Dam crest collapse retarding structure for vertically heightened earth and rockfill dam
By designing a dam top slow collapse structure including concrete base plate guide wall, anti-seepage wall and wave-removing sill, the problems of high construction costs and poor drainage performance of the earth and rock dam vertically plus high school are solved, and the low cost anti-seepage and high efficiency of the dam body is achieved Drainage improves the stability and flood control effect of the dam body.
Patent Information
- Application Number
- CN202420693708.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-04-07
- Publication Date
- 2025-01-10
- Estimated Expiration
- 2034-04-07
AI Technical Summary
The vertical elevation of existing earth and rock dams requires temporary guide walls during construction, resulting in large project volume and high construction costs, and poor drainage performance, which affects the overall stability and flood control effect of the dam body.
A dam top slow collapse structure including upstream and downstream retaining walls, dam top roads, anti-seepage walls and energy dissipation units was designed. The concrete base plate is used as the guide wall for the guide grooves and anti-seepage walls to form a continuous rigid whole, combined with Drainage holes and wave removal sills to achieve anti-seepage and drainage of the dam body.
Reduces construction costs, improves the anti-seepage performance and drainage efficiency of the dam body, reduces the impact of wave heads on the dam body, extends the service life of the upstream retaining wall, and effectively prevents the dam body landslide, improving the overall stability of the dam body and flood control capability.
Smart Images
Figure CN222332628U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to an earth-rock dam heightening and collapse mitigation project, in particular to a dam top collapse mitigation structure for vertically heightening an earth-rock dam. Background Art
[0002] There are nearly 100,000 dams in my country, of which about 90,000 are earth-rock dams, most of which were built in the 1950s and 1960s. Due to the imperfect early technical specifications, the flood control standards of dams built in the 1950s and 1960s could not meet the requirements of the subsequently revised specifications. Therefore, when carrying out risk removal and reinforcement, the dams are usually raised. In addition, due to the land occupation factor, it is often impossible to raise the dam upstream or downstream when raising the dam. Therefore, vertical capping is a common form of risk removal and reinforcement of earth-rock dams.
[0003] The vertical heightening of the existing earth-rock dam is to set up retaining walls upstream and downstream of the dam crest and vertically heighten the dam crest. Although it can meet the flood control needs, it will have an adverse effect on the dam as a whole. In order to avoid dam collapse, anti-seepage treatment is usually required, but the existing anti-seepage treatment often requires the construction of temporary guide walls, which need to be removed later, which is a large amount of work and also increases the construction cost; in addition, the drainage performance of the existing earth-rock dam is often poor. Summary of the invention
[0004] In view of this, the utility model proposes a dam crest collapse mitigation structure for vertically heightening an earth-rock dam, which has low construction cost and an upstream retaining wall and an anti-seepage wall that are rigid as a whole, and has a good collapse mitigation effect.
[0005] In order to achieve the above purpose, the utility model adopts the following technical solutions:
[0006] The dam crest collapse mitigation structure for vertically heightening an earth-rock dam described in the utility model comprises an upstream retaining wall and a downstream retaining wall arranged on the dam crest and a dam crest road arranged between the upstream retaining wall and the downstream retaining wall, and also comprises an anti-seepage wall arranged in the dam body and an energy dissipation unit arranged on the water-facing surface of the upstream retaining wall, wherein the upstream retaining wall comprises a concrete bottom plate and an upstream wall body arranged on the concrete bottom plate, a guide through groove is opened on the concrete bottom plate along its length direction, the upper part of the anti-seepage wall extends upward into the guide channel, and the reserved steel bars at the top of the anti-seepage wall are located in the upstream wall body, and the lower part of the anti-seepage wall extends to the dam foundation of the dam body; the energy dissipation unit comprises a plurality of first wave-breaking sills and a plurality of second wave-breaking sills, and the first wave-breaking sills and the second wave-breaking sills are arranged alternately; the downstream retaining wall is higher than the road surface of the dam crest road, the higher part of the downstream retaining wall has a plurality of drainage holes arranged at intervals, and the bottom of the downstream retaining wall has a drainage ditch, so that the water on the dam crest road flows into the drainage ditch through the drainage holes.
[0007] The beneficial effects are as follows: the concrete bottom plate of the upstream retaining wall of the utility model can be used as a guide wall for the anti-seepage wall, and the construction of the anti-seepage wall in the dam body can be completed without constructing a guide wall separately, thereby reducing the engineering cost; in addition, since the anti-seepage wall uses the concrete bottom plate as a guide wall, the anti-seepage wall and the upstream retaining wall form a continuous rigid whole, which blocks the landslide of the upstream dam body, thereby playing a role in slowing down the collapse of the dam body. Furthermore, the wave-breaking sill of the upstream retaining wall has a wave-breaking effect, and the wave-breaking sill is used to absorb part of the energy and reduce the impact of the wave head on the upstream retaining wall; the upper part of the downstream retaining wall is provided with a drainage hole, which is conducive to timely discharge of road surface water on the dam top road.
[0008] Preferably, a concrete cushion layer is poured under the concrete bottom plate and the downstream retaining wall; the upstream surface of the upstream wall is a vertical surface, and the upstream wall is composed of a wall toe, a reinforcement section and a vertical section from bottom to top; the dam top road is paved downwardly from upstream to downstream, and the road surface slope of the dam top road is 2%. The beneficial effect is that the wall toe of the upstream wall of the utility model is equivalent to the big foot foundation, and the reinforcement section is equivalent to the thick leg support, thereby extending the service life of the upstream retaining wall. The dam top road is inclined downward from upstream to downstream, and the bottom of the downstream retaining wall has a drainage ditch. In case of light rain, rainwater can be promptly converged into the drainage ditch through the drainage holes. In case of heavy rain, the rainwater convergence volume is large, and the converged water overflows the top of the retaining wall and converges into the downstream, realizing regular drainage.
[0009] Preferably, the first wave-breaking sill is an I-shaped structure formed by connecting an upper sill, a lower sill and a tie beam, and the cross-sections of the upper sill, the lower sill and the tie beam are all isosceles trapezoidal structures with a slope of 1:0.5. In actual engineering, the first wave-breaking sill, the second wave-breaking sill and the upstream retaining wall can be integrally cast.
[0010] Preferably, the length of the upper sill and the lower sill are both 0.8 m to 1.2 m, the width of the top surface of the upper sill, the lower sill and the tie beam is 150 mm, and the spacing between two adjacent first wave-breaking sills is 0.8 m to 1.2 m. In actual engineering, the length of the upper sill and the lower sill is consistent, which is not only beautiful but also convenient for construction.
[0011] Preferably, there is one second wave-breaking sill between each two adjacent first wave-breaking sills, the top surface of the second wave-breaking sill is square, and each side of the top surface is sloped toward the upstream wall with a slope of 1:0.5. The utility model installs a second wave-breaking sill of smaller size between the first wave-breaking sills to improve the wave-breaking performance.
[0012] Preferably, the drainage hole is a rectangular hole with a length of 0.8 m to 1.5 m and a height of 8 cm to 15 cm, and the length of the downstream retaining wall between two adjacent drainage holes is 30 cm to 50 cm. The downstream retaining wall between two adjacent drainage holes can be used as a railing foundation.
[0013] Compared with the prior art, the concrete bottom plate of the upstream retaining wall of the utility model can be used as a guide wall for the anti-seepage wall, and the construction of the anti-seepage wall in the dam body can be completed without constructing a guide wall separately, thereby reducing the engineering cost; in addition, since the anti-seepage wall uses the concrete bottom plate as a guide wall, the anti-seepage wall and the upstream retaining wall form a continuous rigid whole, which blocks the landslide of the upstream dam body, thereby playing a role in slowing down the collapse of the dam body. Furthermore, the wave-breaking sill of the upstream retaining wall has a wave-breaking effect, and the wave-breaking sill is used to absorb part of the energy and reduce the impact of the wave head on the upstream retaining wall; the upper part of the downstream retaining wall is provided with a drainage hole, which is conducive to timely discharge of road surface water on the dam top road. BRIEF DESCRIPTION OF THE DRAWINGS
[0014] Figure 1 It is a structural schematic diagram of the utility model.
[0015] Figure 2 It is a vertical view of the upstream surface of the upstream retaining wall of the utility model.
[0016] Figure 3 It is an elevation view of the downstream surface of the downstream retaining wall of the utility model. DETAILED DESCRIPTION
[0017] The following is a detailed description of an embodiment of the utility model in conjunction with the accompanying drawings. This embodiment is implemented on the premise of the technical solution of the utility model, and a detailed implementation method and a specific operation process are given, but the protection scope of the utility model is not limited to the following embodiment.
[0018] It should be noted that, in the description of the present utility model, relational terms such as "first" and "second" are merely used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any actual relationship or order between these entities or operations.
[0019] In the description of the present invention, unless otherwise clearly specified and limited, the terms "connected" and "connection" that may appear should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, or it can be the internal communication of two components. For those skilled in the art, the specific meanings of the above terms in the present invention can be understood by specific circumstances.
[0020] like Figure 1-3As shown, the dam crest mitigation structure for vertically heightening an earth-rock dam described in the utility model comprises an upstream retaining wall 1 and a downstream retaining wall 2 arranged on the dam crest and a dam crest road 3 arranged between the upstream retaining wall 1 and the downstream retaining wall 2, the dam crest mitigation structure also comprises an anti-seepage wall 4 arranged in the dam body and an energy dissipation unit arranged on the water-facing surface of the upstream retaining wall 1, the upstream retaining wall 1 comprises a concrete bottom plate 1.1 and an upstream wall body 1.2 arranged on the concrete bottom plate 1.1, a guide through groove is opened on the concrete bottom plate 1.1 along its length direction, the upper part of the anti-seepage wall 4 extends upward into the guide channel, the embedded steel bars on the upper part of the anti-seepage wall 4 extend into the upstream wall body, and the lower part of the anti-seepage wall 4 extends downward to the dam foundation of the dam body. The concrete bottom plate 1.1 of the upstream retaining wall 1 can be used as a guide wall for the anti-seepage wall 4. The construction of the anti-seepage wall 4 in the dam body can be completed without constructing a separate guide wall, thereby reducing the project cost. The anti-seepage wall 4 uses the concrete bottom plate 1.1 as a guide wall, so that the anti-seepage wall 4 and the upstream retaining wall 1 form a continuous rigid whole, which blocks the landslide of the upstream dam body, thereby playing a role in slowing down the collapse of the dam body.
[0021] The energy dissipation unit includes a plurality of first wave-breaking sills 5 and a plurality of second wave-breaking sills 6. The first wave-breaking sills 5 and the second wave-breaking sills 6 are arranged alternately and independently of each other, thereby improving the wave-breaking efficiency and reducing the influence of the wave head on the upstream retaining wall 1.
[0022] The dam crest road 3 is paved downward from upstream to downstream, and the road surface slope of the dam crest road 3 is 2%. The downstream retaining wall 2 is higher than the road surface of the dam crest road 3 and can be used as a curbstone; the raised part of the downstream retaining wall 2 has a plurality of drainage holes 7 arranged at intervals, and the bottom of the downstream retaining wall 2 is provided with a drainage ditch 8 located on the downstream side of the drainage holes 7. The upstream is high and the downstream is low, and the rainwater on the dam crest road 3 gathers downstream; in case of light rain, the rainwater flows into the drainage ditch 8 through the drainage holes 7 and is discharged through the drainage ditch 8; in case of heavy rain, the rainwater flow is large, and the water flows over the top of the retaining wall and flows into the downstream, realizing regular drainage.
[0023] Combination Figure 3 It can be seen that the drainage hole 7 is preferably a rectangular hole with a length of 1.0 m and a height of 10 cm. The length of the downstream retaining wall 2 between two adjacent drainage holes 7 is controlled at 40 cm. The downstream retaining wall 2 between two adjacent drainage holes 7 serves as the foundation of the railing, and the railing 9 is installed here to provide a stable installation foundation for the railing 9.
[0024] Combination Figure 2It can be seen that the first wave-breaking sill 5 is an I-shaped structure connected by an upper sill 5.1, a lower sill 5.2 and a tie beam 5.3. The cross-sections of the upper sill 5.1, the lower sill 5.2 and the tie beam 5.3 are all isosceles trapezoidal structures. The width of the top surface of the upper sill 5.1, the lower sill 5.2 and the tie beam 5.3 is 15 cm, and the slope is 1:0.5; the length of the upper sill 5.1 and the lower sill 5.2 is 1.0 m; the first wave-breaking sill 5 is arranged at equal intervals, with a spacing of 1.0 m; there is a second wave-breaking sill 6 between every two first wave-breaking sills 5, and the top surface of the second wave-breaking sill 6 is a square structure with a side length of 15 cm, and each side of the top surface is sloped toward the upstream retaining wall 1, with a slope of 1:0.5. The first wave-breaking sill 5 and the second wave-breaking sill 6 are arranged alternately to increase the arrangement density of the wave-breaking sill and further improve the wave-breaking performance of the upstream retaining wall 1.
[0025] Combination Figure 1 and Figure 2 It can be seen that the concrete bottom plate 1.1 of the upstream retaining wall 1 and the bottom of the downstream retaining wall 2 are both cast with a concrete cushion layer 10, and the concrete bottom plate 1.1 and the downstream retaining wall 2 are respectively constructed on the concrete cushion layer 10; the upstream surface of the upstream wall body 1.2 is a vertical surface, and the first wave-breaking sill 5 and the second wave-breaking sill 6 are both located on the upstream surface of the upstream wall body 1.2; the upstream wall body 1.2 is composed of a wall toe, a reinforcement section and a vertical section from bottom to top, and the wall toe of the upstream wall body 1.2 is equivalent to a big foot foundation, and the reinforcement section is equivalent to a thick leg support, which improves the wave-proof performance of the upstream wall body 1.2. Similarly, the lower part of the downstream retaining wall 2 also has a wall toe.
[0026] Combination Figure 1 It can be seen that the dam crest road 3 is composed of a backfill layer 3.1, a 200 mm thick gravel layer 3.2 (stabilized with 5% cement), a 6 mm thick asphalt seal layer 3.3, a 50 mm thick lower asphalt concrete layer 3.4 (model: AC-16) and a 30 mm thick upper asphalt concrete layer 3.5 (model: AC-13) from bottom to top. The road surface slope of the dam crest road 3 is 2%.
[0027] The construction process of the utility model is as follows: for the elevated earth-rock dam, the existing dam crest road 3, retaining wall and elevated part of the earth-rock dam are first demolished to ensure that the width of the dam crest platform after demolition is greater than 10 m; a concrete cushion layer 10 and a concrete bottom plate 1.1 are poured upstream of the dam crest; the concrete bottom plate 1.1 is used as a guide wall to pour an anti-seepage wall 4 in the dam body, and dowel bars are reserved on the top of the anti-seepage wall 4; then the upstream wall body 1.2 (with a first wave-breaking sill 5 and a second wave-breaking sill 6) is poured, and the dowel bars on the top of the anti-seepage wall 4 are buried in the upstream wall body 1.2; the downstream retaining wall 2 is constructed; the dam body is backfilled between the upstream retaining wall 1 and the downstream retaining wall 2, and then a crushed stone layer 3.2, an asphalt seal layer 3.3, a lower asphalt concrete layer 3.4 and an upper asphalt concrete layer 3.5 are laid.
[0028] The utility model uses the concrete bottom plate 1.1 of the upstream retaining wall 1 as a guide wall, and no additional construction retaining wall needs to be set up during construction, thereby reducing construction costs; the concrete bottom plate 1.1, the anti-seepage wall 4 and the upstream wall body 1.2 form a rigid whole, and when encountering an excessive flood, the rigid whole can effectively prevent the upstream dam slope from flowing downstream, and has a dam body collapse mitigation effect;
[0029] The first wave-breaking sill 5 and the second wave-breaking sill 6 on the upstream retaining wall 1 of the utility model are independent of each other and are evenly arranged, and have a good wave-breaking effect; the dam top road 3 is inclined downward from the upstream, and the downstream retaining wall 2 can not only serve as a curb, but also has a good drainage effect, and can converge rainwater and discharge it centrally.
[0030] Finally, it should be emphasized that the above is only a preferred embodiment of the utility model and is not intended to limit the utility model. Although the utility model is described in detail with reference to the aforementioned embodiments, those skilled in the art can still modify the technical solutions recorded in the aforementioned embodiments without creative work, or replace some of the technical features therein with equivalents. Therefore, any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the utility model should be included in the protection scope of the utility model.
Claims
1. A dam crest collapse mitigation structure for vertically raising an earth-rock dam, comprising an upstream retaining wall and a downstream retaining wall arranged on the dam crest and a dam crest road arranged between the upstream retaining wall and the downstream retaining wall, characterized in that: It also includes an anti-seepage wall arranged in the dam body and an energy dissipation unit arranged on the water-facing surface of the upstream retaining wall, the upstream retaining wall includes a concrete bottom plate and an upstream wall body arranged on the concrete bottom plate, a guide groove is opened on the concrete bottom plate along its length direction, the upper part of the anti-seepage wall extends upward into the guide groove, and the reserved steel bars on the top of the anti-seepage wall are located in the upstream wall body, and the lower part of the anti-seepage wall extends to the dam foundation of the dam body; The energy dissipation unit includes a plurality of first wave-breaking sills and a plurality of second wave-breaking sills, and the first wave-breaking sills and the second wave-breaking sills are arranged alternately; the downstream retaining wall is higher than the road surface of the dam crest road, and the raised portion of the downstream retaining wall has a plurality of drainage holes arranged at intervals, and the bottom of the downstream retaining wall has a drainage ditch, so that the water on the dam crest road flows into the drainage ditch through the drainage holes.
2. The dam crest collapse mitigation structure for vertically heightening an earth-rock dam according to claim 1, characterized in that: Concrete cushion layers are poured under the concrete bottom plate and the downstream retaining wall; the upstream surface of the upstream wall is a vertical surface, and the upstream wall consists of a wall toe, a reinforcement section and a vertical section from bottom to top; the dam top road is paved downward from upstream to downstream, and the road surface slope of the dam top road is 2%.
3. The dam crest collapse mitigation structure for vertically heightening an earth-rock dam according to claim 1, characterized in that: The first wave-breaking sill is an I-shaped structure formed by connecting an upper sill, a lower sill and a tie beam. The cross-sections of the upper sill, the lower sill and the tie beam are all isosceles trapezoidal structures with a slope of 1:0.
5.
4. The dam crest collapse mitigation structure for vertically heightening an earth-rock dam according to claim 3 is characterized in that: The lengths of the upper sill and the lower sill are both 0.8 m to 1.2 m, and the top surface widths of the upper sill, the lower sill and the tie beam are 150 mm; the spacing between two adjacent first wave-breaking sills is 0.8 m to 1.2 m.
5. The dam crest collapse mitigation structure for vertically heightening an earth-rock dam according to claim 1, characterized in that: There is one second wave-breaking sill between every two adjacent first wave-breaking sills. The top surface of the second wave-breaking sill is square, and each side of the top surface is sloped toward the upstream wall with a slope of 1:0.
5.
6. The dam crest collapse mitigation structure for vertically heightening an earth-rock dam according to claim 1, characterized in that: The drainage hole is a rectangular hole with a length of 0.8 m to 1.5 m and a height of 8 cm to 15 cm. The length of the downstream retaining wall between two adjacent drainage holes is 30 cm to 50 cm.