Partitioned collecting, monitoring and arranging method for comprehensive anti-seepage structure of clay core wall earth and rockfill dam

Abstract

The invention provides a partition collecting, monitoring and arranging method for a comprehensive anti-seepage structure of a clay core wall earth and rockfill dam. The partition collecting, monitoring and arranging method comprises the following steps that a first layer of geotechnical cloth is laid; laying a first layer of PTFE film; laying a geomembrane; laying a second layer of PTFE film; laying a second layer of geotechnical cloth; anchoring belt construction: anchoring the geomembrane on the concrete through angle steel bolts; and setting measures for collecting seepage water. The geomembrane has the beneficial effects that the friction force of the geomembrane is reduced through reasonable material arrangement, so that the geomembrane can sink along with a soil body, and the situation that only the soil body sinks, but the geomembrane cannot completely sink due to large friction force, cracks are generated, and the function of protecting clay is lost is avoided; whether the seepage of the dam is within a standard range or not is judged by accurately collecting seepage water of the dam and the dam foundation in a partitioned manner, so that relevant measures are prepared in advance to ensure the safety of the dam.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of water conservancy and hydropower, and particularly relates to a partitioned collection monitoring arrangement method for a comprehensive anti-seepage water structure of a clay core wall earth-rock dam. BACKGROUND

[0002] The dam foundation of the clay core wall rock-fill dam is a deep silt soft foundation with a depth of about 45 meters. First, a geomembrane and other methods are used to ensure dam seepage prevention. Specifically, two anti-seepage walls are arranged, a geomembrane is arranged between the anti-seepage walls, and a geomembrane is laid on the clay surface upstream of the anti-seepage wall, thereby ensuring seepage safety.

[0003] The gravel pile composite foundation is used to ensure the safety and stability of the dam. Since the dam foundation is formed by two different materials, the riverbed is a perennial impact slope material, and the left and right banks are rock, which jointly constitute the foundation of the dam. Because the mechanical properties of the two materials are completely different, different settlements will occur after the dam is built, especially uneven settlement will occur at the junction of the rock and the impact material, i.e., the flexible material, and this is also the weakest place of the dam. Different settlements may crack the geomembrane, thereby causing seepage and affecting the safety of the dam. SUMMARY

[0004] Therefore, the application aims to provide a partitioned collection monitoring arrangement method for a comprehensive anti-seepage water structure of a clay core wall earth-rock dam to solve the problems of cracking of the geomembrane caused by uneven settlement of the dam and low accuracy and real-time performance of dam seepage measurement.

[0005] To achieve the above-mentioned purpose, the technical scheme of the application is as follows:

[0006] A partitioned collection monitoring arrangement method for a comprehensive anti-seepage water structure of a clay core wall earth-rock dam, comprising the following steps:

[0007] S1, laying a first layer of geotextile;

[0008] S2, laying a first layer of PTFE film;

[0009] S3, laying a geomembrane;

[0010] S4, laying a second layer of PTFE film;

[0011] S5, laying a second layer of geotextile;

[0012] S6, anchor belt construction: anchoring the geomembrane on the concrete through angle steel bolts;

[0013] S7, arranging measures for collecting seepage water;

[0014] In step S7, the measures for collecting seepage water include:

[0015] S71, set a 2m wide, 1m high and 10% slope clay step at the downstream toe of the clay core diaphragm, and slope 10% from the middle of the clay core to both sides to the toe of the bank;

[0016] S72, divide the clay core with the center as the boundary, collect the seepage from the left and right parts of the clay core through the V-shaped measuring weir on both banks: set PVC drainage pipes on both banks, one end of the PVC drainage pipe is connected with the clay step, and the other end is connected with the V-shaped measuring weir at the toe of the dam;

[0017] S73, collect the seepage of the riverbed dam foundation through the middle measuring weir at the toe of the dam.

[0018] Further, in step S1, the first layer of geotextile is laid, including:

[0019] S11, transport the geotextile roll to the starting position of the construction surface, and slowly lay it along the slope direction;

[0020] S12, set the overlap width to 20cm, and use sewing or spot welding with a hot air gun to fix it.

[0021] Further, in step S2, the first layer of PTFE film is laid, including:

[0022] S21, transport the PTFE film to the laying position and lay it in the set direction;

[0023] S22, set the overlap width to 10cm, use a portable hot melt welder to weld the joint, and after the welding is completed, clean it with a wiping liquid and number it.

[0024] Further, in step S3, the geomembrane is laid, including:

[0025] S31, transport the geomembrane and lay it, the laying direction is from high to low, and the joints are arranged staggered;

[0026] S32, after arranging the overlapping edges of the joints, use a hot wedge welder to weld them;

[0027] S33, after the welding is completed, perform a gas pressure test or vacuum box detection.

[0028] Further, in step S4, the second layer of PTFE film is laid, including:

[0029] Lay another layer of PTFE film on the geomembrane, the steps are the same as those in step S2 of laying the first layer of PTFE film.

[0030] Further, in step S5, the second layer of geotextile is laid, including:

[0031] Lay another layer of geotextile on the second layer of PTFE film, the steps are the same as those in step S1 of laying the first layer of geotextile.

[0032] Further, in step S6, the anchoring belt is constructed, including:

[0033] S61, geomembrane pretreatment;

[0034] S62, drilling of concrete holes;

[0035] S63, epoxy glue filling and bolt installation;

[0036] S64, geomembrane installation and fixation;

[0037] S65, aftercare.

[0038] Further, in step S61, the geomembrane pretreatment includes:

[0039] Drilling holes with reamer at a set interval of 30 cm, with a hole diameter 2-3 mm larger than the bolt diameter;

[0040] In step S62, drilling of concrete holes includes:

[0041] S621, using a hand drill to drill holes in the concrete along the center line of the anchoring belt at an interval of 30 cm, with a depth of 40 cm and a diameter slightly larger than the bolt;

[0042] S622, after drilling, use high-pressure air to repeatedly flush the residual rock powder and debris in the hole;

[0043] In step S63, epoxy glue filling and bolt installation includes:

[0044] S631, pouring epoxy resin sealant into the hole, using bottom pouring method;

[0045] S632, inserting angle steel bolts to make them tightly fit with the concrete, maintaining perpendicularity until the epoxy glue is initially cured;

[0046] In step S64, geomembrane installation and fixation includes:

[0047] S641, spreading the geomembrane over the anchoring belt area, and making the holes on the membrane correspond to the installed angle steel bolts;

[0048] S642, fixing the gland through the angle steel to press the membrane, and tightening point by point;

[0049] In step S65, aftercare includes:

[0050] S651, re-inspecting all anchor points to check the stability of the bolts, the tightness of the membrane, and the completeness of the epoxy glue filling;

[0051] S652, painting anti-rust paint on exposed metal parts.

[0052] Further, in step S72, the seepage of the left and right parts of the clay core is collected by the V-shaped measuring weir on the left and right banks, including:

[0053] S721, the diameter of the PVC drainage pipe is 200mm, the geotextile is wrapped outside, and the fine sand is wrapped around the pipe;

[0054] S722, using the excavator to excavate a trapezoidal groove with a bottom width of 500mm along the downstream direction of the bank slope, and using the level to control the excavation elevation according to the 0.5% slope;

[0055] S723, after the excavation is completed, 100mm thick fine sand is laid, and the level is used to flatten, and then the PVC drainage pipe wrapped with geotextile is laid, and the PVC drainage pipe leads to the prefabricated concrete structure of the measuring weir;

[0056] S724, 100mm thick fine sand is laid around and on the top of the PVC drainage pipe, and 400mm thick crushed stone is laid on the top, and the rammer is used to tamp when laying the crushed stone;

[0057] S725, the V-shaped measuring weir plate is made of 8mm thick stainless steel plate and is embedded in the concrete.

[0058] Further, in step S73, the seepage of the riverbed dam foundation is collected by the middle measuring weir at the dam foot, including:

[0059] The measuring weir is made of prefabricated C25 concrete structure with a length of 2100mm, a width of 1200mm and a concrete thickness of 200mm.

[0060] Compared with the prior art, the comprehensive anti-seepage water structure partition collection monitoring arrangement method of the clay core earth-rock dam has the following beneficial effects:

[0061] (1) A double-layer PTFE film is additionally arranged between the geomembrane and the geotextile, the friction coefficient of the PTFE film is 0.1, the tensile strength is >=30Mpa, the elongation is greater than or equal to 150, and an arch with a size of 15*20 is arranged at the position where the rigid material and the flexible material contact to deal with the tensile cracking caused by the dam settlement. When the dam settles, the material can sink with the sinking, avoiding the tensile cracking of the PTFE film, by reducing the friction characteristics, ensuring that the geomembrane sinks synchronously with the soil body, thereby avoiding the tensile cracking, thereby further protecting the clay core, and ensuring the safety of the dam anti-seepage system.

[0062] (2) The clay steps at the toe of the clay core wall, PVC drainage pipes on both banks, and water measuring weirs on the left, right, and middle of the dam toe are used as the means of collecting seepage. This is more accurate than the traditional method of collecting seepage flow only at the downstream toe of the dam body. It enables the zonal collection and monitoring of seepage in the core wall and dam foundation, so as to more accurately monitor the seepage situation in the left and right parts and the dam foundation, thereby more accurately evaluating the dam's seepage prevention operation and safety. Attached Figure Description

[0063] The accompanying drawings, which form part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an undue limitation of the invention. In the drawings:

[0064] Figure 1 This is a planar schematic diagram of an embodiment of the present invention. Figure 1 ;

[0065] Figure 2 This is a planar schematic diagram of an embodiment of the present invention. Figure 2 ;

[0066] Figure 3 This is a schematic diagram of the seepage channel described in an embodiment of the present invention. Figure 1 ;

[0067] Figure 4 This is a schematic diagram of the seepage channel described in an embodiment of the present invention. Figure 2 ;

[0068] Figure 5 This is a schematic diagram of the seepage channel described in an embodiment of the present invention. Figure 3 ;

[0069] Figure 6 This is a schematic diagram of the seepage channel described in an embodiment of the present invention. Figure 4 ;

[0070] Figure 7 This is a schematic diagram of the seepage channel described in an embodiment of the present invention. Figure 5 ;

[0071] Figure 8 This is a schematic diagram of the seepage channel described in an embodiment of the present invention. Figure 6 ;

[0072] Figure 9 This is a three-dimensional rendering of the seepage channel described in an embodiment of the present invention. Figure 1 ;

[0073] Figure 10 This is a three-dimensional rendering of the seepage channel described in an embodiment of the present invention. Figure 2 . Detailed Implementation

[0074] It should be noted that the embodiments in the present application and the features in the embodiments can be combined with each other in the case of no conflict.

[0075] In the description of the present application, it should be understood that the orientation or positional relationship indicated by the terms "center", "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present application and simplifying the description, and does not indicate or imply that the device or element indicated must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application. In addition, the terms "first", "second" and the like are only for descriptive purposes and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the technical features indicated. Therefore, the features defined with "first", "second" and the like can explicitly or implicitly include one or more of the features. In the description of the present application, unless otherwise specified, the meaning of "a plurality of" is two or more.

[0076] In the description of the present application, it should be noted that, unless otherwise explicitly specified and limited, the terms "mounting", "connection", "connection" should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or integrally connected; it can be mechanically connected, or it can be electrically connected; it can be directly connected, or it can be indirectly connected through an intermediate medium, or it can be the communication inside two elements. For those skilled in the art, the specific meaning of the above terms in the present application can be understood through specific circumstances.

[0077] The present application will be described in detail below with reference to the accompanying drawings and in conjunction with embodiments.

[0078] As Figures 1 to 10 shown, a kind of clay core wall earth-rock dam comprehensive anti-seepage water structure partition collection monitoring arrangement method, comprising the following steps:

[0079] S1, laying first layer of geotextile;

[0080] S2, laying first layer of PTFE film;

[0081] S3, laying geomembrane;

[0082] S4, laying second layer of PTFE film;

[0083] S5, laying second layer of geotextile;

[0084] S6, anchoring band construction: by angle steel bolt, geomembrane is anchored on concrete;

[0085] S7, the measure of arranging collection seepage.

[0086] The specific implementation method is as follows:

[0087] At the junction of the dam abutments and the dam foundation on both banks, two layers of 0.2mm thick PTFE membrane are laid, sandwiching the geomembrane in the middle. This ensures that the geomembrane can sink with the dam during settling. Considering the PTFE material properties, the friction coefficient is kept to a minimum of 0.1. The length is determined based on the junction of the geomembrane and the seepage barrier wall with the clay core wall. Specifically, a layer of geotextile is laid first, followed by the PTFE membrane, then the PVC geomembrane, then another PTFE membrane, and finally a layer of geotextile.

[0088] Before laying, the work surface must be thoroughly cleaned to ensure that the concrete surface is flat and free of sharp objects, stones, and debris to prevent scratching or puncturing the geotextile. The laying sequence must be strictly followed according to the design requirements. The overall structure is a five-layer structure of "geotextile + PTFE membrane + geomembrane + PTFE membrane + geotextile", and all construction is carried out manually.

[0089] The seepage line of the dam extends from the downstream face of the clay core wall to the toe of the slope. To accurately collect and measure the seepage in the core wall in two sections (left and right), a 2-meter-wide, 1-meter-high clay step with a 10% inward slope is constructed at the downstream toe of the core wall. The core wall slopes outward at a 10% gradient from its center to both banks. With the center of the core wall as the boundary, seepage from the left and right sections flows along the slope of the toe step to PVC drainage pipes on both banks. From there, the water reaches the V-shaped measuring weirs on the left and right banks of the dam toe for measurement. Seepage in the riverbed and dam foundation is collected and measured through the measuring weir in the middle of the dam toe.

[0090] Example 1:

[0091] First layer of geotextile fabric laid:

[0092] Workers from both sides lift the geotextile rolls to the starting point of the construction surface and slowly unroll them manually along the slope. During installation, the fabric surface should be kept flat to avoid wrinkles, bulges, or tearing. The overlap width is 20cm, secured by sewing or spot welding with a special hot air gun to ensure a firm fit. Temporary sandbags can be used to weigh down the edges during installation to prevent wind displacement.

[0093] First PTFE membrane laying:

[0094] The PTFE membrane should be moved to the laying location by two or more people, handled with care and never dragged. It should be manually laid according to the design direction, and then naturally adhered to the geotextile surface. Joints should be manually welded using a portable hot-melt welding machine. After welding, the joints should be cleaned with a cleaning solution and numbered for easy inspection. The overlap width is 10cm.

[0095] Geomembrane laying:

[0096] The geomembrane is manually carried and laid out, the laying direction is from high to low, the joints are staggered, the overlapping edges are manually arranged, and then a hot wedge welding machine is used for welding. After the welding is completed, a gas pressure test or a vacuum box detection should be performed to ensure the reliability of the seal.

[0097] Laying of the second layer of PTFE membrane:

[0098] A second layer of PTFE membrane is laid on the geomembrane, the method is the same as the first layer, and attention is paid to the position of the weld to avoid the upper and lower layer welds, forming a staggered arrangement to enhance the impermeability. The joint treatment is consistent with the first layer to ensure the overall airtightness and integrity.

[0099] Laying of the second layer of geotextile:

[0100] The last layer is a protective layer of geotextile, which is manually laid out and laid along the slope, tightly adhering to the lower layer of PTFE membrane. The lap treatment method is the same as before, and if necessary, a hemp rope or a suture line is used for fixation.

[0101] Construction method of anchoring belt:

[0102] To enhance the impermeability and stability of the geomembrane edge, an anchoring belt with a width of 3.58m is laid along the membrane edge, and the specific construction process is as follows:

[0103] Anchoring form and structural parameters:

[0104] Anchoring belt width: 3.58m; bolt specification: diameter 24mm, length 40cm; bolt arrangement spacing: 30cm (along the longitudinal direction of the anchoring belt); anchoring method: the geomembrane is anchored to the concrete through angle steel bolts.

[0105] Pre-treatment of geomembrane:

[0106] Before laying the geomembrane, a special hole expander is used to pre-drill holes at a design interval of 30cm, the hole diameter should be 2-3mm larger than the bolt diameter to ensure that the geomembrane will not be torn during subsequent installation. When drilling, the edge of the hole should be avoided to avoid warping, and the hole should be repaired to ensure smoothness.

[0107] Drilling of concrete holes:

[0108] A hand air drill is used to drill holes with a depth of 40cm and a diameter slightly larger than the bolt along the center line of the anchoring belt at an interval of 30cm on the concrete foundation; after drilling, the hole is repeatedly flushed with high-pressure air to remove residual rock powder and debris, ensuring that the hole is clean and dry, providing good conditions for subsequent cementation.

[0109] Epoxy glue filling and bolt installation:

[0110] Inject an appropriate amount of epoxy resin sealant into the hole using a bottom-injection method to avoid air entrainment and voids; then manually insert angle steel bolts to ensure a tight fit with the concrete and maintain verticality. Do not disturb the hole before the epoxy sealant has initially set.

[0111] Geomembrane installation and fixing:

[0112] The pre-drilled geomembrane is laid out in the anchoring strip area, and the holes on the membrane are aligned with the installed angle steel bolts. The membrane is then pressed down with the angle steel fixing caps and tightened point by point to ensure that the membrane is flat and fits properly, avoiding bulging or suspension.

[0113] Aftermath handling:

[0114] After the anchoring is completed, all anchoring points are re-inspected to check the stability of the bolts, the tightness of the membrane, and the integrity of the epoxy filler. Exposed metal parts can be coated with anti-rust paint to improve durability.

[0115] Example 2:

[0116] The PVC drainage pipes are 200mm in diameter, wrapped with geotextile, and surrounded by fine sand. After the dam is filled to the design height, an excavator is used to excavate a trapezoidal trench with a bottom width of 500mm along both banks of the river downstream. Surveyors use a level to control the excavation elevation of the trench bottom at a 0.5% slope, and manual labor is used to trim the trench bottom with shovels to ensure the elevation meets design requirements. After excavation, a 100mm thick layer of fine sand is laid manually and leveled using a level, followed by the geotextile-wrapped PVC drainage pipes. The PVC drainage pipes ultimately lead to the precast concrete structure of the flow weir. A 100mm thick layer of fine sand is laid around and on top of the PVC drainage pipes. Finally, a 400mm thick layer of crushed stone is laid on top. The crushed stone is compacted manually using a small tamping machine.

[0117] The measuring weir is a precast C25 concrete structure, 2100mm long × 1200mm wide, with a concrete thickness of 200mm. The V-shaped measuring weir plate is made of 8mm thick stainless steel plate, embedded in the concrete.

[0118] By measuring and calculating the water accumulation in the precast concrete, a graph is plotted. Under normal circumstances, the curve is smooth. If the curve suddenly changes on a certain day, it indicates an abnormal seepage flow. In this case, it is necessary to compare and analyze the seepage agent buried in the dam to determine whether the seepage flow is within a reasonable range, and thus determine whether it is necessary to take further seepage prevention measures.

[0119] The slope of the seepage path is 1%, which allows for smooth drainage of seepage water. In actual application at the Nabalonga 2 Hydropower Station project in Rwanda, the seepage error rate was reduced by 1.5%.

[0120] According to the calculation results of the seepage mechanics model, the normal seepage flow rate is 0.003 m3.3 s, the seepage flow collected in 24 hours is 259m 3 Under normal circumstances, the curve drawn by the seepage flow collected every day should be flat and without mutation. If the seepage flow curve collected on a certain day suddenly jumps, it is necessary to combine the multiple seepage agents embedded in the dam to comprehensively judge and analyze, so as to find out the reason for the mutation, so as to ensure that the dam seepage is reasonable.

[0121] The advantages and beneficial effects of the present application are as follows:

[0122] (1) A double-layer PTFE film is additionally arranged between the geomembrane and the geotextile, the friction coefficient of the PTFE film is 0.1, the tensile strength is >= 30Mpa, the elongation is greater than or equal to 150, and a 15*20 arch is arranged at the position where the rigid material and the flexible material contact to cope with the tensile cracking caused by dam settlement. When the dam settles, the material can sink with the sinking, avoiding the tensile cracking of the PTFE film. By reducing the friction characteristics, the geomembrane is ensured to sink synchronously with the soil body, so as to avoid the tensile cracking, thereby further protecting the clay core wall and ensuring the safety of the dam anti-seepage system.

[0123] (2) The clay steps of the clay core wall slope foot, the PVC drainage pipes on both sides, and the middle water measuring weir of the left and right dam feet are used as the way to collect seepage water, which is more accurate than the traditional method of collecting seepage flow only at the downstream slope foot of the dam body. The seepage of the core wall and the dam foundation is collected and monitored in different zones, so as to more accurately monitor the seepage conditions of the left and right parts and the dam foundation, and more accurately evaluate the anti-seepage operation condition and safety of the dam.

[0124] The above only describes the preferred embodiments of the present application and is not intended to limit the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principles of the present application shall be included in the protection scope of the present application.

Claims

1. A method for zonal collection and monitoring of a clay-core earth-rock dam integrated seepage prevention structure, characterized in that: Includes the following steps: S1. Lay the first layer of geotextile; S2. Lay the first layer of PTFE membrane; S3. Laying geomembrane; S4. Lay the second layer of PTFE membrane; S5. Lay the second layer of geotextile; S6. Anchoring strip construction: The geomembrane is anchored to the concrete using angle steel bolts; S7. Arrange measures to collect seepage water; In step S7, measures are arranged to collect seepage water, including: S71. Set up a 2m wide, 1m high clay step with a 10% slope and inward inclination at the downstream toe of the clay core wall seepage barrier, and slope from the middle of the clay core wall to both sides at a 10% slope to the toe of the slope on both banks. S72. Using the center of the clay core wall as the boundary, collect the seepage of the left and right parts of the clay core wall through the V-shaped measuring weirs on the left and right banks: set up PVC drainage pipes on the left and right banks respectively, with one end of the PVC drainage pipe connected to the clay step and the other end of the PVC drainage pipe connected to the V-shaped measuring weir at the foot of the dam. S73. Collect seepage from the riverbed and dam foundation through a measuring weir in the middle of the dam toe.

2. The method for zonal collection and monitoring of a clay core wall earth-rock dam integrated seepage prevention structure according to claim 1, characterized in that: In step S1, the first layer of geotextile is laid, including: S11. Lift and transport the geotextile roll to the starting point of the construction surface and slowly lay it along the slope. S12. Set the overlap width to 20cm and fix it by sewing or hot air gun spot welding.

3. The method for zonal collection and monitoring of a clay core wall earth-rock dam integrated seepage prevention structure according to claim 1, characterized in that: In step S2, the first PTFE membrane is laid, including: S21. Transport the PTFE membrane to the laying position and lay it in the set direction; S22. Set the overlap width to 10cm. Weld the seam using a portable hot melt welding machine. After the weld is completed, clean it with wiping liquid and mark it with numbers.

4. The method for zonal collection and monitoring of a clay core wall earth-rock dam integrated seepage prevention structure according to claim 1, characterized in that: In step S3, the geomembrane is laid, including: S31. Transport and lay the geomembrane, laying it from high to low with staggered joints. S32. After tidying up the overlapping edges of the interface, weld using a hot wedge welder; S33. After the weld is completed, a pneumatic test or vacuum box inspection shall be carried out.

5. The method for zonal collection and monitoring of a clay-core earth-rock dam integrated seepage prevention structure according to claim 1, characterized in that: In step S4, the second PTFE membrane is laid, including: Lay another layer of PTFE membrane on the geomembrane, following the same steps as step S2 for laying the first layer of PTFE membrane.

6. The method for zonal collection and monitoring of a clay core wall earth-rock dam integrated seepage prevention structure according to claim 1, characterized in that: In step S5, the second layer of geotextile is laid, including: A second layer of geotextile is laid on the second PTFE membrane, following the same steps as step S1 for laying the first layer of geotextile.

7. The method for zonal collection and monitoring of a clay core wall earth-rock dam integrated seepage prevention structure according to claim 1, characterized in that: In step S6, the anchoring strip construction includes: S61. Geomembrane pretreatment; S62. Drilling concrete holes; S63, Epoxy filler and bolt installation; S64. Geomembrane installation and fixing; S65. Aftermath handling.

8. The method for zonal collection and monitoring of a clay core wall earth-rock dam integrated seepage prevention structure according to claim 7, characterized in that: In step S61, the geomembrane pretreatment includes: Drill holes using a reamer at a set interval of 30cm, with the hole diameter slightly larger than the bolt diameter by 2-3mm. In step S62, the drilling of concrete holes includes: S621. Using a hand drill, drill holes 40cm deep and slightly larger in diameter than the bolts in the concrete at 30cm intervals along the center line of the anchoring strip. S622. After drilling is completed, use high-pressure air to repeatedly flush out residual rock powder and debris in the hole; In step S63, epoxy adhesive filling and bolt installation include: S631. Inject epoxy resin sealant into the hole using the bottom injection method; S632. Insert the angle steel bolts to ensure they fit tightly against the concrete, maintaining verticality until the epoxy adhesive initially sets. In step S64, the geomembrane is installed and fixed, including: S641. Lay the geomembrane over the anchorage area and align the holes on the membrane with the installed angle steel bolts. S642. Secure the pressure cap with angle steel to press down the membrane body and tighten it point by point; In step S65, the cleanup process includes: S651. Re-inspect all anchor points to check the stability of bolts, the tightness of membrane adhesion, and the integrity of epoxy filler. S652. Exposed metal parts are coated with anti-rust paint.

9. The method for zonal collection and monitoring of a clay core wall earth-rock dam integrated seepage prevention structure according to claim 1, characterized in that: In step S72, the seepage flow from the left and right sides of the clay core wall is collected through V-shaped weirs on both banks, with the center of the clay core wall as the boundary. This includes: S721. Install PVC drainage pipes with a diameter of 200mm, wrap them with geotextile, and wrap the pipes with fine sand. S722. Use an excavator to excavate a trapezoidal trench with a bottom width of 500mm along the downstream direction of both banks of the river. Use a level to control the excavation elevation of the trench bottom at a slope of 0.5%. S723. After the excavation is completed, a 100mm thick layer of fine sand is laid and leveled using a level instrument. Then, a PVC drainage pipe wrapped with geotextile is laid. The PVC drainage pipe leads to the precast concrete structure of the water weir. S724. Lay a 100mm thick layer of fine sand around and on top of the PVC drainage pipe, and lay a 400mm thick layer of crushed stone on top. When laying the crushed stone, use a rammer to compact it. The S725 V-shaped measuring weir plate is made of 8mm thick stainless steel plate and is embedded in concrete.

10. The method for zonal collection and monitoring of a clay core wall earth-rock dam integrated seepage prevention structure according to claim 1, characterized in that: In step S73, the seepage from the riverbed dam foundation is collected through a measuring weir at the middle of the dam toe, including: The measuring weir is a precast C25 concrete structure, 2100mm long × 1200mm wide, with a concrete thickness of 200mm.

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