Reinforcing structure of dangerous grouted rubble arch dam and arch dam
By filling the gaps in the masonry arch dam with waterproof and infill layers, and reinforcing the downstream side with reinforcing bars and reinforcement components, the deformation problem of the masonry arch dam under water level changes was solved, and the stability and repair effect of the damaged masonry arch dam were achieved.
Patent Information
- Application Number
- CN202423178565.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-12-23
- Publication Date
- 2025-11-14
- Estimated Expiration
- 2034-12-23
AI Technical Summary
Masonry arch dams are prone to deformation when the water level changes, causing the gaps to open and close repeatedly and significantly. Existing repair structures are insufficient to effectively address these problems.
The gap is filled with a waterproof layer and a filling layer. The downstream side is reinforced with reinforcing bars and reinforcement components. The reinforcing bars and reinforcement components are connected by concrete to form a uniform stress structure, reduce the deformation range and keep the gap tightly closed.
It effectively reduces repeated deformation of masonry arch dams, prevents further enlargement of gaps, and improves the stability and repair effect of damaged masonry arch dams.
Smart Images
Figure CN223548521U_ABST
Abstract
Description
Technical Field
[0001] This utility model relates to the reinforcement of arch dams, and more particularly to a reinforcement structure for a dilapidated masonry arch dam and the arch dam itself. Background Technology
[0002] A masonry arch dam is a type of arch dam constructed using rubble, blocks, or coarse stone to form a framework that transmits force. Cement mortar is used between the stones to prevent seepage and to facilitate the transition between the stones.
[0003] However, due to the complex stress on the relevant masonry arch dams and the high requirements for topographical and geological conditions, without scientific analysis and rigorous demonstration, coupled with inadequate construction quality control, defects and risks are prone to occur. When the upstream water level is lower than the downstream water level, the relevant masonry arch dams deform upstream, and the downstream dam toe tends to be under tension. When the upstream water level is higher than the downstream water level, the relevant masonry arch dams deform downstream, and the upstream dam heel tends to be under tension. At the same time, the gaps that have already appeared in the relevant masonry arch dams may cause repeated large-scale opening and closing of the gaps due to the repeated large-scale deformation of the dam in the upstream and downstream directions, making it difficult for the relevant repair structures to effectively address the defects and risks. Utility Model Content
[0004] Purpose of this utility model: The purpose of this utility model is to provide a reinforcement structure for a defective masonry arch dam, which facilitates the effective handling of defective problems; another purpose of this utility model is to provide an arch dam.
[0005] Technical solution:
[0006] A reinforcement structure for a dilapidated masonry arch dam includes:
[0007] Waterproof layer;
[0008] Fill layer;
[0009] Reinforcement components for connection to the downstream side of the defective masonry arch dam;
[0010] Several reinforcing bars are provided, one end of which is used to connect to the downstream side of the defective masonry arch dam, and the other end of which is connected to the reinforcement component.
[0011] The waterproof layer is used to fill the gap in the defective masonry arch dam, or the filling layer and the waterproof layer are used sequentially to fill the gap in the defective masonry arch dam.
[0012] Optionally, the plurality of the inserts are arranged in an array along both the horizontal and vertical directions. Along the horizontal direction, the spacing between adjacent inserts is equal, and along the vertical direction, the spacing between adjacent inserts is equal.
[0013] Optionally, the horizontal section of the reinforcement component includes a first side, a second side, a third side, and a fourth side that are sequentially closed and connected, wherein the first side is used to coincide with the downstream side of the defective masonry arch dam.
[0014] Optionally, the length of the first side is greater than the length L1 of the third side, so that both the second side and the fourth side have a slope.
[0015] Optionally, the slope of the second side and the slope of the fourth side are equal, both being 1:0.3.
[0016] Optionally, the length L1 of the third side is not less than 2m.
[0017] Optionally, the vertical section of the reinforcement component includes side one, side two, side three and side four connected in sequence, with side one being used to coincide with the downstream side of the defective masonry arch dam.
[0018] Optionally, the length L2 of side two is less than the length of side four, so that side three has a slope.
[0019] Optionally, the length L2 of the second side is not less than 2m.
[0020] An arch dam, including a reinforcement structure for a dilapidated masonry arch dam.
[0021] Beneficial effects:
[0022] (1) When the size of the gap in the defective masonry arch dam is relatively small, i.e. there is a crack, it is only necessary to fill the gap in the defective masonry arch dam with a waterproof layer. When the size of the gap in the defective masonry arch dam is relatively large, i.e. there is a cavity, it is necessary to fill the gap in the defective masonry arch dam with a filling layer and a waterproof layer in sequence. The waterproof layer can be made of polyurea, polyurethane, etc., preferably polyurea. The filling layer can be made of epoxy mortar, cement mortar, etc., preferably epoxy mortar. In order to ensure the filling effect, it is necessary to fill the gap in the defective masonry arch dam when the water level is low and the gap is exposed. The minimum width of the waterproof layer should not be less than 0.5m.
[0023] (2) The reinforcement component is used to reinforce the downstream side of the defective masonry arch dam, so as to reduce the amplitude of repeated deformation of the defective masonry arch dam in the upstream and downstream directions in this embodiment, prevent the gap from repeatedly opening and closing in a large manner, and under the action of water pressure on the upstream side of the defective masonry arch dam, the gap is in a compressed and closed state, so as to avoid the gap from further increasing and to facilitate the effective handling of the defective problem. Attached Figure Description
[0024] Figure 1 This is one of the structural schematic diagrams of an arch dam according to Embodiment 1 of this utility model;
[0025] Figure 2 This is a second schematic diagram of the structure of an arch dam according to Embodiment 1 of this utility model;
[0026] In the diagram: 1. Waterproof layer; 2. Filling layer; 3. Reinforcing bar; 4. Reinforcing component; 41. Horizontal section; 411. First side; 412. Second side; 413. Third side; 414. Fourth side; 42. Vertical section; 421. Side 1; 422. Side 2; 423. Side 3; 424. Side 4; 5. Defective masonry arch dam; 51. Gap; 511. Crack; 512. Cavity. Detailed Implementation
[0027] To make the technical solution of this utility model clearer, the present utility model will be further described in detail below with reference to the accompanying drawings and specific embodiments.
[0028] Example 1
[0029] like Figures 1-2 This embodiment provides a reinforcement structure for a dilapidated masonry arch dam, comprising: a waterproof layer 1; a filling layer 2; a reinforcement component 4 for connecting to the downstream side of the dilapidated masonry arch dam 5; and a plurality of reinforcing bars 3, one end of which is connected to the downstream side of the dilapidated masonry arch dam 5, and the other end of which is connected to the reinforcement component 4; wherein, the waterproof layer 1 is used to fill the gap 51 of the dilapidated masonry arch dam 5, or the filling layer 2 and the waterproof layer 1 are used sequentially to fill the gap 51 of the dilapidated masonry arch dam 5.
[0030] Specifically, when the size of the gap 51 in the defective masonry arch dam 5 is relatively small, i.e., a crack 511 exists, simply fill the gap 51 with the waterproof layer 1. When the size of the gap 51 in the defective masonry arch dam 5 is relatively large, i.e., a cavity 512 exists, the filling layer 2 and the waterproof layer 1 need to be filled into the gap 51 in sequence. The waterproof layer 1 can be made of polyurea, polyurethane, etc., preferably polyurea. The filling layer 2 can be made of epoxy mortar, cement mortar, etc., preferably epoxy mortar. To ensure the filling effect, the filling should be carried out when the water level is low enough that the gap 51 in the defective masonry arch dam 5 is exposed, and the minimum width of the waterproof layer 1 should not be less than 0.5m. The reinforcement component 4 is used to reinforce the downstream side of the defective masonry arch dam 5, which helps to reduce the upstream and downstream flow of the defective masonry arch dam 5 in this embodiment. The repeated deformation amplitude prevents the gap 51 from repeatedly opening and closing significantly. Under the action of water pressure on the upstream side of the defective masonry arch dam 5, the gap 51 is kept in a compressed and closed state, preventing the gap 51 from further enlarging and facilitating effective handling of the defect. The reinforcement component 4 can be a concrete structure. Several reinforcing bars 3 are used to increase the connection between the downstream side of the defective masonry arch dam 5 and the reinforcement component 4. During construction, several installation holes can be drilled on the downstream side of the defective masonry arch dam 5 first. Then, one end of several reinforcing bars 3 is inserted into several installation holes, and cement mortar or other adhesives are poured into several installation holes to facilitate the connection between one end of the reinforcing bars 3 and the downstream side of the defective masonry arch dam 5. Then, the other end of several reinforcing bars 3 is placed in the relevant mold, and finally, concrete is poured into the relevant mold to form the reinforcement component 4, thereby connecting the other end of several reinforcing bars 3 to the reinforcement component 4.
[0031] Furthermore, such as Figures 1-2 Several reinforcing bars 3 are arranged in an array along both the horizontal and vertical directions. The spacing between adjacent reinforcing bars 3 is equal both horizontally and vertically. Specifically, the array distribution and equal spacing facilitate good stress uniformity between the damaged masonry arch dam 5 and the reinforcing component 4.
[0032] Furthermore, such as Figure 1 The horizontal section 41 of the reinforcement component 4 includes a first side 411, a second side 412, a third side 413 and a fourth side 414 that are connected in sequence. The first side 411 is used to coincide with the downstream side of the dangerous masonry arch dam 5.
[0033] Furthermore, such as Figure 1The length of the first side 411 is greater than the length L1 of the third side 413, so that both the second side 412 and the fourth side 414 have slopes. Specifically, the relatively large length of the first side 411 results in a relatively large connection area between the reinforcing component 4 and the downstream side of the defective masonry arch dam 5, thus ensuring a strong connection between the two.
[0034] Furthermore, such as Figure 1 The slope of the second side 412 is equal to that of the fourth side 414, both being 1:0.3. Specifically, the equal slope facilitates good force symmetry between the second side 412 and the fourth side 414, thereby ensuring good force symmetry between the reinforcing component 4 and the downstream side of the defective masonry arch dam 5. To further enhance the force symmetry on the downstream side of the defective masonry arch dam 5, the reinforcing component 4 is preferably located in the middle of the downstream side of the defective masonry arch dam 5.
[0035] Furthermore, such as Figure 1 The length L1 of the third side 413 shall not be less than 2m. Specifically, the length L1 of the third side 413 can be 2m, 2.5m or 3m, etc. If the length L1 of the third side 413 is too small, it will easily lead to insufficient reinforcement performance of the reinforcement component 4.
[0036] Furthermore, such as Figure 2 The vertical section 42 of the reinforcement component 4 includes side 1 421, side 2 422, side 3 423 and side 424 that are connected in sequence. Side 1 421 is used to coincide with the downstream side of the dangerous masonry arch dam 5.
[0037] Furthermore, such as Figure 2 The length L2 of side 2 422 is less than the length of side 424, so that side 3 423 has a slope. Specifically, the length of side 424 is relatively large, which makes the reinforcement component 4 present a "top-light and bottom-heavy" state, ensuring good installation stability of the reinforcement component 4. The specific value of the slope of side 3 423 can be obtained by calculating the overall deformation coordination of the defective masonry arch dam 5 and the reinforcement component 4 in this embodiment.
[0038] Furthermore, such as Figure 2 The length L2 of side 2 422 shall not be less than 2m. Specifically, the length L2 of side 2 422 can be 2m, 2.5m or 3m, etc. If the length L2 of side 2 422 is too small, it will easily lead to insufficient reinforcement performance of the reinforcement component 4.
[0039] The construction method for the reinforcement structure of the defective masonry arch dam 5 in this embodiment is as follows:
[0040] Using the finite element method with the goal of ensuring that the tensile stress of the defective masonry arch dam 5 does not exceed 0.7 MPa, the lowest upstream water level H1 is calculated. At this time, the downstream displacement of the defective masonry arch dam 5 is δ1.
[0041] The finite element method was used to analyze the displacement deformation δ2 of the defective masonry arch dam 5 along the river when the upstream water level was normal. Considering the influence of the deformation modulus of the defective masonry arch dam 5, for safety reasons, the dam displacement can be increased to 1.05δ2.
[0042] Lower the upstream water level to H1 operation;
[0043] For the cracks 511 that have appeared on the upstream and downstream sides of the dam face of the dangerous masonry arch dam 5, a waterproof layer 1 shall be used to cover them. The minimum width of the cover shall not be less than 0.5m. For the cavities 512 that have been formed locally, the filling layer 2 shall be used to fill them first, and then the waterproof layer 1 shall be used to cover them.
[0044] The deformation of the damaged masonry arch dam 5 downstream was analyzed using the finite element method to ensure that, under combined stress, the displacement of the low dam below 30m at the arch crown beam does not exceed 0.45δ2, and the displacement of the medium dam above 30m at the arch crown beam does not exceed 0.55δ2.
[0045] On the downstream side of the defective masonry arch dam 5, reinforcement components 4 are arranged by several reinforcing bars 3. The length L1 of the third side 413 and the length L2 of the second side 422 of the reinforcement components 4 are both not less than 2m. The slope of the second side 412 and the slope of the fourth side 414 are equal, both being 1:0.3. The specific value of the slope of the third side 423 can be obtained by calculating the overall deformation coordination of the defective masonry arch dam 5 and the reinforcement components 4 in this embodiment.
[0046] like Figures 1-2 This embodiment also provides an arch dam, including a reinforcement structure for a defective masonry arch dam according to this embodiment.
[0047] The above embodiments only illustrate several implementation methods of this utility model, and their descriptions are relatively specific and detailed, but they should not be construed as limiting the scope of this utility model patent. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this utility model, and these all fall within the protection scope of this utility model. Therefore, the protection scope of this utility model patent should be determined by the appended claims.
Claims
1. A reinforcement structure for a dilapidated masonry arch dam, characterized in that, include: Waterproof layer (1); Filler layer (2); Reinforcement component (4) for connection to the downstream side of the defective masonry arch dam (5); Several reinforcing bars (3) are provided, one end of which is used to connect to the downstream side of the defective masonry arch dam (5), and the other end of which is connected to the reinforcement component (4). The waterproof layer (1) is used to fill the gap (51) of the defective masonry arch dam (5), or the filling layer (2) and the waterproof layer (1) are used to fill the gap (51) of the defective masonry arch dam (5) in turn.
2. The reinforcement structure for a dilapidated masonry arch dam according to claim 1, characterized in that, The insertion bars (3) are arranged in an array along both the horizontal and vertical directions. Along the horizontal direction, the spacing between adjacent insertion bars (3) is equal, and along the vertical direction, the spacing between adjacent insertion bars (3) is equal.
3. A reinforcement structure for a dilapidated masonry arch dam according to claim 1 or 2, characterized in that, The horizontal section (41) of the reinforcement component (4) includes a first side (411), a second side (412), a third side (413) and a fourth side (414) that are connected in sequence. The first side (411) is used to coincide with the downstream side of the defective masonry arch dam (5).
4. The reinforcement structure for a dilapidated masonry arch dam according to claim 3, characterized in that, The length of the first side (411) is greater than the length L1 of the third side (413) so that both the second side (412) and the fourth side (414) have a slope.
5. The reinforcement structure for a dilapidated masonry arch dam according to claim 4, characterized in that, The slope of the second side (412) is equal to the slope of the fourth side (414), both being 1:0.
3.
6. The reinforcement structure for a dilapidated masonry arch dam according to claim 3, characterized in that, The length L1 of the third side (413) is not less than 2m.
7. A reinforcement structure for a dilapidated masonry arch dam according to claim 1 or 2, characterized in that, The vertical section (42) of the reinforcement component (4) includes side one (421), side two (422), side three (423) and side four (424) that are connected in sequence. Side one (421) is used to coincide with the downstream side of the defective masonry arch dam (5).
8. The reinforcement structure for a dilapidated masonry arch dam according to claim 7, characterized in that, The length L2 of side 2 (422) is less than the length of side 4 (424) so that side 3 (423) has a slope.
9. The reinforcement structure for a dilapidated masonry arch dam according to claim 7, characterized in that, The length L2 of the second side (422) is not less than 2m.
10. An arch dam, characterized in that, Including a reinforcement structure for a dilapidated masonry arch dam as described in any one of claims 1-9.