Reinforcement structure for earth-rock dam to prevent over-standard overflow and construction method thereof

Abstract

The application discloses a soil-rock dam reinforcing and enhancing structure for preventing over-standard overflow dam break and a construction method thereof. The structure comprises a soil-rock dam filling body, a vertical anti-seepage core wall arranged in the soil-rock dam filling body, and a composite high-strength fiber three-dimensional membrane arranged on the surface of the dam slope after regulation. The membrane body is unfolded along the slope surface and is reinforced by a pressing plate type fixing anchor bolt and a fiber membrane three-dimensional rivet. The row-to-row spacing of the fixing anchor bolt is 20-50 cm, so that the composite membrane is tightly attached to the dam body. The rigid structure and the flexible protection material are organically combined, the dam body's erosion resistance and durability are significantly improved while the flood discharge capacity is ensured, the construction method is simple, the cost is low, and the method is suitable for flood control reinforcement and safe operation of various soil-rock dams.

Description

Technical Field

[0001] This invention relates to the field of earth-rock dam safety protection technology, and in particular to an earth-rock dam reinforcement structure and its construction method for preventing dam failure due to excessive overflow. Background Technology

[0002] Currently, in recent years, due to the impact of climate change, the frequency of extreme weather events has increased significantly, especially heavy rainfall events, which have exacerbated the risk of flooding year by year. For earth-rock dams, the risk of overtopping caused by floods exceeding standard levels has increased dramatically. Once the flood level exceeds the dam crest, the strong water flow will damage the structural stability of the dam, easily leading to overtopping and collapse. Under continuous erosion, the dam slope will gradually be eroded, potentially eventually causing a dam failure.

[0003] Overtopping and collapse of earth-rock dams not only directly threaten the lives of downstream residents, but also destroy farmland, roads, factories, and other production and living facilities, causing severe socio-economic losses. Existing protective measures mostly rely on traditional rigid overflow structures, but these structures are prone to cracking and erosion under flood conditions, making it difficult to effectively withstand the impact of floods exceeding standard levels in the long term, resulting in insufficient safety and durability.

[0004] Therefore, how to effectively improve the flood discharge capacity of earth-rock dams under conditions of floods exceeding standard levels, and enhance the seepage prevention and overall stability of the dam body, has become a technical problem that urgently needs to be solved in the field of water conservancy engineering. Summary of the Invention This invention provides a reinforcement structure for earth-rock dams to prevent dam failure due to excessive overflow, and its construction method, in order to solve the technical problems existing in the prior art.

[0005] The technical solution adopted by this invention to solve the technical problems existing in the prior art is as follows: A reinforcement structure for earth-rock dams to prevent dam failure due to overflow exceeding standards includes an earth-rock dam fill body with a vertical anti-seepage core wall and a composite high-strength fiber three-dimensional membrane laid on the surface of the earth-rock dam fill body; the composite high-strength fiber three-dimensional membrane is anchored to the dam body by pressure plate type fixing anchors.

[0006] Furthermore, it also includes an overflow weir and a downstream overflow channel, with the cross-section of the earth-rock dam fill being trapezoidal; the overflow weir covers the earth-rock dam fill and is connected to the downstream overflow channel; a composite high-strength fiber three-dimensional membrane is located between the overflow weir and the earth-rock dam fill and is connected to the top of the vertical anti-seepage core wall.

[0007] Furthermore, a fine sand cushion layer and a medium-coarse sand cushion layer are laid sequentially from the inside to the outside between the composite high-strength fiber three-dimensional membrane and the outer surface of the earth-rock dam fill body to buffer the impact of water flow and prevent leakage.

[0008] Furthermore, the surface of the composite high-strength fiber three-dimensional membrane is provided with fiber membrane three-dimensional rivets. The fiber membrane three-dimensional rivets include a cap, a shank, and a upset head connected in sequence. The end face area of ​​the cap and upset head connected to the shank is larger than the cross-sectional area of ​​the shank. The cap is embedded in the membrane body of the composite high-strength fiber three-dimensional membrane. The end of the upset head, which is not connected to the shank, is frustum-shaped and is inserted into the outer surface layer of the earth-rock dam fill body.

[0009] Furthermore, a prestressed anchor cable array is installed on the upstream side of the earth-rock dam fill, and a composite high-strength fiber three-dimensional membrane is laid on the water-facing side of the prestressed anchor cable array.

[0010] Furthermore, the prestressed anchor array includes: longitudinally arranged anchors and slope-arranged anchors parallel to the upstream dam slope, with the longitudinally arranged anchors and slope-arranged anchors intersecting; a composite high-strength fiber three-dimensional membrane is laid in two layers, with one end of the lower layer laid along the water-facing side of the slope-arranged anchors and the other end laid along the dam crest surface; one end of the upper layer laid along the water-facing side of the longitudinally arranged anchors and the other end laid parallel to the dam crest surface; a fine sand cushion layer, a medium-coarse sand cushion layer, and a fine sand cushion layer are laid between the two layers of composite high-strength fiber three-dimensional membrane from top to bottom; the end of the upper layer of composite high-strength fiber three-dimensional membrane overlaps and is fixedly connected to the lower layer of composite high-strength fiber three-dimensional membrane on the water-facing side of the slope-arranged anchors.

[0011] Furthermore, the connection between the two composite high-strength fiber three-dimensional membranes is double-folded and reinforced with rubber strips and steel pressure strips for tight fixation.

[0012] The present invention also provides a construction method for the above-mentioned reinforcement structure of earth-rock dam for preventing dam failure due to excessive overflow, the method comprising the following steps: First, the damaged dam slope is cleaned and leveled, removing loose material and weakened parts due to erosion. If necessary, medium-coarse sand or gravel is used for filling to ensure that the dam slope surface has the bearing capacity. Then, fine sand cushion layer and medium-coarse sand cushion layer are laid in sequence in the repair area to provide flat support and buffer effect. A composite high-strength fiber three-dimensional membrane is laid on the surface of the dam slope after treatment. The membrane is spread out along the slope and reinforced by pressure plate fixing anchors and fiber membrane three-dimensional rivets. The row and column spacing of the fixing anchors is 20-50cm, so that the composite membrane is tightly attached to the dam body.

[0013] Furthermore, the method includes the following specific steps: Step 1, Dam preparation: Level, compact and clean the earth-rock dam fill and dam slope surface to ensure that the water-facing surface is flat and firm and ready for construction. Step 2, laying of the seepage prevention structure: fine sand cushion layer and medium-coarse sand cushion layer are laid in sequence on the water-facing side of the dam slope. The thickness of the fine sand cushion layer is 1 to 5 cm and the particle size is less than 6 mm, so as to protect the composite high-strength fiber three-dimensional membrane and avoid sharp-cornered particles from damaging the membrane. Step 3, Composite membrane installation: Lay a composite high-strength fiber three-dimensional membrane on the surface of the cushion layer, and set bolt holes at certain intervals along the dam slope. Secure the composite membrane to the dam slope surface with pressure plate fixing anchors and fiber membrane three-dimensional rivets, and add rubber strips and steel pressure strips at the joints to ensure that the membrane fits tightly and prevents loosening. Step 4, Overflow Structure Setting: A pre-designed trapezoidal overflow weir is cast integrally at the top of the dam, and its downstream end is connected to a pre-designed downstream trapezoidal overflow channel to form a graded discharge system to ensure that floods can be discharged in an orderly manner under conditions exceeding the standard. Step 5, System Forming and Inspection: After the above structural construction is completed, the overall overflow and seepage prevention system is inspected and pressure tested to ensure that the weir, overflow channel, composite membrane and anchoring system are reliable and can quickly improve the overflow capacity and effectively reduce the risk of dam failure under super-standard flood conditions.

[0014] Further, in step 3, before the composite membrane is installed, a prestressed anchor cable array is set on the upstream side of the earth-rock dam fill. The prestressed anchor cable array consists of longitudinally arranged anchor cables and slope-arranged anchor cables parallel to the upstream dam slope, with the longitudinally arranged anchor cables and slope-arranged anchor cables intersecting each other. During the composite membrane installation, the composite high-strength fiber three-dimensional membrane is laid in two layers. One end of the lower composite high-strength fiber three-dimensional membrane is laid along the water-facing side of the slope-arranged anchor cables, and the other end is laid along the dam crest surface. One end of the upper composite high-strength fiber three-dimensional membrane is laid along the water-facing side of the longitudinally arranged anchor cables, and the other end is laid parallel to the dam crest surface. A fine sand cushion layer, a medium-coarse sand cushion layer, and a fine sand cushion layer are laid between the two composite high-strength fiber three-dimensional membranes from top to bottom. The end of the upper composite high-strength fiber three-dimensional membrane overlaps and is fixedly connected to the lower composite high-strength fiber three-dimensional membrane on the water-facing side of the slope-arranged anchor cables.

[0015] The advantages and positive effects of this invention are: This invention combines rigid structures with flexible protective materials to significantly improve the erosion resistance and durability of the dam body while ensuring flood discharge capacity. The construction method is simple and low-cost, and it is suitable for flood control reinforcement and safe operation of various types of earth-rock dams.

[0016] Enhancing safety: By setting up a trapezoidal overflow weir on the dam crest and a downstream overflow channel, a tiered discharge system is constructed, enabling the orderly discharge of floods exceeding standard levels, significantly reducing the risk of flood overtopping and dam failure, and protecting the lives and property of people downstream.

[0017] Enhanced seepage prevention and stability: The structural design of the composite high-strength fiber three-dimensional membrane combined with fine sand cushion layer and medium-coarse sand cushion layer can effectively prevent seepage and dam erosion, and the overall stability of the dam body is further enhanced by the pressure plate fixed anchor bolts and upstream counterweight anchor body.

[0018] Improved durability: The composite high-strength fiber three-dimensional membrane has high strength, flexibility and corrosion resistance, and can be closely bonded to the dam body to form a smooth and impact-resistant overflow surface, avoiding the problems of cracking and erosion that are common in traditional rigid structures, and greatly extending the service life of the dam body.

[0019] Construction simplicity and economy: The scheme has a reasonable structural design, simple construction process, and lightweight materials, which can effectively reduce construction difficulty and project cost, while shortening the construction period.

[0020] High applicability: Not only is it suitable for the safety design of newly built earth-rock dams, but it can also be used to repair and reinforce existing damaged dams, those subjected to flood erosion, or those with potential leakage risks. The flexible composite membrane and reinforcement structure provided by this invention can rapidly improve the erosion resistance and seepage prevention capabilities and extend the service life of the dam without significantly altering its original shape, and has broad promotion and application value. Attached Figure Description

[0021] Figure 1 This is a schematic diagram of an earth-rock dam reinforcement structure for preventing dam failure due to excessive overflow, according to the present invention.

[0022] Figure 2 This is a schematic diagram of the composite high-strength fiber three-dimensional membrane laying of the present invention.

[0023] Figure 3 This is a partially enlarged schematic diagram of the composite high-strength fiber three-dimensional membrane of the present invention being connected to the dam body via fiber membrane three-dimensional rivets.

[0024] In the diagram: 1. Earth-rock dam fill; 2. Anti-seepage core wall; 3. Composite high-strength fiber membrane; 4. Precast overflow weir; 5. Pressure plate type fixing anchor bolt; 6. Upper composite high-strength fiber membrane; 7. Lower composite high-strength fiber membrane; 8. Longitudinal anchor cable; 9. Slope-arranged anchor cable; 10. Anchor cable; 11. Joint of membrane body; 12. Fiber membrane three-dimensional rivet; 13. Upset head; 14. Nail rod; 15. Cap head. Detailed Implementation

[0025] The present invention will now be described in detail with reference to the accompanying drawings and embodiments. It should be understood that the preferred embodiments described herein are for illustration and explanation only and are not intended to limit the present invention.

[0026] In the description of this invention, the terms "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," and "bottom," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and do not require the invention to be constructed and operated in a specific orientation; therefore, they should not be construed as limitations on the invention. The terms "connected" and "linked" used in this invention should be interpreted broadly. For example, they can refer to a fixed connection or a detachable connection; a direct connection or an indirect connection through intermediate components; or an electrical connection or signal transmission. Those skilled in the art can understand the specific meaning of the above terms according to the specific circumstances.

[0027] Please see Figures 1 to 3 A reinforcement structure for earth-rock dams to prevent dam failure due to overflow exceeding standards includes an earth-rock dam fill body 1, a vertical anti-seepage core wall 2 inside the earth-rock dam fill body 1, and a composite high-strength fiber three-dimensional membrane 3 laid on the surface of the earth-rock dam fill body 1; the composite high-strength fiber three-dimensional membrane 3 is anchored to the dam body by pressure plate type fixing anchor bolts 5.

[0028] The composite high-strength fiber three-dimensional membrane 3 of the present invention is a three-dimensional composite material membrane made of high-strength fibers. The fibers are distributed three-dimensionally in space, rather than arranged in a planar manner, which effectively improves the mechanical properties and structural stability of the material. The membrane material and the high-strength fiber material in the composite high-strength fiber three-dimensional membrane 3 of the present invention are different materials, combined through physical or chemical methods to form a composite material with high strength, high rigidity, and high durability.

[0029] High-strength composite membrane structures are mainly composed of high-strength composite materials and membrane materials. The high-strength composite materials are typically composed of high-performance fibers and resins, characterized by high strength, high rigidity, and high durability. The membrane materials, on the other hand, are usually made of polymer materials, offering advantages such as lightweight, large span, low cost, and environmental friendliness.

[0030] High-strength fibers can include glass fibers, carbon fibers, or aramid fibers.

[0031] Preferred membrane materials include, but are not limited to: high-density polyethylene (HDPE), thermoplastic polyolefin (TPO), polyvinyl chloride (PVC), or polytetrafluoroethylene (PTFE) coated fabric.

[0032] The performance characteristics of high-strength composite membrane structures are mainly reflected in the following aspects. First, they possess high strength and rigidity, enabling them to withstand large loads and pressures. Second, they exhibit high durability, resisting erosion from the natural environment and chemical substances, thus ensuring the long-term use of the building. Furthermore, their lightweight and large-span characteristics make construction more convenient and flexible. Finally, their low cost and environmental friendliness give them broad application prospects in the construction field.

[0033] The pressure plate type fixed anchor bolt (5) is an anchoring device that distributes and fixes the load to the base through a pressure plate. It is commonly used in steel structures, equipment installations, or rubber dams to achieve reliable load transfer and connection.

[0034] The pressure plate type anchor bolt 5 uses a pressure plate to tighten the bolt to the base (such as concrete or metal plate). The preload of the bolt uses the pressure plate to hold the workpiece, thereby withstanding tensile, shear, or bending forces. Its design must consider load distribution, material strength, and corrosion protection. It is commonly used in building structures, mechanical fixing, or hydraulic engineering (such as the anchoring of dam bags in rubber dams).

[0035] Preferably, it may also include an overflow weir and a downstream overflow channel. The cross-section of the earth-rock dam fill body 1 may be trapezoidal. The overflow weir may cover the earth-rock dam fill body 1 and be connected to the downstream overflow channel. The composite high-strength fiber three-dimensional membrane 3 is located between the overflow weir and the earth-rock dam fill body 1 and is connected to the top of the vertical anti-seepage core wall 2.

[0036] Both the overflow weir and the downstream overflow channel can be trapezoidal channels. The trapezoidal cross-section of the precast overflow weir 4 matches the trapezoidal cross-section of the earth-rock dam fill 1.

[0037] Both the overflow weir and the downstream overflow channel can be prefabricated and installed, or they can be made by casting concrete on-site using prefabricated concrete formwork to prevent seepage.

[0038] Overflow weirs are key hydraulic structures in water conservancy projects, mainly used for controlling water flow, regulating water levels, flood discharge, or power generation. The primary function of an overflow weir is to discharge excess water by overflowing when the water level exceeds a set height, preventing the water level from rising further and protecting the engineering structure and surrounding safety.

[0039] An overflow channel is a structure used in hydraulic engineering or specific equipment to guide and control the overflow of water. In hydraulic facilities such as reservoirs or dams, the overflow channel is part of the spillway and is responsible for safely discharging floodwaters exceeding the reservoir's capacity downstream. Its structure generally includes an intake channel, a control section, a spillway, energy dissipation facilities, and an outlet channel.

[0040] The downstream overflow channel of the present invention refers to the channel located on both sides of the overflow weir, which guides and controls the flow direction of the water overflowing from the overflow weir.

[0041] Preferably, a fine sand cushion layer and a medium-coarse sand cushion layer can be laid sequentially from the inside to the outside between the composite high-strength fiber three-dimensional membrane 3 and the outer surface of the earth-rock dam fill body 1 to buffer the impact of water flow and prevent leakage.

[0042] Preferably, the surface of the composite high-strength fiber three-dimensional membrane 3 may be provided with fiber membrane three-dimensional rivets 12. The fiber membrane three-dimensional rivets 12 include a cap 15, a shank 14 and an upsetting head 13 connected in sequence. The end face area of ​​the cap 15 and the upsetting head 13 at the connection with the shank 14 is larger than the cross-sectional area of ​​the shank 14. The cap 15 is embedded in the membrane body of the composite high-strength fiber three-dimensional membrane 3. The end of the upsetting head 13, which is not connected to the shank 14, is frustum-shaped. The upsetting head 13 is inserted into the outer surface layer of the earth-rock dam fill body 1.

[0043] The head 15 of the fiber membrane 3D rivet 12 is the head structure of the rivet, used to provide a contact surface during riveting. Common types include round head, countersunk head, and flat round head. The shank 14 is the thinner shank connecting the head 15 and the upset head 13, which is the other end fastening structure formed by deformation during riveting. The material of the head 15 of the fiber membrane 3D rivet 12 can be the same as or have similar chemical properties as the composite high-strength fiber 3D membrane 3.

[0044] The cap head 15, nail rod 14, and upset head 13 should be made of engineering plastics or composite materials that have good compatibility or weldability with the matrix polymer material of the composite high-strength fiber three-dimensional membrane. For example, nylon (PA), polypropylene (PP), glass fiber reinforced plastic (GFRP), or HDPE, TPO, etc., which are homogeneous with the membrane substrate. This allows the cap head to be firmly bonded to the membrane through hot-melt welding, chemical bonding, or in-mold molding, forming an integrated anchoring point.

[0045] Preferably, a prestressed anchor cable array 10 can be installed on the upstream side of the earth-rock dam fill body 1, and a composite high-strength fiber three-dimensional membrane 3 can be laid on the water-facing side of the prestressed anchor cable array 10.

[0046] Preferably, the prestressed anchor cable array 10 may include: longitudinally arranged anchor cables 8 and slope-arranged anchor cables 9 parallel to the upstream dam slope, wherein the longitudinally arranged anchor cables 8 and the slope-arranged anchor cables 9 intersect; the composite high-strength fiber three-dimensional membrane 3 may be laid in two layers, the lower layer composite high-strength fiber three-dimensional membrane 7 may be laid along the water-facing side of the slope-arranged anchor cables 9 at one end, and along the dam crest surface at the other end; the upper layer composite high-strength fiber three-dimensional membrane 6 may be laid along the water-facing side of the longitudinally arranged anchor cables 8 at one end, and parallel to the dam crest surface at the other end; a fine sand cushion layer, a medium-coarse sand cushion layer, and a fine sand cushion layer may be laid between the two layers of composite high-strength fiber three-dimensional membrane 3 from top to bottom; the end of the upper layer composite high-strength fiber three-dimensional membrane 6 overlaps and is fixedly connected to the lower layer composite high-strength fiber three-dimensional membrane 7 on the water-facing side of the slope-arranged anchor cables 9.

[0047] Prestressed anchor cables (10) are an anchoring technology that reinforces rock masses or structures by applying prestress. They consist of an inner anchoring section, a tensioning section, and an outer anchoring section. The inner anchoring section is fixed to stable rock strata by bonding or mechanical means, and the anchor cable body is mostly made of high-strength steel strand. The outer anchoring section includes an anchor and a concrete base to achieve stress locking. According to the force transmission method, they can be divided into tension type, compression type, and distributed type anchor cables (10), and are widely used in slope treatment, tunnel support, and other engineering fields.

[0048] The anchor cable 10 structure generally consists of three parts: the inner anchor head, the anchor cable 10 body, and the outer anchor head. The inner anchor head, also known as the anchoring section or anchor root, is the foundation for the anchor cable 10 to provide prestress within the rock mass. Based on its structural form, it is divided into two main categories: mechanical and bonded. Bonded anchor heads are further divided into mortar bonded and resin bonded anchor heads, and mortar bonded anchor heads are further divided into secondary grouting and primary grouting types. The outer anchor head, also known as the outer anchoring section, is the part of the anchor cable 10 that provides tension and locking. Its types include plug anchors, threaded anchors, reinforced concrete cylindrical anchor blocks, anchor blocks, and steel frame anchors. The anchor cable 10 body is the component connecting the inner and outer anchor heads and is also the bearer of tension force. Prestress is provided by tensioning the anchor cable 10 body. The anchor cable 10 body is composed of high-strength steel bars, steel strands, or threaded steel bars.

[0049] The working principle of the pressure-type prestressed anchor cable 10 is as follows: When the anchor rod is subjected to external force, the tension is directly transmitted to the end of the anchorage section of the rod, causing the grout within the anchorage section to be under pressure. This type of anchor rod typically uses a fully free, unbonded anchor bar, reliably connected to the load-bearing body at the bottom of the anchor rod. Thus, when the rod is under stress, the tension can be directly transmitted to the load-bearing body at the bottom through the unbonded anchor bar, thereby applying compressive stress to the grout. This design allows the grout to generate shear resistance with the surrounding soil and rock, thus providing the necessary load-bearing capacity for the anchor rod.

[0050] Preferably, the connection between the two composite high-strength fiber three-dimensional membranes 3 can be achieved by double-folding and being secured with rubber strips and steel pressure strips.

[0051] The present invention also provides a construction method for the above-mentioned reinforcement structure of earth-rock dam for preventing dam failure due to excessive overflow, the method comprising the following steps: First, the damaged dam slope is cleaned and leveled, removing loose material and weakened parts due to erosion. If necessary, medium-coarse sand or gravel is used for filling to ensure that the dam slope surface has the bearing capacity. Then, fine sand cushion layer and medium-coarse sand cushion layer are laid in sequence in the repair area to provide flat support and buffer effect. A composite high-strength fiber three-dimensional membrane 3 is laid on the surface of the dam slope after treatment. The membrane is spread out along the slope and reinforced by pressure plate type fixing anchors 5 and fiber membrane three-dimensional rivets 12. The row and column spacing of the fixing anchors is 20-50cm, so that the composite membrane is tightly attached to the dam body.

[0052] Preferably, the method may include the following specific method steps: Step 1, Dam preparation: Level, compact and clean the surface of the earth-rock dam fill body 1 and the dam slope to ensure that the water-facing surface is flat and firm and ready for construction. Step 2, laying of the seepage prevention structure: fine sand cushion layer and medium-coarse sand cushion layer are laid in sequence on the water-facing side of the dam slope. The thickness of the fine sand cushion layer is 1 to 5 cm and the particle size is less than 6 mm, so as to protect the composite high-strength fiber three-dimensional membrane 3 and avoid sharp-cornered particles from damaging the membrane. Step 3, Composite membrane installation: Lay a composite high-strength fiber three-dimensional membrane 3 on the surface of the cushion layer, and set bolt holes at certain intervals along the dam slope. Secure the composite membrane to the dam slope surface with pressure plate type fixing anchors 5 and fiber membrane three-dimensional rivets 12, and add rubber strips and steel pressure strips at the joints to ensure that the membrane fits tightly and prevents loosening. Step 4, Overflow Structure Setting: A precast trapezoidal overflow weir is integrally cast at the top of the dam, and its downstream end is connected to the precast downstream overflow channel to form a graded discharge system to ensure that floods can be discharged in an orderly manner under conditions exceeding the standard. Step 5, System Forming and Inspection: After the above structural construction is completed, the overall overflow and seepage prevention system is inspected and pressure tested to ensure that the weir, overflow channel, composite membrane and anchoring system are reliable and can quickly improve the overflow capacity and effectively reduce the risk of dam failure under super-standard flood conditions.

[0053] Preferably, in step 3, before the composite membrane is installed, a prestressed anchor cable array 10 can be set on the upstream side of the earth-rock dam fill body 1. The prestressed anchor cable array 10 can be set as follows: longitudinally arranged anchor cables 8 and slope-arranged anchor cables 9 parallel to the upstream dam slope, with the longitudinally arranged anchor cables 8 and the slope-arranged anchor cables 9 intersecting. When installing the composite membrane, the composite high-strength fiber three-dimensional membrane 3 can be laid in two layers, upper and lower. One end of the lower composite high-strength fiber three-dimensional membrane 7 can be laid along the water-facing side of the slope-arranged anchor cables 9, and the other end can be laid along the dam crest surface. One end of the upper composite high-strength fiber three-dimensional membrane 6 can be laid along the water-facing side of the longitudinally arranged anchor cables 8, and the other end can be laid parallel to the dam crest surface. A fine sand cushion layer, a medium-coarse sand cushion layer, and a fine sand cushion layer can be laid between the two layers of composite high-strength fiber three-dimensional membrane 3 from top to bottom. The end of the upper composite high-strength fiber three-dimensional membrane 6 overlaps and is fixed to the lower composite high-strength fiber three-dimensional membrane 7 on the water-facing side of the slope-arranged anchor cables 9.

[0054] The structure, construction process, and working principle of the present invention will be further illustrated below with a preferred embodiment: This invention provides a reinforcement structure for earth-rock dams to prevent dam failure due to overflow exceeding the standard. The structure includes an earth-rock dam fill body 1, a seepage-proof core wall 2, a composite high-strength fiber three-dimensional membrane 3, a prefabricated downstream overflow channel with a trapezoidal cross section, pressure plate type fixed anchor bolts 5, a prefabricated trapezoidal overflow weir body, and an upstream pressure type prestressed anchor cable 10.

[0055] The top of the earth-rock dam fill body 1 is equipped with a prefabricated overflow weir 4 with a trapezoidal cross-section and an internal trapezoidal cross-section groove. A prefabricated downstream overflow channel is connected below it, forming a graded discharge structure. This allows floodwaters to overflow in an orderly manner through the weir and enter the downstream overflow channel under conditions exceeding standard flood levels, reducing direct scouring of the dam body. A composite high-strength fiber three-dimensional membrane 3 is laid on the outer surface of the earth-rock dam fill body 1. Fine sand and medium-coarse sand cushion layers are laid sequentially between the membrane and the dam body to buffer water flow impact and prevent leakage. The composite high-strength fiber three-dimensional membrane 3 is firmly anchored to the dam body using pressure plate anchor bolts 5. Fiber membrane three-dimensional rivets 12 are provided on the membrane surface to enhance its adhesion to the dam body. Pressure-type prestressed anchor cables 10 are installed on the upstream side of the dam body to further improve the overall stability and scouring resistance of the dam body under the action of floods exceeding standard levels.

[0056] The composite high-strength fiber three-dimensional membrane 3 forms the seepage prevention structure of the dam slope of the earth-rock dam fill body 1, which, from bottom to top, consists of a fine sand cushion layer, the composite high-strength fiber three-dimensional membrane 3, and a medium-coarse sand cushion layer. The composite high-strength fiber three-dimensional membrane 3 is tightly bonded to the dam body, with a hole set every 20 cm along the slope surface and an expansion bolt installed. Pressure-type prestressed anchor cables 10 are installed on the upstream side to withstand the impact of water flow and the lateral pressure brought by floods. The pressure plate type fixing anchor bolts 5 apply vertical pressure to ensure a firm connection between the membrane and the dam body.

[0057] This invention discloses a construction method for reinforcing and strengthening an earth-rock dam to prevent dam failure due to excessive overflow. The method includes the following steps: Dam preparation: The earth-rock dam fill body 1 and the dam slope surface are leveled, compacted and cleaned to ensure that the water-facing surface is flat and firm and ready for construction.

[0058] Overflow structure design: A precast trapezoidal overflow weir is integrally cast at the top of the dam, and its downstream end is connected to a precast downstream overflow channel to form a graded discharge system to ensure that floods can be discharged in an orderly manner under conditions exceeding the standard.

[0059] Laying of seepage prevention structure: On the water-facing side of the dam slope, a fine sand cushion layer and a medium-coarse sand cushion layer are laid in sequence. The thickness of the fine sand cushion layer is 1~5 cm and the particle size is less than 6 mm, so as to protect the composite high-strength fiber three-dimensional membrane 3 and avoid sharp-cornered particles from damaging the membrane.

[0060] Composite membrane installation: Lay a composite high-strength fiber three-dimensional membrane 3 on the surface of the cushion layer, and set bolt holes at certain intervals along the dam slope. Secure the composite membrane to the dam slope surface with pressure plate type fixing anchors 5 and fiber membrane three-dimensional rivets 12, and add rubber strips and steel pressure strips at the joints to ensure that the membrane fits tightly and prevents loosening.

[0061] Anchoring and stability enhancement: Weighted anchors are installed on the upstream side of the dam body to resist the lateral impact and seepage pressure of floods through their gravity and tension, thereby further enhancing the overall stability of the dam body.

[0062] System Forming and Inspection: After the above-mentioned structural construction is completed, the overall overflow and seepage prevention system is inspected and pressure tested to ensure that the weir, overflow channel, composite membrane and anchoring system are reliable and can quickly improve the overflow capacity and effectively reduce the risk of dam failure under super-standard flood conditions.

[0063] This embodiment addresses the application scenario of a newly constructed earth-rock dam. During construction, after completing the dam body fill and the anti-seepage core wall 2, a precast trapezoidal overflow weir is integrally cast at the dam crest, and a connected trapezoidal overflow channel is installed downstream to form a tiered discharge system. When encountering floods exceeding standard levels, the floodwaters can be discharged in an orderly manner through the weir and overflow channel, thereby significantly reducing the erosion on the upstream slope of the dam.

[0064] During construction on the upstream slope of the dam, a fine sand cushion layer and a medium-coarse sand cushion layer are laid in sequence, and a composite high-strength fiber three-dimensional membrane 3 is laid on top of them. The composite membrane is distributed along the dam slope and is fixed to the dam slope surface by pressure plate anchor bolts 5 and fiber membrane three-dimensional rivets 12, so that the membrane is tightly attached to the dam body to form a continuous, smooth, and impact-resistant overflow protection layer.

[0065] On the upstream side of the dam body, counterweight anchors are installed to withstand flood impact and seepage pressure, thereby enhancing the overall structural stability and scour resistance. This scheme allows for integrated construction during the construction of new earth-rock dams, featuring a rational overall structural design and simple construction. It effectively improves the safety of newly constructed dams under conditions of floods exceeding standard levels while ensuring seepage prevention and flood discharge functions.

[0066] This embodiment addresses the repair and reinforcement of earth-rock dams that have been damaged or eroded by floods. The specific methods are as follows: First, the damaged dam slope is cleaned and leveled, removing loose material and weakened erosion areas. If necessary, medium-coarse sand or gravel is used for filling to ensure the slope surface has the capacity to bear loads. Then, fine sand and medium-coarse sand cushion layers are laid sequentially in the repair area to provide flat support and cushioning.

[0067] A composite high-strength fiber three-dimensional membrane 3 is laid on the surface of the dam slope after treatment. The membrane is unfolded along the slope and reinforced by pressure plate anchor bolts 5 and fiber membrane three-dimensional rivets 12 to ensure that the composite membrane is tightly attached to the dam body. To further enhance the seepage prevention and erosion resistance, the joints 11 of the membrane are double-folded and reinforced with rubber strips and steel pressure strips to prevent loosening and damage under external forces.

[0068] Meanwhile, counterweight anchors are installed on the upstream side of the dam body to resist water flow impact and seepage pressure through their gravity and anchoring effect, thereby improving the overall stability and scour resistance of the damaged dam body. If the damaged area is large, prefabricated trapezoidal overflow weirs and downstream trapezoidal overflow channels can be added to the dam crest or key locations to enhance the dam's flood discharge capacity.

[0069] Through the above measures, the repair and reinforcement can be completed quickly without significantly altering the original dam shape, enabling the damaged earth-rock dam to regain its safe flood control capabilities and extend its service life.

[0070] The aforementioned earth-rock dam filling body 1, seepage-proof core wall 2, composite high-strength fiber three-dimensional membrane 3, prefabricated overflow weir 4, overflow channel, pressure plate type fixed anchor bolt 5, lower layer composite high-strength fiber three-dimensional membrane 7, anchor cable 10, fiber membrane three-dimensional rivet 12, etc. can all adopt the materials and structures in the existing technology.

[0071] The embodiments described above are only used to illustrate the technical ideas and features of the present invention. Their purpose is to enable those skilled in the art to understand the content of the present invention and implement it accordingly. The patent scope of the present invention should not be limited by these embodiments. That is, any equivalent changes or modifications made in accordance with the spirit disclosed in the present invention still fall within the patent scope of the present invention.

Claims

1. A reinforcement structure for earth-rock dams to prevent dam failure due to excessive overflow, characterized in that, It includes an earth-rock dam fill body, which is equipped with a vertical anti-seepage core wall. A composite high-strength fiber three-dimensional membrane is laid on the surface of the earth-rock dam fill body. The composite high-strength fiber three-dimensional membrane is anchored to the dam body by pressure plate type fixing anchors.

2. The earth-rock dam reinforcement structure for preventing dam failure due to excessive overflow as described in claim 1, characterized in that, It also includes an overflow weir and a downstream overflow channel. The cross-section of the earth-rock dam fill is trapezoidal. The overflow weir covers the earth-rock dam fill and is connected to the downstream overflow channel. The composite high-strength fiber three-dimensional membrane is located between the overflow weir and the earth-rock dam fill and is connected to the top of the vertical anti-seepage core wall.

3. The earth-rock dam reinforcement structure for preventing dam failure due to excessive overflow as described in claim 1, characterized in that, A fine sand cushion layer and a medium-coarse sand cushion layer are laid sequentially from the inside to the outside between the composite high-strength fiber three-dimensional membrane and the outer surface of the earth-rock dam filling body to buffer the impact of water flow and prevent leakage.

4. The earth-rock dam reinforcement structure for preventing dam failure due to excessive overflow as described in claim 1, characterized in that, The surface of the composite high-strength fiber three-dimensional membrane is provided with fiber membrane three-dimensional rivets. The fiber membrane three-dimensional rivets include a cap, a shank and an upsetting head connected in sequence. The end face area of ​​the cap and the upsetting head at the connection with the shank is larger than the cross-sectional area of ​​the shank. The cap is embedded in the membrane body of the composite high-strength fiber three-dimensional membrane. The end of the upsetting head that is not connected to the shank is frustum-shaped and is inserted into the outer surface layer of the earth-rock dam fill body.

5. The earth-rock dam reinforcement structure for preventing dam failure due to excessive overflow as described in claim 1, characterized in that, A prestressed anchor cable array is installed on the upstream side of the earth-rock dam fill, and a composite high-strength fiber three-dimensional membrane is laid on the water-facing side of the prestressed anchor cable array.

6. The earth-rock dam reinforcement structure for preventing dam failure due to excessive overflow as described in claim 5, characterized in that, The prestressed anchor array includes: longitudinally arranged anchors and slope-arranged anchors parallel to the upstream dam slope, with the longitudinally arranged anchors and slope-arranged anchors intersecting each other; a composite high-strength fiber membrane is laid in two layers, with one end of the lower layer laid along the water-facing side of the slope-arranged anchors and the other end laid along the dam crest surface; one end of the upper layer laid along the water-facing side of the longitudinally arranged anchors and the other end laid parallel to the dam crest surface; a fine sand cushion layer, a medium-coarse sand cushion layer, and a fine sand cushion layer are laid between the two layers of composite high-strength fiber membrane from top to bottom; the end of the upper layer of composite high-strength fiber membrane overlaps and is fixedly connected to the lower layer of composite high-strength fiber membrane on the water-facing side of the slope-arranged anchors.

7. The earth-rock dam reinforcement structure for preventing dam failure due to excessive overflow as described in claim 1, characterized in that, The connection between the two composite high-strength fiber three-dimensional membranes is achieved by double-folding and securing them with rubber strips and steel pressure strips.

8. A construction method for a reinforcement structure of an earth-rock dam for preventing dam failure due to excessive overflow as described in claim 1, characterized in that, This method includes the following steps: First, the damaged dam slope is cleaned and leveled, loose material and eroded and weakened parts are removed, and medium and coarse sand or gravel is used to fill it if necessary to ensure that the dam slope surface has the bearing capacity. Subsequently, a fine sand cushion layer and a medium-coarse sand cushion layer were laid in sequence in the repair area to provide flat support and buffer effect. A composite high-strength fiber three-dimensional membrane is laid on the surface of the dam slope after treatment. The membrane is spread out along the slope and reinforced by pressure plate fixing anchors and fiber membrane three-dimensional rivets. The row and column spacing of the fixing anchors is 20-50cm, so that the composite membrane is tightly attached to the dam body.

9. The construction method for reinforcing and strengthening the earth-rock dam according to claim 8, characterized in that, This method includes the following specific steps: Step 1, Dam preparation: Level, compact and clean the earth-rock dam fill and dam slope surface to ensure that the water-facing surface is flat and firm and ready for construction. Step 2, laying of the seepage prevention structure: fine sand cushion layer and medium-coarse sand cushion layer are laid in sequence on the water-facing side of the dam slope. The thickness of the fine sand cushion layer is 1 to 5 cm and the particle size is less than 6 mm, so as to protect the composite high-strength fiber three-dimensional membrane and avoid sharp-cornered particles from damaging the membrane. Step 3, Composite membrane installation: Lay a composite high-strength fiber three-dimensional membrane on the surface of the cushion layer, and set bolt holes at certain intervals along the dam slope. Secure the composite membrane to the dam slope surface with pressure plate fixing anchors and fiber membrane three-dimensional rivets, and add rubber strips and steel pressure strips at the joints to ensure that the membrane fits tightly and prevents loosening. Step 4, Overflow Structure Setting: A pre-designed trapezoidal overflow weir is cast integrally at the top of the dam, and its downstream end is connected to a pre-designed downstream trapezoidal overflow channel to form a graded discharge system to ensure that floods can be discharged in an orderly manner under conditions exceeding the standard. Step 5, System Forming and Inspection: After the above structural construction is completed, the overall overflow and seepage prevention system is inspected and pressure tested to ensure that the weir, overflow channel, composite membrane and anchoring system are reliable and can quickly improve the overflow capacity and effectively reduce the risk of dam failure under super-standard flood conditions.

10. The construction method for reinforcing and strengthening the earth-rock dam according to claim 9, characterized in that, In step 3, before the composite membrane is installed, a prestressed anchor cable array is set on the upstream side of the earth-rock dam fill. The prestressed anchor cable array consists of longitudinally arranged anchor cables and slope-arranged anchor cables parallel to the upstream dam slope, with the longitudinally arranged anchor cables and slope-arranged anchor cables intersecting each other. During the installation of the composite membrane, the composite high-strength fiber membrane is laid in two layers. One end of the lower composite high-strength fiber membrane is laid along the water-facing side of the slope-arranged anchor cables, and the other end is laid along the dam crest surface. One end of the upper composite high-strength fiber membrane is laid along the water-facing side of the longitudinally arranged anchor cables, and the other end is laid parallel to the dam crest surface. A fine sand cushion layer, a medium-coarse sand cushion layer, and a fine sand cushion layer are laid between the two composite high-strength fiber membranes from top to bottom. The end of the upper composite high-strength fiber membrane overlaps and is fixed to the lower composite high-strength fiber membrane on the water-facing side of the slope-arranged anchor cables.

Images