Construction method of earth-rock dam cofferdam seepage prevention system

Abstract

The present application relates to waterproof construction field, more specifically to a kind of earth-rock dam cofferdam anti-seepage system construction method, comprising: clay core wall, for dam body anti-seepage;Plastic concrete cutoff wall, it is arranged between clay core wall and curtain grouting defense wall, for dam body and bedrock anti-seepage;Curtain grouting defense wall, it is arranged in the lower end of plastic concrete cutoff wall, for depth bedrock anti-seepage.The clay core wall is conical shape and is arranged in dam body.The plastic concrete cutoff wall is fixed in earth-rock dam and bedrock by anchoring structure.The curtain grouting defense wall is curtain shape and is arranged in permeable bedrock.Earth-rock dam cofferdam anti-seepage system construction method includes the following steps: construction machinery preparation, build construction platform, and drill pilot hole;According to the demand of geological condition, implement pre-grouting operation;Plastic concrete cutoff wall construction;Permeable bedrock curtain grouting;Through reciprocating drive slope roller compactor on clay core wall, filling and rolling are carried out.

Description

Technical Field

[0001] This invention relates to the field of waterproofing construction, and more specifically to a construction method for an earth-rock dam cofferdam seepage prevention system. Background Technology

[0002] In water conservancy projects, cofferdams are generally used to divert water flow and ensure that the construction area meets the conditions for dry construction operations. As an important temporary structure in water conservancy projects, the cofferdam serves as a crucial barrier during foundation pit construction. Its water-blocking, seepage-prevention, and flow-diversion capabilities directly affect construction costs, project schedule, and construction safety. Furthermore, the cofferdam must withstand flood control during construction; a cofferdam failure would have extremely serious consequences. There are many types of cofferdams, among which earth-rock dams, which utilize locally sourced materials, are widely used in water conservancy projects. For loose soil and rock materials and high water head differences, the construction of seepage prevention systems for earth-rock dam cofferdams is extremely important. Common seepage prevention methods for dam bodies mainly include clay core walls, steel sheet pile seepage prevention walls, concrete seepage prevention walls, and curtain grouting. A method similar to the waterproofing and water-proofing construction method for riprap cofferdams in tidal flat areas (patent number CN202110535654.4), particularly for cofferdam seepage prevention layers with a pressurization platform designed in marine tidal flat environments, includes steps such as cofferdam filling, clay filling, laying of impermeable geotextile, crushed stone covering, laying of non-woven geotextile, bagged crushed stone covering, and large-block stone placement. This invention, combined with the engineering geological conditions of tidal flat areas and the design characteristics of marine highways, adopts an external slope seepage prevention method for riprap cofferdams, avoiding encroachment on marine land and impacting the ecological environment, accelerating the construction progress of marine highways, reducing construction costs, and meeting design requirements. However, this method's seepage prevention approach is relatively traditional and singular, unable to be tailored to different environments for targeted seepage prevention construction.

[0003] Therefore, the existing technical solutions have shortcomings. The seepage prevention methods are relatively traditional and singular, and cannot be tailored to different environments for targeted seepage prevention construction. Summary of the Invention

[0004] Therefore, the technical problem to be solved by the present invention is to overcome the problem that the existing seepage prevention methods are relatively traditional and singular, and cannot be combined with different environments for targeted seepage prevention construction.

[0005] Therefore, the technical solution adopted is a construction method for an earth-rock dam cofferdam seepage prevention system according to the present invention, comprising: a clay core wall for seepage prevention of the dam body; a plastic concrete seepage prevention wall, set between the clay core wall and the curtain grouting wall, for seepage prevention of the dam body and bedrock; and a curtain grouting wall, set at the lower end of the plastic concrete seepage prevention wall, for seepage prevention of deep bedrock.

[0006] Preferably, the clay core wall is arranged in a cone shape within the dam body.

[0007] Preferably, the plastic concrete seepage barrier is fixed to the earth-rock dam and bedrock by an anchoring structure.

[0008] Preferably, the curtain grouting barrier is set in a curtain shape within the permeable bedrock.

[0009] Preferably, a construction method for an earth-rock dam cofferdam seepage prevention system, applicable to an earth-rock dam cofferdam seepage prevention system, includes the following steps:

[0010] S1: Prepare construction machinery, build construction platform, and drill pilot holes;

[0011] S2: Based on geological conditions, implement pre-grouting operations;

[0012] S3: Construction of plastic concrete anti-seepage wall;

[0013] S4: Permeable bedrock curtain grouting;

[0014] S5: Filling and compacting the clay core wall by reciprocating drive of the slope compactor.

[0015] Preferably, S2 includes processing grouting holes, which are formed by impact or rotary casing drilling; grouting is performed using a cement slurry sleeve valve pipe pure pressure grouting process, and grouting is performed using a bottom-up grouting process.

[0016] Preferably, S3 includes: using mud slurry to protect the wall, removing slag and replacing it with fresh mud slurry to clean the holes using the "squeezing tube method", installing curtain grouting pipes, pouring plastic concrete for the anti-seepage wall using the underwater vertical lifting duct method, and connecting the trench sections using the joint pipe method.

[0017] Preferably, S4 includes a single row of holes arranged along the seepage-proof axis for curtain grouting, with a hole spacing of 1.5m. The upper boundary of the grouting is the bottom of the plastic concrete seepage-proof wall, and the lower boundary is the boundary of the impermeable bedrock. Curtain grouting is carried out after the seepage-proof wall at this location is completed, and grouting pipes are pre-embedded as grouting channels. The curtain grouting holes are drilled using a rotary drilling rig and diamond or carbide drill bits. The curtain grouting is carried out from top to bottom. After the entire hole is grouted, the hole is sealed using the "segmented grouting and sealing method".

[0018] Preferably, the slope compactor includes a connecting extrusion vehicle, an angled tilt compactor, an angled extension compactor, and an angle driver. The two ends of the connecting extrusion vehicle are respectively connected to two angled tilt compactors via short shafts. An angled extension compactor is laterally limited and inserted into the angled tilt compactor. Two angle drivers are fixed inside the connecting extrusion vehicle. The angle drivers drive the angled tilt compactor to rotate inside the connecting extrusion vehicle through gear meshing.

[0019] Preferably, the rear end of the connecting extrusion vehicle is fixed with a connecting frame for connecting the pusher, the connecting frame is connected to the pusher through the insertion of the connecting shaft, the middle end of the connecting extrusion vehicle is fixed with a central operating table, and a power controller for electrical control connection is fixed inside the central operating table; two hinge slots are respectively provided at both ends of the connecting extrusion vehicle; multiple core crushing cylinders are arranged side by side and rotated at the lower end of the connecting extrusion vehicle.

[0020] The angled roller is rotated in the hinge groove via a meshing gear shaft, and multiple side roller cylinders are rotatably provided at the lower end of the angled roller.

[0021] The angle driver includes an angle drive motor and an angle drive gear. The angle drive motor is fixed inside the central operating table, and the angle drive gear is fixed on the transmission shaft of the angle drive motor. The angle drive gear meshes with the transmission gear shaft.

[0022] The inclined extension compactor includes an extension driver, a drive screw shaft, a threaded extension drive platform, extension platforms, and an extension compaction cylinder. The extension driver is fixed to the inclined compactor. The drive shaft of the extension driver is driven by a coupling to rotate on the inclined compactor via the drive screw shaft. The drive screw shaft drives the threaded extension drive platform via a threaded engagement. Multiple extension platforms are fixedly connected to the threaded extension drive platform. The extension platforms are laterally limited and slidably inserted into the side end of the inclined compactor. An extension compaction cylinder is rotatably mounted on the lower end of the extension platform.

[0023] The beneficial effects of this invention are as follows:

[0024] 1. This invention adopts a combined seepage prevention method, which utilizes the advantages of different processes to effectively solve the problems of water seepage in the bedrock of cofferdams of loose earth-rock dams with high water head difference and seepage in the dam body. The treatment depth is deeper than the traditional single method, which is feasible and relatively cost-effective.

[0025] 2. The use of pre-grouting method greatly reduces the problem of hole collapse during the trenching process of deep loose sand and gravel, reduces the accidents of stuck drill and buried drill, and saves costs in a roundabout way.

[0026] 3. The use of plastic concrete cutoff walls to replace traditional reinforced concrete cutoff walls results in better coordinated deformation with the weir body, reducing the risk of cracking in the cutoff walls and ensuring the quality of seepage prevention.

[0027] Other features and advantages of the invention will be set forth in the description which follows, and will be apparent in part from the description, or may be learned by practicing the invention.

[0028] The technical solution of the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. Attached Figure Description

[0029] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used in conjunction with embodiments of the invention to explain the invention and do not constitute a limitation thereof. In the drawings:

[0030] Figure 1 This is a cross-sectional structural schematic diagram of the earth-rock dam cofferdam seepage prevention system of the present invention;

[0031] Figure 2 This is a schematic diagram of the process flow of the construction method of the earth-rock dam cofferdam seepage prevention system of the present invention;

[0032] Figure 3 This is a schematic diagram of the slope compactor of the present invention in the first direction;

[0033] Figure 4 This is a schematic diagram of the second direction of the slope compactor of the present invention;

[0034] Figure 5 This is a schematic diagram of the structure of the connecting extrusion vehicle of the present invention in the first direction;

[0035] Figure 6 This is a schematic diagram of the second direction of the connecting extrusion vehicle of the present invention;

[0036] Figure 7 This is a schematic diagram of the first direction of the angled roller of the present invention;

[0037] Figure 8 This is a schematic diagram of the second direction of the angle-tilted compactor of the present invention;

[0038] Figure 9 This is a schematic diagram of the inclined extension roller of the present invention.

[0039] In the diagram: 1. Clay core wall; 2. Plastic concrete anti-seepage wall; 3. Curtain grouting anti-seepage wall; 4. Slope compactor; 5. Connecting extrusion cart; 6. Connecting frame; 7. Connecting insert shaft; 8. Central operating table; 9. Power controller; 10. Angle inclined compactor; 11. Inclined extension compactor; 12. Hinge groove; 13. Central compactor cylinder; 14. Angle driver; 15. Angle drive motor; 16. Angle drive gear; 17. Meshing gear shaft; 18. Side compactor cylinder; 19. Extension driver; 20. Drive screw shaft; 21. Threaded extension drive platform; 22. Extension platform; 23. Extension compactor cylinder. Detailed Implementation

[0040] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0041] In the description of this application, it should be understood that the terms "middle," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application. The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this application, "a plurality of" means two or more, unless otherwise explicitly specified.

[0042] Furthermore, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection between two components. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances.

[0043] In this application, unless otherwise expressly specified and limited, "above" or "below" the second feature can include direct contact between the first and second features, or contact between the first and second features through another feature between them. Furthermore, "above," "over," and "on top" of the second feature includes the first feature being directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature includes the first feature being directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0044] Specific implementation method one: as follows Figure 1 and Figure 2 As shown, a construction method for an earth-rock dam cofferdam seepage prevention system includes: a clay core wall 1 for seepage prevention of the dam body; a plastic concrete cutoff wall 2, set between the clay core wall 1 and the curtain grouting cutoff wall 3, for seepage prevention of the bedrock; and a curtain grouting cutoff wall 3, set at the lower end of the plastic concrete cutoff wall 2, for seepage prevention of the dam body and the bedrock. The clay core wall 1 is cone-shaped and set inside the dam body; the plastic concrete cutoff wall 2 is fixed to the earth-rock dam and the bedrock by an anchoring structure; and the curtain grouting cutoff wall 3 is curtain-shaped and set inside the permeable bedrock.

[0045] The working principle and beneficial effects of this embodiment are as follows: By combining the use of clay core wall 1, plastic concrete anti-seepage wall 2 and curtain grouting anti-seepage wall 3, the phenomenon that the anti-seepage method is relatively simple and cannot be combined with different environments for targeted anti-seepage construction is effectively avoided. By utilizing the advantages of different processes, the problem of water seepage in the bedrock of the cofferdam of high water head difference loose earth and rock dam and the leakage of the dam body are effectively solved.

[0046] Specific implementation method two: such as Figure 1 and Figure 2 As shown, a construction method for an earth-rock dam cofferdam seepage prevention system includes the following steps:

[0047] S1: Prepare construction machinery, build construction platform, and drill pilot holes;

[0048] S2: Based on geological conditions, pre-grouting operations are carried out to reduce the trenching process and avoid hole collapse;

[0049] S3: Construction of plastic concrete anti-seepage wall 2;

[0050] S4: Permeable bedrock curtain grouting;

[0051] S5: Filling and compacting the clay core wall 1 by reciprocating driving the slope compactor 4.

[0052] The working principle and beneficial effects of this embodiment are as follows: This invention adopts a combined seepage prevention method, utilizing the advantages of different processes to effectively solve the problems of water seepage in the bedrock of cofferdams with high water head differences and seepage in the dam body. The treatment depth is deeper than the traditional single method, making it feasible and relatively cost-effective. The use of pre-grouting greatly reduces the problem of borehole collapse during the trenching process of deep loose sand and gravel, reducing drill jamming and drill burial accidents, thus indirectly saving costs. The use of plastic concrete seepage prevention walls instead of traditional reinforced concrete seepage prevention walls results in good coordinated deformation with the dam body, reducing the risk of cracking of the seepage prevention wall and ensuring the quality of seepage prevention.

[0053] Specific implementation method three: such as Figure 1 and Figure 2 As shown, a construction method for an earth-rock dam cofferdam seepage prevention system is described, wherein S2 includes: processing grouting holes, wherein the grouting holes are formed by impact or rotary casing drilling; and performing grouting using a cement slurry sleeve valve pipe pure pressure grouting process, wherein the grouting process is performed from bottom to top.

[0054] The process of creating grouting holes using impact or rotary drilling methods is as follows: Tool preparation: First, tools suitable for impact or rotary drilling need to be prepared. Specific tools will vary depending on the specific drilling method. For example, impact drilling typically uses impact drill bits and steel pipes; rotary drilling uses rotary drilling rigs and drill rods. The appropriate drilling method is selected based on specific requirements and construction conditions: For example, impact drilling: In impact drilling, impact drill bits and steel pipes are generally used. The impact drill bit is first installed at the end of the drill rod, and drilling is performed using impact force or impact vibration. The impact force of the impact drill bit will subject the soil or rock to impact stress, thereby breaking or decomposing it to form a borehole; or rotary drilling: In rotary drilling, a rotary drilling rig and drill rods are typically used. The rotary drilling rig rotates the drill rod, causing the drill bit to rotate clockwise or counterclockwise. Under sufficient pressure, the drill bit will resist the shear strength of the soil or rock, thus drilling into the ground. After drilling, the desired grouting hole will be obtained. Next, the borehole needs to be treated to ensure the stability and permeability of the borehole wall. Impact drilling: In impact drilling, auxiliary equipment such as casing and filter cartridges are usually used to stabilize and filter the borehole wall. The casing is inserted into the borehole, and grouting material is injected to fill the gap between the casing and the borehole wall, enhancing the stability and seepage prevention performance of the borehole wall. Rotary drilling: In rotary drilling, casing and filter cartridges are often installed. The casing is inserted into the borehole section by section using drill rods, and grouting material is injected to fill the gap between the casing and the borehole wall. The filter cartridge is used to filter water and prevent soil from entering the casing. After the grouting hole treatment is completed, grouting can be carried out. By injecting grouting material, the entire borehole space is filled, ensuring that the grouting material completely adheres to the borehole wall and achieves a seepage prevention effect. Grouting materials vary depending on the specific project requirements; common ones include cement grout and polymer materials.

[0055] The process of pure pressure grouting with cement grout sleeve valve pipe is as follows:

[0056] Preparation: First, you need to prepare the necessary materials and tools, including cement, grouting equipment (such as pumping stations and grouting machines), casings, valves, pipelines and connectors, etc.

[0057] Drilling: Drilling operations are performed as needed, typically using percussion or rotary drilling methods. Ensure the diameter and depth of the drilled hole meet design requirements;

[0058] Installing the casing: The casing is installed in the borehole. The length of the casing should be determined according to the design requirements. The casing serves to stabilize the borehole wall, prevent soil collapse, and prevent leakage of grouting materials.

[0059] Install valves: Install valves at the top of the casing (or other suitable location) to control the flow and pressure of the grouting. The type and specifications of the valves must be compatible with the grouting equipment and pipelines.

[0060] Pipeline connection: Connect the grouting equipment to the valves of the casing via pipeline, ensuring a secure and leak-free connection. Appropriate sealing materials can be used for sealing.

[0061] Pressure grouting: Start the grouting equipment and inject the pre-mixed cement grout into the casing. By controlling the valve opening and the working pressure of the grouting equipment, the cement grout fills the casing from the bottom upwards until the entire casing space is filled;

[0062] Compaction and Curing: During the grouting process, the casing can be vibrated or tapped as needed to help the cement grout fully expel air bubbles and achieve a better compaction effect. After a certain period of curing, the cement grout forms a solid grout body on the borehole wall;

[0063] After the cement slurry has fully cured, subsequent processing can be carried out, such as cutting or enlarging the hole, cleaning the top of the casing, and trimming the hole opening.

[0064] Specific implementation method four: such as Figure 1 and Figure 2 As shown, a construction method for an earth-rock dam cofferdam seepage prevention system is described, wherein S3 includes: using mud slurry to protect the wall, removing slag and replacing it with fresh mud slurry to clean the holes by the "extraction method", installing curtain grouting pipes, pouring plastic concrete for the seepage prevention wall by the underwater vertical lifting duct method, and connecting the trench sections by the joint pipe method.

[0065] The slag removal and replacement with fresh drilling mud method is a commonly used method for cleaning boreholes in underground engineering. The process is as follows:

[0066] Preparation: First, prepare the necessary equipment and materials, including water pumps, pipes, water tanks, cleaning tools, etc. Ensure that these equipment and materials meet the project requirements and are in good condition.

[0067] Pumping and slag removal: Connect the water pump and pipeline to the borehole, and use the pump to remove the mud from the bottom of the hole. During the pumping process, it is important to control the pumping speed and pressure to avoid unnecessary damage to the borehole wall;

[0068] Borehole wall cleaning: During the pumping process, water tanks and cleaning equipment can be used to inject clean water or cleaning fluid into the borehole, and the borehole walls can be cleaned by spraying, rinsing, etc. Appropriate cleaning methods can be selected as needed, such as high-pressure water guns or spray nozzles.

[0069] Removal of debris: As pumping and washing proceed, mud, gravel, and other debris from the borehole will be carried out. Filtering and collection devices can be installed to effectively remove or collect this debris, preventing pollution of the construction environment.

[0070] Replace with fresh drilling mud: After the drilling rig is removed and cleaned, fresh drilling mud needs to be introduced into the borehole through the mud pipe. Fresh drilling mud has good lubrication and cooling effects, which helps maintain the normal working condition of the drill bit and ensures the quality of the borehole.

[0071] Monitoring and Adjustment: After replacing the mud with fresh mud, monitoring is required to ensure that the mud flow and pressure meet the requirements. If necessary, adjustments can be made based on the monitoring results to maintain suitable operating conditions.

[0072] Specific implementation method five: such as Figure 1 and Figure 2 As shown, a construction method for an earth-rock dam cofferdam seepage prevention system is described. S4 includes: curtain grouting with a single row of holes arranged along the seepage prevention axis, with a hole spacing of 1.5m. The upper boundary of the grouting is the bottom of the plastic concrete seepage prevention wall 2, and the bottom boundary is the impermeable bedrock boundary. Curtain grouting is carried out after the seepage prevention wall at this location is completed, with pre-embedded grouting pipes serving as grouting channels. The curtain grouting holes are drilled using a rotary drilling rig and diamond or carbide drill bits. Curtain grouting is performed from top to bottom. After the entire hole is grouted, the hole is sealed using a "segmented grouting and sealing method."

[0073] The segmented grouting sealing method is a commonly used method for sealing boreholes in underground engineering. Its implementation process is as follows:

[0074] Preparation: First, prepare the necessary materials and tools, including cement, concrete, grouting equipment (such as pump stations and grouting machines), grouting pipes, and connectors. Ensure these materials and equipment meet project requirements and are in good working order.

[0075] Geological Analysis: Before construction, a geological analysis is conducted to understand the geological conditions around the borehole and potential issues such as water seepage and mud loss. Based on the geological conditions and borehole depth, a specific plan for segmented borehole sealing is determined.

[0076] Segmented grouting: The borehole is divided into several segments according to the drilling depth, and grouting is carried out according to the segmented plan. The grouting equipment is connected to the grouting pipe of the borehole, and the cement grout or concrete is injected into each segment sequentially by controlling the working pressure and flow rate of the grouting equipment. After each segment is grouted, a certain period of time is required to allow it to fully cure.

[0077] Ensuring quality: After each grouting section, a quality inspection is required, including observing the solidification of the grout, measuring the grouting pressure and flow rate, etc. If any abnormalities are found, timely measures must be taken to repair or adjust them;

[0078] Grouting Connection: After grouting is completed in all sections, it is necessary to connect the grouting sections to ensure the continuity and integrity of the entire sealing body. Appropriate connection materials or methods can be used for connection, such as using grouting tape, sealant, etc.

[0079] Post-treatment: After the sealing body has fully cured, subsequent treatments can be carried out, such as cleaning the orifice and repairing the surface of the sealing body.

[0080] Specific implementation method six: such as Figure 3 — Figure 9 As shown, a construction method for an earth-rock dam cofferdam seepage prevention system is described. The slope compactor 4 includes a connecting extrusion vehicle 5, an angled inclined compactor 10, an inclined extension compactor 11, and an angle driver 14. The two ends of the connecting extrusion vehicle 5 are respectively connected to two angled inclined compactors 10 through short shafts. An inclined extension compactor 11 is laterally limited and inserted on the angled inclined compactor 10. Two angle drivers 14 are fixed inside the connecting extrusion vehicle 5. The angle drivers 14 drive the angled inclined compactor 10 to rotate inside the connecting extrusion vehicle 5 through gear meshing.

[0081] The working principle and beneficial effects of this embodiment are as follows: By using a propeller, similar to a vehicle, to connect with the connecting extrusion vehicle 5, the propeller provides power for the movement and extrusion of the slope compactor 4; by driving the angle driver 14 on the connecting extrusion vehicle 5, the angled tilt compactor 10 is tilted on the connecting extrusion vehicle 5 until it is tilted to an angle that fits with the inclined slope of the clay core wall 1, which facilitates the driving and compaction of the slope; by driving the tilted extension compactor 11 on the tilted compactor 10, the tilted extension compactor 11 is extended on the tilted compactor 10, thereby expanding the compaction width, and then by reciprocating drive, the inclined slope of the clay core wall 1 is filled and compacted at the appropriate angle and width.

[0082] Specific implementation method seven: such as Figure 3 — Figure 9 As shown, a construction method for an earth-rock dam cofferdam seepage prevention system is described. The rear end of the connecting extrusion vehicle 5 is fixed with a connecting frame 6 for connecting a pusher. The connecting frame 6 is connected to the pusher through the insertion of a connecting shaft 7. The middle end of the connecting extrusion vehicle 5 is fixed with a central operating platform 8. A power controller 9 for electrical control connection is fixed inside the central operating platform 8. Two hinge slots 12 are respectively provided at both ends of the connecting extrusion vehicle 5. Multiple core rollers 13 are arranged side by side and rotated at the lower end of the connecting extrusion vehicle 5.

[0083] The angled roller 10 rotates within the hinge groove 12 via a meshing gear shaft 17, and a plurality of side roller cylinders 18 are rotatably provided at the lower end of the angled roller 10.

[0084] The angle driver 14 includes an angle drive motor 15 and an angle drive gear 16. The angle drive motor 15 is fixed inside the central operating table 8. The angle drive gear 16 is fixed on the transmission shaft of the angle drive motor 15. The angle drive gear 16 meshes with the transmission meshing gear shaft 17.

[0085] The inclined extension roller 11 includes an extension driver 19, a drive screw shaft 20, a threaded extension drive platform 21, an extension platform 22, and an extension rolling transmission cylinder 23. The extension driver 19 is fixed on the inclined roller 10. The drive shaft of the extension driver 19 is driven by the drive screw shaft 20 to rotate on the inclined roller 10 through a coupling. The drive screw shaft 20 drives the threaded extension drive platform 21 through a threaded engagement. The threaded extension drive platform 21 is fixedly connected to multiple extension platforms 22. The extension platforms 22 are laterally limited and slidably inserted into the side end of the inclined roller 10. The lower end of the extension platform 22 is rotatably provided with the extension rolling transmission cylinder 23.

[0086] The working principle and beneficial effects of this embodiment are as follows: The connecting pusher, similar to a vehicle, connects to the connecting extrusion vehicle 5 via the connecting frame 6 and connecting shaft 7; power is supplied and signals are transmitted to the controller via the power controller 9 in the central operating console 8, facilitating automatic control and adjustment; multiple core compaction cylinders 13 are arranged side-by-side at the lower end of the connecting extrusion vehicle 5, facilitating the movement of the connecting extrusion vehicle 5 and the compaction and filling of the upper surface of the clay core wall 1; the hinge slots 12 at both ends of the connecting extrusion vehicle 5 provide space for the rotation of the angled roller 10; the angle drive motor 15 drives the angle drive gear 16 to rotate, thereby driving the meshing gear shaft 17 to drive the angled roller. The roller 10 rotates within the hinge slot 12, thereby controlling and driving the tilting of the angled roller 10; this allows the angled roller 10 to fit against the slope of the clay core wall 1, and the multiple side rollers 18 at the lower end of the angled roller 10 fill and repeatedly compact the surface; by controlling the drive extension driver 19, the drive screw shaft 20 rotates on the angled roller 10, thereby driving the threaded extension drive platform 21, extension platform 22, and extension compaction cylinder 23 to extend on the angled roller 10, thereby extending the width of the slope to be compacted and filled by the extension compaction cylinder 23, thus achieving a more closely fitting filling and compaction.

[0087] The upper surface of the clay core wall 1 and two sloping surfaces.

[0088] The above description is not intended to limit the present invention, nor is the present invention limited to the examples given above. Any changes, modifications, additions, or substitutions made by those skilled in the art within the scope of the present invention are also within the protection scope of the present invention.

Claims

1. A construction method of an earth-rock dam cofferdam anti-seepage system, characterized in that, comprising: a clay core wall (1) is used for dam body anti-seepage; a plastic concrete cutoff wall (2) is arranged between the clay core wall (1) and the curtain grouting cutoff wall (3) and is used for dam body and bedrock anti-seepage; the curtain grouting cutoff wall (3) is arranged at the lower end of the plastic concrete cutoff wall (2) and is used for deep bedrock anti-seepage; the method comprises the following steps: S1: construction machinery preparation, construction of a construction platform, and drilling of a pilot hole; S2: pre-grouting operation according to geological conditions and requirements; S3: plastic concrete cutoff wall (2) construction; S4: permeable bedrock curtain grouting; S5: filling and rolling on the clay core wall (1) by a reciprocating driving slope roller (4); the slope roller (4) comprises a connection extrusion vehicle (5), an angle inclined roller (10), an inclined extension roller (11), and an angle driver (14), both ends of the connection extrusion vehicle (5) are connected to two angle inclined rollers (10) through short shafts, the inclined extension roller (11) is transversely and limitingly inserted into the angle inclined roller (10); two angle drivers (14) are fixed in the connection extrusion vehicle (5), and the angle drivers (14) drive the angle inclined roller (10) to rotate in the connection extrusion vehicle (5) through gear meshing; the rear end of the connection extrusion vehicle (5) is fixed with a connection frame (6) for connecting a pusher, the connection frame (6) is connected to the pusher through a connection shaft (7), the middle end of the connection extrusion vehicle (5) is fixed with a central operation table (8), the central operation table (8) is fixed with a power controller (9) for electrical control connection; both ends of the connection extrusion vehicle (5) are respectively provided with two hinged grooves (12); the lower end of the connection extrusion vehicle (5) is transversely and rotatably provided with a plurality of central roller cylinders (13); the angle inclined roller (10) rotates in the hinged groove (12) through a meshing gear shaft (17), and the lower end of the angle inclined roller (10) is rotatably provided with a plurality of side roller cylinders (18); the angle driver (14) comprises an angle driving motor (15) and an angle driving gear (16), the angle driving motor (15) is fixed in the central operation table (8), the angle driving gear (16) is fixed on the transmission shaft of the angle driving motor (15), and the angle driving gear (16) meshes with the meshing gear shaft (17); The inclined extension roller (11) comprises an extension driver (19), a driving screw shaft (20), a threaded extension driving table (21), an extension table (22) and an extension roller transmission cylinder (23), the extension driver (19) is fixed on the angle inclined roller (10), the transmission shaft of the extension driver (19) is driven to rotate on the angle inclined roller (10) through the driving screw shaft (20) through the shaft coupling, the driving screw shaft (20) drives the threaded extension driving table (21) through the threaded cooperation, the threaded extension driving table (21) is fixedly connected with a plurality of extension tables (22), the extension tables (22) are transversely limited slidingly inserted into the side ends of the angle inclined roller (10), and the lower ends of the extension tables (22) are rotationally provided with the extension roller transmission cylinders (23).

2. The construction method of the earth-rock dam cofferdam anti-seepage system according to claim 1, characterized in that: The clay core wall (1) is arranged in the dam body in a conical shape.

3. The construction method of the earth-rock dam cofferdam anti-seepage system according to claim 1, characterized in that: The plastic concrete impervious wall (2) is fixed in the earth-rock dam and the bedrock through the anchoring structure.

4. The construction method of the earth-rock dam cofferdam anti-seepage system according to claim 1, characterized in that: The curtain grouting prevention wall (3) is arranged in the water-permeable bedrock in a curtain shape.

5. The construction method of the earth-rock dam cofferdam anti-seepage system according to claim 1, characterized in that: The S2 comprises the following steps: processing a grouting hole, the grouting hole is formed by the impact or rotary following pipe drilling method; the grouting is performed by using the cement slurry sleeve valve pipe pure pressure grouting process, and the grouting is performed by using the top-down grouting process.

6. The construction method of a soil and rock dam cofferdam anti-seepage system according to claim 1, characterized in that: The S3 comprises the following steps: protecting the wall by mud, removing slag by the "cylinder extraction method", replacing fresh mud to clean the hole, installing a curtain grouting pipe, pouring the plastic concrete of the impervious wall by the underwater helicopter guide pipe method, and connecting the groove sections by the joint pipe method.

7. The construction method of a soil and rock dam cofferdam anti-seepage system according to claim 1, characterized in that: The S4 comprises the following steps: the curtain grouting is arranged along the single-row holes of the impervious axis, the hole distance is 1.5 m, the upper limit of the grouting is the bottom of the plastic concrete impervious wall (2), and the bottom limit is the boundary of the impermeable bedrock; the curtain grouting is performed after the completion of the impervious wall at the position, the pre-buried grouting pipe is used as the grouting channel; the curtain grouting hole is drilled by the rotary drilling machine and the diamond or hard alloy drill bit, the curtain grouting is performed from top to bottom, and the hole is sealed by the "sectional grouting hole sealing method" after the completion of the whole-hole grouting.

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