A roller compacted concrete gravity dam in a strong earthquake zone

Abstract

The application relates to the technical field of water conservancy and hydropower engineering, in particular to a roller compacted concrete gravity dam in a strong earthquake area, which comprises a dam body and a consolidated grouting base layer, the upstream side of the dam body is provided with an upstream dam slope extending in a straight line from the dam bottom to the dam top, the slope ratio of the upstream dam slope is 1:n1, the downstream side of the dam body is provided with a downstream dam slope, the downstream dam slope comprises a vertical slope section and an inclined straight slope section, the vertical slope section extends vertically downward from the dam top, the inclined straight slope section extends in a straight line from the lower end of the vertical slope section to the dam bottom, the slope ratio of the inclined straight slope section is 1:n2, the dam bottom of the dam body is connected to the top surface of the consolidated grouting base layer, and the consolidated grouting base layer is fixed on the water bottom bedrock in a flat manner, wherein n1>=0.40 and n2>=0.90. The roller compacted concrete gravity dam in the strong earthquake area can be applied to high seismic intensity areas by making the upstream dam slope and the inclined straight slope section gentler, so that the stability of the gravity dam is improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of water conservancy and hydropower engineering, and particularly relates to a roller compacted concrete gravity dam in a strong earthquake area. BACKGROUND

[0002] Since the size of the roller compacted concrete gravity dam needs to meet the requirements of anti-sliding stability and stress along the building base surface and the roller compacted layer surface, and also needs to facilitate the rapid construction of the roller compacted concrete large warehouse surface, the size design is simple. In the design of the conventional gravity dam, the upstream surface is preferably a vertical surface, that is, the slope ratio of the upstream dam slope is 1:0, and when the upstream surface is a folded surface with a folded slope point, that is, the slope ratio of the upstream dam slope is greater than 1:0, the downstream dam slope can be optimized according to the stability and stress requirements. Generally, the upstream dam slope preferably has a slope ratio of 1:0 to 1:0.25, and the downstream dam slope preferably has a slope ratio of 1:0.6 to 1:0.8.

[0003] For the areas with high seismic intensity (Ⅷ degree and above) and high seismic peak acceleration, the size of the conventional roller compacted concrete gravity dam cannot meet the requirements of stability and stress along the building base surface and the roller compacted layer surface, and is prone to through damage at the stress concentration positions such as the folded slope point. Therefore, the size design of the roller compacted concrete gravity dam needs to be carried out to meet the requirements of seismic fortification in the strong earthquake area. SUMMARY

[0004] In order to solve the above technical problems, the present application provides a roller compacted concrete gravity dam in a strong earthquake area suitable for areas with high seismic intensity.

[0005] The present application adopts the following technical scheme:

[0006] The present application provides a roller compacted concrete gravity dam in a strong earthquake area, which comprises a dam body and a consolidated grouting base layer. The upstream side of the dam body is provided with an upstream dam slope extending in a straight line from the dam bottom to the dam top. The slope ratio of the upstream dam slope is 1:n1. The downstream side of the dam body is provided with a downstream dam slope. The downstream dam slope comprises a vertical slope section and an inclined straight slope section. The vertical slope section extends vertically downward from the dam top. The inclined straight slope section extends in a straight line from the lower end of the vertical slope section to the dam bottom. The slope ratio of the inclined straight slope section is 1:n2. The dam bottom of the dam body is connected to the top surface of the consolidated grouting base layer. The consolidated grouting base layer is fixed on the water bottom bedrock. In the present application, n1 is greater than or equal to 0.40, and n2 is greater than or equal to 0.90.

[0007] Preferably, the dam top of the dam body is provided with a wave protection wall on the upstream side and a guardrail on the downstream side. The wave protection wall and the guardrail both extend along the length direction of the dam body.

[0008] Preferably, the wave protection wall is a reinforced concrete structure.

[0009] Preferably, the upstream dam slope of the dam body is provided with a seepage-proof coating on the slope surface.

[0010] Preferably, a circular arc transition is used at the junction of the vertical slope section and the sloping vertical slope section.

[0011] Preferably, a seepage prevention curtain is provided on the upstream side of the dam at the bottom of the dam. The seepage prevention curtain penetrates through the consolidated grouting base layer and enters the bedrock at the bottom of the water, and the seepage prevention curtain extends along the direction perpendicular to the water flow until it fits with both banks.

[0012] Preferably, the dam body has a foundation grouting and drainage gallery extending along its length on the upstream side, and a dam body drainage pipe hole connecting to the outside is opened on the top surface of the dam body. A dam foundation drainage pipe hole leading to the bedrock at the bottom of the water is opened on the consolidated grouting base layer. The foundation grouting and drainage gallery are connected to the dam body drainage pipe hole and the dam foundation drainage pipe hole, respectively.

[0013] Preferably, the drainage pipe holes of the dam foundation extend downstream at an interval from the seepage prevention curtain, and the depth to which the drainage pipe holes of the dam foundation penetrate the bedrock at the bottom of the water is half the depth to which the seepage prevention curtain penetrates the bedrock at the bottom of the water.

[0014] Preferably, the foundation grouting and drainage corridor extends along the length direction with a city gate-shaped cross-section.

[0015] Preferably, multiple anchor rods are fixed at intervals on the consolidated grouting base layer by means of consolidation grouting, and each anchor rod is inserted and fixed in the bedrock at the bottom of the water.

[0016] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0017] Since the upstream side is used as the water-retaining side, the roller-compacted concrete gravity dam in the strong earthquake zone of this invention adopts a straight slope extending from the bottom to the top of the dam body in a single slope, which makes the overall stress change of the upstream dam slope more uniform and reduces the impact damage of water flow on the upstream dam slope under strong earthquake conditions; while the downstream side, which is not the water-retaining side, still adopts a conventional two-section form with a vertical slope section and a sloping vertical slope section connected in sequence.

[0018] Furthermore, in the roller-compacted concrete gravity dam in the strong earthquake zone of the present invention, the slope ratio of the upstream dam slope is 1:n1, and the slope ratio of the inclined and straight slope section is 1:n2 (n1≥0.40, n2≥0.90), both of which exceed the conventional slope ratio range. By making the upstream dam slope and the inclined and straight slope section gentler, the stability of the gravity dam is improved, thereby enabling the gravity dam to be applicable to areas with high seismic intensity and to meet the stability requirements of dam stress, foundation surface and roller-compacted layer. Attached Figure Description

[0019] Figure 1 This is a schematic diagram of the cross-sectional structure of a roller-compacted concrete gravity dam in a strong earthquake zone, as described in an embodiment of the present invention.

[0020] The reference numerals in the attached figures are explained as follows:

[0021] 1. Dam body 15. Anti-seepage curtain

[0022] 11. Upstream dam slope; 16. Foundation grouting and drainage gallery

[0023] 12. Downstream dam slope; 17. Dam body drainage pipe opening.

[0024] 121. Vertical slope section 2. Consolidated grouting base layer

[0025] 122. Inclined and straight slope section; 21. Dam foundation drainage pipe hole.

[0026] 13. Wave wall; 22. Anchor bolts

[0027] 14. Guardrail Detailed Implementation

[0028] The specific embodiments of the present invention will be further described in detail below with reference to the accompanying drawings. These embodiments are for illustrative purposes only and are not intended to limit the scope of the invention.

[0029] In the description of this invention, it should be noted that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0030] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0031] Furthermore, in the description of this invention, unless otherwise stated, "a plurality of" means two or more.

[0032] See Figure 1This embodiment provides a roller-compacted concrete gravity dam in a strong earthquake zone, including a dam body 1 and a consolidated grouting base layer 2. The upstream side of the dam body 1 is provided with an upstream dam slope 11 extending in a straight line from the bottom of the dam to the top of the dam, with a slope ratio of 1:n1. The downstream side of the dam body 1 is provided with a downstream dam slope 12, which includes a vertical slope section 121 and a sloping slope section 122. The vertical slope section 121 extends vertically downward from the top of the dam, and the sloping slope section 122 extends in a straight line from the lower end of the vertical slope section 121 towards the bottom of the dam, with a slope ratio of 1:n2. The bottom of the dam body 1 is connected to the top surface of the consolidated grouting base layer 2, which is laid flat and fixed on the bedrock at the bottom of the water, wherein n1≥0.40 and n2≥0.90.

[0033] Since the upstream side is used as the water-retaining side, the roller-compacted concrete gravity dam in the strong earthquake zone of this embodiment adopts the form of a straight slope extending from the bottom of the dam to the top of the dam body 1, which makes the overall stress change of the upstream slope 11 more uniform and reduces the impact damage of water flow on the upstream slope 11 under strong earthquake conditions; while the downstream side, which is not the water-retaining side, still adopts the conventional two-section form of vertical slope section 121 and sloping straight slope section 122 connected in sequence.

[0034] Furthermore, in this embodiment of the roller-compacted concrete gravity dam in a strong earthquake zone, the slope ratio of the upstream dam slope 11 is 1:n1, and the slope ratio of the inclined straight slope section 122 is 1:n2 (n1≥0.40, n2≥0.90), both exceeding the conventional slope ratio range. By making the upstream dam slope 11 and the inclined straight slope section 122 gentler, the stability of the gravity dam is improved, thereby enabling the gravity dam to be suitable for areas with high seismic intensity and to meet the stability requirements of dam stress, foundation surface, and roller-compacted layer.

[0035] It should be noted that, in the construction of the dam slope, the smaller the slope, the higher the stability of the dam body 1, but the cost also increases accordingly. After comparative analysis of various body shapes, the slope ratio of the upstream dam slope 11 is 1:n1, and the slope ratio of the sloping straight section 122 is 1:n2 (n1≥0.40, n2≥0.90), which can most economically meet the stress requirements of the dam body 1 and the stability and seismic requirements of the consolidated grouting base layer 2.

[0036] Specifically, in this embodiment, the slope ratio of the upstream dam slope 11 is preferably 1:0.40, and the slope ratio of the sloping straight section 122 is preferably 1:0.90.

[0037] Preferably, see Figure 1 The dam body 1 has a wave wall 13 on the upstream side and a guardrail 14 on the downstream side. Both the wave wall 13 and the guardrail 14 extend along the length of the dam body 1. Since the downstream side of the dam body 1 is not used for water retention, only the guardrail 14 is installed on the dam crest on this side to protect the safety of transportation on the dam crest.

[0038] Preferably, the wave-breaking wall 13 is a reinforced concrete structure.

[0039] Preferably, the upstream slope 11 of the dam body 1 is coated with an anti-seepage coating. Since the upstream slope 11 is a water-retaining surface, applying an anti-seepage coating to the upstream slope 11 can enhance the anti-seepage performance of the upstream slope 11 of the dam body 1.

[0040] It should be noted that the anti-seepage coating can be made of geomembrane, coating made of cement-permeable crystallizing anti-water-repellent material, modified asphalt coating, or polyurethane waterproof coating.

[0041] Preferably, see Figure 1 The junction of the vertical slope section 121 and the inclined slope section 122 is transitioned by a circular arc to prevent stress concentration and avoid through-dam failure at the junction of the vertical slope section 121 and the inclined slope section 122.

[0042] Preferably, see Figure 1 On the upstream side of dam body 1, a seepage barrier 15 is installed at the bottom of the dam. The seepage barrier 15 penetrates through the consolidated grouting base layer 2 and enters the bedrock at the bottom of the water, and extends along the direction perpendicular to the water flow until it is in contact with both banks. The seepage barrier 15 is installed on the upstream side to achieve water retention and seepage prevention for the downstream.

[0043] It should be noted that in this embodiment, the seepage-proof curtain 15 is formed by grouting through rows of equally spaced grouting holes, and the hole spacing between two adjacent grouting holes is 2m.

[0044] Preferably, see Figure 1 The dam body 1 has a foundation grouting and drainage gallery 16 extending along its length on the upstream side. The dam body 1 has a dam body drainage pipe hole 17 connecting to the outside on the top surface of the dam body 1. The dam foundation drainage pipe hole 21 connecting to the bedrock at the bottom of the water is opened on the consolidated grouting base layer 2. The foundation grouting and drainage gallery 16 is connected to the dam body drainage pipe hole 17 and the dam foundation drainage pipe hole 21 respectively.

[0045] Since the foundation grouting and drainage gallery 16 is connected to the dam body drainage pipe hole 17 and the dam foundation drainage pipe hole 21 respectively, the foundation grouting and drainage gallery 16 can be used as a drainage channel. On the other hand, when processing the seepage prevention curtain 15, construction preparation can be carried out in the foundation grouting and drainage gallery 16, and the seepage prevention curtain 15 can be processed directly below the foundation grouting and drainage gallery 16.

[0046] It should be noted that in this embodiment, the dam body drainage pipe holes 17 are arranged in rows, the diameter of the dam body drainage pipe holes 17 is 150mm, and the distance between two adjacent dam body drainage pipe holes 17 is 2m.

[0047] Preferably, see Figure 1The dam foundation drainage pipe hole 21 and the seepage prevention curtain 15 extend inclinedly downstream at intervals, and the depth of the dam foundation drainage pipe hole 21 into the bottom bedrock is half the depth of the seepage prevention curtain 15 into the bottom bedrock, so as to prevent the water discharged into the bottom bedrock by the dam foundation drainage pipe hole 21 from affecting the seepage prevention curtain 15.

[0048] It should be noted that in this embodiment, the drainage pipe holes 21 of the dam foundation are arranged in a row, the diameter of each drainage pipe hole 21 is 150mm, the included angle between the drainage pipe hole 21 and the seepage prevention curtain 15 is 10°, and the distance between two adjacent drainage pipe holes 21 is 2m.

[0049] Preferably, see Figure 1 The foundation grouting and drainage gallery 16 extends along the length direction with a city gate-shaped cross section to reduce stress concentration in the concrete layer of the dam body surrounding the foundation grouting and drainage gallery 16, which is conducive to maintaining the structural stability of the foundation grouting and drainage gallery 16.

[0050] It should be noted that, in this embodiment, the cross-sectional dimensions of the city gate are 2.5m × 3.0m.

[0051] Preferably, see Figure 1 Multiple anchor rods 22 are fixed at intervals on the consolidated grouting base layer 2 by consolidation grouting. Each anchor rod 22 is inserted and fixed in the bedrock at the bottom of the water to improve the stability of the consolidated grouting base layer 2.

[0052] It should be noted that, in this embodiment, the shape of the consolidated grouting base layer 2 from the air to the ground is plum blossom-shaped, the anchor rods 22 are arranged in rows, and the hole spacing of the grouting holes used by two adjacent rows of anchor rods 22 is 3m, the depth of the holes entering the bedrock at the bottom of the water is 8m; the diameter of the anchor rod 22 is 28mm, the length is 6m, and the interval between two adjacent anchor rods 22 is 3m.

[0053] The roller-compacted concrete gravity dams used in the above-mentioned strong earthquake zones are suitable for areas with earthquake intensity VII and above, and meet the stability and stress requirements of the foundation surface and the compacted surface.

[0054] The above description is only a preferred embodiment of the present invention. It should be noted that for those skilled in the art, several improvements and substitutions can be made without departing from the technical principles of the present invention, and these improvements and substitutions should also be considered within the scope of protection of the present invention.

Claims

1. A roller-compacted concrete gravity dam for strong earthquake zones, characterized in that, The dam body (1) and the consolidated grouting base layer (2) are provided. The upstream side of the dam body (1) is provided with an upstream dam slope (11) that extends in a straight line from the bottom of the dam to the top of the dam. The slope ratio of the upstream dam slope (11) is 1:n1. The downstream side of the dam body (1) is provided with a downstream dam slope (12). The downstream dam slope (12) includes a vertical slope section (121) and a sloping slope section (122). The vertical slope section (121) extends vertically downward from the top of the dam. The sloping slope section (122) extends in a straight line from the lower end of the vertical slope section (121) towards the bottom of the dam. The slope ratio of the sloping slope section (122) is 1:n2. The bottom of the dam body (1) is connected to the top surface of the consolidated grouting base layer (2). The consolidated grouting base layer (2) is laid flat and fixed on the bedrock at the bottom of the water, wherein n1≥0.40 and n2≥0.

90.

2. The roller-compacted concrete gravity dam for strong earthquake zones according to claim 1, characterized in that, The dam body (1) has a wave wall (13) on the upstream side and a guardrail (14) on the downstream side. Both the wave wall (13) and the guardrail (14) extend along the length of the dam body (1).

3. The roller-compacted concrete gravity dam for strong earthquake zones according to claim 2, characterized in that, The wave-breaking wall (13) is a reinforced concrete structure.

4. The roller-compacted concrete gravity dam for strong earthquake zones according to claim 1, characterized in that, The upstream slope (11) of the dam body (1) is covered with an anti-seepage coating.

5. The roller-compacted concrete gravity dam for strong earthquake zones according to claim 1, characterized in that, The junction of the vertical slope section (121) and the inclined slope section (122) is transitioned by a circular arc.

6. The roller-compacted concrete gravity dam for strong earthquake zones according to claim 1, characterized in that, The upstream side of the dam body (1) is provided with a seepage prevention curtain (15) at the bottom of the dam. The seepage prevention curtain (15) penetrates the consolidated grouting base layer (2) and enters the bedrock at the bottom of the water. The seepage prevention curtain (15) extends along the direction perpendicular to the water flow until it fits with both banks.

7. The roller-compacted concrete gravity dam for strong earthquake zones according to claim 6, characterized in that, The dam body (1) has a foundation grouting and drainage gallery (16) extending along its length on the upstream side. The dam body (1) has a dam body drainage pipe hole (17) connecting to the outside on the top surface of the dam body (1). The dam foundation drainage pipe hole (21) connecting to the bedrock at the bottom of the water is opened on the consolidated grouting base layer (2). The foundation grouting and drainage gallery (16) is connected to the dam body drainage pipe hole (17) and the dam foundation drainage pipe hole (21) respectively.

8. The roller-compacted concrete gravity dam for strong earthquake zones according to claim 7, characterized in that, The dam foundation drainage pipe hole (21) extends inclinedly downstream at intervals from the seepage prevention curtain (15), and the depth of the dam foundation drainage pipe hole (21) into the bedrock is half the depth of the seepage prevention curtain (15) into the bedrock.

9. The roller-compacted concrete gravity dam for strong earthquake zones according to claim 7, characterized in that, The foundation grouting and drainage corridor (16) extends along the length direction with a city gate-shaped cross section.

10. The roller-compacted concrete gravity dam for strong earthquake zones according to claim 1, characterized in that, Multiple anchor rods (22) are fixed at intervals on the consolidated grouting base layer (2) by consolidation grouting, and each anchor rod (22) is inserted and fixed in the bedrock at the bottom of the water.

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