section of an armored protective concrete dam according to some embodiments of this application; Figure 4 The schematic diagram illustrates the initial model for three-dimensional simulation analysis of an armored concrete dam; Figure 5 The boundary conditions of the applied temperature field are schematically illustrated; Figure 6 The boundary conditions of the applied stress field are schematically illustrated. Figure 7 This is a partial structural schematic diagram of a section of an armored protective concrete dam according to other embodiments of this application; Figure 8 This is a construction schematic diagram of a section of an armored protective concrete dam according to other embodiments of this application; Figure 9 This is a cross-sectional schematic diagram of an armored protective concrete dam according to some embodiments of this application; Figure 10 This is a flowchart illustrating the design method for the thermal performance of the armored protective layer of an armored protective concrete dam according to some embodiments of this application. Figure 11This is a schematic flowchart of a construction method for an armored protective concrete dam according to some embodiments of this application. Detailed Implementation

[0027] The principles and spirit of this application will be described below with reference to several exemplary embodiments. It should be understood that these embodiments are provided to make the principles and spirit of this application clearer and more thorough, enabling those skilled in the art to better understand and implement the principles and spirit of this application. The exemplary embodiments provided herein are only a part of the embodiments of this application, and not all of them. All other embodiments obtained by those skilled in the art based on the embodiments described herein without inventive effort are within the scope of protection of this application.

[0028] In the following detailed description, reference can be made to the accompanying drawings, which form part of this application and illustrate specific embodiments of the present application. In the drawings, similar reference numerals describe substantially similar components in different figures. Specific embodiments of the present application are described in sufficient detail below to enable those skilled in the art to implement the technical solutions of the present application. It should be understood that other embodiments or structural and logical changes to the embodiments of the present application can also be utilized. Furthermore, similar terms including "first," "second," and "third" in this application are used only to distinguish one entity (or operation) from another, and are not intended to require or imply any order or association between these entities (or operations).

[0029] Figure 1 This is a schematic diagram of the overall structure of an armored protective concrete dam according to some embodiments of this application. Figure 2 This is a construction schematic diagram of a section of an armored protective concrete dam according to some embodiments of this application. For example... Figure 1 As shown, the main body of the armored protective concrete dam 10 is along the dam axis (e.g.) Figure 1 The X-direction shown includes at least one dam segment 10a. The dam axis direction refers to the direction of the dam's centerline in its planar layout, typically representing the dam's main extension direction. In this embodiment, the dam axis direction can be understood as the length direction, meaning the dam body is divided into at least one dam segment 10a along its length. It should be noted that... Figure 1 The shape and number of dam sections of the armored concrete dam shown are merely illustrative. The shape and number of dam sections of the armored concrete dam can be flexibly adjusted according to the actual situation, and this application does not limit them.

[0030] Combination Figure 1 and Figure 2As shown, an armored protective layer 110 is pre-set at position 10a of the dam section as a casting template. Concrete 120 is poured within the casting space Q reserved inside the casting template. The armored protective layer 110 can be poured along the height direction of the dam section 10a (e.g., ...). Figure 1 The concrete 120 is poured and formed row by row in the Z direction shown. After the concrete 120 has solidified, it is integrally formed with the preset armor protection layer 110 to form dam section 10a.

[0031] Figure 3 This is a partial structural schematic diagram of a section of an armored protective concrete dam according to some embodiments of this application. (Combined with...) Figure 2 and Figure 3 As shown, the armored protective layer 110 may include at least a protective surface layer 111 disposed on the outermost side of the dam section 10a, and each row of protective surface layers 111 may be composed of multiple armored units 111a spliced ​​together. The shape and size of the armored units 111a can be flexibly adjusted according to actual conditions, and this application does not limit them. For example, in some examples, the armored units 111a may be block-shaped, plate-shaped, or shell-shaped (such as the curved template of an arch dam), and their form is adapted to the dam body shape, construction technology, and concrete pouring requirements.

[0032] Traditional dams are prone to temperature cracks due to the temperature difference between the inside and outside, and usually require transverse joints to relieve stress. Therefore, traditional dams are usually divided into multiple dam sections, with a transverse joint reserved between each two adjacent dam sections. However, the joints may become seepage channels, resulting in poor seepage prevention performance of the dam.

[0033] In this embodiment, by providing an armored protective layer 110 on the outside of the dam section 10a, the protective and insulating functions of the armored protective layer 110 itself can be used to make the armored protective concrete dam 10 jointless or with fewer joints f1. For example, in some examples, the armored protective concrete dam 10 may be jointless, and the dam body may have only one dam section 10a along the dam axis. For example, in other examples, the armored protective concrete dam 10 may have fewer joints f1, and the dam body may have only a fewer number of dam sections 10a along the dam axis.

[0034] The armored concrete dam provided in this application addresses several challenges. Firstly, traditional dams rely on surface coatings for protection, but these organic coatings are prone to aging and peeling, leading to protective failure. This application utilizes a rigid armored protective layer, offering superior resistance to UV radiation, cracking, freeze-thaw cycles, and chemical erosion. This significantly extends the dam's service life, improves its durability, reduces environmental erosion, and enhances its long-term aesthetics. Furthermore, the armored unit splicing structure releases deformation stress, allowing for minor displacement at the joints to prevent cracking due to temperature changes or uneven foundation settlement, ensuring long-term protection. Secondly, traditional dams are prone to temperature cracks due to internal and external temperature differences, typically requiring transverse joints to alleviate stress. However, these joints can become seepage channels. Additionally, joint construction necessitates the installation of joint templates, water-stopping facilities, and in some cases, post-construction grouting, increasing construction time and costs. The armored protective layer of this application possesses thermal insulation capabilities. Through its design, the surface temperature of the dam can be regulated, reducing the temperature difference between the inside and outside, and improving the uniformity of the dam's temperature field. This reduces temperature stress, optimizes joint arrangement, and minimizes or eliminates joints, thereby improving the dam's overall integrity, seepage prevention performance, construction efficiency, and economy. Furthermore, the armored protective layer is formed simultaneously with the concrete during pouring, avoiding the problem of easy detachment of traditional external insulation layers and ensuring long-term insulation performance. On another front, in cold regions, the pull and impact of ice on the dam surface can easily cause traditional organic coatings or concrete surface layers to peel off. The armored protective layer of this application has high strength and toughness, effectively resisting ice pull-out forces and reducing damage caused by ice impacts. Moreover, the armored units adopt a spliced ​​structure, and each armored unit can be installed and disassembled independently. Even if partially damaged, it can be replaced individually, reducing maintenance costs. Finally, the armored protective layer can be used as a pouring formwork, replacing traditional reusable formwork, reducing the dismantling process of traditional reusable formwork and improving construction efficiency. Moreover, the protective layer is integrally formed with the concrete, avoiding the bonding failure problem of traditional external protective layers and enhancing the overall structural integrity. In addition, the row-by-row pouring method ensures that the concrete is gradually and evenly accumulated within the formwork, and that the lateral pressure is gradually released and balanced. This can prevent the protective layer formwork from deforming, becoming unstable, or collapsing due to excessive local lateral pressure. It also helps to control the temperature gradient and shrinkage deformation during the pouring process, further improving the overall molding quality and stability.

[0035] According to some embodiments of this application, optionally, the thermal properties of the armor protective layer 110 are designed using the finite element method to increase the length of the dam section and reduce the number of joints in the armor-protected concrete dam.

[0036] In other words, when designing the joints in the dam body, numerical simulations are used to calculate and analyze the temperature stress of the dam. The calculations continue until a stable temperature field is reached inside the dam body, determining the relationship between the thermal conductivity of the armored protective layer and the length of the dam section. Then, considering the topographical and geological conditions of the dam site, the design is carried out according to the principle of overall design or minimizing joints. This approach helps to increase the length of each dam section, reduce the number of joints in the armored protective concrete dam, and ultimately eliminate or reduce the number of joints, improving the overall integrity and seepage prevention performance.

[0037] For example, in some specific embodiments, the thermal performance design of the armor protective layer may include the following steps S1 to S8.

[0038] S1: Obtain environmental parameters, dam foundation material parameters, and dam material parameters for the dam site.

[0039] For example, environmental parameters may include at least the monthly average temperature and / or annual average temperature of the dam site location.

[0040] For example, taking the location of the dam site as location A, the monthly average temperature and annual average temperature of location A are shown in Table 1. The unit of temperature in Table 1 is degrees Celsius (°C).

[0041] Table 1

[0042] The monthly average temperature and / or annual average temperature of the dam site can be the monthly average temperature and / or annual average temperature of the dam site over the past year, or it can be the monthly average temperature and / or annual average temperature of the dam site over the past few years. This application does not limit this.

[0043] For example, the dam foundation material parameters may include at least one of the following: density, elastic modulus, Poisson's ratio, coefficient of linear expansion, specific heat, and thermal conductivity of the dam foundation rock mass.

[0044] For example, taking the dam site as location A, the dam foundation material parameters for location A are shown in Table 2.

[0045] Table 2

[0046] For example, dam material parameters may include at least one of the following: density, elastic modulus, Poisson's ratio, coefficient of linear expansion, specific heat, thermal conductivity, heat dissipation coefficient, adiabatic temperature rise, unit weight, and creep of the dam concrete.

[0047] Table 3 schematically illustrates the material parameters for various types of concrete.

[0048] Table 3

[0049] The creep (creep degree) of concrete can be calculated according to the following expression (1): (1) In expression (1), t represents the observation time. This indicates the loading age, that is, the age at which the concrete begins to bear load. This represents the final elastic modulus, which is the stable elastic modulus of concrete under long-term load. and This is an exponential decay function, controlling the rates of short-term and long-term creep, respectively. A larger decay coefficient (e.g., 0.30) indicates faster creep development but earlier stabilization; a smaller coefficient (e.g., 0.0020) indicates slower creep development but longer creep duration.

[0050] S2: Establish an initial model for three-dimensional simulation analysis of armored concrete dams.

[0051] In S2, for example, the design dimensions of an armored concrete dam can be referenced to create a three-dimensional simulation analysis initial model of the armored concrete dam using finite element software, i.e., a three-dimensional geometric model. The three-dimensional simulation analysis initial model can include the dam body and the armored protective layer.

[0052] For example, in some designs, such as an armored concrete dam with a dam section width of 30m, a dam height of 99.0m, a crest width of 8.0m, an upstream dam slope that is vertical above an elevation of 530.00m and sloped at a ratio of 1:0.2 below, and a downstream dam slope that is 1:0.75, with the starting elevation of the slope being 590.833m. Referring to the above design dimensions of the armored concrete dam, a three-dimensional simulation analysis initial model of the armored concrete dam is established using finite element method software. The established three-dimensional simulation analysis initial model is as follows: Figure 4 As shown.

[0053] Then, the environmental parameters, foundation material parameters, and dam material parameters of the dam site obtained by S1 are input into the finite element software to define the environmental parameters, foundation material parameters, and dam material parameters of the dam site.

[0054] S3: Apply loads and boundary conditions to the initial model for 3D simulation analysis.

[0055] First, initial conditions can be set or applied. Specifically, before performing the casting analysis, the bedrock temperature can be calculated to ensure that the bedrock temperature distribution closely approximates the actual temperature at the start of casting. For example, in some examples, the bedrock temperature can be initially set to the annual average air temperature of the dam site (e.g., 18°C ​​as shown in Table 1). The bedrock surface is a fixed temperature boundary, the four sides are adiabatic temperature boundaries, and the upper surface of the bedrock undergoes convective heat transfer with the air. A 350-day transient heat transfer calculation is performed.

[0056] Next, boundary conditions can be applied. These boundary conditions include, but are not limited to, boundary conditions for the temperature field (thermal boundary conditions) and boundary conditions for the stress field (force boundary conditions).

[0057] Figure 5 The boundary conditions of the applied temperature field are schematically illustrated. For example... Figure 5 As shown, in some embodiments, in the temperature field calculation, the four sides of the foundation are defined as adiabatic surfaces, and the bottom surface is defined as a constant heat flux boundary. The foundation surface is a third-type boundary in contact with the atmosphere, and becomes a first-type boundary after being covered by water. Before the dam impounds water, the upstream and downstream surfaces and the sides of the dam section are all third-type boundaries; after the dam impounds water, the area below the water level elevation upstream and downstream of the dam body is a first-type boundary, and the area above the water level elevation is a third-type boundary.

[0058] Figure 6 The boundary conditions of the applied stress field are schematically illustrated. For example... Figure 6 As shown, in some embodiments, the foundation lateral boundaries are set as normal constraints in stress field calculations, and the foundation surface is set as a three-dimensional fully constrained boundary. No boundary constraints are set for the dam body. Loads such as concrete self-weight, temperature, concrete creep, and water pressure are considered during the construction phase. Uplift pressure, siltation, and ice loads are considered during the impoundment and operation phase.

[0059] Next, a pouring schedule can be developed. The pouring schedule can be flexibly adjusted according to actual conditions, and this application does not impose any limitations on it. For example, in some examples, the plan is to begin pouring concrete for the dam foundation cushion layer and other components, as well as the dam body's rockfill concrete, in early May of the first year of construction. The dam body is planned to be poured to an elevation of 545.0m by the end of March of the second year, and the dam is planned to be poured to its top by the end of January of the fourth year. The thickness of the concrete pouring layers is mostly controlled at 2.0m.

[0060] S4: Based on the finite element method, calculate the temperature stress of the initial model in a three-dimensional simulation analysis after applying loads and boundary conditions.

[0061] In S4, finite element software can be used to calculate the temperature stress of the initial three-dimensional simulation analysis model after applying loads and boundary conditions. For example, taking the initial three-dimensional simulation analysis model with a dam section width of 30m (condition 1) as an example, the calculation result of the initial three-dimensional simulation analysis model with a dam section width of 30m is: the maximum temperature stress is 1.50MPa.

[0062] S5: Calculate the allowable temperature stress of the concrete in an armored protective concrete dam and determine its relationship with the temperature stress.

[0063] For example, the allowable temperature stress of the concrete in an armored concrete dam can be calculated based on the following expression (2): (2) in, This indicates the allowable temperature stress of concrete in an armored concrete dam, expressed in MPa. This indicates the ultimate tensile strength of concrete. This indicates the elastic modulus of concrete, expressed in MPa. The comprehensive safety factor is generally 1.5 to 2.0, but the specific value can be determined based on the importance of the project and the severity of the cracking.

[0064] For example, in some cases, such as the overall safety factor Taking 1.6, we can obtain the allowable temperature stress of concrete for the type A protective concrete dam as follows: .

[0065] After determining the allowable temperature stress of the concrete in the armored protective concrete dam, the relationship between the allowable temperature stress and the temperature stress obtained in S4 can be determined.

[0066] S6: When the temperature stress is less than the allowable temperature stress of the concrete, increase the dam section length of the armored concrete dam and return to the steps of establishing the initial model for the three-dimensional simulation analysis of the armored concrete dam.

[0067] Temperature stress can be influenced by multiple factors, one of which is dam segment length. Under the same conditions (i.e., other factors remain constant), dam segment length and temperature stress are positively correlated. S6 aims to maximize dam segment length and reduce the number of transverse joints. Therefore, when the temperature stress is less than the allowable temperature stress of the concrete, it indicates that the dam segment length of the armored concrete dam can be further increased. In this case, the dam segment length of the armored concrete dam can be increased, and the process can be repeated from S3 to S6, returning to S2 to establish a new 3D simulation analysis model. The dam segment length in the new model is further increased. In some examples, the dam segment length in the 3D simulation analysis model can be increased proportionally (e.g., 5% to 10%) or by a preset step size (e.g., 5 meters to 10 meters), and a new 3D simulation analysis model can be re-established.

[0068] For example, the maximum temperature stress in the initial model of the 3D simulation analysis for a dam section length of 30m is 1.50MPa < 1.80MPa, so it returns to S2. For example, the dam section length is gradually increased in increments of 5m until it exceeds the allowable stress of the concrete. The calculation results are shown in Table 4. As can be seen from Table 4, when the dam section length is 45m, its maximum temperature stress is 1.84MPa > 1.80MPa.

[0069] Table 4

[0070] S7: When the temperature stress is greater than the allowable temperature stress of the concrete, adjust the equivalent heat transfer coefficient of the concrete surface and return to the step of calculating the temperature stress until the temperature stress is less than or equal to the allowable temperature stress of the concrete. Then, use the equivalent heat release coefficient of the concrete surface as the target equivalent heat transfer coefficient.

[0071] Temperature stress can be influenced by multiple factors, one of which is the equivalent heat transfer coefficient of the concrete surface. Under the same conditions (such as when other factors remain constant), the equivalent heat transfer coefficient of the concrete surface is positively correlated with temperature stress. Therefore, temperature stress can be reduced by decreasing the equivalent heat transfer coefficient of the concrete surface, making the temperature stress less than or equal to the allowable temperature stress of the concrete.

[0072] For example, in some embodiments, when the temperature stress exceeds the allowable temperature stress of the concrete, the effective heat transfer coefficient of the concrete surface can be reduced by a preset heat transfer coefficient step size, and the process returns to step S4 to calculate the temperature stress until the temperature stress is just within acceptable limits, i.e., the temperature stress is just less than or equal to the allowable temperature stress of the concrete. The effective heat transfer coefficient of the concrete surface at this point is the target effective heat transfer coefficient corresponding to the length of the dam section. Of course, in other embodiments, based on this, the dam section length can be further increased by further reducing the effective heat transfer coefficient of the concrete surface, taking into account the topographic and geological conditions of the dam site, thereby minimizing joints. In this way, by adjusting the target effective heat transfer coefficient required by the armored protective layer to expand the dam section length, the armored protective concrete dam can be joint-free or have fewer joints. It should be noted that the preset heat transfer coefficient step size can be flexibly adjusted according to actual conditions, and this application does not limit this.

[0073] For example, taking the increase in dam section length from 30m to 45m as an example, through the process of "adjusting the equivalent heat transfer coefficient of concrete surface - calculation - temperature stress not meeting the requirements - changing the equivalent heat transfer coefficient of concrete surface - calculation - temperature stress meeting the requirements", the final result is shown in Table 5. The target equivalent heat transfer coefficient corresponding to a dam length of 45m is 300 (kJ / m·d·℃), and the temperature stress of 1.80MPa at this time is less than or equal to the allowable temperature stress of concrete of 1.80MPa. Of course, based on this, the dam section length can be further increased by further reducing the equivalent heat transfer coefficient, taking into account the topographic and geological conditions of the dam site, thereby minimizing joints.

[0074] Table 5

[0075] S8: Determine the thickness of the armor protection layer based on the target's equivalent heat transfer coefficient.

[0076] For example, in some embodiments, the material type (such as cement-based materials and / or other thermal insulation materials) used in the armor protective layer can be selected first. Then, a heat release coefficient test is conducted on the selected material type to obtain the thickness of the material type when the error between the measured heat release coefficient and the target equivalent heat transfer coefficient is within a preset allowable range, and this thickness is taken as the thickness of the armor protective layer.

[0077] Thus, by designing the thermal properties (such as material and / or thickness) of the armor protective layer using the finite element method and iteratively optimizing the dam segment length, the number of transverse joints can be significantly reduced, enabling the dam to be jointless or have fewer joints, thereby improving the dam's overall integrity and seepage prevention performance. Furthermore, under allowable temperature stress constraints, maximizing the dam segment length can reduce construction costs and long-term maintenance difficulties.

[0078] According to some embodiments of this application, optionally, the strength and durability design parameters of the armored protective layer can be determined based on environmental effects in order to reduce the damage and aging of the dam body concrete of the armored protective concrete dam under the influence of the external environment.

[0079] In some embodiments, the strength and durability design parameters of the armor protective layer can be determined based on meteorological data of the dam site, the hydraulic load on the dam, and chemical erosion. Meteorological data includes, but is not limited to, extreme temperature values ​​(annual temperature range, daily temperature range, extreme maximum temperature, extreme minimum temperature), humidity, precipitation, solar radiation intensity, wind speed, and freeze-thaw cycles at the dam site. Chemical erosion parameters include, but are not limited to, the concentration of water components such as pH value, salinity, sulfate, and chloride ions. The strength design parameters of the armor protective layer include, but are not limited to, compressive strength, tensile strength, abrasion resistance, and impact toughness. The durability design parameters of the armor protective layer include, but are not limited to, frost resistance, impermeability, and chemical corrosion resistance.

[0080] Thus, by determining the strength and durability design parameters of the armor protective layer based on environmental effects, damage such as concrete cracking and freeze-thaw spalling can be reduced, thereby extending the dam's lifespan.

[0081] For example, in some specific embodiments, the strength level of the protective surface layer can be C. 龄期 30-C 龄期 115.

[0082] Thus, the strength range of the protective surface layer covers C 龄期 30 (high strength; the conventional concrete strength grade used in dam construction generally does not exceed C30) to C 龄期 115 (ultra-high strength) can meet the stress requirements of different dam sections.

[0083] In some specific embodiments, the impermeability grade of the protective surface layer is optionally not less than W10.

[0084] W10 indicates that it can withstand 1.0MPa water pressure without seepage, which is far superior to ordinary concrete (usually W4-W6), and can significantly reduce the risk of leakage in dams.

[0085] In some specific embodiments, optionally, for areas where the average monthly temperature of the coldest month of the year is ≤-3℃, the frost resistance rating of the protective surface layer is not less than F150; for areas where the average monthly temperature of the coldest month of the year is >-3℃, the frost resistance rating of the protective surface layer is not less than F100.

[0086] The coldest month of the year is typically January or December. For regions where the average monthly temperature of the coldest month is ≤-3℃ (i.e., cold and frigid regions), the frost resistance rating of the protective surface layer should be no less than F150. F150 means that the strength loss after 150 freeze-thaw cycles is ≤25%, thus coping with the frequent freeze-thaw cycles of reservoir water in frigid regions. For regions where the average monthly temperature of the coldest month is >-3℃ (i.e., temperate regions), the frost resistance rating of the protective surface layer should be no less than F100, thus balancing frost resistance performance and cost.

[0087] Optionally, in some specific embodiments, when using the Rapid Chloride Migration Test (RCM method) for classification, the chloride ion migration coefficient of the protective surface layer is not greater than 10 × 10⁻⁶. -12 ㎡ / s. And / or, when using electrical flux grading, the electrical flux of the protective surface layer shall not exceed 2500C.

[0088] The RCM method and the electrical flux classification method are two different measurement methods. One or both can be chosen as the measurement standard; this application does not limit this choice. Using a protective surface layer with a lower chloride ion migration coefficient and / or lower electrical flux can reduce the risk of corrosion.

[0089] In addition, in some embodiments, the long-term deformation and stress evolution characteristics of the armor protective layer can be analyzed by numerical simulation to verify the design safety and construction rationality of the armor protective layer and anchoring installation structure. The damage types and discrimination criteria are shown in Table 6.

[0090] Table 6

[0091] Table 6 provides the types of damage that armor protective layers may experience during long-term service and their identification criteria, providing crucial information for numerical simulation analysis. As shown in Table 6, for cracking damage, when the maximum principal tensile stress of the armor protective layer is greater than or equal to the material's tensile strength, cracking may occur. In this case, the distribution of principal tensile stress needs to be monitored in the numerical simulation to identify potential cracking damage areas. Furthermore, when the maximum principal compressive stress of the armor protective layer is greater than or equal to the material's compressive strength, excessive local compressive stress may lead to material crushing, requiring separate analysis of the crushing damage area. For plastic deformation damage, when the local cumulative plastic strain of the armor protective layer is greater than or equal to the material's ultimate plastic strain, i.e., under repeated loading or long-term stress, irreversible plastic deformation may occur, indicating the presence of an irreversible deformation zone. For interface debonding / peeling, when the interface shear stress is greater than or equal to the bond strength, or the interface displacement is greater than or equal to the allowable peel displacement, debonding may occur, indicating interface failure.

[0092] According to some embodiments of this application, optionally, the protective surface layer can meet the appearance quality requirements of fair-faced concrete. Table 7 schematically illustrates the appearance quality requirements of fair-faced concrete. As shown in Table 7, the appearance quality requirements of fair-faced concrete may include at least one of the following: color requirements, repair mark quantity requirements, bubble distribution and size requirements, crack size requirements, and roughness requirements.

[0093] Table 7

[0094] As shown in Table 7, in some embodiments, the protective surface layer can meet the appearance quality requirements of ordinary fair-faced concrete. For example, the protective surface layer has no obvious color difference, only a small number of repair marks, meets the requirement of dispersed air bubbles, has a crack width of less than 0.2 mm, and has no obvious leakage, flow, or erosion marks in terms of roughness. As shown in Table 7, in other embodiments, the protective surface layer can also meet the appearance quality requirements of finished fair-faced concrete. The specific requirements are shown in Table 7 and will not be repeated here.

[0095] In this way, the protective surface layer can play a good protective and decorative role, and while taking into account protection, it can further enhance the long-term aesthetics of the dam.

[0096] return Figure 3As shown, according to some embodiments of this application, optionally, seams f2 can be left between any two adjacent rows of protective surface layers 111 along the height direction (Z direction) of the dam body and between any two adjacent armor units 111a along the dam axis direction (X direction). In some examples, the seams f2 between the armor units 111a in any two adjacent rows of protective surface layers 111 can be staggered. That is, the seams f2 between the armor units 111a in two adjacent rows of protective surface layers 111 are staggered from each other.

[0097] Thus, on the one hand, staggered joints prevent the joints from being on the same vertical line, avoiding the formation of continuous weak surfaces. When loads (such as water pressure and ice pull-out force) are transferred through adjacent armor units, the stress distribution is more uniform, reducing the risk of localized cracking. On the other hand, staggered joints prevent water from seeping in a straight line, forcing it to take a longer, more tortuous path, significantly reducing the leakage rate and the risk of leakage.

[0098] According to some embodiments of this application, optionally, a flexible sealing coating may be applied to the inner side of the seam f2 of the protective surface layer 111 by spraying, brushing or rolling. Figure 3 (Not shown). The flexible sealing coating can be selected from one or more materials selected from polyurea, polyurethane, epoxy, acrylic, and their modified systems. Polyurea and its modified systems have a fast curing speed, excellent tensile strength, and elongation at break. Polyurethane and its modified systems have good flexibility, adhesion, and abrasion resistance. Epoxy and its modified systems have high bond strength, hardness, and good chemical resistance. Acrylic and its modified systems have good weather resistance, UV aging resistance, and color retention.

[0099] Thus, by applying a flexible sealing coating, the microscopic voids and uneven areas at joint f2 can be effectively filled, forming a continuous and dense waterproof barrier and improving the water-stopping performance of the joint. Simultaneously, the flexible sealing coating possesses excellent elasticity and deformation capacity, adapting to the minute displacements caused by factors such as temperature changes, water pressure loading, and foundation settlement, enhancing the deformation coordination at the joint and preventing coating cracking or peeling due to stress concentration. Furthermore, the flexible sealing coating also exhibits excellent aging resistance, chemical corrosion resistance, and abrasion resistance, maintaining its physicochemical stability over the long term, thereby improving the overall durability of the joint area, reducing the risk of localized leakage, and further ensuring the long-term safe operation of the dam.

[0100] According to some embodiments of this application, optionally, the protective surface layer 111 can be made of cement-based materials, preferably high-performance cement-based materials (HPCM). For example, high-performance cement-based materials may include cement, fly ash / silica fume / mineral powder, high-efficiency / high-performance water-reducing agents, and high-strength aggregates.

[0101] In some specific embodiments, optionally, the cement-based material may be doped with at least one of phenolic resin, adhesive powder particles, vitrified microspheres, lightweight aggregate, air-entraining agent, or air-adding agent, thereby reducing the bulk density and self-weight of the protective surface layer, improving the material's lightweight properties, and reducing the risk of shrinkage strain and cracking caused by temperature changes and self-weight loads. Simultaneously, some doped materials (such as air-entraining agents and vitrified microspheres) can also improve the material's freeze-thaw resistance, durability, and thermal insulation properties, further enhancing the long-term service performance of the protective surface layer in complex environments. For example, lightweight aggregates include, but are not limited to, at least one of slag, ceramsite, expanded clay, lightweight sandstone, or expanded polystyrene particles.

[0102] In some specific embodiments, alternatively, a spacer area may be provided inside the armor unit, filled with materials with low thermal conductivity or thermal regulation function, such as polyurethane foam, silica aerogel, or phase change material, to reduce the overall heat transfer coefficient / thermal conductivity of the protective surface layer.

[0103] According to some embodiments of this application, optionally, the cement-based material may also contain at least one of cementitious materials, hydrophobic materials, or abrasion-resistant materials.

[0104] For example, cementing materials include, but are not limited to, at least one of fly ash, silica fume, volcanic ash, or blast furnace slag powder. Hydrophobic materials include, but are not limited to, hydrophobic additives, waterproofing agents, or inorganic hydrophobic materials. Abrasion-resistant materials include, but are not limited to, at least one of the following: combinations of aggregates and admixtures, high-strength materials such as basalt, corundum powder, or diamond powder, and elastic reinforcing materials such as rubber fibers or rubber granules.

[0105] Adding cementitious materials to cement-based materials can increase their density and enhance the frost resistance of the protective surface layer. Adding cementitious or hydrophobic materials can also enhance the impermeability of the protective surface layer. Furthermore, adding cementitious materials helps improve the chemical resistance of the protective surface layer. Different combinations of cementitious materials can be used for different chemical attack environments. For example, for sulfate attack, volcanic ash or blast furnace slag powder can be used. For chloride ion penetration, fly ash or silica fume can be added. Adding cementitious or abrasion-resistant materials to cement-based materials also helps improve the abrasion resistance of the protective surface layer.

[0106] According to some embodiments of this application, optionally, in areas with favorable climatic conditions (such as relatively stable and suitable temperature and humidity, and few extreme weather events), the thermal insulation properties of the protective surface layer itself can be used to insulate the dam, thereby regulating the surface temperature of the dam, reducing the temperature difference between the inside and outside, improving the uniformity of the temperature field of the dam, thereby reducing temperature stress, making the dam without joints or reducing joints, and improving the integrity and seepage prevention performance.

[0107] According to some embodiments of this application, optionally, in areas with poor climatic conditions (such as large temperature and humidity variations and frequent extreme weather events), a thermal insulation functional layer can be set on the inner side of the protective surface layer, or the inner side of the protective surface layer can be grooved and filled with thermal insulation material to further improve the thermal insulation performance of the armor protective layer, thereby regulating the surface temperature of the dam, reducing the temperature difference between the inside and outside, improving the uniformity of the temperature field of the dam, thereby reducing temperature stress, making the dam without joints or reducing joints, and improving the integrity and seepage prevention performance.

[0108] Figure 7 This is a partial structural schematic diagram of a section of an armored protective concrete dam according to other embodiments of this application. For example... Figure 7 As shown, according to some embodiments of this application, optionally, the armor protective layer 110 may further include a thermal insulation functional layer 112, which is disposed inside the protective surface layer 111. The thermal insulation material in the armor protective layer 110 may be located in the thermal insulation functional layer 112, and the thermal insulation functional layer 112 may be integrally formed with the protective surface layer 111, or the thermal insulation functional layer 112 may be fixed to the protective surface layer 111 by spraying, bonding, or mechanical connection.

[0109] In some specific embodiments, the material of the thermal insulation functional layer 112 or the thermal insulation material can be selected from at least one of the following: polymer closed-cell thermal insulation material, novel nanomaterial, phase change energy storage material, and cement-based thermal insulation material.

[0110] In some examples, organic and inorganic insulation layers can be used as insulation functional layers, such as extruded polystyrene (XPS), rigid polyurethane foam (PIR, PUR), phenolic foam (PF), cement-based foam board and / or foam glass board, etc.

[0111] Thus, by setting an insulation layer inside the protective surface layer, the low thermal conductivity of the insulation layer can significantly reduce the temperature difference between the inside and outside of the dam concrete, reduce temperature gradient stress, support the design of the dam with fewer or no joints, and reduce the risk of leakage.

[0112] According to some other embodiments of this application, optionally, a groove (not shown in the figure) may be provided on the inner side of the armor unit 111a. The groove is filled with thermal insulation material, which is bonded to the armor unit 111a by its own adhesiveness or an adhesive, which can also improve the thermal insulation performance of the armor protective layer.

[0113] According to some other embodiments of this application, optionally, the armor unit 111a has a hollow chamber (not shown in the figure) and a filling port (not shown in the figure) communicating with the chamber. The filling port can be filled with thermal insulation material, which can also improve the thermal insulation performance of the armor protective layer.

[0114] Figure 8 This is a construction schematic diagram of a section of an armored protective concrete dam according to other embodiments of this application. For example... Figure 2 and Figure 8 As shown, according to some embodiments of this application, optionally, the armored protective layer 110 and the concrete 120 of the dam section can be detachably mechanically anchored, such as by a detachable anchor 130, so as to facilitate the later disassembly and replacement of the protective surface layer 111 and / or the thermal insulation functional layer 112.

[0115] According to some embodiments of this application, optionally, the inner side of the armored protective layer 110 may be covered with an insulating membrane (not shown in the figure) or coated with a release agent to facilitate the removal and separation of the insulating layer 112 and / or the protective surface layer 111 from the concrete 120 of the dam section 10a during maintenance and replacement without affecting the integrity of the dam body. For example, in the absence of an insulating layer 112, an insulating membrane (such as a polyvinyl chloride insulating membrane) or a release agent may be attached between the protective surface layer 111 and the concrete 120 of the dam section to facilitate the removal and separation of the protective surface layer 111 from the concrete 120 of the dam section during maintenance and replacement.

[0116] For example, when the thermal insulation layer 112 is provided, an isolation film or a release agent can be applied between the thermal insulation layer 112 and the concrete 120 of the dam section, and / or between the protective surface layer 111 and the thermal insulation layer 112, so as to facilitate the removal and separation of the protective surface layer 111 and / or the thermal insulation layer 112 from the concrete 120 of the dam section when maintenance or replacement is required.

[0117] According to some embodiments of this application, optionally, a drainage channel (such as a drainage ditch or drainage pipe) is reserved on the side of the armored protective layer 110 near the dam concrete.

[0118] Thus, by reserving drainage channels on the side of the armored protective layer near the dam concrete, small amounts of seepage water (such as rainwater and reservoir water) penetrating the protective layer can be quickly diverted to the water collection system (such as the dam foundation drainage gallery), preventing water pressure buildup. Furthermore, in cold regions, the drainage channels can promptly drain seepage water, preventing moisture from freezing and expanding, thus avoiding spalling of the concrete surface. In addition, the drainage channels prevent moisture from stagnating between the armored protective layer and the concrete for extended periods, preventing interface degradation due to moisture.

[0119] Figure 9 This is a cross-sectional schematic diagram of an armored protective concrete dam according to some embodiments of this application. For example... Figure 9 As shown, according to some embodiments of this application, optionally, the armored protective concrete dam 10 can mainly consist of an armored protective layer 110, a dam body surface concrete 121, and an internal dam body concrete 122. The materials of the dam body surface concrete 121 and the internal dam body concrete 122 can be the same or different, and this application does not limit this. The dam body surface concrete 121 and the dam body internal concrete 122 can be collectively referred to as the aforementioned dam body / dam section concrete 120.

[0120] The armored protective layer 110 can be located on the outermost side of the armored protective concrete dam 10, such as the outermost side of the upstream face a and the downstream face b of the armored protective concrete dam 10. From the outside in, the dam surface concrete 121 can be located at least on the upstream face a of the armored protective concrete dam 10, and is located between the armored protective layer 110 and the internal concrete 122 of the dam body. In addition, the dam surface concrete 121 can also be located on the downstream face b and / or the bottom of the armored protective concrete dam 10.

[0121] Based on the armored concrete dam 10 provided in the above embodiments, this application also provides a method for designing the thermal performance of the armored protective layer of the armored concrete dam. This method can be applied to designing the thermal performance of the armored protective layer of the armored concrete dam 10 provided in the above embodiments.

[0122] Figure 10 This is a flowchart illustrating the design method for the thermal performance of the armored protective layer of an armored protective concrete dam according to some embodiments of this application. Figure 10 As shown, the method may include the following steps: S101: Obtain environmental parameters, dam foundation material parameters, and dam material parameters at the dam site; S102: Establish an initial model for three-dimensional simulation analysis of an armored concrete dam; S103: Apply loads and boundary conditions to the initial model for 3D simulation analysis; S104: Based on the finite element method, calculate the temperature stress of the initial model in a three-dimensional simulation analysis after applying loads and boundary conditions; S105: Calculate the allowable temperature stress of concrete in armored protective concrete dams and determine the relationship between the allowable temperature stress and the temperature stress. S106: When the temperature stress is less than the allowable temperature stress of concrete, increase the dam section length of the armored concrete dam and return to the steps of establishing the initial model for the three-dimensional simulation analysis of the armored concrete dam. S107: When the temperature stress exceeds the allowable temperature stress of the concrete, adjust the equivalent heat transfer coefficient of the concrete surface and return to the step of calculating the temperature stress until the temperature stress is less than or equal to the allowable temperature stress of the concrete. Use the equivalent heat release coefficient of the concrete surface as the target equivalent heat transfer coefficient. By adjusting the target equivalent heat transfer coefficient required by the armored protective layer, the length of the dam section can be increased, so that the armored protective concrete dam has no joints or fewer joints. S108: Determine the thickness of the armor protection layer based on the target's equivalent heat transfer coefficient.

[0123] It should be noted that the specific processes of S101 to S108 have been described in detail above. Please refer to the description of S1 to S8 above for details, and they will not be repeated here.

[0124] According to the technical solution provided in this application, on the one hand, traditional dams rely on surface coatings for protection, but organic coatings are prone to aging and peeling, leading to protective failure. This application employs a rigid armor protective layer, which has stronger resistance to ultraviolet radiation, cracking, freeze-thaw cycles, and chemical erosion, significantly extending the dam's service life, improving its durability, reducing environmental erosion damage, and enhancing the dam's long-term aesthetics. Furthermore, the armor unit splicing structure can release deformation stress, allowing for minor displacement at the joints, preventing cracking of the protective layer due to temperature changes or uneven foundation settlement, ensuring long-term protective effectiveness.

[0125] On the other hand, traditional dams are prone to temperature cracks due to the temperature difference between the inside and outside, usually requiring transverse joints to alleviate stress. However, these joints can become seepage channels. Furthermore, joint construction requires the installation of joint templates, the installation of water-stopping facilities, and in some cases, post-construction grouting, increasing construction time and costs. The armored protective layer of this application has thermal insulation capabilities. Through its design, the surface temperature of the dam can be regulated, reducing the temperature difference between the inside and outside, and improving the uniformity of the dam's temperature field. This reduces thermal stress, optimizes the transverse joint arrangement, and eliminates or reduces the need for joints in the dam, improving its overall integrity, seepage prevention performance, construction efficiency, and economy. In addition, the armored protective layer is formed simultaneously with the concrete during pouring, avoiding the problem of easy detachment of traditional external insulation layers and ensuring long-term insulation performance.

[0126] On the other hand, in cold regions, the pulling and impact of ice on the dam surface can easily cause traditional organic coatings or concrete surfaces to peel off. The armored protective layer of this application has high strength and toughness, effectively resisting ice pull-out forces and reducing damage caused by ice impacts. Moreover, the armored unit adopts a spliced ​​structure, and each armored unit can be installed and disassembled independently. Even if there is local damage, it can be replaced individually, reducing maintenance costs. Furthermore, the armored protective layer can be used as a casting template, replacing traditional reusable templates, which can reduce the dismantling process of traditional reusable templates and improve construction efficiency. In addition, the protective layer is integrally formed with the concrete, avoiding the bonding failure problem of traditional external protective layers and enhancing the overall structural integrity. Furthermore, the row-by-row pouring method ensures that the concrete is gradually and evenly accumulated within the template, and that the lateral pressure is gradually released and balanced. This can prevent the protective layer template from deforming, becoming unstable, or collapsing due to excessive local lateral pressure, while also helping to control the temperature gradient and shrinkage deformation during the pouring process, further improving the overall molding quality and stability.

[0127] According to some embodiments of this application, optionally, the environmental parameters include at least the monthly average temperature and / or annual average temperature of the dam site, the dam foundation material parameters include at least one of the following: density, elastic modulus, Poisson's ratio, linear expansion coefficient, specific heat and thermal conductivity of the dam foundation rock mass, and the dam material parameters include at least one of the following: density, elastic modulus, Poisson's ratio, linear expansion coefficient, specific heat, thermal conductivity, heat dissipation coefficient, adiabatic temperature rise, unit weight and creep of the dam concrete.

[0128] According to some embodiments of this application, optionally, S106: when the temperature stress is less than the allowable temperature stress of the concrete, increasing the dam section length of the armored protective concrete dam may include the following steps: When the temperature stress is less than the allowable temperature stress of the concrete, the length of the armored protective concrete dam section is increased according to the preset length step.

[0129] S107: When the temperature stress exceeds the allowable temperature stress of the concrete, adjusting the equivalent heat transfer coefficient of the concrete surface may include the following steps: When the temperature stress exceeds the allowable temperature stress of the concrete, the equivalent heat transfer coefficient of the concrete surface is reduced according to the preset heat transfer coefficient step size.

[0130] According to some embodiments of this application, optionally, S108: determining the thickness of the armor protective layer based on the target equivalent heat transfer coefficient may include the following steps: Select the type of material used in the armor protection layer; The thickness of the armor protective layer is determined by conducting heat release coefficient tests on materials of different material types, when the error between the measured heat release coefficient and the target equivalent heat transfer coefficient is within a preset allowable range.

[0131] The specific processes of S106 to S108 have been described in detail above. Please refer to the description of S6 to S8 above for details, which will not be repeated here.

[0132] Based on the armored concrete dam 10 provided in the above embodiments, this application also provides a construction method for an armored concrete dam. For example, this construction method can construct the armored concrete dam 10 as provided in the above embodiments.

[0133] Figure 11 This is a schematic flowchart illustrating the construction method of an armored protective concrete dam according to some embodiments of this application. Figure 11 As shown, the construction method includes the following steps: S111: An armored protective layer is pre-installed at the pouring location of the dam section as a pouring template; S112: Pour concrete into the reserved pouring space inside the pouring template. After the concrete solidifies, it is integrally formed with the pre-set armored protective layer to form a dam section.

[0134] Therefore, by replacing traditional reusable formwork with an armored protective layer and connecting it to the cast-in-place concrete inside the dam body via detachable connections such as bolts, the dismantling process of traditional reusable formwork can be reduced, improving construction efficiency. Furthermore, the protective layer is integrally formed with the concrete, avoiding the bonding failure problems of traditional external protective layers and enhancing the overall structural integrity. In addition, the row-by-row pouring method ensures a tight bond between the armored layer and the concrete, preventing delamination or voids and improving structural reliability.

[0135] According to some embodiments of this application, optionally, S111: Pre-setting an armored protective layer as a casting template at the casting location of the dam section may include the following steps: At the pouring location of the dam section, the i-th row of armored protective layer is pre-set as the pouring template for the i-th row of concrete, and the i-th row of armored protective layer is fixed to the surface of the pouring location by the template support structure.

[0136] like Figure 2 and Figure 8 As shown, the armored protective layer 110 is supported by the template support structure 140, and the matching connectors are directly in place. The detachable connectors need to be protected so that they are not solidified by the concrete during the concrete pouring process, so as to ensure that they can be disassembled smoothly in the later stage.

[0137] Accordingly, S112: Pouring concrete within the pouring space reserved inside the pouring formwork may include the following steps: The i-th row of concrete is poured in the pouring space reserved inside the formwork of the i-th row of concrete. Repeat the above steps to construct the (i+1)th row of concrete in the dam section until the dam section is completed.

[0138] According to some embodiments of this application, optionally, the armored protective layer can be installed in a staggered manner, and the construction measures at the joints can meet the waterproofing and drainage design requirements and thermal performance requirements of the protective layer under the corresponding climatic conditions. Furthermore, this method can also be used for the repair and reinforcement of existing dams, and this application does not limit its application to this application.

[0139] It should be understood that the overall structure, partial structure, and cross-sectional structure of the dam provided in the accompanying drawings of the embodiments of this application are merely examples and are not intended to limit this application. Furthermore, the above embodiments provided in this application can be combined with each other unless there is contradiction.

[0140] It should be clarified that the various embodiments in this specification are described in a progressive manner. Similar or identical parts between embodiments can be referred to interchangeably. Each embodiment focuses on describing the differences from other embodiments. According to the embodiments described above, these embodiments do not exhaustively describe all details, nor do they limit this application to only the specific embodiments described. Obviously, many modifications and variations can be made based on the above description. This specification selects and specifically describes these embodiments to better explain the principles and practical applications of this application, thereby enabling those skilled in the art to make good use of this application and modifications based on it. This application is limited only by the claims and their full scope and equivalents.

[0141] Those skilled in the art will understand that the above embodiments are exemplary and not restrictive. Different technical features appearing in different embodiments can be combined to achieve beneficial effects. Based on a study of the drawings, specification, and claims, those skilled in the art should be able to understand and implement other variations of the disclosed embodiments. In the claims, the term "comprising" does not exclude other structures; the quantity refers to "one" but does not exclude multiple; the terms "first" and "second" are used to identify names and not to indicate any particular order. Any reference numerals in the claims should not be construed as limiting the scope of protection. The appearance of certain technical features in different dependent claims does not mean that these technical features cannot be combined to achieve beneficial effects.

Claims

1. An armored concrete dam, comprising a dam body, wherein the dam body includes at least one dam segment along the dam axis, characterized in that, An armored protective layer is pre-set at the location of the dam section as a pouring template. Concrete is poured in the pouring space reserved on the inner side of the pouring template. After the concrete sets and solidifies, it is integrally formed with the pre-set armored protective layer to form the dam section. The armored protective layer includes a protective surface layer set on the outermost side of the dam section. Each row of protective surface layers is spliced ​​together from multiple armored units. The armored protective layer is poured and formed row by row along the height direction of the dam section and the concrete. The armored protective layer has protective and heat-insulating functions, so that the armored protective concrete dam has no joints or reduces the number of joints.

2. The armored protective concrete dam according to claim 1, characterized in that, The thermal properties of the armored protective layer were designed using the finite element method to increase the length of the dam section and reduce the number of joints in the armored protective concrete dam.

3. The armored protective concrete dam according to claim 1, characterized in that, The protective surface layer is made of cement-based material.

4. The armored protective concrete dam according to claim 3, characterized in that, The strength grade of the protective surface layer is C. 龄期 30-C 龄期 115.

5. The armored protective concrete dam according to claim 3, characterized in that, The impermeability grade of the protective surface layer is not less than W10.

6. The armored protective concrete dam according to claim 3, characterized in that, For regions where the average monthly temperature of the coldest month of the year is ≤-3℃, the frost resistance rating of the protective surface layer shall be no less than F150; for regions where the average monthly temperature of the coldest month of the year is >-3℃, the frost resistance rating of the protective surface layer shall be no less than F100.

7. The armored protective concrete dam according to claim 3, characterized in that, When using the chloride ion migration coefficient for classification, the chloride ion migration coefficient of the protective surface layer is no greater than 10 × 10⁻⁶. -12 ㎡ / s; and / or, when using electrical flux division, the electrical flux of the protective surface layer is not greater than 2500C.

8. The armored protective concrete dam according to claim 3, characterized in that, The protective surface layer meets the appearance quality requirements of fair-faced concrete, which include at least one of the following: color requirements, number of repair marks requirements, bubble distribution and size requirements, crack size requirements, and roughness requirements.

9. The armored protective concrete dam according to claim 1, characterized in that, The inner side of the protective surface layer is also provided with a thermal insulation layer. The thermal insulation material in the armor protective layer is located in the thermal insulation layer. The thermal insulation layer is integrally formed with the protective surface layer, or the thermal insulation layer is fixed to the protective surface layer by spraying, bonding or mechanical connection.

10. The thermal insulation layer according to claim 9, characterized in that, The material of the thermal insulation layer is selected from at least one of the following: polymer closed-cell thermal insulation material, novel nanomaterial, phase change energy storage material, and cement-based thermal insulation material.

11. The armored protective concrete dam according to claim 1, characterized in that, The armored protective layer is mechanically anchored to the concrete of the dam section for easy disassembly and replacement later.

12. The armored protective concrete dam according to claim 11, characterized in that, The inner side of the armored protective layer is attached with an isolation membrane or coated with a release agent to facilitate the removal and separation of the thermal insulation layer and / or the protective surface layer from the concrete of the dam section during maintenance and replacement.

13. The armored protective concrete dam according to claim 1, characterized in that, A drainage channel is reserved on the side of the armored protective layer near the concrete of the dam body.

14. The armored protective concrete dam according to claim 1, characterized in that, On the inner side of the joint of the protective surface layer, a flexible sealing coating is applied by spraying, brushing or rolling. The flexible sealing coating is selected from one or more materials selected from polyurea, polyurethane, epoxy, acrylic and their modified systems to improve the water-stopping performance, deformation coordination and durability of the joint, and reduce the risk of local leakage.

15. A method for designing the thermal performance of the armored protective layer of an armored protective concrete dam as described in any one of claims 1 to 14, characterized in that, The method includes: Obtain environmental parameters, dam foundation material parameters, and dam material parameters for the dam site; An initial three-dimensional simulation analysis model for the armored concrete dam was established. Apply loads and boundary conditions to the initial model of the three-dimensional simulation analysis; Based on the finite element method, the temperature stress of the initial model in the three-dimensional simulation analysis after applying loads and boundary conditions is calculated; Calculate the allowable temperature stress of the concrete in the armored protective concrete dam and determine its relationship with the temperature stress. When the temperature stress is less than the allowable temperature stress of the concrete, increase the length of the dam section of the armored concrete dam and return to the step of establishing the initial model of the three-dimensional simulation analysis of the armored concrete dam. When the temperature stress exceeds the allowable temperature stress of the concrete, the equivalent heat transfer coefficient of the concrete surface is adjusted, and the calculation of the temperature stress is repeated until the temperature stress is less than or equal to the allowable temperature stress of the concrete. The equivalent heat release coefficient of the concrete surface is then used as the target equivalent heat transfer coefficient. By adjusting the target equivalent heat transfer coefficient required for the armored protective layer, the dam section length is increased, so that the armored protective concrete dam has no joints or fewer joints. The thickness of the armor protective layer is determined based on the target equivalent heat transfer coefficient.

16. The method for designing the thermal properties of armor protective layers according to claim 15, characterized in that, The environmental parameters include at least the monthly average temperature and / or annual average temperature of the dam site. The dam foundation material parameters include at least one of the following: density, elastic modulus, Poisson's ratio, linear expansion coefficient, specific heat, and thermal conductivity of the dam foundation rock mass. The dam material parameters include at least one of the following: density, elastic modulus, Poisson's ratio, linear expansion coefficient, specific heat, thermal conductivity, heat dissipation coefficient, adiabatic temperature rise, unit weight, and creep of the dam concrete.

17. The method for designing the thermal properties of armor protective layers according to claim 15, characterized in that, When the temperature stress is less than the allowable temperature stress of the concrete, the length of the dam section of the armored concrete dam is increased, including: When the temperature stress is less than the allowable temperature stress of the concrete, the length of the armored protective concrete dam section is increased according to a preset length step. When the temperature stress exceeds the allowable temperature stress of the concrete, adjust the equivalent heat transfer coefficient of the concrete surface, including: When the temperature stress exceeds the allowable temperature stress of the concrete, the equivalent heat transfer coefficient of the concrete surface is reduced according to a preset heat transfer coefficient step size.

18. The method for designing the thermal properties of armor protective layers according to claim 15, characterized in that, Determining the thickness of the armor protective layer based on the target equivalent heat transfer coefficient includes: Select the type of material used in the armor protection layer; The heat release coefficient of the material of the aforementioned material type is tested, and the thickness of the material of the aforementioned material type when the error between the measured heat release coefficient and the target equivalent heat transfer coefficient is within a preset allowable range is obtained, which is taken as the thickness of the armor protective layer.

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