Self-sealing rockfill dam body with isolation assembly and construction method

Abstract

The application discloses a self anti-seepage rockfill concrete dam body with an isolation assembly and a construction method, and the construction method comprises the following steps: erecting a formwork on a layer surface to be poured so as to form a bin surface with the layer surface; and arranging an isolation assembly on the upstream side and / or the downstream side of the bin surface, wherein the isolation assembly comprises a supporting part and an isolation part, the supporting part is erected on the layer surface, the isolation part is fixed above the supporting part, a layer filling space is formed below the isolation part and above the layer surface, and a layer anti-seepage layer is formed after pure concrete is poured in the layer filling space; and wherein the upstream side of the bin surface is located on one side of the water-facing surface of the dam body, and the downstream side of the bin surface is located on one side of the water-back surface of the dam body. The construction method can improve the rockfill rate, reduce the amount of pure concrete in the original design, reduce the hydration heat of the dam body, reduce the cracking risk and simplify the temperature control measures, optimize the material cost, and has good self anti-seepage effect.

Description

Technical Field

[0001] This application relates to the field of water conservancy engineering technology, and in particular to a self-seepage-proof rockfill concrete dam with isolation components and a construction method thereof. Background Technology

[0002] Rockfill concrete dams refer to dam bodies constructed using rockfill concrete. Rockfill concrete specifically refers to high performance self-compacting concrete (HSCC) used to fill the voids in the rockfill body, forming a complete, dense concrete that meets design requirements. Self-compacting concrete is abbreviated as SCC.

[0003] The applications of rockfill concrete dams generally include gravity dams, arch dams, dam reinforcement, and cofferdams. Given these applications, the seepage prevention performance of rockfill concrete dams is crucial. The upstream side of a rockfill concrete dam is constantly impacted by water flow. Generally, the side of the dam closer to the upstream side is called the upstream side, and the side closer to the downstream side is called the downstream side. Therefore, the seepage prevention requirements for the upstream side are generally higher than those for the downstream side. To address this, the upstream side of a rockfill concrete dam typically has a seepage-proof layer along the entire upstream face to prevent leakage. Figure 1 A schematic diagram of the upstream side of a rockfill concrete dam in the prior art is shown. Figure 1 As shown, the dam body 100 is a rockfill concrete dam body. Self-compacting concrete 105 is filled into the gaps between the rocks 101 to form the rockfill concrete. A formwork 102 is provided on the upstream side U of the dam body 100 facing the water. A seepage barrier layer 104 is provided between the formwork 102 and the rockfill concrete to prevent leakage on the upstream side of the dam body 100. The seepage barrier layer 104 contains a steel mesh 103 and is filled with pure self-compacting concrete, i.e., without rockfill. The thickness T of the seepage barrier layer is as follows: Figure 1 As shown. Although setting an anti-seepage layer on the upstream side of the dam can reduce leakage problems, the rockfill concrete itself has good impermeability. The leakage problems mainly occur between layers (between two adjacent upper and lower sections), while the anti-seepage layer mainly functions on the surface (relative to the interlayer, referring to the upstream or downstream side of the dam). In addition, the anti-seepage layer in the existing technology is formed by concrete pouring, and its hydration temperature is higher than that of the rockfill concrete dam body, which will adversely affect the quality of the rockfill concrete dam body. Furthermore, pouring the anti-seepage layer in the existing technology also requires the installation of short-joint water-stop copper sheets and temperature reinforcement, which has a high overall material cost. The existing technology also has a series of problems such as low rockfill ratio and large concrete consumption. Summary of the Invention

[0004] To address the technical problems existing in the prior art, this application proposes a self-seepage-proof rockfill concrete dam with isolation components and a construction method, which can achieve seepage prevention of the dam while reducing construction costs, hydration heat and cracking risk.

[0005] This application proposes a self-seepage-proof rockfill concrete dam with isolation components, formed by pouring multiple sections. The upper surface of each section after pouring is a layer. Isolation components are provided on the upstream and / or downstream sides of the section. The isolation components include a support and an isolation part. The support is erected on the layer, and the isolation part is fixed above the support. An interlayer filling space is formed below the isolation part and above the layer. Pure concrete is poured into the interlayer filling space to form an interlayer seepage-proof layer. The upstream side of the section is located on the water-facing side of the dam, and the downstream side of the section is located on the backwater side of the dam.

[0006] Optionally, the supporting part is a strut, and the insulating part is a frame. The strut stands upright on the layer to support the frame, and an interlayer filling space is formed between the frame and the layer.

[0007] Optionally, the frame is configured as a grid structure formed by intersecting load-bearing beams, or the frame is configured as a fence structure formed by parallel load-bearing beams.

[0008] Optionally, when the frame is configured as a grid structure formed by intersecting load-bearing beams, the minimum spacing between adjacent load-bearing beams in the grid structure is not greater than the minimum particle size of the rubble filling the silo surface; when the frame is configured as a fence structure formed by parallel load-bearing beams, the spacing between the load-bearing beams is not greater than the minimum particle size of the rubble.

[0009] Optionally, the cross-sectional shape of the interlayer filling space along the upstream and downstream directions of the dam body is set as triangular or trapezoidal, the height of the support part of the isolation component gradually decreases from the upstream or downstream side of the dam body towards the interior of the dam body, and the isolation part of the isolation component is inclined at a preset angle relative to the layer.

[0010] Optionally, the cross-sectional shape of the interlayer filling space along the upstream and downstream directions of the dam body is set to rectangular, the support part of the isolation component is at the same height along the upstream and downstream directions of the dam body, and the isolation part of the isolation component is parallel to the layer.

[0011] Optionally, the cross-sectional shape of the interlayer filling space along the upstream and downstream directions of the dam body is set to an irregular shape.

[0012] Optionally, the isolation components are made of precast reinforced concrete, and the grade of the precast reinforced concrete is not lower than that of the concrete used for the dam's rockfill.

[0013] Optionally, the width of the isolation component along the upstream and downstream directions of the dam body shall not be less than 0.5m.

[0014] This application also proposes a construction method for a self-seepage-proof rockfill concrete dam with isolation components. The construction method includes: erecting a formwork on the layer to be poured to form a slab surface; setting isolation components on the upstream and / or downstream sides of the slab surface, forming an interlayer filling space below the isolation components and above the layer; reserving grouting ports and grouting channels within the slab surface on the upstream and / or downstream sides, with the grouting ports, grouting channels, and interlayer filling spaces interconnected; and filling the slab surface with rockfill material, excluding the grouting channels and interlayer filling spaces. In the outer area, a rockfill layer with a preset thickness is formed; the pouring of the seepage prevention layer and the pouring layer: using pouring equipment, concrete is poured into the interlayer filling space through the pouring port and pouring channel to form an interlayer seepage prevention layer between the upper and lower slab surfaces; using pouring equipment, self-compacting concrete is poured into other areas of the slab surface except for the interlayer filling space to form a pouring layer; on the basis of the pouring layer, the slab surface construction, interlayer filling space setting, rockfill filling and self-compacting concrete pouring are repeated until a complete dam body composed of multiple pouring layers is completed.

[0015] Optionally, the pouring of the impermeable layer and the pouring layer further includes: when the impermeable layer is set on the upstream side and / or downstream side of the dam surface, the grouting channel is a reserved filling space for the impermeable layer; inserting a concrete duct along the grouting channel into the interlayer filling space, and using the concrete duct to pour and fill the interlayer filling space; after the concrete filling in the interlayer filling space is completed, gradually lifting the concrete duct; filling the space in the grouting channel during the lifting of the concrete duct, and filling the remaining dam area.

[0016] Optionally, the pouring of the impermeable layer and the pouring layer further includes: when no impermeable layer is provided on the upstream side and / or downstream side of the slab surface, the riprap in the slab is in direct contact with the formwork, and the grouting channel is the filling gap reserved between the riprap; inserting a concrete guide pipe along the grouting channel into the interlayer filling space, and using the concrete guide pipe to pour and fill the interlayer filling space; after the concrete filling in the interlayer filling space is completed, removing the concrete guide pipe; and filling other areas within the slab surface.

[0017] Optionally, the pouring of the impermeable layer and the pouring layer further includes: directly filling the filling space and the pouring channel with concrete through the injection port and the injection channel in sequence, and finally pouring the remaining area of ​​the rockfill concrete dam.

[0018] Optionally, the construction method further includes: after setting up a formwork on the layer to be poured to form a slab surface, setting an isolation component on the upstream side and / or downstream side of the slab surface, forming an interlayer filling space below the isolation component and above the layer; wherein, before the upstream side of the slab surface is located on the water-facing side of the dam body and the downstream side of the slab surface is located on the backwater side of the dam body, the isolation component is embedded before the concrete on the upper surface of the lower slab surface is initially set; and / or, the isolation component is installed after the concrete on the upper surface of the lower slab surface is hardened.

[0019] Optionally, the concrete used for filling the interlayer impermeable layer of the concrete dam body and / or the concrete used in the remaining areas of the concrete dam body shall have an impermeability grade of not less than W6, a strength of not less than C15, and a spread of 500-750mm.

[0020] The self-seepage-proof rockfill concrete dam with isolation components and its construction method proposed in this application can meet the inter-layer seepage prevention requirements of the dam by utilizing the dam's own casting structure (without the need for an additional seepage-proof layer with short-joint water-stop copper sheets and temperature reinforcement), and can also effectively improve the inter-layer seepage prevention performance of the dam. Since the leakage problem of the dam mainly occurs between layers, setting a pure concrete seepage-proof layer between the layers of the dam can effectively solve the leakage problem. Moreover, compared with the layer-level seepage-proof layer in the prior art, the cost of the inter-layer seepage-proof layer is lower. Furthermore, it can reduce the problem of the hydration temperature rise of the layer-level seepage-proof layer being higher than that of the rockfill concrete dam, that is, reduce the adverse effects of the heat released during the solidification of the pure concrete of the seepage-proof layer on the rockfill concrete dam. In other words, the self-seepage-proof rockfill concrete dam with isolation components provided in this application can increase the rockfill ratio, reduce the amount of pure concrete used in the original design, reduce the heat of hydration of the dam, reduce the risk of cracking, simplify temperature control measures, optimize material costs, and achieve good self-seepage prevention effect of the dam. Attached Figure Description

[0021] The preferred embodiments of this application will now be described in further detail with reference to the accompanying drawings, wherein:

[0022] Figure 1 A schematic diagram of the upstream side of a rockfill concrete dam in the prior art is shown;

[0023] Figure 2 A schematic diagram of an isolation component installed within the warehouse surface is shown;

[0024] Figure 3 This is a schematic diagram of the structure of a rectangular isolation component proposed in an embodiment of this application;

[0025] Figure 4 for Figure 3 D-direction view of the structure;

[0026] Figure 5for Figure 3 C-direction view of the structure;

[0027] Figure 6 This is a schematic diagram of the structure of a trapezoidal isolation component proposed in an embodiment of this application;

[0028] Figure 7 for Figure 6 D-direction view of the structure;

[0029] Figure 8 for Figure 6 C-direction view of the structure;

[0030] Figure 9 A schematic diagram of the structure of a frame for an isolation component is shown;

[0031] Figure 10 This is a schematic diagram of a compartment surface with a triangular cross-sectional shape for interlayer filling space according to this application;

[0032] Figure 11 This is a schematic diagram of a compartment surface with a rectangular cross-sectional shape for interlayer filling space according to this application;

[0033] Figure 12 This is a partial cross-sectional schematic diagram of an isolation component made of precast reinforced concrete, as proposed in an embodiment of this application.

[0034] Figure 13 A schematic diagram of the outer contour of a frame for an isolation component is shown;

[0035] Figure 14 This is a schematic flowchart of a construction method for a self-seepage-proof rockfill concrete dam proposed in an embodiment of this application;

[0036] Figure 15 A top view of a warehouse surface is shown;

[0037] Figure 16 A top view of another type of warehouse surface is shown. Detailed Implementation

[0038] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0039] 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 may also be utilized, or structural, logical, or electrical changes may be made to the embodiments of the present application.

[0040] To facilitate understanding of the construction method of a self-seepage-proof rockfill concrete dam proposed in the embodiments of this application, the following is a brief description of the relevant concepts and technical terms that may be involved in the embodiments of this application.

[0041] In the construction of rockfill concrete dams, the term "concrete surface" refers to the collective concrete surface used during the dam pouring process. After pouring, the next layer of concrete surface can be constructed. Additionally, a "layer" generally refers to the upper surface of a poured layer; all concrete surfaces on the entire dam can be called layers. A concrete surface is a construction area formed after formwork is installed on the upstream and / or downstream side of a layer. Due to the large volume of the dam, construction needs to be carried out in sections. Each construction area generally requires formwork on the upstream and / or downstream side; therefore, each segmented construction area is called a concrete surface. The dam requires not only segmented construction between upper and lower layers but also segmented construction within the same layer. The formwork in the dam is a slab structure, generally concrete formwork or concrete gravity formwork.

[0042] This application proposes a rockfill concrete dam with an isolation component. The rockfill concrete dam is formed by pouring multiple sections. The upper surface of each section after pouring is a layer. An isolation component is provided on the upstream and / or downstream side of the section. The isolation component includes a support and an isolation part. The support is erected on the layer, and the isolation part is fixed above the support. An interlayer filling space is formed below the isolation part and above the layer. Pure concrete is poured into the interlayer filling space to form an interlayer seepage-proof layer. The upstream side of the section is located on the water-facing side of the dam body, and the downstream side of the section is located on the backwater side of the dam body.

[0043] In this process, the isolation components are erected on the roof. If there are pre-reserved spaces for the impermeable layer on the upstream and downstream sides of the roof, a certain distance is left between the isolation components and the formwork. The isolation components are connected to the roof through the support, forming an interlayer filling space above the roof and below the isolation components. If there are no pre-reserved spaces for the impermeable layer on the upstream and downstream sides of the roof, one end of the isolation components will be connected to the formwork, forming an interlayer filling space below the isolation components and above part of the roof.

[0044] For ease of understanding, Figure 2 A schematic diagram is shown of an isolation assembly installed within the storage area. For example... Figure 2 As shown, the isolation component 110 is installed inside the storage surface 300. The isolation component 110 includes a support part 805 and an isolation part 804. The support part 805 is erected on the layer 306, and the isolation part 804 is fixed above the support part 805. An interlayer filling space 302 is formed below the isolation part 804 and above the layer 306. Pure concrete is poured into the interlayer filling space 302 to form an interlayer seepage prevention layer.

[0045] In some embodiments of this application, optionally, the supporting part is a strut, and the insulating part is a frame. The strut stands upright on the layer to support the frame, and an interlayer filling space is formed between the frame and the layer. See also Figure 2 As shown, the support part 805 is a strut, and the isolation part 804 is a frame. By setting the support part as a strut and the isolation part as a frame structure, the isolation component can reduce weight and lower production costs while ensuring strength.

[0046] In some embodiments of this application, the frame may optionally be configured as a grid structure formed by intersecting load-bearing beams, or as a fence structure formed by parallel load-bearing beams. For a frame formed by parallel load-bearing beams, the parallel direction of the load-bearing beams can be either transverse or longitudinal, and this application does not limit this. Based on the cross-sectional shape of the interlayer filling space formed by the isolation components, the isolation components can be classified into rectangular isolation components and trapezoidal isolation components, etc. Figure 3 This is a schematic diagram of the structure of a rectangular isolation component proposed in an embodiment of this application. Figure 4 for Figure 3 View of the structure from direction D. Figure 5 for Figure 3 A C-view of the structure. Combined with... Figure 3 , Figure 4 and Figure 5 As shown, the rectangular isolation assembly 800 includes a frame 804 and struts 805. The frame 804 has a grid structure, with each grid edge called a load-bearing beam 910. The load-bearing beams 910 intersect to form the grid-like frame 804. The frame 804 is used to support the rocks inside the silo, preventing the rocks from falling into the interlayer filling space below. The struts 805 are used to support the frame 804, allowing the isolation assembly to stand upright on the level.

[0047] Figure 6 This is a schematic diagram of the structure of a trapezoidal isolation component proposed in an embodiment of this application. Figure 7 for Figure 6 View of the structure from direction D. Figure 8 for Figure 6 A C-view of the structure. Combined with... Figure 6 , Figure 7 , Figure 8As shown, the trapezoidal isolation component 900 also includes a frame 804 and a strut 805. The frame 804 and strut 805 function the same as in the rectangular isolation component. However, since the frame 804 of the isolation component is inclined relative to the horizontal plane, when the trapezoidal isolation component is placed on the plane, the length of the strut 805 of the trapezoidal isolation component will gradually decrease along the width direction of the support surface. The further away from the upstream and downstream sides, the smaller the length of the strut.

[0048] In some embodiments of this application, optionally, when the frame is configured as a grid structure formed by intersecting load-bearing beams, the minimum spacing between adjacent load-bearing beams in the grid structure is not greater than the minimum particle size of the rubble filling the silo surface. When the frame is configured as a fence structure formed by parallel load-bearing beams, the spacing between the load-bearing beams is not greater than the minimum particle size of the rubble.

[0049] In some embodiments of this application, optionally, the frame of the isolation component is configured as a grid structure formed by intersecting load-bearing beams, with the intersections of the load-bearing beams serving as nodes. The isolation component is made of precast reinforced concrete, and the grade of the precast reinforced concrete is not lower than that of the concrete used for the dam's rockfill. Optionally, each grid of the isolation component is configured as a square, and the side length of the square is set to not exceed 30 cm. Figure 9 A schematic diagram of the structure of a frame for an isolation component is shown, such as... Figure 9 As shown, the grid of frame 804 is square with a side length not exceeding 30cm, effectively preventing rubble from falling into the interlayer filling space. The minimum particle size of the rubble is 30cm. If the grid side length is less than 30cm, such as 20cm, some substandard stones of 20-30cm will mix into the interlayer filling space. If the side length is greater than 30cm, such as 40cm, then these qualified stones of 30-40cm will fall into the interlayer filling space, and the isolation effect of the isolation frame will not be achieved. Furthermore, in some embodiments, to prevent rubble from slipping off the isolation component, anti-slip ribs 702 are provided on the nodes of the frame of the isolation component, and / or the grid frame 701 of the isolation component is roughened to prevent the rubble piled on top from slipping. Setting the frame as a mesh structure can reduce the amount of material used in the isolation component while effectively isolating rubble of a certain particle size. In addition, setting the frame as a mesh structure can reduce the weight of the isolation component while ensuring strength, facilitating transportation and construction. It should be noted that the shape of the strut is not limited to rods; other shapes that can support the frame and the riprap concrete on the frame are also acceptable. Additionally, the frame can be a panel-like structure, and the struts matching the panel-like frame can be rods or load-bearing plates, etc. This application does not impose any restrictions, as long as the strength and shape of the struts can match the weight and shape of the frame.

[0050] In some embodiments of this application, optionally, the cross-sectional shape of the interlayer filling space along the upstream and downstream directions of the dam body is set as triangular or trapezoidal, the height of the support part of the isolation component gradually decreases along the upstream or downstream side of the dam body towards the interior of the dam body, and the isolation part of the isolation component is inclined at a preset angle relative to the layer. Figure 10 This is a schematic diagram of a compartment surface with a triangular cross-sectional shape for interlayer filling space, as described in this application. Based on the shape of the interlayer filling space, the isolation component disposed within the compartment surface is referred to as a triangular isolation component. Figure 10 As shown, the triangular isolation component 900 consists of an isolation part 804 and a support part 805, forming an interlayer filling space that is triangular. The height of the support part of the triangular isolation component gradually decreases towards the interior of the dam body from the upstream or downstream side of the dam body. The isolation part of the triangular isolation component is inclined at a predetermined angle relative to the layer. Specifically, the isolation part 804 of the triangular isolation component 900 is inclinedly disposed within the dam surface 300. The triangular isolation component 900 is connected to the layer 306 via the support part 805. An interlayer filling space 302 is formed below the triangular isolation component 900 and above the layer 306. The cross-sectional shape of the interlayer filling space 302 is a triangular compressive strength shape. (Continue to see...) Figure 2 As shown, the interlayer filling space 302 formed by the isolation component 110 above the layer 306 has a trapezoidal cross-sectional shape. The width of the isolation component, i.e., the width along the upstream and downstream directions of the silo surface, can be equal to the width of the impermeable layer in the prior art. The area above the isolation component can be cast with riprap concrete or pure concrete. If riprap concrete is cast, it can save on construction material costs compared to casting the entire impermeable layer as pure concrete in the prior art. In addition, the impermeable layer area above the isolation component can also be cast with pure concrete within a certain distance from the formwork, and riprap concrete in the remaining area. This can also save on construction material costs compared to casting the entire impermeable layer as pure concrete.

[0051] In some embodiments of this application, optionally, the cross-sectional shape of the interlayer filling space along the upstream and downstream directions of the dam body is set to rectangular, the support portion of the isolation component is at the same height along the upstream and downstream directions of the dam body, and the isolation portion of the isolation component is parallel to the layer. Figure 11 This is a schematic diagram of a compartment surface with a rectangular cross-sectional shape for interlayer filling space, as described in this application, wherein the isolation component is a rectangular isolation component 800. For example... Figure 11As shown, the rectangular isolation component 800 stands on the layer 306 and is connected to the layer via the support 805. A rectangular interlayer filling space 302 can be formed below the rectangular isolation component 800. The interlayer filling space 302 is filled with pure concrete. Other areas within the storage area can be poured with riprap concrete, or a certain thickness of pure concrete can be poured between the surfaces, with the remaining areas also filled with riprap concrete. Since the formation of the interlayer filling space can be varied, this application does not limit the specific shape of the interlayer filling space. As long as it is located above the layer within the storage area, below the riprap within the storage area, and the riprap material cannot enter, and is designed for filling with concrete, it is within the protection scope of this application. Furthermore, it should be noted that the isolation part of the isolation component and the formwork can be simply connected, i.e., the connection is not tightly fixed together, and the support part of the isolation component and the layer are only in contact, with the support part standing on the layer. However, in some embodiments, optionally, one end of the isolation part of the isolation component is simply connected to the template, while the support part of the isolation component is inserted into the layer. Specifically, when the isolation component is set, the support part can be inserted into the concrete on the upper surface (layer) of the next layer of the concrete after the concrete has been poured but before it has solidified. In this way, the isolation component can be firmly fixed to the layer after the concrete has solidified.

[0052] In some embodiments of this application, optionally, the cross-sectional shape of the interlayer filling space along the upstream and downstream directions of the dam body is set to an irregular shape. That is, the shape of the interlayer filling space can be irregular, and this application does not specifically limit it.

[0053] In some embodiments of this application, optionally, the width of the isolation component along the upstream and downstream directions of the dam body is not less than 0.5m.

[0054] In some embodiments of this application, optionally, when the isolation component is made of precast reinforced concrete, the precast reinforced concrete and the concrete of the dam body's rockfill concrete use the same grade of concrete. When the temperature is low (0-5℃), especially in winter, an early-strength agent can be added to the precast reinforced concrete to improve the early strength of the isolation component. The design grade of the isolation component's concrete can be the same as that of the dam body's rockfill concrete. The isolation component can be produced, poured, and molded using the same raw materials and mixing equipment as the rockfill concrete, or it can be produced and poured using a free-fall mixer and three-grade aggregate. In winter, when the temperature is low, an appropriate amount of early-strength agent can be added to the concrete to improve the early strength of the isolation component's concrete. The manufacturing cost of the isolation component is relatively low, and its comprehensive construction unit price can be referenced to precast gallery components of the same grade. Therefore, even if an interlayer seepage barrier is added, the manufacturing cost of the dam body can be significantly reduced when the rockfill concrete dam body does not have an interlayer seepage barrier.

[0055] Figure 12This is a partial cross-sectional schematic diagram of an isolation component made of precast reinforced concrete, as proposed in an embodiment of this application. (In conjunction with...) Figure 6 , Figure 8 and Figure 12 As shown, since the cross-sections of the isolation component are identical throughout, this cross-sectional diagram can represent either a load-bearing beam 910 or a strut 805 cut in half. The reinforcing bars 110 are positioned at the four corners of section 112, and the width of the section is W. J The height is H J .

[0056] As an example, Table 1 shows two combinations of parameters for the isolation components:

[0057] Table 1

[0058]

[0059] To illustrate the dimensions represented by each parameter in Table 1, Figure 13 A schematic diagram of the outer contour of a frame for an isolation component is shown. Figure 13 As shown, the length L of the outer contour of the isolation component frame is 2c + b, and the width W of the outer contour of the isolation component frame is 2c + a. In some embodiments of this application, optionally, the width of the outer contour of the isolation component frame is not greater than 1m, and can be set with reference to the thickness of the original design impermeable concrete layer. In Table 1, serial number 1 represents the first isolation component, the outer contour dimensions of the first isolation component are a = 300mm, b = 500mm, c = 80mm, and the cross-sectional width W of the first isolation component is... J Equal to 40mm, height H J It equals 80mm, and the diameter of the steel bar in the first isolation component is 12mm.

[0060] Number 2 represents the second isolation component. The outer contour dimensions of the second isolation component are a = 300mm, b = 500mm, and c = 80mm. The cross-sectional width W of the second isolation component is... J Equal to 40mm, height H J The diameter of the steel bar in the second isolation component is 12mm, which is equal to 80mm.

[0061] Figure 14 This is a schematic flowchart illustrating a construction method for a self-seepage-proof rockfill concrete dam, as proposed in an embodiment of this application. Figure 14 As shown, the construction method includes the following steps:

[0062] S101: Build a template on the layer to be poured so that it forms a slab surface with the layer.

[0063] S102: An isolation component is installed on the upstream and / or downstream side of the dam surface, and an interlayer filling space is formed below the isolation component and above the layer, wherein the upstream side of the dam surface is located on the water-facing side of the dam body, and the downstream side of the dam surface is located on the backwater side of the dam body.

[0064] S103: An injection port and injection channel are reserved in the storage area on the upstream and / or downstream sides, and the injection port, injection channel and interlayer filling space are interconnected.

[0065] S104: Fill the area within the silo surface, excluding the grouting channels and interlayer filling spaces, to form a rockfill layer with a preset thickness.

[0066] S105: Pouring of the seepage barrier layer and the pouring layer: Using pouring equipment, concrete is poured into the interlayer filling space through the pouring port and pouring channel to form the interlayer seepage barrier layer between the upper and lower slab surfaces; using pouring equipment, self-compacting concrete is poured into other areas of the slab surface except for the interlayer filling space to form the pouring layer.

[0067] S106: On the basis of the cast-in-place layer, the surface construction, interlayer filling space setting, rockfill filling and self-compacting concrete pouring are repeated until a complete dam body consisting of multiple cast-in-place layers is completed.

[0068] In step S101, a template is erected on the layer to be poured to form a slab surface with the layer. The template is mainly used to isolate the rock pile to form a rock pile body with a certain shape. Therefore, the template can be a template commonly used in dam construction, or it can be a closed structure such as a masonry wall or a concrete wall. Of course, if there are natural barriers on the layer, the slab surface can be constructed without the use of a template. This application does not limit this.

[0069] In step S102, the isolation component is disposed on the upstream side and / or downstream side of the silo surface. The isolation component is located above the layer and forms an interlayer filling space filled with pure concrete above the layer.

[0070] In step S103, the grouting port and the grouting channel are connected. The grouting port is the entrance for concrete to enter the interlayer filling space. The shape of the grouting port can be fan-shaped, circular, or other polygonal, and this application does not limit this. In some embodiments, the grouting port and grouting channel are intentionally set and can be grouting ports and grouting channels with a certain shape. In some embodiments, the grouting port and grouting channel are naturally formed gaps in the riprap. The grouting port is a gap naturally formed on the surface of the riprap, and concrete can be poured directly from the surface of the riprap during pouring. The grouting channel is a passage formed between the riprap to the interlayer filling space.

[0071] When the grouting inlet and grouting channel are intentionally formed, the diameter of the grouting inlet is generally not less than 20cm to facilitate the pouring of concrete into the interlayer filling space by the concrete pouring equipment. Additionally, the grouting channel is a channel running from top to bottom. If a waterproofing layer is retained on the upstream or downstream side of the formwork, then the grouting channel is the reserved filling space for the waterproofing layer. If a waterproofing layer is not retained on the upstream or downstream side of the formwork, and the riprap is filled into the formwork, with the riprap directly contacting the formwork, then the grouting channel is the reserved filling gap in the riprap near the formwork. For ease of understanding, Figure 15 A top view of a storage tank surface is shown. The upstream (facing side) of storage tank surface 300 is Y, and the downstream (reverse side) is B, as shown. Figure 16 As shown, after the rockfill 101 is filled in the storage area 300, a filling space 501 is reserved between the template 102 and the rockfill body 502. The filling port 503 of the filling space 501 is the grouting port of the grouting channel. The filling space 501 is connected to the interlayer filling space (not shown in the figure). Through the filling port 501, concrete can be filled into the interlayer filling space through the reserved seepage prevention layer filling space 501. In this way, the reserved seepage prevention layer filling space can be regarded as the grouting channel of the interlayer filling space.

[0072] Figure 16 A top view of another type of storage area is shown. The upstream (Y) side of storage area 300 and the downstream (B) side of storage area 300 are shown, as follows. Figure 16 As shown, no anti-seepage layer is reserved on the upstream side of the dam body, meaning that no anti-seepage layer is planned to be set on the upstream side of the dam body. In this way, the grouting channel is the reserved filling gap 601 between the rockfill 101 near the template 102. The filling gap 601 is connected to the interlayer filling space (not shown in the figure). The inlet 602 of the filling gap 601 is the grouting port of the interlayer filling space. Through the inlet 601 and the filling gap 601, concrete can be filled into the interlayer filling space. In this way, the filling gap can be used as a grouting channel to pour concrete into the interlayer filling space.

[0073] In step S104, the riprap is filled into the silo surface. Because an interlayer filling space formed by an isolation component and part of the layer is provided on the silo surface, the riprap cannot enter the interlayer filling space. Therefore, after filling the silo surface with riprap, the riprap can fill the area within the silo surface except for the injection channel and the filling space. Combined with... Figure 2 , Figure 10 and Figure 11As shown, the dam body's surface 300 is filled with riprap 101, which fills the area within the surface except for the grouting channels and interlayer filling spaces 302. During riprap filling, the cleaned riprap can be placed on the isolation components, and care should be taken to handle it gently. Furthermore, the riprap particle size should be no less than 30cm, and the maximum particle size should not exceed 80% of the pouring layer height. The choice of riprap diameter affects the filling performance of the self-compacting concrete. The diameter range selected in this embodiment allows the self-compacting concrete to fill the gaps between the riprap to the maximum extent, forming a dense and solid pouring layer.

[0074] In step S105, concrete is filled into the interlayer filling space through the injection port and injection channel, forming an interlayer impermeable layer between the upper and lower layers. The interlayer impermeable layer is a pure concrete structure. Figure 2 , Figure 10 and Figure 11 As shown, in some embodiments, optionally, the concrete filling the interlayer filling space 302 can be high-grade (one level higher in impermeability than the riprap concrete in the formwork) self-compacting concrete with normal performance (spread 650-750mm); the surface layer area 304 uses high-grade (one level higher in impermeability than the riprap concrete in the formwork) low-flow self-compacting concrete (spread 500-600mm), where the surface layer area refers to the area between the riprap and the formwork in the formwork. In some embodiments, optionally, if no impermeable layer is retained on the upstream or downstream side, the surface layer area 304 refers to the pouring area with a certain width along the upstream and downstream directions of the formwork, including the grouting channel; the remaining dam body area where the riprap and concrete are mixed together uses low-grade, normal-performance self-compacting concrete (spread 650-750mm). The main function of the interlayer seepage barrier is to improve the seepage prevention performance between the layers of the dam. Therefore, the concrete in the interlayer filling space is high-grade (high seepage resistance) concrete. In addition, in order to be able to bond tightly with the dam body containing the rockfill, the concrete filling the interlayer filling space has the same flowability as the concrete filling the rockfill. However, in order to save costs, the concrete in the rockfill can be low-grade (low seepage resistance) concrete. As for the concrete in the interfacial area, considering the seepage prevention requirements of the interfacial area, high-grade (high seepage resistance) concrete needs to be used. In order to prevent excessive flow of interfacial concrete into the interlayer filling space, low-flowability concrete can be selected.

[0075] In some embodiments of this application, optionally, when an anti-seepage layer is provided on the upstream and / or downstream side of the concrete dam, the concrete filling between the concrete dam surfaces is high-grade, low-flow-performance concrete with a spread of 500-600 mm; the concrete filling between the concrete dam layers of the anti-seepage layer is high-grade, normal-flow-performance concrete with a spread of 650-750 mm; the remaining areas of the concrete dam are filled with low-grade, normal-flow-performance concrete with a spread of 650-750 mm, wherein the areas between the dam surfaces are the filling areas of the concrete dam anti-seepage layer.

[0076] In some embodiments of this application, optionally, the filling height of the interlayer infill space concrete is related to the fluidity and spread of the self-compacting concrete. Specifically, when the spread of the interlayer infill space is 650-750mm with self-compacting concrete and its flow slope ratio is 1:10, the filling height of the interlayer infill space concrete is not less than 30cm. When pouring using the riprap concrete construction method proposed in the embodiments of this application, if concrete flows from the grid of the isolation component into the outer riprap body, it indicates that the concrete in the interlayer infill space has been filled and compacted. When the cross-sectional shape of the interlayer infill space is triangular, the height of the interlayer infill space concrete refers to the maximum height of the concrete in the interlayer infill space. Further, in cases such as Figure 9 In the frame of the isolation component shown, optionally, the overall width W of the frame is not greater than 1m, and this overall width is also the width W of the outer contour of the isolation component frame. The overall width of the isolation component is the length of the hypotenuse in the triangular cross-sectional shape of the interlayer filling space; when the cross-sectional shape of the interlayer filling space is rectangular, the height of the concrete filling the interlayer filling space is equal, and the height of the concrete in the filling space is not less than 30cm. In this way, a reasonable flow slope ratio is selected according to the expansion performance of the concrete, and the tilt angle of the isolation component is determined according to the flow slope ratio. When the interlayer filling space is triangular, the ratio of the maximum height of the concrete filling the interlayer filling space to the overall width of the isolation component is proportional to the tilt angle of the isolation component. Therefore, by selecting an appropriate filling height and the overall width of the isolation component, it is possible to match the performance of the filled concrete, thereby achieving the best filling effect and making the concrete in the interlayer filling space densely filled.

[0077] In step 106, after the pouring layer in this section is completed, the pouring of the next section continues until the entire rockfill concrete dam body is poured. Because the rockfill concrete dam body has a large volume, the rockfill concrete needs to be constructed in sections. In some embodiments, after the pouring of one section is completed, a pouring layer is formed. The completed rockfill concrete dam body consists of multiple pouring layers from top to bottom. Furthermore, along the left and right banks of the dam body, multiple sections can be provided on the same level, and multiple pouring layers can be formed after pouring. It should be noted that the interlayers mentioned in this application mainly refer to the interlayers between upper and lower layers.

[0078] The dam constructed using the self-seepage-proof rockfill concrete dam construction method proposed in this application not only meets the inter-layer seepage prevention requirements of the dam body through its own cast-in-place structure (eliminating the need for an additional seepage-proof layer with short-joint water-stop copper sheets and temperature reinforcement), but also effectively improves the inter-layer seepage prevention performance of the dam body. Since the leakage problem of the dam body mainly occurs between layers, setting a pure concrete seepage-proof layer between the dam body layers can effectively solve the leakage problem. Furthermore, compared to the surface seepage-proof layer in the prior art, the cost of the inter-layer seepage-proof layer is lower. Moreover, it can reduce the problem of the hydration temperature rise being higher than that of the rockfill concrete dam body due to the surface seepage-proof layer, i.e., reduce the adverse effects of the heat released during the solidification of the pure concrete seepage-proof layer on the rockfill concrete dam body.

[0079] In some embodiments of this application, optionally, step S105: pouring of the impermeable layer and the casting layer: using a pouring device to pour concrete into the interlayer filling space through the pouring port and pouring channel to form an interlayer impermeable layer between the upper and lower layers; using the pouring device to pour self-compacting concrete into other areas of the surface except for the interlayer filling space to form the casting layer further includes the following steps:

[0080] S1051: When an impermeable layer is installed on the upstream and / or downstream side of the silo surface, the injection channel is the reserved filling space for the impermeable layer.

[0081] If a seepage barrier layer is retained on the upper or lower side of the dam body, a seepage barrier layer needs to be installed on the upstream and / or downstream side of the dam surface. The grouting channel is the reserved filling space for the seepage barrier layer. The filling space of the seepage barrier layer refers to the filling space left between the rockfill and the formwork during rockfill construction for filling concrete. In this way, it is not necessary to deliberately leave a grouting channel in the dam surface to connect with the interlayer filling space.

[0082] S1052: Insert a concrete guide pipe along the grouting channel into the interlayer filling space, and use the concrete guide pipe to pour and fill the interlayer filling space.

[0083] Among them, concrete ducts are mainly used to transport self-compacting concrete.

[0084] S1053: After the concrete filling in the interlayer filling space is completed, gradually lift the concrete guide pipe.

[0085] The concrete tremie pipe is lifted while being poured, and the concrete is lifted along the pouring channel. During the lifting process, concrete can be poured into the pouring channel to quickly pour the concrete in the formwork.

[0086] S1054: Filling the space within the grouting channel and filling the remaining dam area during the lifting of the concrete tremie pipe.

[0087] The concrete in the riprap area is poured last, so that the self-compacting concrete that enters the riprap body will remain in the riprap body area and combine with the concrete in the inter-surface waterproof layer and the concrete in the inter-layer waterproof layer to form a dense composite.

[0088] In some embodiments of this application, optionally, step S105: pouring of the impermeable layer and the casting layer: using a pouring device to pour concrete into the interlayer filling space through the pouring port and pouring channel to form an interlayer impermeable layer between the upper and lower layers; using the pouring device to pour self-compacting concrete into other areas of the surface except for the interlayer filling space to form the casting layer further includes the following steps:

[0089] S1051': When no seepage barrier is provided on the upstream and / or downstream side of the silo surface, the rockfill material in the silo surface is in direct contact with the template, and the grouting channel is the filling gap reserved between the rockfill materials.

[0090] If no seepage barrier is provided on the upstream and downstream sides of the silo, the rubble will be directly adjacent to the formwork during the silo filling process. However, in order to fill the interlayer filling space with concrete, a gap must be left between the rubble to connect the interlayer filling space for concrete pouring. This gap between the rubble is the reserved grouting channel.

[0091] S1052': Insert a concrete guide pipe along the grouting channel into the interlayer filling space, and use the concrete guide pipe to pour and fill the interlayer filling space.

[0092] S1053': After the concrete filling in the interlayer infill space is completed, the concrete guide pipe is removed;

[0093] S1054': Fill other areas within the filling chamber.

[0094] Steps S1051' to S1054' are basically similar to steps S1051 to S1054, the only difference being the different injection channels, and the other construction steps are basically the same.

[0095] In some embodiments of this application, optionally, the pouring of the impermeable layer and the pouring layer further includes: directly filling concrete into the filling space and the pouring channel sequentially through the grouting port and the grouting channel, and finally pouring concrete into the remaining area of ​​the rockfill concrete dam. The pouring equipment can directly pour concrete into the interlayer filling space and the grouting channel through the grouting port and the grouting channel. Regardless of whether an impermeable layer is provided or not, the interlayer filling space can be poured directly through the grouting port and the grouting channel. If the grouting port and the grouting channel are not intentionally left, but are naturally formed after the rockfill is piled up, then the grouting port and the grouting channel are naturally formed gaps between the rockfill, and pouring the interlayer filling space directly through the grouting port and the grouting channel also includes the pouring method of pouring directly from the surface of the rockfill.

[0096] Optionally, in some embodiments of this application, the riprap concrete construction method proposed in this application further includes:

[0097] After constructing formwork on the layer to be poured to form the slab surface, isolation components are installed on the upstream and / or downstream sides of the slab surface, creating an interlayer filling space below the isolation components and above the slab surface. Specifically, the upstream side of the slab surface is located on the water-facing side of the dam body, and the downstream side is located on the backwater side of the dam body. The isolation components are installed before the initial setting of the concrete on the upper surface of the next slab surface's pouring layer; and / or, after the concrete on the upper surface of the next slab surface's pouring layer has hardened. The installation sequence of the isolation components can be divided into two types: the isolation components can be installed before the initial setting of the next layer of riprap concrete, or after hardening. The isolation components can be installed by being transported into the slab surface using a crane or tower crane. When installing the isolation components, the installation angle is slightly larger than the concrete flow slope angle. If the isolation component is a structure composed of a frame and struts, then the installation angle of the isolation component is the angle between the frame and the slab surface. This prevents a large amount of concrete from flowing into the riprap area when filling the interlayer filling space with riprap concrete.

[0098] In some embodiments of this application, optionally, the concrete used to fill the interlayer seepage prevention layer of the concrete dam body and / or the concrete used in the remaining areas of the concrete dam body has a seepage resistance grade of not less than W6, a strength of not less than C15, and a spread of 500-750mm, wherein the interlayer of the dam body is the filling area of ​​the concrete dam seepage prevention layer.

[0099] The beneficial effects of this application will be explained below with reference to calculation formulas and specific embodiments (the isolation component is a structure composed of struts and frames):

[0100] 1. Design value of strut bearing capacity S 设计 Calculation formula:

[0101] S设计 ≥R 实际 R 实际 =1.05×S G1K +1.20×S G2K , (kPa);

[0102] S G1K =ρ 预制件 ·g·h1·(1 / n);

[0103] S G2K =ρ RFC ·g·h2·(1 / n);

[0104] Among them, R 实际 S represents the actual load-bearing capacity on the strut. G1K For the effect of frame self-weight load, ρ 预制件 The apparent density of the precast components can be between 2400-2500 kg / m³. 3 Select within the range; g is the acceleration due to gravity, taken as 9.8 N / kg; h1 is the height of the precast component (i.e., the distance h1 between the frame of the isolation component and the layer), which can be selected within the range of 0.2 to 0.4 m; n is the percentage of the strut area to the frame area, which should preferably not be less than 25%; S G2K For the effect of the self-weight load of riprap concrete; ρ RFC The apparent density of riprap concrete can be between 2450-2550 kg / m³. 3 The height of the riprap concrete pouring in the frame area is selected within the range of 1.1 to 1.8 m (i.e., the pouring layer thickness h1); n is the percentage of the strut area to the frame area, which should preferably be no less than 25%.

[0105] Design value S of strut bearing capacity of isolation component 设计 It should be greater than the load R borne by the isolation component. 实际 This ensures that the isolation components have sufficient strength to support the cast-in-place layer above them.

[0106] 1.2. Formula for calculating permeability:

[0107]

[0108] Where: q is the permeability, in Lu; Q is the injection flow rate, in L / min; P is the total pressure acting in the test section, in MPa; L is the length of the test section, in m;

[0109] When the water pressure P is 1MPa, and the water injection rate Q (L / min) per minute is 1L per meter of test section length L (m), it is called 1Lu; by drilling water pressure test and in-hole television observation in the frame area, the overall impermeability and compaction effect of the frame and the interlayer area and the contact part of the frame and the riprap concrete are evaluated.

[0110] 3. To verify the feasibility of the construction method proposed in the embodiments of this application, Table 2 shows the parameters of three dams equipped with isolation components.

[0111] Table 2

[0112]

[0113]

[0114] The first group is number 1, project name is GZSQ, dam type is arch dam. The outer contour dimensions of the isolation component frame installed in this dam body are a = 300mm, b = 500mm, and c = 80mm. For the frame dimensions represented by a, b, and c, please refer to [link to relevant documentation]. Figure 10 As shown; the cross-sectional dimensions of the isolation component, width W J Equal to 40mm, height H J The diameter of the reinforcing steel in the isolation component is 12mm; the distance h1 between the isolation component and the layer (i.e., the height h1 of the precast component) is 0.2m. If the isolation component is a triangular isolation component, this height is the maximum height of the frame along the support leg direction; the height h2 of the cast-in-place layer is 1.3m; the percentage of the strut area to the frame n is equal to 25%; the actual bearing capacity R of the isolation component. 实际 Equal to 177 kPa; Concrete core sampling and core sample appearance: Core sample acquisition rate 98.8%, and the appearance is complete and smooth. A core sample refers to a cylindrical column cut downwards along the height of the entire poured layer (the height of the entire poured layer within the dam, including the height of the interlayer filling space). The height of this column is equal to the height of the entire poured layer. The extracted column is the core sample. The core sample acquisition rate is obtained by comparing the height of the core sample with the preset angle of the entire poured layer. The higher the core sample acquisition rate, the smaller the gaps in the rockfill concrete and the higher the density of the rockfill concrete. The borehole wall for in-hole television observation refers to drilling holes within the poured layer and using television imaging to observe the bonding performance of the borehole wall. The first group shows dense bonding and excellent adhesion at the contact surface, where the contact surface refers to the contact surface between the isolation component and the rockfill concrete. The denser the contact surface, the higher the seepage prevention performance. The permeability of the first group is 1.5 Lu, which is less than the 3 Lu permeability of existing rockfill concrete dams. The overall evaluation of this group of dams is excellent.

[0115] The second group is number 2, project name is FJPK, dam type is gravity dam, the outer contour dimensions of the isolation component frame inside the gravity dam are a = 400mm, b = 650mm, c = 90mm; the cross-sectional dimensions of the isolation component are: width W J Equal to 50mm, height H JThe diameter of the reinforcing bars in the isolation component is 14mm; the distance h1 between the isolation component and the layer (i.e., the height h1 of the precast component) is 0.3m; the height h2 of the cast-in-place layer is 1.5m; the percentage of the strut area to the frame, n, is 30%; the actual bearing capacity R of the isolation component is... 实际 The pressure was 175 kPa; the concrete core samples and their appearance were as follows: the core sample acquisition rate was 96.5%, and the appearance was basically intact; the borehole wall observation results showed that there were gaps of <0.5 mm at the contact surface, and some core samples were broken; the permeability was 2.6 Lu, which is less than the permeability of 3 Lu in the existing rockfill concrete dam. The overall evaluation of this group of dams was good.

[0116] The third group is number 3, project name is SCMLW, dam type is gravity dam, the outer contour dimensions of the isolation component frame inside the gravity dam are a equal to 500mm, b equal to 800mm, c equal to 100mm; the cross-sectional dimensions of the isolation component are: width W J Equal to 60mm, height H J The diameter of the reinforcing bars in the isolation component is 16mm; the distance h1 between the isolation component and the layer (i.e., the height h1 of the precast component) is 0.4m; the height h2 of the cast-in-place layer is 1.7m; the percentage of the strut area to the frame, n, is 33%; the actual bearing capacity R of the isolation component is... 实际 The core pressure was 185 kPa. The core samples and their appearance were as follows: the core sample acquisition rate was 98.2%, and the samples were intact and smooth. The results of the borehole wall observation by television showed that the contact surface was tightly bonded and the cementation was excellent. The permeability was 0.8 Lu, which is less than the permeability of 3 Lu in the existing rockfill concrete dam. The overall evaluation of this dam group was excellent.

[0117] As shown in Table 2, the struts of the isolation components can support the actual load-bearing capacity on them. The high rates of concrete core sampling and core sample appearance indicate that the concrete layer with the isolation components has good compaction performance and meets the standards. Through borehole television observation, it can be seen that the bond between the isolation components and the rockfill concrete is relatively tight, and most of the contact surfaces between the isolation components and the upper rockfill concrete are tightly bonded, demonstrating excellent adhesion. Furthermore, the permeability q of all three dam bodies is less than 3Lu, where 3Lu is the standard value for permeability of rockfill concrete dam bodies. According to the table, the permeability of the dam bodies obtained using the rockfill concrete construction method proposed in this application is less than the standard value, indicating that the dam bodies obtained using the construction method provided in this application can meet the seepage prevention requirements.

[0118] In summary, the construction method proposed in this application can meet the specifications after optimizing material costs, and the dam itself has good seepage prevention effect. At the same time, it reduces the heat of hydration of the dam body, reduces the risk of cracking, and simplifies temperature control measures. Specifically, the simplified temperature control measures mean that the short joint water-stop copper sheet and temperature reinforcement are not required. In addition, it increases the rockfill ratio and reduces the amount of pure concrete used in the original design. Therefore, it can optimize material costs. Even though the frame fabrication and installation also increase the cost, this part of the cost is significantly lower than that of pure concrete pouring.

[0119] The above embodiments are for illustrative purposes only and are not intended to limit the scope of this application. Those skilled in the art can make various changes and modifications without departing from the scope of this application. Therefore, all equivalent technical solutions should also fall within the scope of this application.

Claims

1. A self-seepage-proof rockfill concrete dam with isolation components, formed by pouring multiple sections, wherein, The upper surface of a single slab surface after pouring is a slab surface, characterized in that an isolation component is provided on the upstream side and / or downstream side of the slab surface, the isolation component including a support part and an isolation part, the support part being erected on the slab surface, the isolation part being fixed above the support part, and an interlayer filling space being formed below the isolation part and above the slab surface, and an interlayer seepage-proof layer is formed after pure concrete is poured in the interlayer filling space; wherein, the upstream side of the slab surface is located on the water-facing side of the dam body, and the downstream side of the slab surface is located on the backwater side of the dam body.

2. The self-seepage-proof rockfill concrete dam with isolation components according to claim 1, characterized in that, The supporting part is a strut, and the isolating part is a frame. The strut stands upright on the layer to support the frame, and the interlayer filling space is formed between the frame and the layer.

3. The self-seepage-proof rockfill concrete dam with isolation components according to claim 2, characterized in that, The frame is configured as a grid structure formed by intersecting load-bearing beams, or the frame is configured as a fence structure formed by parallel load-bearing beams.

4. The self-seepage-proof rockfill concrete dam with isolation components according to claim 3, characterized in that, When the frame is configured as a grid structure formed by intersecting load-bearing beams, the minimum spacing between adjacent load-bearing beams in the grid structure is not greater than the minimum particle size of the riprap filling the silo surface. When the frame is configured as a fence-like structure formed by parallel load-bearing beams, the spacing between the load-bearing beams is not greater than the minimum riprap particle size.

5. The self-seepage-proof rockfill concrete dam with isolation components according to claim 1, characterized in that, The interlayer filling space is set to a triangular or trapezoidal cross-sectional shape along the upstream and downstream directions of the dam body. The height of the support part of the isolation component gradually decreases from the upstream or downstream side of the dam body towards the interior of the dam body. The isolation part of the isolation component is tilted at a preset angle relative to the layer.

6. The self-seepage-proof rockfill concrete dam with isolation components according to claim 1, characterized in that, The interlayer filling space is rectangular in cross-sectional shape along the upstream and downstream directions of the dam body. The support part of the isolation component is at the same height along the upstream and downstream directions of the dam body, and the isolation part of the isolation component is parallel to the layer.

7. The self-seepage-proof rockfill concrete dam with isolation components according to claim 1, characterized in that, The interlayer filling space has an irregular cross-sectional shape along the upstream and downstream directions of the dam body.

8. The self-seepage-proof rockfill concrete dam with isolation components according to claim 1, characterized in that, The isolation components are made of precast reinforced concrete, and the grade of the precast reinforced concrete is not lower than that of the concrete used for the dam's rockfill.

9. The self-seepage-proof rockfill concrete dam with isolation components according to claim 1, characterized in that, The width of the isolation component along the upstream and downstream directions of the dam body is not less than 0.5m.

10. A construction method for a self-seepage-proof rockfill concrete dam with isolation components as described in any one of claims 1-9, characterized in that, The construction method includes: Build a formwork on the layer to be poured so that it forms a slab surface with the layer; An isolation component is provided on the upstream and / or downstream side of the storage surface, and an interlayer filling space is formed below the isolation component and above the layer. An injection port and an injection channel are reserved in the storage surface on the upstream side and / or downstream side, and the injection port, the injection channel and the interlayer filling space are interconnected. The riprap is filled in the area within the silo surface excluding the injection channel and the interlayer filling space to form a riprap layer with a preset thickness. Pouring of the seepage barrier layer and the pouring layer: Concrete is poured into the interlayer filling space through the injection port and the injection channel using the pouring equipment to form an interlayer seepage barrier layer between the upper and lower storage surfaces; Self-compacting concrete is poured into other areas of the storage surface except for the interlayer filling space using the pouring equipment to form a pouring layer. Based on the aforementioned pouring layers, the process of building the slab surface, setting up interlayer filling spaces, filling with riprap, and pouring self-compacting concrete is repeated until a complete dam body consisting of multiple pouring layers is completed.

11. The construction method according to claim 10, characterized in that, The pouring of the impermeable layer and the pouring layer further includes: When a seepage-proof layer is installed on the upstream and / or downstream side of the silo surface, the injection channel is the reserved filling space for the seepage-proof layer; A concrete conduit is inserted into the interlayer filling space along the grouting channel, and the interlayer filling space is filled by pouring concrete through the conduit. After the concrete filling in the interlayer infill space is completed, the concrete guide pipe is gradually lifted. During the process of lifting the concrete tremie pipe, the space inside the grouting channel is filled, as well as the remaining dam area is filled.

12. The construction method according to claim 10, characterized in that, The pouring of the impermeable layer and the pouring layer further includes: When no impermeable layer is provided on the upstream and / or downstream side of the silo surface, the rockfill material in the silo surface is in direct contact with the template, and the injection channel is the filler gap reserved between the rockfill material. A concrete conduit is inserted into the interlayer filling space along the grouting channel, and the interlayer filling space is filled by pouring concrete through the conduit. After the concrete filling in the interlayer infill space is completed, the concrete guide pipe is removed. Fill other areas within the filling chamber.

13. The construction method according to claim 10, characterized in that, The pouring of the impermeable layer and the pouring layer further includes: Concrete is directly filled into the filling space and the filling channel through the injection port and injection channel in sequence, and finally the remaining areas of the rockfill concrete dam are poured.

14. The construction method according to claim 10, characterized in that, The construction method also includes: After a template is erected on the layer to be poured to form a slab surface, an isolation component is installed on the upstream and / or downstream side of the slab surface, and a layer filling space is formed below the isolation component and above the layer; wherein, before the upstream side of the slab surface is located on the water-facing side of the dam body and the downstream side of the slab surface is located on the back side of the dam body, the isolation component is embedded before the concrete on the upper surface of the pouring layer of the lower slab surface initially sets. Alternatively, the isolation components can be installed after the concrete on the upper surface of the lower silo layer has hardened.

15. The construction method according to claim 10, characterized in that, The concrete used to fill the interlayer seepage-proof layer of the concrete dam and / or the concrete used in the remaining areas of the concrete dam shall have a seepage resistance grade of not less than W6, a strength of not less than C15, and a spread of 500-750mm.

Images