A method for repairing and reinforcing a dam body from seepage

Abstract

The present application relates to the technical field of water conservancy projects, and provides a method for repairing and reinforcing a dam body with anti-seepage, wherein a buffer structure is provided in the dam body, the buffer structure includes a buffer cavity and a buffer component, the buffer component is used to buffer the impact of water on the dam body, and a reinforcing steel frame is also embedded in the dam body, the reinforcing steel frame includes an outer portion, a support portion and an anchor portion, and the buffer component is movably arranged on the support portion; the anti-seepage repair and reinforcement method includes the following steps: a, pre-treating the dam surface of the dam body to make the dam surface smooth; b, grouting and filling cracks on the dam surface of the dam body; c, connecting a concrete cover plate on the dam surface to form a casting space between the concrete cover plate and the dam surface; d, pouring concrete into the casting space to form a concrete filling layer, so that the poured concrete filling layer is solidified together with the dam surface and the side of the concrete cover plate facing the dam surface; e, providing a waterproof layer on the side of the concrete cover plate facing away from the dam surface.

Description

Technical Field

[0001] The present application relates to the technical field of water conservancy engineering, and more specifically, to a method for anti-seepage repair and reinforcement of a dam body. Background Art

[0002] In water conservancy projects, dams protect water conservancy hubs, river embankments, and ocean shores from floods or tidal erosion, prevent sediment from blocking river channels, prevent soil erosion, and protect vegetation. However, as dams age and degrade over time, cracks may appear on their surfaces, leading to a decrease in the dam's structural anti-seepage performance. Currently, curtain grouting of the dam body and foundation is often used to repair and reinforce cracks on the dam's surface. This involves drilling holes next to the cracks and then grouting them to form an anti-seepage barrier. However, because the anti-seepage barrier formed by grouting only exists within the cracks, water (including sediment, etc.) still directly contacts and impacts (scours) the dam's surface. Over time, new cracks will continue to appear on the dam's surface, causing the dam's structural anti-seepage performance to continue to decline, reducing the effectiveness of the dam repair and reinforcement. Summary of the Invention

[0003] In view of this, the present application provides a method for repairing and reinforcing a dam body from a seepage-proofing perspective, so as to solve the technical problem of poor structural seepage resistance of the dam body in the prior art.

[0004] The present application provides a method for repairing and reinforcing a dam body for anti-seepage, wherein a buffer structure is provided in the dam body, the buffer structure comprising a buffer cavity provided in the dam body and a buffer component provided in the buffer cavity, the buffer component being used to buffer the impact of water on the dam body, and a reinforcement steel frame is also pre-embedded in the dam body, the reinforcement steel frame comprising an outer portion arranged around the buffer cavity, a support portion penetrating the buffer cavity, and an anchor portion extending from the dam surface of the dam body to the water flow side of the dam body, the buffer component being movably provided on the support portion;

[0005] The anti-seepage repair and reinforcement method comprises the following steps:

[0006] a. Pre-treating the dam surface of the dam body to make it smooth;

[0007] b. Filling the cracks on the dam surface with grouting to form an anti-seepage reinforcement filling body in the cracks, and making the anti-seepage reinforcement filling body flush with the dam surface;

[0008] c. connecting a concrete cover plate to the dam surface, wherein the concrete cover plate has anchoring steel bars connected to the anchoring portion, so that the concrete cover plate is supported on and covers the dam surface, and a pouring space is formed between the concrete cover plate and the dam surface;

[0009] d. pouring concrete into the pouring space to form a concrete filling layer, and solidifying the poured concrete filling layer with the dam surface and with the side of the concrete cover plate facing the dam surface;

[0010] e. A waterproof layer is provided on the side of the concrete cover plate away from the dam surface to form a buffer-type anti-seepage reinforcement dam structure.

[0011] Furthermore, step b further comprises the steps of:

[0012] b1. Drilling grouting holes, including drilling a plurality of cross-slit holes and a plurality of inclined holes, the cross-slit holes are arranged in sequence at a spacing of 30cm to 50cm from the crack end, the spacing of adjacent cross-slit holes at the beginning of drilling is 30cm to 50cm, the cross-slit holes are drilled along the center of the crack, and then the cross-slit holes are drilled vertically, the inclined holes include shallow inclined holes and deep inclined holes, the shallow inclined holes and the deep inclined holes are respectively located on both sides of the crack and are alternately distributed along the length direction of the crack, the hole depth of the shallow inclined holes is less than the hole depth of the deep inclined holes, the shallow inclined holes and the deep inclined holes are drilled obliquely so that the shallow inclined holes and the deep inclined holes are at an angle to the crack and intersect with the crack, the hole arrangement positions of the shallow inclined holes and the deep inclined holes are at a first spacing from the crack center, the first spacing is 19cm to 21cm, the intersection of one of the shallow inclined holes and the deep inclined holes with the crack is 1 / 3 of the crack depth, and the intersection of the other hole with the crack is 2 / 3 of the crack depth;

[0013] b2. Clean each grouting hole;

[0014] Then, grout is poured through the plurality of seam holes and the plurality of inclined holes to implement the step of grouting and filling the cracks on the dam surface of the dam body.

[0015] Furthermore, the step of injecting grout through the plurality of cross-crack holes and the plurality of inclined holes to implement the grouting and filling treatment of the cracks on the dam surface of the dam body includes:

[0016] The inclined holes are poured first, and then the cross-slit holes, and the inclined holes and the cross-slit holes are poured in sequence from low to high;

[0017] Grouting pressure control, the maximum grouting pressure is controlled at 0.1MPa~0.4MPa.

[0018] Furthermore, the step of grouting the inclined holes first and then the seam holes, and grouting the inclined holes and the seam holes in sequence from low to high, further includes: grouting the through holes first, and then grouting the non-seam holes with single holes after the grouting of the through holes is completed. When grouting the inclined holes first, pay attention to the grouting of adjacent inclined holes and seam holes. When the seam holes are grouting, the accumulated water and slurry-water mixture in the holes are drained, and then the pipes are tied and the slurry is closed to wait for solidification. When the adjacent inclined holes are grouting, the accumulated water and slurry-water mixture in the adjacent inclined holes that have returned slurry are drained, and then grouting is carried out simultaneously. A maximum of 3 through holes can be grouted. When the 4th through hole is grouting, the grouting of the 1st through hole is stopped, and then the 4th through hole is grouted. After the last through hole is grouted and reaches the end standard, the grouting of the through holes is closed and the grouting is ended. Then, the inclined holes that have not returned slurry are grouted one by one with single holes until the grouting is completed, and then the seam holes that have not returned slurry are grouted back.

[0019] Furthermore, the step of providing a waterproof layer on the side of the concrete cover slab away from the dam surface is to lay a thermoplastic polyolefin waterproof membrane or apply an anti-seepage coating on the side of the concrete cover slab away from the dam surface.

[0020] Furthermore, the outer portion includes a steel bar frame, the support portion includes a multi-layer steel bar staggered structure connected to the steel bar frame, the steel bar staggered structure includes transverse steel bars and longitudinal steel bars connected to the steel bar frame, the transverse steel bars and longitudinal steel bars are arranged perpendicularly to each other, and steel wire meshes are connected between adjacent transverse steel bars and adjacent longitudinal steel bars, the steel wire meshes are located in the buffer cavity, the buffer component is supported on the steel wire mesh, the longitudinal steel bars extend from the dam surface of the dam body to the water flow side of the dam body, and the section of the longitudinal steel bars extending to the water flow side of the dam body is the anchoring portion, and the buffer The component includes a wedge block assembly, which includes a first wedge block and a second wedge block arranged one by one along the length direction of the longitudinal steel bar. The first wedge block has a first inclined surface facing the second wedge block, and the first inclined surface is set at an angle to the bottom surface of the first wedge block. The second wedge block has a second inclined surface facing the first wedge block, and the second inclined surface is set at an angle to the bottom surface of the second wedge block. The first inclined surface and the second inclined surface form an oblique wedge fit with each other, and the two ends of the wedge block assembly along the length direction of the longitudinal steel bar respectively abut against the two cavity wall surfaces of the buffer cavity along the length direction of the longitudinal steel bar.

[0021] Furthermore, the wedge block assembly is arranged in multiple groups along the length direction of the transverse steel bar, and the corresponding two first wedge blocks in adjacent wedge block assemblies are connected by a buffer assembly so that the corresponding two first wedge blocks in adjacent wedge block assemblies can be force-conducted and buffered, and the corresponding two second wedge blocks in adjacent wedge block assemblies are connected by a buffer assembly so that the corresponding two second wedge blocks in adjacent wedge block assemblies can be force-conducted and buffered, and the buffer assembly includes a buffer sleeve and a first spring and a second spring arranged in the buffer sleeve, and the inner walls of both ends of the buffer sleeve respectively form a first annular platform and a second annular platform protruding toward the central axis of the buffer sleeve, and the corresponding two first wedge blocks in the adjacent wedge block assemblies are connected by a buffer assembly so that the corresponding two second wedge blocks in the adjacent wedge block assemblies can be force-conducted and buffered. The blocks are respectively connected to the first connecting steel bar and the second connecting steel bar, one end of the first connecting steel bar extends out of the corresponding first wedge block and extends into the buffer sleeve from one end of the buffer sleeve, and the first connecting steel bar is located in the buffer sleeve. The outer circumferential surface of the third annular platform is formed, the first spring is arranged on the first connecting steel bar and its two ends respectively abut against the first annular platform and the third annular platform, one end of the second connecting steel bar extends out of the corresponding first wedge block and extends into the buffer sleeve from the other end of the buffer sleeve, and the outer circumferential surface of the second connecting steel bar located in the buffer sleeve forms a fourth annular platform, the second spring is arranged on the second connecting steel bar and its two ends respectively abut against the second annular platform and the fourth annular platform.

[0022] Furthermore, the buffer assembly also includes a fixed shaft and a rotating sleeve arranged in the buffer sleeve, one end of the fixed shaft is fixed in the side wall of the buffer sleeve, the other end of the fixed shaft is spaced from the side wall of the buffer sleeve, the axis of the fixed shaft is consistent with the radial direction of the buffer sleeve, the rotating sleeve is rotatably mounted on the fixed shaft and one axial end of the rotating sleeve is spaced from the side wall of the buffer sleeve, the end face of the third annular platform is connected to the first elastic hoop, the end face of the fourth annular platform is connected to the second elastic hoop, and the first elastic hoop and the second elastic hoop are both tensioned on the circumferential side of the rotating sleeve.

[0023] Furthermore, the section of the longitudinal steel bar extending to the water flow side of the dam body is connected with a first limiting ring and a second limiting ring, the first limiting ring and the second limiting ring are arranged at intervals along the length direction of the longitudinal steel bar, the axes of the first limiting ring and the second limiting ring are parallel to the longitudinal steel bar, the first limiting ring is closer to the dam surface than the second limiting ring, the outer periphery of the second limiting ring is connected to a guide plate, the side of the guide plate facing away from the dam surface forms a guide arc surface concave toward the direction of the dam surface, the position where the guide arc surface connects to the second limiting ring is tangent to the side of the second limiting ring facing away from the dam surface.

[0024] Furthermore, the concrete cover plate includes a plate body and a peripheral extension edge connected to the edge of the plate body, the anchor steel bar is pre-embedded in the plate body and extends to one side of the plate body, the section of the anchor steel bar extending to one side of the plate body and the extension edge are located on the same side of the plate body, and the plate body is provided with a casting hole penetrating the plate body;

[0025] Step c includes aligning the extended edge of the concrete cover plate toward the dam surface and moving the concrete cover plate toward the dam surface, wherein during the movement, the anchoring steel bar is guided by the guide arc surface of the guide plate and passes through the circle hole of the second limiting ring in a direction toward the dam surface, and then the anchoring steel bar passes through the circle hole of the first limiting ring until the extended edge abuts the dam surface, and then concrete is poured through the pouring hole in the space enclosed by the plate surface, the extended edge, and the dam surface;

[0026] The space enclosed by the plate surface, the extended edge and the dam surface is the casting space.

[0027] Compared with the prior art, the present invention provides a method for repairing and reinforcing a dam body with anti-seepage, wherein the dam body has a buffer structure, and the buffer component is used to buffer the impact of water or silt on the dam body, alleviate the impact of water or silt on the dam body, make the dam body less likely to crack due to the impact of water or silt, and improve the anti-seepage performance of the dam body. A reinforcing steel frame is also embedded in the dam body to reinforce the dam body and the buffer cavity. In addition, an anti-seepage reinforcing filling body is formed in the crack, and the concrete cover plate and the poured concrete are solidified together with the dam surface and with the side of the concrete cover plate facing the dam surface, so that the dam body is repaired and reinforced, and the overall stability and anti-seepage performance of the dam body are improved, and new cracks are avoided on the upstream dam surface of the dam body due to long-term aging and performance degradation, thereby improving the effect of the anti-seepage repair and reinforcement of the dam body. The dam surface is protected in the concrete cover plate, the poured concrete filling layer and the waterproof layer. The double protection also increases the anti-seepage effect of the dam surface. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following briefly introduces the drawings required for use in the embodiments or descriptions of the prior art. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without any creative work.

[0029] Figure 1 This is a simplified flowchart of a method for repairing and reinforcing a dam body that prevents seepage according to an embodiment of the present application;

[0030] Figure 2A schematic structural diagram of a buffered anti-seepage reinforcement dam structure formed by a method for repairing and reinforcing a dam body according to an embodiment of the present application;

[0031] Figure 3 for Figure 2 Enlarged view of point A in the middle;

[0032] Figure 4 for Figure 2 Enlarged view of point B in the middle;

[0033] Figure 5 A schematic diagram of drilling grouting holes in a method for repairing and reinforcing a dam body that prevents seepage according to an embodiment of the present application;

[0034] Figure 6 A schematic diagram of the layout of grouting holes in a method for repairing and reinforcing a dam body that prevents seepage according to an embodiment of the present application;

[0035] Figure 7 This is a simplified schematic diagram of a reinforcement steel frame in a method for repairing and reinforcing a dam body that prevents seepage according to an embodiment of the present application, wherein some structures in the reinforcement steel frame are omitted;

[0036] Figure 8 This is a structural diagram of a case where one layer of the interlaced steel bar structure of the reinforced steel bar frame in the anti-seepage repair and reinforcement method of a dam body according to an embodiment of the present application supports a buffer component;

[0037] Figure 9 A cross-sectional view of a buffer component in a method for repairing and reinforcing a dam body according to an embodiment of the present application;

[0038] Figure 10 for Figure 9 Enlarged view of point A in the middle;

[0039] Figure 11 A schematic three-dimensional cross-sectional view of a partial structure of a buffer component in a method for repairing and reinforcing a dam body that prevents seepage according to an embodiment of the present application;

[0040] Figure 12 This is an exploded schematic diagram of a buffer component in a method for repairing and reinforcing a dam body that prevents seepage according to an embodiment of the present application;

[0041] Figure 13 This is a structural diagram of a method for anti-seepage repair and reinforcement of a dam body according to an embodiment of the present application in which concrete cover plates are arranged in multiple rows and columns. DETAILED DESCRIPTION

[0042] To facilitate understanding of the present application, a more comprehensive description of the present application will be provided below with reference to the accompanying drawings. The accompanying drawings provide exemplary embodiments of the present application to provide a more accurate and thorough understanding of the technical solutions disclosed herein. However, it should be understood that the present application can be implemented in a variety of different forms and is not limited to the embodiments described below.

[0043] The same or similar numbers in the drawings of this application correspond to the same or similar parts; in the description of this application, it should be understood that if there are terms such as "up", "down", "left", "right", etc. indicating directions or positional relationships, they are based on the directions or positional relationships shown in the drawings. This is only for the convenience of describing this application and simplifying the description, and does not indicate or imply that the device or element referred to must have a specific direction, be constructed and operated in a specific direction. Therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and cannot be understood as limiting this application. For ordinary technicians in this field, the specific meanings of the above terms can be understood according to specific circumstances.

[0044] In addition, if there are descriptions involving "first", "second", etc. in the embodiments of the present application, the descriptions of "first", "second", etc. are only for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of such features. In addition, if "and / or" or "and / or" appears in the full text, its meaning includes three parallel schemes. Taking "A and / or B" as an example, it includes scheme A, scheme B, or schemes in which A and B are satisfied at the same time.

[0045] In addition, the technical solutions between the various embodiments can be combined with each other, but they must be based on the fact that ordinary technicians in this field can implement them. When the combination of technical solutions is mutually contradictory or cannot be implemented, it should be deemed that such a combination of technical solutions does not exist and is not within the scope of protection required by this application.

[0046] See also Figures 1 to 3 The present application provides a method for repairing and reinforcing a dam body for anti-seepage, wherein a buffer structure is provided in the dam body 100, the buffer structure comprising a buffer cavity 101 provided in the dam body 100 and a buffer component 400 provided in the buffer cavity 101, the buffer component 400 being used to buffer the impact of water on the dam body 100, and a reinforcing steel frame 200 being pre-buried in the dam body 100, the reinforcing steel frame 200 comprising an outer portion arranged around the buffer cavity 101, a supporting portion penetrating the buffer cavity 101, and an anchoring portion extending from a dam surface 102 of the dam body 100 to the water flow side of the dam body 100, the buffer component 400 being movably provided on the supporting portion;

[0047] The anti-seepage repair and reinforcement method includes the following steps:

[0048] a. Pre-treating the dam surface 102 of the dam body 100 to make it smooth, which may include leveling, roughening, and compacting the dam surface 102 with the back of an excavator bucket;

[0049] b. Grouting the cracks 7 on the dam surface 102 of the dam body 100 to form an anti-seepage reinforcement filling body 2 in the cracks 7. The anti-seepage reinforcement filling body 2 may be made of conventional epoxy grouting material, and the anti-seepage reinforcement filling body 2 is flush with the dam surface 102.

[0050] c. Connecting a concrete cover plate 300 to the dam surface 102. The concrete cover plate 300 has anchoring steel bars 303 connected to the anchoring portion, so that the concrete cover plate 300 is supported on and covers the dam surface 102, and a pouring space is formed between the concrete cover plate 300 and the dam surface 102.

[0051] d. pouring concrete into the pouring space to form a concrete filling layer 1, so that the poured concrete filling layer solidifies together with the dam surface 102 and the side of the concrete cover plate 300 facing the dam surface 102;

[0052] e. A waterproof layer 3 is provided on the side of the concrete cover 300 away from the dam surface 102 to form a buffer-type anti-seepage reinforcement dam structure. Specifically, a thermoplastic polyolefin waterproof membrane is laid on the side of the concrete cover 300 away from the dam surface 102 or an anti-seepage coating is applied.

[0053] Since the anti-seepage repair and reinforcement method of the dam body provided by the present invention has a buffer structure in the dam body 100, the buffer component 400 is used to buffer the impact of water or sediment on the dam body 100, and alleviate the impact of water or sediment on the dam body 100, so that the dam body 100 is not easily cracked by the impact of water or sediment, thereby improving the anti-seepage performance of the dam body 100. A reinforcement steel frame 200 is also pre-embedded in the dam body 100 to reinforce the dam body 100 and the buffer cavity 101. In addition, an anti-seepage reinforcement filling body 2 is formed in the crack 7, as well as a concrete cover plate 300 and The poured concrete filling layer solidifies together with the dam surface 102 and with the side of the concrete cover 300 facing the dam surface 102, thereby repairing and reinforcing the dam body 100, improving the overall stability and anti-seepage properties of the dam body 100, and avoiding the continuous appearance of new cracks 7 on the upstream dam surface 102 of the dam body 100 due to long-term aging and performance degradation, thereby improving the effect of the anti-seepage repair and reinforcement of the dam body 100. The dam surface 102 is protected in the concrete cover 300, the poured concrete and the waterproof layer 3. The double protection also increases the anti-seepage effect of the dam surface 102.

[0054] According to a specific embodiment of the present invention, after step a and before step b, the following steps may be further included in sequence:

[0055] Crack inspection steps:

[0056] Clean the concrete surface of mortar and debris, rinse with high-pressure water, and sweep away any accumulated water. Conduct a detailed survey of concrete cracks in the morning or during relatively cooler temperatures. Measure and number any cracks found. Use a tape measure to measure crack length, and a crack gauge to measure crack width and depth at multiple points. Determine crack depth based on empirical evidence, such as whether water seepage occurs on the crack surface, whether precipitates are present, and whether the crack penetrates the concrete slab. Ultimately, determine crack type based on these parameters. Provide a detailed description of each crack's length, width, depth, direction, presence of water seepage, presence of precipitates, and whether it is a through-crack.

[0057] Cleaning the seam surface before filling:

[0058] Clean the concrete surface 10cm wide on both sides of the crack, remove any scum and oil, and then polish it with an angle grinder. Where the mortar seals the seam, use a thin knife to pry open the seam and remove any debris, cement slurry, grease, dirt, and other debris. Then, rinse the seam with high-pressure water and observe the condition of the seam. The treated seam surface should be firm, flat, clean, not loose, sandy, or delaminated, with no obstructions on the crack surface, and meet design and specification requirements.

[0059] According to a specific embodiment of the present invention, step c further includes the steps of:

[0060] b1. Drilling grouting holes, including drilling multiple saddle holes 4 and multiple inclined holes. The saddle holes 4 are arranged in sequence at intervals of 30 cm to 50 cm from the ends of the cracks 7. The intervals between adjacent saddle holes 4 are 30 cm to 50 cm at the beginning. The saddle holes 4 are arranged along the center of the cracks 7. Then, the saddle holes 4 are drilled vertically. The inclined holes include shallow inclined holes 5 and deep inclined holes 6. The shallow inclined holes 5 and the deep inclined holes 6 are respectively located on both sides of the cracks 7 and are alternately distributed along the length direction of the cracks 7. The depth of the shallow inclined holes 5 is less than that of the deep inclined holes 6. The shallow inclined holes 5 and the deep inclined holes 6 are drilled obliquely so that the shallow inclined holes 5 and the deep inclined holes 6 are aligned with the cracks 7. The shallow inclined holes 5 and the deep inclined holes 6 are arranged at an angle and intersect with the crack 7. The distance between the shallow inclined holes 5 and the deep inclined holes 6 and the center of the crack 7 is a first distance, and the first distance is 19 cm to 21 cm. The intersection of one of the shallow inclined holes 5 and the deep inclined holes 6 (for example, the shallow inclined hole 5) and the crack 7 is 1 / 3 of the depth of the crack 7, and the intersection of the other hole (for example, the deep inclined hole 6) and the crack 7 is 2 / 3 of the depth of the crack 7. That is, when the depth of the crack 7 is L1, the intersection of the shallow inclined hole 5 and the crack 7 is 1 / 3 of L1 (length L2), and the intersection of the deep inclined hole 6 and the crack 7 is 2 / 3 of L1 (length L3).

[0061] b2. Clean each grouting hole;

[0062] Then, grout is poured through the plurality of bridging holes 4 and the plurality of inclined holes to implement the step of grouting and filling the cracks 7 on the dam surface 102 of the dam body 100 .

[0063] According to one embodiment of the present invention, the steps of injecting grout through the plurality of slit holes 4 and the plurality of inclined holes to implement grouting and filling the cracks 7 on the dam surface 102 of the dam body 100 include:

[0064] First pour the inclined hole, then pour the seam hole 4, and the inclined hole and the seam hole 4 are poured in sequence from low to high;

[0065] Grouting pressure control, the maximum grouting pressure is controlled at 0.1MPa~0.4MPa.

[0066] According to one embodiment of the present invention, the steps of grouting the inclined hole first and then the saddle hole 4, and grouting the inclined hole and the saddle hole 4 in order from low to high also include: grouting the through hole first (i.e., grouting holes that are interconnected and have grouting phenomenon directly between each other), and then grouting the non-through hole holes individually after the grouting of the through hole is completed, and when grouting the inclined hole first, attention should be paid to the grouting situation of the adjacent inclined hole and the saddle hole 4, and when the saddle hole 4 is grouting, the accumulated water and grout-water mixture in the hole is drained, and then the pipe is tied to close the grouting and wait for it to solidify. After the adjacent inclined holes have been grouted, the accumulated water and slurry-water mixture in the adjacent inclined holes that have been grouted are drained and then grouting is carried out. A maximum of 3 through holes can be grouted. When the 4th through hole is grouted, the grouting of the 1st through hole is stopped, and then the 4th through hole is grouted. After the last through hole is grouted and grouting reaches the end standard, the grouting of the through holes is closed and the grouting is ended. Then the inclined holes that have not been grouted are grouted one by one until the grouting is completed, and then the seam hole 4 that has not been grouted is grouted.

[0067] In this embodiment, the grouting completion criteria can be: while maintaining the designed grouting pressure, if the injection rate of a single hole and a combined hole is less than 0.02 L / min, and grouting continues for another 30 minutes without a pressure drop, grouting can be terminated. Grouting for each crack is completed when all the interconnected holes and each single hole in the crack meet the completion criteria.

[0068] After grouting is completed, the hole should be sealed and the grouting should be closed until the grouting material reaches the initial setting time.

[0069] The anti-seepage repair and reinforcement method for a dam body provided by an embodiment of the present invention further includes the step of treating the seam surface after grouting is completed:

[0070] After grouting is completed, wait for 72 hours to set (the initial setting time of the slurry can be adjusted according to different temperature environments). Remove the grouting pipe and polish and clean the surface of the grouting hole. Fill the area where the grouting pipe is installed with epoxy putty. At the same time, apply 1-2mm thick epoxy putty again along the 10-15cm on both sides of the crack 7 for protection and finishing. Ensure that the protective layer of the joint surface is complete and smooth and beautiful after grouting. Apply epoxy putty within a 5cm radius around the inclined hole where water seepage occurs. The thickness of the epoxy putty should be 1-3mm. The surface after applying epoxy putty should smoothly connect with the surrounding concrete and meet the design flatness requirements.

[0071] According to one embodiment of the present invention, the outer portion includes a steel frame 201, the support portion includes a multi-layer steel bar staggered structure connected to the steel frame 201, the steel bar staggered structure includes a transverse steel bar 202 and a longitudinal steel bar 203 connected to the steel frame 201, the transverse steel bar 202 and the longitudinal steel bar 203 are arranged perpendicular to each other, and a wire mesh 204 is connected between adjacent transverse steel bars 202 and adjacent longitudinal steel bars 203. The wire mesh 204 is located in the buffer cavity 101, and the buffer component 400 is supported on the wire mesh 204. The number of the buffer components 400 matches the multi-layer steel bar staggered structure. The number of, that is, if space permits, each layer of steel bar staggered structure located in the buffer cavity 101 in the multi-layer steel bar staggered structure supports a buffer component 400, the longitudinal steel bar 203 extends from the dam surface 102 of the dam body 100 to the water flow side of the dam body 100, and the section of the longitudinal steel bar 203 extending to the water flow side of the dam body 100 is the anchoring portion, the buffer component 400 includes a wedge assembly, the wedge assembly includes a first wedge 401 and a second wedge 402 arranged one by one along the length direction of the longitudinal steel bar 203, the first wedge 401 and the second wedge 402 are supported on the wire mesh 204, the first wedge 401 faces the second wedge One side of the second wedge block 402 is a first inclined surface 403, and the first inclined surface 403 is set at an angle to the bottom surface of the first wedge block 401. The side of the second wedge block 402 facing the first wedge block 401 is a second inclined surface 404, and the second inclined surface 404 is set at an angle to the bottom surface of the second wedge block 402. The first inclined surface 403 and the second inclined surface 404 form an oblique wedge fit with each other. The two ends of the wedge block assembly along the length direction of the longitudinal steel bar 203 respectively abut against the two cavity walls of the buffer cavity 101 along the length direction of the longitudinal steel bar 203. The first wedge block 401 and the second wedge block 402 can specifically adopt pre-supported concrete blocks When water or mud and sand impact the dam body 100, the first inclined surface 403 and the second inclined surface 404 form an oblique wedge cooperation with each other, which can convert the displacement of the first wedge block 401 and the second wedge block 402 in the arrangement direction into the displacement change of the first wedge block 401 and the second wedge block 402 in the vertical direction to achieve the buffering of the impact force, thereby buffering the impact force of water or mud and sand on the dam body 100. Moreover, the first wedge block 401 and the second wedge block 402 themselves are structures that are easy to form and manufacture, so that the impact of water or mud and sand on the dam body 100 can be buffered without using a complex buffering mechanism.

[0072] According to a preferred embodiment of the present application, multiple groups of wedge block assemblies are arranged along the length direction of the transverse steel bar 202, and the corresponding two first wedge blocks 401 in adjacent wedge block assemblies are connected by a buffer assembly so that the corresponding two first wedge blocks 401 in adjacent wedge block assemblies can be force-conducted and buffered, and the corresponding two second wedge blocks 402 in adjacent wedge block assemblies are connected by a buffer assembly so that the corresponding two second wedge blocks 402 in adjacent wedge block assemblies can be force-conducted and buffered, and the buffer assembly includes a buffer sleeve 405 and a first spring 406 and a second spring 407 arranged in the buffer sleeve 405, The inner walls at both ends of the punch sleeve 405 respectively form a first annular platform 408 and a second annular platform 409 protruding toward the central axis of the buffer sleeve 405. The corresponding two first wedge blocks 401 in the adjacent wedge block assemblies are respectively connected to the first connecting steel bar 410 and the second connecting steel bar 411. One end of the first connecting steel bar 410 extends out of the corresponding first wedge block 401 and extends into the buffer sleeve 405 from one end of the buffer sleeve 405. The outer circumferential surface of the part of the first connecting steel bar 410 located in the buffer sleeve 405 forms a third annular platform 412. The first spring 406 is sleeved on the first connecting steel bar 410 and its two ends respectively abut against the first annular platform 408 and the third annular platform 412, one end of the second connecting steel bar 411 extends out of the corresponding first wedge block 401 and extends into the buffer sleeve 405 from the other end of the buffer sleeve 405, and the outer circumferential surface of the second connecting steel bar 411 located in the buffer sleeve 405 forms a fourth annular platform 413, the second spring 407 is sleeved on the second connecting steel bar 411 and its two ends respectively abut against the second annular platform 409 and the fourth annular platform 413, and the adjacent corresponding wedge blocks arranged along the length direction of the transverse steel bar 202 are flexibly connected by the buffer sleeve 405, the first spring 406 and the second spring 407, so that the corresponding wedge blocks arranged along the length direction of the transverse steel bar 202 are flexibly connected. An elastic buffering linkage relationship is formed between the first wedge blocks 401 arranged in the length direction of 202, and a flexible linkage relationship is formed between the second wedge blocks 402 arranged along the length direction of the transverse steel bar 202, forming a multi-point three-dimensional buffering linkage relationship, wherein any first wedge block 401 or second wedge block 402 can quickly expand the impact force of water or mud and sand on the dam body 100 after it is transmitted, and the elastic expansion and contraction of the first spring 406 and the second spring 407 together form a secondary buffer for the impact force of water or mud and sand on the dam body 100.

[0073] According to one embodiment of the present invention, the buffer assembly further includes a fixed shaft 414 and a rotating sleeve 415 disposed in the buffer sleeve 405, one end of the fixed shaft 414 is fixed in the side wall of the buffer sleeve 405, the other end of the fixed shaft 414 is spaced from the side wall of the buffer sleeve 405, the axis of the fixed shaft 414 is consistent with the radial direction of the buffer sleeve 405, the rotating sleeve 415 is rotatably sleeved on the fixed shaft 414 and one axial end of the rotating sleeve 415 is spaced from the side wall of the buffer sleeve 405, the end surface of the third annular platform 412 is connected to a first elastic hoop 416 (e.g., a rubber band ), the end surface of the fourth annular platform 413 is connected to the second elastic band 417 (such as a rubber band), and the first elastic band 416 and the second elastic band 417 are both tightly clamped on the circumferential side of the rotating sleeve 415. In this embodiment, on the one hand, the first elastic band 416 and the second elastic band 417 are both tightly clamped on the circumferential side of the rotating sleeve 415, thereby generating elastic constraints on the third annular platform 412 and the fourth annular platform 413, which can greatly reduce the conduction of water or sediment on the dam body 100 to the first connecting steel bar 410 and the second connecting steel bar 411. The impact of the first connecting steel bar 410 and the second connecting steel bar 411 on the inner wall of the buffer sleeve 405 generated by the impact force can improve the service life of the buffer sleeve 405. On the other hand, the impact force received by the first connecting steel bar 410 and the second connecting steel bar 411 can be buffered by the elastic deformation of the first elastic hoop 416 and the second elastic hoop 417. In addition, the rotating sleeve 415 can also rotate due to the friction of the first elastic hoop 416 and the second elastic hoop 417, further converting the impact force received by the first connecting steel bar 410 and the second connecting steel bar 411 into It is transformed into a rotational friction buffer, and finally forms a three-way buffer for the impact force of water or sediment on the dam body 100. Generally speaking, the present invention can transmit and buffer the impact force applied to any point, line, and surface of the dam surface as continuously and step by step as possible through the deformation of multiple first wedge blocks 401, second wedge blocks 402, first springs 406 and second springs 407, first elastic hoop bands 416 and second elastic hoop bands 417, and the friction of the first elastic hoop bands 416 and second elastic hoop bands 417 to rotate the rotating sleeve 415 to minimize the impact force on the dam surface.

[0074] In addition, the longitudinal steel bar 203 extending to the water flow side of the dam body 100 is connected with a first limiting ring 205 and a second limiting ring 206 (the first limiting ring 205 and the second limiting ring 206 can be steel rings welded on the longitudinal steel bar 203), and the first limiting ring 205 and the second limiting ring 206 are arranged at intervals along the length direction of the longitudinal steel bar 203. The axes of the first limiting ring 205 and the second limiting ring 206 are parallel to the longitudinal steel bar 203. The first limiting ring 205 is closer to the second limiting ring 206 than the second limiting ring 206. 06 is closer to the dam surface 102, and the outer periphery of the second limiting ring 206 is connected with a guide plate 207, and the side of the guide plate 207 facing away from the dam surface 102 forms a guiding arc surface 208 concave toward the dam surface 102, and the position where the guiding arc surface 208 connects to the second limiting ring 206 is tangent to the side of the second limiting ring 206 facing away from the dam surface 102, which can guide the end face of the anchoring steel bar 303 to pass smoothly along the guiding arc surface 208 through the ring body of the second limiting ring 206 and penetrate into the ring hole of the second limiting ring 206.

[0075] According to a specific embodiment of the present invention, a concrete cover slab 300 includes a slab body 301 and a peripheral extension edge 302 connected to the edge of the slab body 301. Anchor steel bars 303 are pre-embedded in the slab body 301 and extend to one side of the slab body 301. The section of the anchor steel bars 303 extending to one side of the slab body 301 is located on the same side of the slab body 301 as the extension edge 302. The slab body 301 is provided with a casting hole 304 that passes through the slab body 301.

[0076] Step c includes moving the extended edge 302 of the concrete cover plate 300 toward the dam surface 102 and moving the concrete cover plate 300 toward the dam surface 102. During the movement, the anchoring steel bar 303 passes through the circle hole of the second limiting ring 206 in the direction toward the dam surface 102 under the guidance of the guiding arc surface 208 of the guide plate 207, and then passes through the circle hole of the first limiting ring 205 until the extended edge 302 abuts the dam surface 102. With this structure of the concrete cover plate 300, when the extended edge 302 abuts the dam surface 102, a pouring space is quickly formed. The first limiting ring 205 and the second limiting ring 206 limit the anchoring steel bar 303 therein, thereby realizing the connection between the anchoring steel bar 303 and the anchoring portion. Then, concrete is poured in the space enclosed by the plate body 301, the extended edge 302 and the dam surface 102 through the pouring hole 304.

[0077] The space enclosed by the plate surface body 301, the extended edge 302 and the dam surface 102 is the casting space.

[0078] According to the preferred embodiment of the present application, the concrete cover plates 300 can be arranged in multiple rows and columns to form multiple casting spaces, which reduces the volume of the concrete cover plates 300, facilitates the batch prefabrication of the concrete cover plates 300 in the factory, and quickly transports them to the on-site operation for the implementation of the anti-seepage repair and reinforcement method. The gaps between adjacent concrete cover plates 300 can be directly coated with adhesives, waterproof layers 3, etc., and the gaps are sealed to form an overall composite structure of the concrete cover plates 300.

[0079] It should be noted that the above embodiments merely represent preferred implementations of the present application, and while the descriptions are relatively specific and detailed, they should not be construed as limiting the present application. It should be noted that those skilled in the art may, without departing from the spirit of the present application, make various modifications and improvements, such as combining different features from the various embodiments, and all of these modifications and improvements should fall within the scope of protection of the present application.

Claims

1. A method for repairing and reinforcing a dam body, characterized in that: The dam body is provided with a buffer structure, comprising a buffer cavity provided in the dam body and a buffer component provided in the buffer cavity, the buffer component being used to buffer the impact of water on the dam body. A reinforcing steel frame is also pre-embedded in the dam body, the reinforcing steel frame comprising an outer portion arranged around the buffer cavity, a support portion penetrating the buffer cavity, and an anchor portion extending from the dam surface of the dam body to the water flow side of the dam body, the buffer component being movably provided on the support portion; The anti-seepage repair and reinforcement method comprises the following steps: a. Pre-treating the dam surface of the dam body to make it smooth; b. performing grouting and filling treatment on the cracks on the dam surface of the dam body to form an anti-seepage reinforcement filling body in the cracks, and making the anti-seepage reinforcement filling body flush with the dam surface; c. connecting a concrete cover plate to the dam surface, wherein the concrete cover plate has anchoring steel bars connected to the anchoring portion, so that the concrete cover plate is supported on and covers the dam surface, and a pouring space is formed between the concrete cover plate and the dam surface; d. pouring concrete into the pouring space to form a concrete filling layer, and solidifying the poured concrete filling layer with the dam surface and with the side of the concrete cover plate facing the dam surface; e. A waterproof layer is provided on the side of the concrete cover plate away from the dam surface to form a buffer-type anti-seepage reinforcement dam structure.

2. The anti-seepage repair and reinforcement method of the dam body according to claim 1, characterized in that: Step b also includes the steps of: b1. Drilling grouting holes, including drilling a plurality of cross-slit holes and a plurality of inclined holes, the cross-slit holes are arranged in sequence at a spacing of 30cm to 50cm from the crack end, the spacing of adjacent cross-slit holes at the beginning of drilling is 30cm to 50cm, the cross-slit holes are drilled along the center of the crack, and then the cross-slit holes are drilled vertically, the inclined holes include shallow inclined holes and deep inclined holes, the shallow inclined holes and the deep inclined holes are respectively located on both sides of the crack and are alternately distributed along the length direction of the crack, the hole depth of the shallow inclined holes is less than the hole depth of the deep inclined holes, the shallow inclined holes and the deep inclined holes are drilled obliquely so that the shallow inclined holes and the deep inclined holes are at an angle to the crack and intersect with the crack, the hole arrangement positions of the shallow inclined holes and the deep inclined holes are at a first spacing from the crack center, the first spacing is 19cm to 21cm, the intersection of one of the shallow inclined holes and the deep inclined holes with the crack is 1 / 3 of the crack depth, and the intersection of the other hole with the crack is 2 / 3 of the crack depth; b2. Clean each grouting hole; Then, grout is poured through the plurality of seam holes and the plurality of inclined holes to implement the step of grouting and filling the cracks on the dam surface of the dam body.

3. The anti-seepage repair and reinforcement method of the dam body according to claim 2, characterized in that: The step of injecting grout through the plurality of slot holes and the plurality of inclined holes to implement the grouting and filling treatment of the cracks on the dam surface of the dam body comprises: The inclined holes are poured first, and then the cross-slit holes, and the inclined holes and the cross-slit holes are poured in sequence from low to high; Grouting pressure control, the maximum grouting pressure is controlled at 0.1MPa~0.4MPa.

4. The anti-seepage repair and reinforcement method of the dam body according to claim 3, characterized in that: The step of grouting the inclined holes first and then the seam holes, and grouting the inclined holes and the seam holes in sequence from low to high, also includes: grouting the through holes first, and then grouting the non-seam holes with single holes after the grouting of the through holes is completed. When grouting the inclined holes first, pay attention to the grouting of the adjacent inclined holes and the seam holes. When the seam holes are grouting, the accumulated water and the slurry-water mixture in the holes are drained, and then the pipes are tied and the slurry is closed to wait for solidification. After the adjacent inclined holes are grouting, the accumulated water and the slurry-water mixture in the adjacent inclined holes that have returned are drained and then grouting is carried out simultaneously. A maximum of 3 through holes are grouted. When the 4th through hole is grouting, the grouting of the 1st through hole is stopped, and then the 4th through hole is grouted. After the last through hole is grouted and reaches the end standard, the grouting of the through holes is closed and the grouting is ended. Then, the inclined holes that have not returned are grouted one by one with single holes until the grouting is completed, and then the seam holes that have not returned are grouted.

5. The anti-seepage repair and reinforcement method for a dam body according to any one of claims 1 to 4, characterized in that: The step of providing a waterproof layer on the side of the concrete cover plate away from the dam surface is to lay a thermoplastic polyolefin waterproof membrane or apply an anti-seepage coating on the side of the concrete cover plate away from the dam surface.

6. The anti-seepage repair and reinforcement method for a dam body according to any one of claims 1 to 4, characterized in that: The outer portion includes a steel bar frame, the support portion includes a multi-layer steel bar staggered structure connected to the steel bar frame, the steel bar staggered structure includes transverse steel bars and longitudinal steel bars connected to the steel bar frame, the transverse steel bars and longitudinal steel bars are arranged perpendicular to each other, and steel wire mesh is connected between adjacent transverse steel bars and adjacent longitudinal steel bars. The steel wire mesh is located in the buffer cavity, and the buffer component is supported on the steel wire mesh. The longitudinal steel bars extend from the dam surface of the dam body to the water flow side of the dam body, and the section of the longitudinal steel bars extending to the water flow side of the dam body is the anchoring portion. The buffer component includes The wedge block assembly comprises a first wedge block and a second wedge block arranged in sequence along the length direction of the longitudinal steel bar, the first wedge block having a side facing the second wedge block being a first inclined surface, the first inclined surface being set at an angle to the bottom surface of the first wedge block, the second wedge block having a side facing the first wedge block being a second inclined surface, the second inclined surface being set at an angle to the bottom surface of the second wedge block, the first inclined surface and the second inclined surface forming an oblique wedge fit with each other, and the two ends of the wedge block assembly along the length direction of the longitudinal steel bar respectively abut against the two cavity wall surfaces of the buffer cavity along the length direction of the longitudinal steel bar.

7. The anti-seepage repair and reinforcement method for a dam body according to claim 6, characterized in that: The wedge block assembly is arranged in multiple groups along the length direction of the transverse steel bar, and the corresponding two first wedge blocks in adjacent wedge block assemblies are connected by a buffer assembly so that force transmission and buffering can be performed between the corresponding two first wedge blocks in adjacent wedge block assemblies, and the corresponding two second wedge blocks in adjacent wedge block assemblies are connected by a buffer assembly so that force transmission and buffering can be performed between the corresponding two second wedge blocks in adjacent wedge block assemblies, and the buffer assembly includes a buffer sleeve and a first spring and a second spring arranged in the buffer sleeve, and the inner walls of both ends of the buffer sleeve respectively form a first annular platform and a second annular platform protruding toward the central axis of the buffer sleeve, and the corresponding two first wedge blocks in the adjacent wedge block assemblies are respectively A first connecting steel bar and a second connecting steel bar are connected, one end of the first connecting steel bar extends out a corresponding first wedge block and extends into the buffer sleeve from one end of the buffer sleeve, a third annular platform is formed on the outer circumferential surface of the part of the first connecting steel bar located in the buffer sleeve, the first spring is sleeved on the first connecting steel bar and its two ends respectively abut against the first annular platform and the third annular platform, one end of the second connecting steel bar extends out a corresponding first wedge block and extends into the buffer sleeve from the other end of the buffer sleeve, a fourth annular platform is formed on the outer circumferential surface of the part of the second connecting steel bar located in the buffer sleeve, the second spring is sleeved on the second connecting steel bar and its two ends respectively abut against the second annular platform and the fourth annular platform.

8. The anti-seepage repair and reinforcement method for a dam body according to claim 7, characterized in that: The buffer assembly also includes a fixed shaft and a rotating sleeve arranged in the buffer sleeve, one end of the fixed shaft is fixed in the side wall of the buffer sleeve, the other end of the fixed shaft is spaced from the side wall of the buffer sleeve, the axis of the fixed shaft is consistent with the radial direction of the buffer sleeve, the rotating sleeve is rotatably sleeved on the fixed shaft and one axial end of the rotating sleeve is spaced from the side wall of the buffer sleeve, the end face of the third annular platform is connected to the first elastic hoop, the end face of the fourth annular platform is connected to the second elastic hoop, and the first elastic hoop and the second elastic hoop are both tensioned on the circumferential side of the rotating sleeve.

9. The anti-seepage repair and reinforcement method for a dam body according to claim 6, characterized in that: The section of the longitudinal steel bar extending to the water flow side of the dam body is connected with a first limiting ring and a second limiting ring. The first limiting ring and the second limiting ring are arranged at intervals along the length direction of the longitudinal steel bar. The axes of the first limiting ring and the second limiting ring are parallel to the longitudinal steel bar. The first limiting ring is closer to the dam surface than the second limiting ring. The outer periphery of the second limiting ring is connected to a guide plate. The side of the guide plate facing away from the dam surface forms a guide arc surface concave toward the dam surface. The position where the guide arc surface connects to the second limiting ring is tangent to the side of the second limiting ring facing away from the dam surface.

10. The anti-seepage repair and reinforcement method for a dam body according to claim 9, characterized in that: The concrete cover plate includes a plate body and a peripheral extension edge connected to the edge of the plate body, the anchor steel bar is pre-embedded in the plate body and extends to one side of the plate body, the section of the anchor steel bar extending to one side of the plate body and the extension edge are located on the same side of the plate body, and the plate body is provided with a casting hole penetrating the plate body; Step c includes aligning the extended edge of the concrete cover plate toward the dam surface and moving the concrete cover plate toward the dam surface, wherein during the movement, the anchoring steel bar is guided by the guide arc surface of the guide plate and passes through the ring hole of the second limiting ring in a direction toward the dam surface, and then the anchoring steel bar passes through the ring hole of the first limiting ring until the extended edge abuts the dam surface, and then concrete is poured through the pouring hole in the space enclosed by the plate surface, the extended edge, and the dam surface; The space enclosed by the plate surface, the extended edge and the dam surface is the casting space.

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