Anti-seepage wall connecting structure, anti-seepage earth and rockfill dam and construction technology of anti-seepage earth and rockfill dam

Abstract

The invention discloses an anti-seepage wall connecting structure, an anti-seepage earth and rockfill dam and a construction technology thereof, and relates to the technical field of earth and rockfill dams, the anti-seepage earth and rockfill dam comprises a guide rail groove, a guide rail and a waterproof filling layer, the upper end of the guide rail is movably inserted into the guide rail groove, the lower end of the guide rail is connected with the upper surface of an anti-seepage wall, and the guide rail is clamped in a notch of a covering layer where the anti-seepage wall is located; the guide rail grooves and the guide rails are poured in the waterproof filling layer and laid on the covering layer along the axis of the dam. The suspended diaphragm wall adopts a guide rail groove, guide rail and waterproof combined structure, the structure is simple, the manufacturing cost can be saved, and the cost performance is high; the guide rail grooves and the guide rails can be prefabricated in corresponding specifications, so that the construction convenience is improved, and the construction period can be greatly shortened; the guide rail grooves are matched with the guide rails, so that differential settlement of the concrete core wall, the base of the concrete core wall, the anti-seepage wall and surrounding soil bodies can be well adapted, the settlement difference between the anti-seepage wall and dam body rockfill and the settlement difference between the anti-seepage wall and a covering layer are reduced, and the method is suitable for a core wall dam of a hanging type anti-seepage system of a deep and thick covering layer earth and rockfill dam.

Description

Technical Field

[0001] The invention relates to the technical field of earth-rock dams, and in particular to an anti-seepage wall connection structure, an anti-seepage earth-rock dam and a construction process thereof. Background Art

[0002] In the construction process of earth-rock dams, water seepage is one of the most important considerations. When the proposed earth-rock dam is located on a thick overburden and cannot be directly located on the bedrock, if the waterproofing problem in the dam body and the thick overburden is not properly handled, it may affect the water storage capacity of the project and cause serious safety hazards. In the construction of earth-rock dams in water conservancy and hydropower projects, the dam body is usually treated with concrete panels or impermeable anti-seepage core walls. However, due to the uneven settlement of the dam body caused by the dam foundation overburden, there is currently no economical and efficient anti-seepage structure and measures for the thick overburden of earth-rock dams. Anti-seepage methods that can simultaneously meet deformation coordination and economical and efficient needs further research.

[0003] Concrete cut-off wall has the characteristics of low elastic modulus, strong ability to adapt to deformation, simplicity, economy and high efficiency. These advantages make concrete cut-off wall the preferred method for anti-seepage treatment of earth-rock dam foundation, and have achieved remarkable results. However, under the action of loads such as the deadweight of the dam body, there is a problem of uncoordinated deformation between the cut-off wall and the covering layer, resulting in a settlement difference between the two, which may cause structural damage. Therefore, it is particularly important to reduce the settlement difference between the cut-off wall and the covering layer.

[0004] When building an earth-rock dam on a thick overburden, an anti-seepage system composed of a core wall and a concrete cut-off wall can be used. The anti-seepage system consists of a core wall and a concrete cut-off wall. Since the elastic modulus of the concrete cut-off wall is quite different from that of the overburden and the depth of the overburden is large, under the action of the deadweight of the dam body, the displacement between the overburden and the cut-off wall is not coordinated, resulting in a large settlement difference between the two, which may lead to problems such as cracks in the cut-off wall and damage to the overburden soil. At the same time, under the influence of the penetration force, the cut-off wall structure will also undergo horizontal displacement. If the core wall and the concrete cut-off wall are rigidly connected, the connection is prone to damage. Therefore, the reasonable connection type between the core wall and the concrete cut-off wall is a key issue for this type of dam structure. There is an urgent need for an anti-seepage wall connection structure suitable for earth-rock dams with thick overburden, which can adapt to large deformation conditions with complex stress distribution. Summary of the invention

[0005] The purpose of the present invention is to provide an anti-seepage wall connection structure, an anti-seepage earth-rock dam and a construction process thereof, so as to solve the problems existing in the above-mentioned prior art and enable the suspended anti-seepage wall of the earth-rock dam in the deep covering layer to achieve the goal of being both anti-seepage and adaptable to large deformation.

[0006] To achieve the above object, the present invention provides the following solutions:

[0007] The present invention provides an anti-seepage wall connection structure, comprising a guide rail groove, a guide rail and a waterproof filling layer, wherein the upper end of the guide rail is movably inserted in the guide rail groove, and the lower end is connected to the upper surface of the anti-seepage wall, the guide rail is clamped in a notch of a covering layer where the anti-seepage wall is located, the guide rail groove and the guide rail are cast in the waterproof filling layer, and the guide rail groove and the guide rail are both laid on the covering layer along the axis of the dam.

[0008] Preferably, the cross section of the guide rail groove is T-shaped, and the cross section of the guide rail is I-shaped; the guide rail groove and the guide rail are both made of waterproof stainless steel.

[0009] Preferably, the waterproof filling layer is a plastic waterproof filler, and the cross-section of the waterproof filling layer is a trapezoid.

[0010] Preferably, the lower end of the guide rail is connected to the upper surface of the anti-seepage wall via expansion bolts, and the connection between the guide rail and the expansion bolts is coated with waterproof sealant.

[0011] The present invention also discloses an anti-seepage earth-rock dam, comprising the above-mentioned anti-seepage wall connection structure, a rockfill body, a core rockfill dam and an anti-seepage wall, wherein the anti-seepage wall is cast in the covering layer, the core rockfill dam and the rockfill body are arranged above the covering layer, the rockfill body is arranged on both sides of the core rockfill dam, the anti-seepage wall is suspended on the upper surface of the covering layer through the anti-seepage wall connection structure, and the anti-seepage wall connection structure is located on the center line of the core rockfill dam.

[0012] Preferably, the material of the rockfill body includes at least one of slag, pebbles or blasted stones.

[0013] Preferably, the height of the cut-off wall is at least 1 / 3 of the thickness of the covering layer, and the thickness of the cut-off wall is calculated by making the permeability gradient obtained by finite element simulation analysis of the cut-off wall simulated by three-dimensional modeling smaller than the allowable permeability gradient.

[0014] Preferably, the material of the anti-seepage wall is reinforced concrete, the soil in the reinforced concrete is clay, and the steel bars in the reinforced concrete are evenly distributed on the side of the anti-seepage wall located close to the upstream water storage of the dam body.

[0015] The present invention also discloses a construction process for an anti-seepage earth-rock dam, which is based on the above-mentioned anti-seepage earth-rock dam and specifically includes the following steps:

[0016] S1, prefabricate the guide rail groove, guide rail and expansion bolts according to the design requirements, and prepare the mud of clay concrete;

[0017] S2, using the impact hole-making and grooving method to construct on the cover layer, impacting and cleaning the casting groove required for the anti-seepage wall at the designed position, and after placing the steel bars, pouring concrete with clay concrete until the wall is formed;

[0018] S3, using the expansion bolts to connect the upper surface of the formed anti-seepage wall with the lower end of the guide rail, and using waterproof sealant to seal the connection, installing the guide rail groove on the guide rail, and processing a trapezoidal waterproof filling layer at the connection between the guide rail and the guide rail groove;

[0019] S4, constructing a core wall rockfill dam and a rockfill body above the waterproof filling layer and the cover layer until the construction is completed.

[0020] Preferably, when the hole is impact-formed into a groove in step S2, after the groove meets the design requirements, the groove is cleaned and the slurry is replaced by a suction tube slag extraction method and a reverse circulation pump slag suction method, and the thickness of the siltation at the bottom of the groove is controlled, and concrete pouring is carried out after the hole is cleaned and the slurry is replaced. The process of concrete pouring is sequentially configuring the conduit, installing the conduit, mixing concrete, and pouring concrete. The concrete pouring of the anti-seepage wall adopts centralized mixing, and the clay is added by prefabricated slurry, and is poured by pipeline pump pressure delivery and vertical rise conduit method.

[0021] Compared with the prior art, the present invention has achieved the following technical effects:

[0022] The present invention adopts a guide rail groove and a guide rail plus a waterproof combined structure to suspend an anti-seepage wall, which has a simple structure, can save construction cost, and has a high cost performance ratio; the guide rail groove and the guide rail can be prefabricated to corresponding specifications, which improves the convenience of construction and can greatly shorten the construction period; the guide rail groove cooperates with the guide rail to better adapt to the uneven settlement of the concrete core wall and its base and the anti-seepage wall and the surrounding soil, and reduce the settlement difference between the anti-seepage wall and the dam body rockfill and covering layer, and is suitable for the core wall dam with a thick covering layer earth-rock dam with a suspended anti-seepage wall as the anti-seepage system. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0024] Figure 1 Schematic diagram of the cross-sectional structure of the anti-seepage wall connection structure in Embodiment 1 of the present invention;

[0025] Figure 2 It is a side structural schematic diagram of the anti-seepage wall connection structure in Embodiment 1 of the present invention;

[0026] Figure 3 This is a schematic diagram of the structure of the guide rail groove in the first embodiment of the present invention;

[0027] Figure 4 This is a schematic diagram of the structure of the guide rail in the first embodiment of the present invention;

[0028] Figure 5 It is a structural schematic diagram of an anti-seepage earth-rock dam in Embodiment 2 of the present invention;

[0029] In the figure: 1- rockfill body, 2- core wall rockfill dam, 3- waterproof filling layer, 4- guide rail groove, 5- expansion bolt, 6- impermeable wall, 7- reinforcement bar, 8- covering layer, 9- guide rail. DETAILED DESCRIPTION

[0030] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0031] The purpose of the present invention is to provide an anti-seepage wall connection structure, an anti-seepage earth-rock dam and a construction process thereof, so as to solve the problems existing in the prior art and enable the suspended anti-seepage wall of the earth-rock dam in the deep covering layer 8 to achieve the goal of being both anti-seepage and adaptable to large deformation.

[0032] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the present invention is further described in detail below with reference to the accompanying drawings and specific embodiments.

[0033] Embodiment 1

[0034] like Figures 1 to 5 As shown, in this embodiment, a cut-off wall connection structure is provided, including a guide rail groove 4, a guide rail 9 and a waterproof filling layer 3. The upper end of the guide rail 9 is movably inserted in the guide rail groove 4, and the lower end is connected to the upper surface of the cut-off wall 6. The guide rail 9 is clamped in the groove of the covering layer 8 where the cut-off wall 6 is located. The guide rail groove 4 and the guide rail 9 are cast in the waterproof filling layer 3. The guide rail groove 4 and the guide rail 9 are both laid on the covering layer 8 along the axis of the dam to form a suspended clay concrete cut-off wall structure.

[0035] As an optional solution, in this embodiment, the cross section of the guide groove 4 is T-shaped, and the cross section of the guide rail 9 is I-shaped; the guide groove 4 and the guide rail 9 are made of waterproof stainless steel, which is strong and durable. Among them, the guide groove 4 and the guide rail 9 structure can be prefabricated and processed into corresponding specifications according to size requirements, which improves the convenience of construction and can greatly shorten the construction period. Considering the service life, wear resistance and other factors, the combination of the suspended clay anti-seepage wall connection structure of the sliding rail waterproof combination structure is selected, which is simple in structure, convenient to use, and can save construction costs.

[0036] As an optional solution, the waterproof filling layer 3 in this embodiment is a plastic waterproof filler, such as a polymer modified asphalt roll material, a polyurethane elastomer waterproof coating, etc. The cross section of the waterproof filling layer 3 is a trapezoid, forming a slide rail type waterproof composite structure. Among them, the slide rail type waterproof composite structure is arranged on the suspended clay concrete anti-seepage wall, and both sides are arranged on the plastic waterproof filler, so that the overall structure has good deformation ability, and can make the lower anti-seepage wall 6 adapt to horizontal displacement deformation, and can adapt to the deformation caused by uneven settlement, so that the structure has good deformation adaptability

[0037] As an optional solution, in this embodiment, the lower end of the guide rail 9 is connected to the upper surface of the anti-seepage wall 6 by an expansion bolt 5, and a waterproof sealant is coated at the connection between the guide rail 9 and the expansion bolt 5. The expansion bolt 5 also has waterproof performance and plays an anti-seepage role.

[0038] Embodiment 2

[0039] like Figure 5 As shown, this embodiment provides an impermeable earth-rock dam, comprising the above-mentioned impermeable wall connection structure, a rockfill body 1, a core rockfill dam 2 and an impermeable wall 6, the impermeable wall 6 is cast in the cover layer 8, the core rockfill dam 2 and the rockfill body 1 are arranged above the cover layer 8, the rockfill body 1 is arranged on both sides of the core rockfill dam 2, the impermeable wall 6 is suspended on the upper surface of the cover layer 8 through the impermeable wall connection structure, and the impermeable wall 6 connection structure is located on the center line of the core rockfill dam 2.

[0040] As an optional solution, in this embodiment, the material of the rockfill body 1 includes at least one of slag, pebbles or blasted stones, and water is accumulated in the dam body to form a reservoir.

[0041] As an optional solution, in this embodiment, the height of the anti-seepage wall 6 is at least 1 / 3 of the thickness of the cover layer 8, and the thickness of the anti-seepage wall 6 is calculated by making the permeability gradient obtained by the finite element simulation analysis of the anti-seepage wall of the three-dimensional modeling simulation less than the allowable permeability gradient. Among them, the thickness of the cover layer 8 can be determined according to the engineering geological conditions of the project; when calculating the thickness of the anti-seepage wall 6, the data is first drawn through the three-dimensional modeling simulation, and then a permeability gradient of the current thickness of the anti-seepage wall 6 is obtained and compared with the allowable permeability gradient. If the permeability gradient is greater than the allowable permeability gradient, the thickness of the anti-seepage wall 6 needs to be reduced until the permeability gradient obtained by the finite element simulation analysis of the newly built anti-seepage wall model is less than the allowable permeability gradient; if the permeability gradient is less than the allowable permeability gradient, the thickness of the anti-seepage wall 6 meets the design requirements.

[0042] As an optional solution, the material of the anti-seepage wall 6 in this embodiment is reinforced concrete, the soil in the reinforced concrete is clay, and the steel bars 7 in the reinforced concrete are evenly distributed on the side of the anti-seepage wall 6 facing the water of the dam body. Among them, the steel bars 7 are arranged on the tension side of the suspended clay concrete anti-seepage wall structure, which can enhance the anti-cracking performance of the anti-seepage wall 6 and protect the overall performance of the anti-seepage wall 6; the material of the anti-seepage wall 6 is clay concrete, so that the structural safety is improved, the excellent deformation performance of the clay concrete anti-seepage wall enables it to adapt to the large deformation of the dam body and the dam foundation without cracking, the structural reliability of the earth-rock dam is improved, and at the same time, it can reduce seepage and extend the service life of the project. The excellent anti-seepage performance can minimize the seepage problem of the earth-rock dam, and at the same time, it can improve the structural anti-seepage durability, extend the service life of the anti-seepage wall 6, reduce the project maintenance cost and reconstruction cost, reduce the cost of materials, reduce the project investment, and the clay used for clay concrete can be locally sourced, saving material costs.

[0043] The anti-seepage earth-rock dam in this embodiment adopts the above-mentioned anti-seepage wall and slide rail combined structure, which can better adapt to the uneven settlement of the concrete core wall and its base and the anti-seepage wall 6 and the surrounding soil, reduce the settlement difference between the concrete anti-seepage wall and the dam soil and the covering layer 8, and is suitable for the core wall dam of the earth-rock dam with a deep covering layer and the suspended anti-seepage wall as the anti-seepage system. At the same time, in the slide rail waterproof combined structure, the inner slide rail structure and the inner slide rail structure can move relative to each other, avoiding the rigid connection of the joint, reducing the cracking of the anti-seepage wall 6 caused by uneven deformation, and allowing the anti-seepage wall 6 to adapt to large overall deformation.

[0044] Embodiment 3

[0045] This embodiment provides a construction process for an anti-seepage earth-rock dam, based on the above-mentioned anti-seepage earth-rock dam, and specifically includes the following steps:

[0046] S1, prefabricate the guide rail groove 4, guide rail 9 and expansion bolt 5 according to the design requirements, and prepare the mud of clay concrete;

[0047] S2, the construction is carried out on the cover layer 8 by using the impact hole-making and groove-forming method, and the casting groove required for the anti-seepage wall 6 is impacted and cleaned at the designed position. After the steel bars 7 are placed, concrete is poured with clay concrete until the wall is formed;

[0048] S3, the upper surface of the formed anti-seepage wall 6 is connected to the lower end of the guide rail 9 using expansion bolts 5, and the connection is sealed with waterproof sealant, the guide rail groove 4 is installed on the guide rail 9, and a trapezoidal waterproof filling layer 3 is processed at the connection between the guide rail 9 and the guide rail groove 4;

[0049] S4, building the core rockfill dam 2 and the rockfill body 1 above the waterproof filling layer 3 and the cover layer 8 until the construction is completed.

[0050] As an optional scheme, in the present embodiment, when the hole is impact-formed into the groove in step S2, after the groove is formed to meet the design requirements, the slag extraction method of the suction tube and the slag suction method of the reverse circulation pump are used to clean the groove and replace the slurry, and the thickness of the siltation at the bottom of the groove is controlled. After the hole is cleaned and the slurry is replaced, concrete pouring is carried out; the process of concrete pouring is sequentially configuring the conduit, installing the conduit, mixing concrete, and pouring concrete; the concrete pouring of the anti-seepage wall 6 adopts centralized mixing, and the clay is added by the method of prefabricated slurry, and the pipeline pump pressure is used for conveying and pouring, and the vertical rise conduit method is used.

[0051] The technical effects of this embodiment are as follows:

[0052] 1. The slide rail waterproof composite structure layout can better adapt to the uneven settlement of the concrete core wall and its base, the cut-off wall 6 and the surrounding soil, reduce the settlement difference between the cut-off wall 6 and the dam body soil and the dam foundation cover layer 8, and is suitable for the core wall dam with a suspended cut-off wall as the anti-seepage system of a deep cover earth-rock dam;

[0053] 2. In the slide rail waterproof combination structure, the inner slide rail structure and the inner slide rail structure can move relative to each other, avoiding the rigid connection of the joint, reducing the cracking of the anti-seepage wall 6 caused by uneven deformation, and allowing the anti-seepage wall 6 to adapt to large overall deformation;

[0054] 3. In the suspended clay concrete cut-off wall structure, the material of the cut-off wall 6 is clay concrete, which improves the structural safety. The excellent deformation performance of the clay concrete cut-off wall enables it to adapt to the large deformation of the dam body and dam foundation without cracking, and the structural reliability of the earth-rock dam is improved, which maximizes the protection of the safety of life and property of the country and the people;

[0055] 4. The material of the anti-seepage wall 6 is clay concrete, which can also reduce water seepage and extend the service life of the project. The excellent anti-seepage performance can greatly reduce the water seepage problem of the earth-rock dam, while improving the structural anti-seepage durability, extending the service life of the anti-seepage wall 6, and reducing the project maintenance and reconstruction costs;

[0056] 5. The material of the anti-seepage wall 6 is selected from clay concrete, which can also reduce the cost of materials and reduce engineering investment. The clay used in clay concrete can be obtained locally, saving material costs;

[0057] 6. Arranging steel bars 7 on the tension side of the suspended clay concrete cut-off wall structure can enhance the anti-cracking performance of the suspended clay concrete cut-off wall and protect the overall performance of the suspended cut-off wall;

[0058] 7. Since the slide rail waterproof composite structure can be prefabricated, it can be processed into corresponding specifications according to requirements, which is convenient for use, greatly increases the convenience of construction and can greatly shorten the construction period;

[0059] 8. Taking into account factors such as service life and wear resistance, the suspended clay anti-seepage wall connection structure with a sliding rail waterproof composite structure is selected. This combination has a simple structure, can save construction costs, and has a high cost performance.

[0060] The present invention uses specific examples to illustrate the principles and implementation methods of the present invention. The above examples are only used to help understand the method and core ideas of the present invention. At the same time, for those skilled in the art, according to the ideas of the present invention, there will be changes in the specific implementation methods and application scope. In summary, the content of this specification should not be understood as limiting the present invention.

Claims

1. An anti-seepage wall connection structure, characterized in that: It includes a guide rail groove, a guide rail and a waterproof filling layer. The upper end of the guide rail is movably inserted in the guide rail groove, and the lower end is connected to the upper surface of the anti-seepage wall. The guide rail is clamped in the groove of the covering layer where the anti-seepage wall is located. The guide rail groove and the guide rail are cast in the waterproof filling layer, and the guide rail groove and the guide rail are both laid on the covering layer along the dam axis.

2. The anti-seepage wall connection structure according to claim 1, characterized in that: The cross section of the guide rail groove is T-shaped, and the cross section of the guide rail is I-shaped; the guide rail groove and the guide rail are both made of waterproof stainless steel.

3. The anti-seepage wall connection structure according to claim 1, characterized in that: The waterproof filling layer is a plastic waterproof filler, and the cross section of the waterproof filling layer is a trapezoid.

4. The anti-seepage wall connection structure according to claim 1, characterized in that: The lower end of the guide rail is connected to the upper surface of the anti-seepage wall through expansion bolts, and the connection between the guide rail and the expansion bolts is coated with waterproof sealant.

5. An anti-seepage earth-rock dam, characterized in that: The invention comprises an impervious wall connection structure, a rockfill body, a core rockfill dam and an impervious wall according to any one of claims 1 to 4, wherein the impervious wall is cast in the covering layer, the core rockfill dam and the rockfill body are arranged above the covering layer, the rockfill body is arranged on both sides of the core rockfill dam, the impervious wall is suspended on the upper surface of the covering layer through the impervious wall connection structure, and the impervious wall connection structure is located on the center line of the core rockfill dam.

6. The anti-seepage earth-rock dam according to claim 5, characterized in that: The material of the rockfill body includes at least one of slag, pebbles or blasted stones.

7. The anti-seepage earth-rock dam according to claim 5, characterized in that: The height of the anti-seepage wall is at least 1 / 3 of the thickness of the covering layer, and the thickness of the anti-seepage wall is calculated by making the permeability gradient obtained by finite element simulation analysis of the anti-seepage wall simulated by three-dimensional modeling smaller than the allowable permeability gradient.

8. The anti-seepage earth-rock dam according to claim 6, characterized in that: The material of the anti-seepage wall is reinforced concrete, the soil in the reinforced concrete is clay, and the steel bars in the reinforced concrete are evenly distributed on the side of the anti-seepage wall located on the water side of the dam body.

9. A construction process for an anti-seepage earth-rock dam, based on the anti-seepage earth-rock dam according to any one of claims 5 to 8, characterized in that: The specific steps include: S1, prefabricate the guide rail groove, guide rail and expansion bolts according to the design requirements, and prepare the mud of clay concrete; S2, using the impact hole-making and grooving method to construct on the cover layer, impacting and cleaning the casting groove required for the anti-seepage wall at the designed position, and after placing the steel bars, pouring concrete with clay concrete until the wall is formed; S3, using the expansion bolts to connect the upper surface of the formed anti-seepage wall with the lower end of the guide rail, and using waterproof sealant to seal the connection, installing the guide rail groove on the guide rail, and processing a trapezoidal waterproof filling layer at the connection between the guide rail and the guide rail groove; S4, constructing a core wall rockfill dam and a rockfill body above the waterproof filling layer and the cover layer until the construction is completed.

10. The anti-seepage earth-rock dam construction process according to claim 9, characterized in that: When the hole is impact-formed into a groove in step S2, after the groove reaches the design requirements, the groove is cleaned and the slurry is replaced by the suction tube slag extraction method and the reverse circulation pump slag suction method, and the thickness of the siltation at the bottom of the groove is controlled. After the hole is cleaned and the slurry is replaced, concrete is poured; the process of concrete pouring is sequentially configuring the conduit, installing the conduit, mixing concrete, and pouring concrete; the concrete pouring of the anti-seepage wall adopts centralized mixing, and the clay is added by prefabricated slurry, and the pipeline pump pressure is used for conveying and pouring, and the vertical rise conduit method is used.

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