Earth and rockfill dam heightening anti-seepage structure and construction method

Abstract

The invention discloses an earth and rockfill dam heightening anti-seepage structure, and relates to the field of hydraulic structure construction. A heightened reinforced concrete guide wall is arranged on the top of the original earth-rock dam, a sand cushion layer and a waterproof layer are arranged between the original earth-rock dam and the heightened reinforced concrete guide wall, and the water seepage phenomenon at the connecting position of the heightened reinforced concrete guide wall and the top of the original earth-rock dam is prevented. The limiting structure is arranged at the top of the original diaphragm wall, the heightened reinforced concrete guide walls are poured between the two heightened reinforced concrete guide walls, so that a structure embedded with the limiting structure is formed at the bottom of the heightened diaphragm wall, and the waterproof performance of the connecting position of the heightened diaphragm wall and the original diaphragm wall is improved; the invention further discloses a construction method of the heightened anti-seepage structure of the earth and rockfill dam, and in the pouring process, the stability of the heightened anti-seepage wall structure is improved by controlling the concrete pouring rate, the vibrating rate and the anchor bar prestress.

Description

Technical Field

[0001] The present invention relates to the field of hydraulic structure construction, in particular to an earth-rock dam heightening and anti-seepage structure and a construction method. Background Art

[0002] Dams play an indispensable role in flood control, power generation, water supply, irrigation and other aspects. With the increasing demand for water resources, a large number of existing earth-rock dams can no longer meet the demand for increased reservoir capacity in the new era. Raising and expanding earth-rock dams has become a practical and effective response strategy.

[0003] In the process of raising and expanding the earth-rock dam, not only the dam body needs to be raised, but also the original anti-seepage wall inside the original earth and rock needs to be raised. In the process of raising, it is very easy to cause stress concentration and loose overlap on the overlap connection surface, which reduces the overall anti-seepage capacity and structural stability of the earth-rock dam, and then leads to problems such as water seepage in the raising and expanding of the earth-rock dam. Summary of the Invention

[0004] The purpose of the present invention is to provide a heightened anti-seepage structure and construction method for an earth-rock dam anti-seepage wall, so as to solve the problems existing in the above-mentioned prior art, improve the density of the connection between the heightened anti-seepage wall and the original anti-seepage wall, and improve the waterproofness of the connection position.

[0005] To achieve the above-mentioned purpose, the present invention provides the following solution: The present invention provides a raised anti-seepage structure for an earth-rock dam, comprising an original earth-rock dam and an original anti-seepage wall arranged inside the original earth-rock dam, a raised reinforced concrete guide wall being provided on the top of each original earth-rock dam, the raised reinforced concrete guide walls being symmetrically arranged on both sides of the original anti-seepage wall, a connecting surface being provided on the top of the original anti-seepage wall, and a limiting structure being provided on the connecting surface; a pouring space is pre-set between the two raised reinforced concrete guide walls and the connecting surface, a raised anti-seepage wall connected to the connecting surface is poured in the pouring space, a sand cushion layer and a waterproof layer are sequentially arranged along the height direction between the top of the original earth-rock dam and the bottom of the raised reinforced concrete guide wall, and the sand cushion layer is located at the bottom of the waterproof layer.

[0006] In one embodiment, concrete adhesive is provided on two vertical walls of the elevated reinforced concrete guide wall facing the pouring space.

[0007] In one embodiment, the limiting structure includes a three-dimensional arc-shaped gradient bite structure, and the three-dimensional arc-shaped gradient bite structure is a corrugated three-dimensional tooth groove.

[0008] In one embodiment, a waterproof coating is provided on the surface of the three-dimensional arc-shaped gradient bite structure.

[0009] In one embodiment, based on the principle of uniform stress distribution, the tooth height and tooth pitch of the corrugated three-dimensional tooth groove need to satisfy a gradient decreasing relationship, and the relationship between the tooth height H, tooth pitch L and tooth inclination angle θ is established as follows:

[0010] H=H0·e -α(n / N)

[0011]

[0012] Where: H0 is the initial tooth height; L0 is the initial tooth pitch, and L0 is 1.5 to 2 times the initial tooth height H0; α is the attenuation coefficient, which is determined by the elastic modulus of concrete; β is the gradient expansion coefficient, which is determined by the bearing capacity of the foundation; n is the tooth position number of one tooth; N is the total number of teeth, which is determined by the thickness of the original anti-seepage wall; τ max is the maximum shear strength of the interface between new and old concrete; γ is the density of newly poured concrete; d is the bite depth of the teeth;

[0013] The initial tooth height H0 must match the thickness of the original cut-off wall, and its expression formula is:

[0014]

[0015] Where: T original is the thickness of the original anti-seepage wall; f cu is the compressive strength of concrete; f base is the characteristic value of foundation bearing capacity; k is the empirical coefficient, ranging from 0.5 to 0.8;

[0016] The attenuation coefficient α controls the rate at which the tooth height decreases along the depth and matches the concrete-foundation interface stiffness. Its expression formula is:

[0017]

[0018] Where: E c is the elastic modulus of concrete; E soil is the elastic modulus of the foundation; σ max / σ min is the maximum to minimum stress ratio of the new and old concrete interface;

[0019] The gradient expansion coefficient β reflects the rate at which the pitch increases with depth. Combined with the foundation bearing capacity and concrete density, its expression formula is:

[0020]

[0021] Where: f k is the standard value of foundation bearing capacity; k2 is the correction coefficient, and its value range is 0.02~0.05.

[0022] In one embodiment, the corrugated three-dimensional grooves extend in the left-right direction of the original cutoff wall and penetrate the original cutoff wall.

[0023] In one embodiment, I-shaped anchor bars are provided in the raised cut-off wall.

[0024] In one embodiment, a connector is provided in the corrugated three-dimensional tooth groove, and the end of the I-shaped anchor bar facing the original cutoff wall is connected to the original cutoff wall through the connector, and the end of the I-shaped anchor bar away from the original cutoff wall is connected to the top of the vertical wall.

[0025] In one embodiment, the cross-sectional area A of the I-shaped anchor bar is s The expression formula for the spacing S between the I-shaped anchor bars is:

[0026]

[0027] Where: F tension is the designed tensile strength of the interface between new and old concrete; η is the cooperative working coefficient, ranging from 0.7 to 0.85; f y is the yield strength of anchor bar; φ is the inclination angle of anchor bar; E s is the elastic modulus of the steel bar; t is the thickness of the raised anti-seepage wall; K is the empirical coefficient, ranging from 0.8 to 1.2.

[0028] In one embodiment, pressure sensors are evenly arranged on the inner wall of the three-dimensional arc-shaped gradient bite structure set on the top of the original anti-seepage wall. The pressure sensors are connected to the adaptive feedback control system, and the pressure sensor data is read in real time through the adaptive feedback control system.

[0029] A construction method for raising an anti-seepage structure of an earth-rock dam comprises the following steps:

[0030] 1) Setting up sand cushion: laying a 10cm thick sand cushion on the top of the original earth-rock dam;

[0031] 2) Casting of raised reinforced concrete guide walls: A sand cushion layer, a waterproof layer, and a raised reinforced concrete guide wall are sequentially set on the top of the original earth-rock dam. The raised reinforced concrete guide walls are cast with C30 concrete and are symmetrically distributed along the horizontal direction of the original cut-off wall. Casting space is reserved between the raised reinforced concrete guide walls.

[0032] 3) Grooving treatment on the top of the original cut-off wall: A three-dimensional arc-shaped gradient bite structure is set on the top of the original cut-off wall. The width of the longitudinal section of the three-dimensional arc-shaped gradient bite structure is 1 / 2 of the longitudinal section width of the original cut-off wall. The three-dimensional arc-shaped gradient bite structure adopts corrugated three-dimensional tooth grooves and is designed using a parametric gradient arrangement. The interface form is determined by the three-dimensional combination of tooth height H, tooth pitch L and tooth inclination angle θ;

[0033] 4) Corrugated three-dimensional tooth groove anti-seepage treatment: a layer of 5-10mm thick waterproof asphalt is laid on the inner wall of the corrugated three-dimensional tooth groove set on the top of the original anti-seepage wall;

[0034] 5) Overlap treatment of heightened cut-off wall: I-shaped reinforcement anchor bars are provided in the middle of the heightened cut-off wall. The I-shaped reinforcement anchor bars are overlapped and anchored with the corrugated three-dimensional tooth groove at the top of the original cut-off wall and the heightened reinforced concrete guide wall at the top of the casting space, and the cross-sectional area A of the anchor bars is determined. s and the spacing S of anchor bars;

[0035] 6) Laying out pressure sensors: Pressure sensors are evenly arranged on the inner wall of the corrugated three-dimensional tooth groove cut out at the top of the original anti-seepage wall;

[0036] 7) Casting of heightened anti-seepage wall: C25 concrete is used to cast the casting space reserved in step 2) to form a heightened anti-seepage wall;

[0037] 8) Construction pressure adaptive control: The pressure sensor and Savitzky-Golay filter are used to process sensor data. When the pressure is ≥ 0.6 MPa, it is judged as a serious risk and the pouring speed is reduced to 0.5 m 3 / h, the vibrating power is increased to 70kW, and the anchor prestressing force is increased by 200kN; when 0.5MPa≤pressure<0.6MPa, it is judged as high risk and the pouring speed is reduced to 0.8m 3 / h, the vibrating power is increased to 60kW, and the anchor prestressing force is increased by 100kN; when 0.4MPa≤pressure<0.5MPa, it is judged as low risk and the pouring speed is reduced to 0.9m 3 / h, the vibration power is increased to 55kW; when the pressure is <0.4MPa, the default parameters are maintained.

[0038] Compared with the prior art, the present invention has achieved the following technical effects:

[0039] A raised reinforced concrete guide wall is provided on the top of the original earth-rock dam. The raised reinforced concrete guide walls are symmetrically arranged on both sides of the original cutoff wall. A sand cushion layer and a waterproof layer are provided between the original earth-rock dam and the raised reinforced concrete guide wall to prevent water seepage at the location where the raised reinforced concrete guide wall connects with the top of the original earth-rock dam. A limiting structure is provided on the top of the original cutoff wall. The raised cutoff wall is cast between the two raised reinforced concrete guide walls so that the bottom of the raised cutoff wall forms a structure that interlocks with the limiting structure, thereby improving the compactness between the raised cutoff wall and the original cutoff wall and the waterproof performance at the location where the raised cutoff wall connects with the original cutoff wall, thereby ensuring the anti-seepage performance between the raised part of the earth-rock dam and the original earth-rock dam.

[0040] Through the above construction method, during the pouring process of the raised cutoff wall, the risk level is judged by the data of the pressure sensor, and the pouring rate and vibration power of the concrete are controlled in real time according to the risk level to ensure the density of the connection between the raised cutoff wall and the original cutoff wall, and improve the waterproof performance of the connection position between the raised cutoff wall and the original cutoff wall. BRIEF DESCRIPTION OF THE DRAWINGS

[0041] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments. 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 any creative work.

[0042] Figure 1 A schematic diagram of the structure of an earth-rock dam after elevation in one embodiment of the present invention;

[0043] Figure 2 A schematic structural diagram of an original cutoff wall and a heightened cutoff wall in one embodiment of the present invention;

[0044] Figure 3 This is an enlarged schematic diagram of the structure of the heightened cutoff wall and the original cutoff wall at position A in one embodiment of the present invention;

[0045] Figure 4 A schematic diagram of a limiting structure provided on the top of the original cutoff wall in one embodiment of the present invention;

[0046] Figure 5 This is a schematic structural diagram of the anchor bars in the heightened cut-off wall in one embodiment of the present invention.

[0047] Among them, 1. Original earth-rock dam; 2. Original anti-seepage wall; 3. Raised reinforced concrete guide wall; 4. Raised anti-seepage wall; 5. Sand cushion layer; 6. Waterproof layer; 7. Concrete adhesive; 8. Anchor reinforcement; 9. Corrugated three-dimensional tooth groove. DETAILED DESCRIPTION

[0048] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0049] The purpose of the present invention is to provide a raised anti-seepage structure for earth-rock dams and a construction method thereof, so as to solve the problems existing in the prior art, improve the anti-seepage performance of the raised portion, and enhance the overall anti-seepage capability and structural stability of the earth-rock dam.

[0050] 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.

[0051] In this embodiment, the direction from the upstream side to the downstream side of the original earth-rock dam 1 is the front-rear direction of the original earth-rock dam 1 , and the extension direction of the original earth-rock dam 1 is the left-right direction of the original earth-rock dam 1 .

[0052] Please refer to Figures 1 to 4 :The earth-rock dam heightening anti-seepage structure includes the original earth-rock dam 1 and the original anti-seepage wall 2 arranged inside the original earth-rock dam 1. The original earth-rock dam 1 is symmetrically arranged about the original anti-seepage wall 2. During the heightening construction, the heightened reinforced concrete guide walls 3 are all arranged on the top of the original earth-rock dam 1. In order to ensure the density between the new and old concrete between the heightened reinforced concrete guide walls 3 and the original earth-rock dam 1, a sand cushion layer 5 and a waterproof layer 6 are arranged on the top of the original earth-rock dam 1. The waterproof layer 6 is arranged on the top of the sand cushion layer 5 to avoid the problem of water seepage between the heightened reinforced concrete guide wall 3 and the original earth-rock dam 1. At the same time, the heightened reinforced concrete guide wall 3 is also symmetrically arranged with respect to the original cutoff wall 2. A pouring space is pre-set between the two raised reinforced concrete guide walls 3. A raised cutoff wall 4 is formed by pouring concrete into the pouring space later. In order to improve the compactness of the connection position between the raised cutoff wall 4 and the original cutoff wall 2, a connecting surface is provided on the top of the original cutoff wall 2. A limiting structure is provided on the connecting surface. During the concrete pouring process, the concrete fills the limiting structure provided on the connecting surface, so that the bottom of the raised cutoff wall 4 forms a structure that is interlocked with the limiting structure, thereby increasing the contact area between the raised cutoff wall 4 and the original cutoff wall 2 and improving the waterproof performance at the connection position.

[0053] In the process of raising the earth-rock dam, it is necessary to raise the dam body first, that is, to cast the raised reinforced concrete guide walls 3 on both sides of the water-facing and water-retaining surfaces above the earth-rock dam first, and then cast the raised anti-seepage wall 4 in the preset space between the two raised reinforced concrete guide walls 3. Since there is a sequence in the casting time of the raised concrete guide wall and the raised anti-seepage wall 4, concrete adhesive 7 is set on the two vertical walls of the raised reinforced concrete guide wall 3 facing the casting space. In the later process of casting the raised anti-seepage wall 4, the concrete adhesive 7 is used to improve the bonding strength between the raised anti-seepage wall 4 and the raised reinforced concrete guide wall 3, thereby preventing cracks and peeling problems between the raised anti-seepage wall 4 and the raised reinforced concrete guide wall 3, thereby improving the overall stability of the structure between the raised anti-seepage wall 4 and the raised reinforced concrete guide wall 3.

[0054] The limiting structure can take many forms. In this embodiment, the limiting structure adopts a three-dimensional arc gradient bite structure. The three-dimensional arc gradient bite structure is specifically a corrugated three-dimensional tooth groove 9. Please refer to Figure 4 .

[0055] In order to improve the density of the connection between the original cutoff wall 2 and the raised cutoff wall 4 and improve the anti-seepage performance of the connection position, the surface of the three-dimensional arc-shaped gradient bite structure is provided with a waterproof coating, which includes but is not limited to waterproof asphalt. The waterproof asphalt itself has good adhesion and waterproof properties. Under the extrusion of the raised cutoff wall 4 and the original cutoff wall 2, a continuous waterproof membrane can be formed at the connection position of the original cutoff wall 2 and the raised cutoff wall 4, effectively preventing moisture from penetrating into the original cutoff wall 2 and the raised cutoff wall 4, thereby protecting the original earth-rock dam 1 and the raised part from moisture damage.

[0056] Based on the principle of uniform stress distribution, the tooth height and tooth pitch of the corrugated three-dimensional tooth groove 9 must satisfy a gradient decreasing relationship, and the following relationship between the tooth height H, tooth pitch L, and tooth inclination angle θ is established:

[0057] H=H0·e -α(n / N)

[0058]

[0059] Where: H0 is the initial tooth height; L0 is the initial tooth pitch, and L0 is 1.5 to 2 times the initial tooth height H0; α is the attenuation coefficient, which is determined by the elastic modulus of concrete; β is the gradient expansion coefficient, which is determined by the bearing capacity of the foundation, where the foundation specifically refers to the original earth-rock dam 1; n is the tooth position number of one of the teeth; N is the total number of teeth, which is determined by the thickness of the original cut-off wall 2 in the horizontal direction; τ max is the maximum shear strength of the interface between new and old concrete; γ is the density of newly poured concrete; d is the bite depth of the teeth.

[0060] The initial tooth height H0 must match the thickness of the original cut-off wall 2, and its expression formula is:

[0061]

[0062] Where: T original is the thickness of the original anti-seepage wall; f cu is the compressive strength of concrete; f base is the characteristic value of foundation bearing capacity, where the foundation specifically refers to the original earth-rock dam 1; k is the empirical coefficient, ranging from 0.5 to 0.8.

[0063] The attenuation coefficient α controls the rate at which the tooth height decreases along the depth, and matches the stiffness of the concrete-foundation interface. Here, the concrete specifically refers to the heightened cutoff wall 4, and the foundation specifically refers to the original cutoff wall 2. Its expression formula is:

[0064]

[0065] Where: E c is the elastic modulus of concrete; E soil is the elastic modulus of the foundation; σmax / σ min is the ratio of maximum to minimum stress at the new and old concrete interface.

[0066] The gradient expansion coefficient β reflects the rate at which the tooth pitch increases with depth. It is adjusted in combination with the foundation bearing capacity and the concrete density. Here, the foundation specifically refers to the original cutoff wall 2, and the concrete specifically refers to the heightened cutoff wall 4. Its expression formula is:

[0067]

[0068] Where: f k is the standard value of foundation bearing capacity; k2 is the correction coefficient, and its value range is 0.02~0.05.

[0069] The corrugated three-dimensional tooth groove 9 is opened at the top of the original cutoff wall 2 and extends along the left and right directions of the original cutoff wall 2 until it penetrates the original cutoff wall 2, so that each position of the original cutoff wall 2 and the heightened cutoff wall 4 is connected through the corrugated three-dimensional tooth groove 9, thereby improving the overall anti-seepage performance of the original cutoff wall 2 and the heightened cutoff wall 4.

[0070] Since the heightened cutoff wall 4 needs to be cast after the heightened reinforced concrete guide wall 3 is cast, in order to improve the connection strength between the heightened cutoff wall 4 and the original cutoff wall 2 and the heightened reinforced concrete guide wall 3, so that the heightened cutoff wall 4 and the original cutoff wall 2 and the heightened reinforced concrete guide wall 3 are connected into a whole, an I-shaped anchor bar 8 is set in the heightened cutoff wall 4. Please refer to Figure 5 .

[0071] The heightened cutoff wall 4 is connected to the original cutoff wall 2 and the heightened reinforced concrete guide wall 3 via the I-shaped anchor bars 8 as follows:

[0072] A connecting piece is provided in the corrugated three-dimensional tooth groove 9, and the end of the I-shaped anchor bar 8 facing the original cutoff wall 2 is connected to the original cutoff wall 2 through the connecting piece, and the end of the I-shaped anchor bar 8 away from the original cutoff wall 2 is connected to the top of the vertical wall. Concrete is then poured into the pouring space and vibrated until the pouring space is completely filled, thereby completing the fixation and pouring of the raised cutoff wall 4.

[0073] The construction personnel calculate the cross-sectional area of ​​the I-shaped anchor bar 8 and the spacing of the I-shaped anchor bar 8 according to the specific conditions of the construction site. The cross-sectional area A of the I-shaped anchor bar 8 is s The expression formula for the spacing S between the I-shaped anchor bar 8 is:

[0074]

[0075] Where: F tension is the designed tensile strength of the interface between new and old concrete; η is the cooperative working coefficient, ranging from 0.7 to 0.85; f yis the yield strength of anchor bar 8; φ is the inclination angle of anchor bar 8; E s is the elastic modulus of the steel bar; t is the thickness of the raised cut-off wall 4; K is the empirical coefficient, ranging from 0.8 to 1.2.

[0076] Pressure sensors are evenly arranged on the inner wall of the three-dimensional arc-shaped gradient interlocking structure set at the top of the original anti-seepage wall 2. The pressure sensors are connected to the adaptive feedback control system. During the process of pouring concrete into the pouring space, the pressure sensor data is read in real time by the adaptive feedback control system, and the density risk level of the connection is judged based on the data sent back by the pressure sensor; the concrete pouring speed, vibration power and prestressing of the anchor bar 8 are dynamically adjusted according to the risk level to improve the stability of the heightened anti-seepage wall 4 structure.

[0077] A construction method for raising an anti-seepage structure of an earth-rock dam anti-seepage wall comprises the following steps:

[0078] 1) Setting up a sand cushion layer: laying a 10 cm thick sand cushion layer 5 on the top of the original earth-rock dam 1;

[0079] 2) Casting of raised reinforced concrete guide walls: A sand cushion layer 5, a waterproof layer 6, and a raised reinforced concrete guide wall 3 are sequentially laid on top of the original earth-rock dam 1. The raised reinforced concrete guide walls 3 are cast using C30 concrete and are symmetrically distributed horizontally along the original cutoff wall 2. Casting space is reserved between the raised reinforced concrete guide walls 3.

[0080] 3) Grooving treatment on the top of the original anti-seepage wall: a three-dimensional arc-shaped gradient bite structure is set on the top of the original anti-seepage wall (2), and the width of the longitudinal section of the three-dimensional arc-shaped gradient bite structure is 1 / 2 of the width of the longitudinal section of the original anti-seepage wall (2). The three-dimensional arc-shaped gradient bite structure adopts a corrugated three-dimensional tooth groove 9 and is designed by a parametric gradient arrangement. The interface form is determined by the three-dimensional combination of tooth height H, tooth pitch L and tooth inclination angle θ;

[0081] 4) Corrugated three-dimensional tooth groove anti-seepage treatment: a layer of 5-10 mm thick waterproof asphalt is laid on the inner wall of the corrugated three-dimensional tooth groove 9 set on the top of the original anti-seepage wall 2.

[0082] 5) Overlapping treatment of heightened cut-off wall: An I-shaped reinforcement anchor 8 is provided in the middle of the heightened cut-off wall 4. The I-shaped reinforcement anchor 8 is overlapped and anchored with the corrugated three-dimensional tooth groove 9 at the top of the original cut-off wall 2 and the heightened reinforced concrete guide wall 3 at the top of the casting space, and the cross-sectional area A of the anchor 8 is determined. s and the layout spacing S of the anchor bars 8;

[0083] 6) Laying out pressure sensors: evenly arranging pressure sensors on the inner wall of the corrugated three-dimensional tooth groove 9 cut out at the top of the original anti-seepage wall 2;

[0084] The number of pressure sensors is not less than two;

[0085] 7) Casting of heightened anti-seepage wall: C25 concrete is used to cast the casting space reserved in step 2) to form a heightened anti-seepage wall 4;

[0086] 8) Construction pressure adaptive control: The pressure sensor and Savitzky-Golay filter are used to process sensor data. When the pressure is ≥ 0.6 MPa, it is judged as a serious risk and the pouring speed is reduced to 0.5 m 3 / h, the vibrating power is increased to 70kW, and the prestressing force of anchor bar 8 is increased by 200kN; when 0.5MPa≤pressure<0.6MPa, it is judged as high risk and the pouring speed is reduced to 0.8m 3 / h, the vibrating power is increased to 60kW, and the prestressing force of anchor bar 8 is increased by 100kN; when 0.4MPa≤pressure<0.5MPa, it is judged as low risk and the pouring speed is reduced to 0.9m 3 / h, the vibration power is increased to 55kW; when the pressure is <0.4MPa, the default parameters are maintained.

[0087] Adaptive changes based on actual needs are all within the scope of protection of the present invention.

[0088] It should be noted that it will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above, and that the present invention can be implemented in other specific forms without departing from the spirit or essential characteristics of the present invention. Therefore, the embodiments should be considered in all respects as illustrative and non-restrictive, and the scope of the present invention is defined by the appended claims, not the foregoing description, and it is intended that all variations within the meaning and range of equivalents of the claims be encompassed within the present invention. Any reference signs in the claims should not be construed as limiting the claim to which they relate.

[0089] The present invention uses specific examples to illustrate the principles and implementation methods of the present invention. The above examples are only intended to help understand the method and core concept of the present invention. At the same time, those skilled in the art will find that the specific implementation methods and application scopes may vary based on the concept of the present invention. In summary, the contents of this specification should not be construed as limiting the present invention.

Claims

1. A heightened anti-seepage structure for an earth-rock dam, characterized by: The invention comprises an original earth-rock dam (1) and an original anti-seepage wall (2) arranged inside the original earth-rock dam (1); a heightened reinforced concrete guide wall (3) is provided on the top of each original earth-rock dam (1); the heightened reinforced concrete guide wall (3) is symmetrically arranged on both sides of the original anti-seepage wall (2); a connection surface is provided on the top of the original anti-seepage wall (2); a limiting structure is provided on the connection surface; a pouring space is pre-set between the two heightened reinforced concrete guide walls (3) and the connection surface; a heightened anti-seepage wall (4) connected to the connection surface is poured in the pouring space; a sand cushion layer (5) and a waterproof layer (6) are sequentially provided between the top of the original earth-rock dam (1) and the bottom of the heightened reinforced concrete guide wall (3) along the height direction; the sand cushion layer (5) is located at the bottom of the waterproof layer (6).

2. The earth-rock dam heightening and anti-seepage structure according to claim 1, characterized in that: Concrete adhesive (7) is provided on two vertical walls of the elevated reinforced concrete guide wall (3) facing the pouring space.

3. The earth-rock dam heightening and anti-seepage structure according to claim 2, characterized in that: The limiting structure comprises a three-dimensional arc-shaped gradient bite structure, and the three-dimensional arc-shaped gradient bite structure is a corrugated three-dimensional tooth groove (9).

4. The earth-rock dam heightening and anti-seepage structure according to claim 3, characterized in that: The surface of the three-dimensional arc-shaped gradient bite structure is provided with a waterproof coating.

5. The earth-rock dam heightening and anti-seepage structure according to claim 3, characterized in that: Based on the principle of uniform stress distribution, the tooth height and tooth pitch of the corrugated three-dimensional tooth groove (9) need to satisfy a gradient decreasing relationship, and the relationship between the tooth height H, tooth pitch L and tooth inclination angle θ is established as follows: <h2 style=";text-align:left;direction:ltr">H=H0·e<h2 style=";text-align:left;direction:ltr"> -α(n / N) Wherein: H0 is the initial tooth height; L0 is the initial tooth pitch, and L0 is 1.5 to 2 times the initial tooth height H0; α is the attenuation coefficient, which is determined by the elastic modulus of concrete; β is the gradient expansion coefficient, which is determined by the bearing capacity of the foundation; n is the tooth position number of one of the teeth; N is the total number of teeth, which is determined by the thickness of the original anti-seepage wall (2); τ max is the maximum shear strength of the interface between new and old concrete; γ is the density of newly poured concrete; d is the bite depth of the teeth; The initial tooth height H0 needs to match the thickness of the original anti-seepage wall (2), and its expression formula is: Where: T original is the thickness of the original anti-seepage wall (2); f cu is the compressive strength of concrete; f base is the characteristic value of foundation bearing capacity; k is the empirical coefficient, ranging from 0.5 to 0.8; The attenuation coefficient α controls the rate at which the tooth height decreases along the depth, matching the concrete-foundation interface stiffness. Its expression formula is: Where: E c is the elastic modulus of concrete; E soil is the elastic modulus of the foundation; σ max / σ min is the maximum to minimum stress ratio of the new and old concrete interface; The gradient expansion coefficient β reflects the rate at which the pitch increases with depth. Combined with the foundation bearing capacity and concrete density, its expression formula is: Where: f k is the standard value of foundation bearing capacity; k2 is the correction coefficient, and its value range is 0.02~0.

05.

6. The earth-rock dam heightening and anti-seepage structure according to claim 5, characterized in that: The corrugated three-dimensional tooth groove (9) extends along the left-right direction of the original anti-seepage wall (2) and penetrates the original anti-seepage wall (2).

7. The earth-rock dam heightening and anti-seepage structure according to claim 6, characterized in that: I-shaped anchor bars (8) are arranged in the heightened anti-seepage wall (4).

8. The earth-rock dam heightening and anti-seepage structure according to claim 7, characterized in that: A connecting piece is provided in the corrugated three-dimensional tooth groove (9); one end of the I-shaped anchor bar (8) facing the original cutoff wall (2) is connected to the original cutoff wall (2) through the connecting piece; and one end of the I-shaped anchor bar (8) away from the original cutoff wall (2) is connected to the top of the vertical wall.

9. The earth-rock dam heightening and anti-seepage structure according to claim 7, characterized in that: The cross-sectional area A of the I-shaped anchor bar (8) s The expression formula of the distance S between the I-shaped anchor bar (8) is: Where: F tension Design tensile strength for new-to-old concrete interfaces; η is the cooperative working coefficient, ranging from 0.7 to 0.85; f y is the yield strength of anchor bar (8); φ is the inclination angle of anchor bar (8); E s is the elastic modulus of the steel bar; t is the thickness of the heightened anti-seepage wall (4); K is the empirical coefficient, ranging from 0.8 to 1.

2.

10. The earth-rock dam heightening and anti-seepage structure according to claim 9, characterized in that: Pressure sensors are evenly arranged on the inner wall of the three-dimensional arc-shaped gradient bite structure arranged on the top of the original anti-seepage wall (2); the pressure sensors are connected to an adaptive feedback control system, and pressure sensor data is read in real time through the adaptive feedback control system.

11. A construction method for raising an anti-seepage structure of an earth-rock dam, characterized in that: The steps include: 1) Setting a sand cushion layer: laying a 10 cm thick sand cushion layer (5) on the top of the original earth-rock dam (1); 2) Casting a heightened reinforced concrete guide wall: the sand cushion layer (5), the waterproof layer (6) and the heightened reinforced concrete guide wall (3) are sequentially arranged on the top of the original earth-rock dam (1); the heightened reinforced concrete guide wall (3) is cast using C30 concrete, and the heightened reinforced concrete guide walls (3) are symmetrically distributed along the horizontal direction of the original anti-seepage wall (2); and casting space is reserved between the heightened reinforced concrete guide walls (3); 3) Grooving treatment on the top of the original anti-seepage wall: a three-dimensional arc-shaped gradient bite structure is set on the top of the original anti-seepage wall (2), the width of the longitudinal section of the three-dimensional arc-shaped gradient bite structure is 1 / 2 of the width of the longitudinal section of the original anti-seepage wall (2), the three-dimensional arc-shaped gradient bite structure adopts a corrugated three-dimensional tooth groove (9), and is designed by a parametric gradient arrangement. The interface form is determined by the three-dimensional combination of tooth height H, tooth pitch L and tooth inclination angle θ; 4) Corrugated three-dimensional tooth groove anti-seepage treatment: a layer of waterproof asphalt with a thickness of 5 to 10 mm is laid on the inner wall of the corrugated three-dimensional tooth groove (9) arranged on the top of the original anti-seepage wall (2); 5) Overlapping treatment of the heightened anti-seepage wall: an I-shaped densified anchor bar (8) is provided in the middle of the heightened anti-seepage wall (4), and the I-shaped densified anchor bar (8) is overlapped and anchored with the corrugated three-dimensional tooth groove (9) at the top of the original anti-seepage wall (2) and the heightened reinforced concrete guide wall (3) at the top of the casting space, and the cross-sectional area A of the anchor bar (8) is determined. s and the layout spacing S of the anchor bars (8); 6) Arranging pressure sensors: evenly arranging pressure sensors on the inner wall of the corrugated three-dimensional tooth groove (9) cut and opened on the top of the original anti-seepage wall (2); 7) Casting of heightened anti-seepage wall: C25 concrete is used to cast the casting space reserved in step 2) to form the heightened anti-seepage wall (4); 8) Construction pressure adaptive control: The pressure sensor and Savitzky-Golay filter are used to process sensor data. When the pressure is ≥ 0.6 MPa, it is judged as a serious risk and the pouring speed is reduced to 0.5 m 3 / h, the vibrating power is increased to 70kW, and the prestressing force of the anchor bar (8) is increased by 200kN; when 0.5MPa≤pressure<0.6MPa, it is judged as high risk and the pouring speed is reduced to 0.8m 3 / h, the vibrating power is increased to 60kW, and the prestressing force of the anchor bar (8) is increased by 100kN; when 0.4MPa≤pressure<0.5MPa, it is judged as low risk and the pouring speed is reduced to 0.9m 3 / h, the vibration power is increased to 55kW; when the pressure is <0.4MPa, the default parameters are maintained.

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