A face rockfill dam wave wall structure and construction method

Abstract

The present application belongs to the technical field of dam design and construction, and particularly relates to a kind of face slab rockfill dam wave wall structure and construction method.A kind of face slab rockfill dam wave wall structure, including rockfill body, the rockfill body is close to the side of river channel and is equipped with concrete face slab, the upper part of the rockfill body is close to the side of concrete face slab and is equipped with wave wall, the wave wall includes toe wall, bottom plate and board wall, the upstream of the lower part of the bottom plate is provided with toe wall, the upper part of the bottom plate is provided with board wall, the toe wall is along the top edge of concrete face slab and is provided, and horizontal joint is left between the two, the horizontal joint is equipped with water stop component.The face slab rockfill dam wave wall of the present application adopts horizontal joint structure, makes the joint between the toe wall of wave wall upstream and face slab horizontal and straight;The face slab is formed by setting slope slip form construction, facilitates dam body face slab slip form and top water stop mechanized construction, improves dam body face slab stress safety and the reliability of water stop component waterproof.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of dam design and construction, and particularly relates to a face rockfill dam wave wall structure and a construction method. BACKGROUND

[0002] The face rockfill dam is supported by the rockfill body to bear the water load, and the dam body anti-seepage system is composed of the upstream concrete face plate, the bank slope toe plate and the dam crest wave wall, and the dam crest wave wall and the concrete face plate form a horizontal joint. Due to the broken corners and broken particles of the rockfill body, the rockfill body rheology is significant under the action of the self weight after the dam filling is completed, and a large settlement deformation occurs at the dam crest, and the filling height of the rockfill body should be reserved for the settlement after the dam filling is completed, and the reserved settlement overheight needs to be changed according to the height of different parts of the riverbed and the bank slope.

[0003] At present, the existing rockfill body filling construction generally reserves a certain settlement overheight at the bottom of the wave wall, and the slope of a certain range of the top of the upstream concrete face plate is steepened, which leads to the change of the horizontal joint between the dam crest wave wall and the concrete face plate with the filling height of different parts, is not conducive to the face plate slip form construction and the joint water stop mechanized construction, increases the construction difficulty and the construction cost, and the large-angle bending formed after the face plate is steepened leads to the part becoming a weak part of the face plate. SUMMARY

[0004] In view of the above problems, the purpose of the present application is to provide a face rockfill dam wave wall structure and a construction method, which meets the requirement of reserving the settlement overheight at the top of the rockfill body, and the upstream slope surface of the rockfill body and the concrete face plate do not need to be provided with a local steep slope section, so that the joint horizontal joint between the upstream toe wall of the wave wall and the concrete face plate is straight; the upstream slope surface of the rockfill body is filled by a set slope, and the concrete face plate is constructed by a set slope slip form, which is convenient for the dam body concrete face plate slip form and the top water stop mechanized construction, improves the stress safety of the dam body concrete face plate and the waterproof reliability of the water stop structure of the horizontal joint, and reduces the construction difficulty and the cost of the face plate and the wave wall horizontal joint.

[0005] The technical scheme of the present application is as follows: a face rockfill dam wave wall structure, comprising a rockfill body, a concrete face plate arranged on the side close to the river of the rockfill body, a wave wall arranged on the side close to the concrete face plate of the upper part of the rockfill body, the wave wall comprising a toe wall, a bottom plate and a panel wall, the toe wall being arranged on the upstream of the lower part of the bottom plate, the panel wall being arranged on the upper part of the bottom plate, the toe wall being arranged along the top edge of the concrete face plate, a horizontal joint being left between the toe wall and the concrete face plate, and a water stop member being arranged in the horizontal joint.

[0006] The water stop member comprises a top water stop, a bottom water stop and a caulking material, the top water stop is arranged at the outer end of the horizontal joint, the bottom water stop is arranged at the inner end of the horizontal joint, and the caulking material fills the gap between the top water stop and the bottom water stop.

[0007] The top water stop is arranged at the outer end of the horizontal joint and is in a V-shaped opening.

[0008] The caulking material is asphalt wood board or rubber board.

[0009] The surface of the concrete panel has a set slope, and the slope range is 1:1.3-1:1.6.

[0010] The rockfill body comprises cushion material, transition material and upstream rockfill material.

[0011] The top height H1 of the rockfill body and the bottom height H3 of the wave protection wall are both filled with a reserved settlement super height Δh, the top height of the rockfill body after the dam settlement is H2, the bottom height of the wave protection wall is H4, the height of Δh is determined according to the dam body settlement; the height h1 of the toe wall upstream of the wave protection wall and the height h2 of the plate wall are related to the reserved settlement super height Δh, the height h1 of the toe wall can be the reserved settlement super height Δh; the height h2 of the plate wall and the thickness t of the bottom plate should meet the reservoir operation wave height requirement.

[0012] The horizontal joint height H4 is the wave protection wall bottom design height H4, and the height difference between the wave protection wall bottom design height H4 and the normal water level H5 is greater than the reserved settlement super height Δh.

[0013] A construction method of a wave protection wall structure of a face rockfill dam, the construction is as described above, comprising the following steps:

[0014] S1: the upstream slope surface of the dam is set to a certain slope and remains unchanged, the rockfill body is filled to the wave protection wall bottom design elevation, and is overfilled by a certain height, after meeting the dam rockfill body settlement period and settlement rate requirement, the rockfill body at the wave protection wall bottom is excavated and leveled to the wave protection wall bottom design elevation;

[0015] S2: the concrete panel is constructed, the concrete panel is slid from bottom to top to the wave protection wall bottom design elevation at a slope, without needing to locally change the slope of the upstream slope surface, and the inner end of the top of the concrete panel is embedded with a lower water stop member before construction;

[0016] S3: according to the designed rockfill body reserved settlement super height, the height of the toe wall upstream of the wave protection wall and the wave protection wall design size are determined, the toe wall upstream of the wave protection wall is poured and constructed after being filled to the wave protection wall bottom filling elevation, the horizontal joint between the wave protection wall and the concrete panel is formed, and the caulking material is filled in the horizontal joint between the toe wall upstream of the wave protection wall and the concrete panel before pouring and construction;

[0017] S4: After the toe wall upstream of the wave wall is completed, the upper water-stopping component of the horizontal joint is constructed and connected with the water-stopping structure of the vertical joint and peripheral joint of the concrete panel to form a complete water-stopping system. Then, the bottom slab and slab wall of the wave wall are constructed, and the rockfill is filled to the top of the dam.

[0018] The technical advantages of this invention are as follows: Under the premise of meeting the requirement of reserved settlement superelevation at the top of the rockfill body, the upstream slope of the rockfill body and the concrete panel of this invention do not require local steep slope sections, ensuring straight horizontal joints between the upstream toe wall of the wave wall and the concrete panel; the upstream slope of the rockfill body is filled with a predetermined slope, and the concrete panel is constructed by slipforming with a predetermined slope, facilitating mechanized construction of the dam's concrete panel slipforming and top water-stopping, improving the stress safety of the dam's concrete panel and the waterproof reliability of the horizontal joint water-stopping structure, and reducing the construction difficulty and cost of the panel and the horizontal joint of the wave wall.

[0019] The following will provide further explanation in conjunction with the accompanying drawings. Attached Figure Description

[0020] Figure 1 This is a schematic diagram of a panel rockfill dam wave wall structure according to an embodiment of the present invention.

[0021] Attached reference numerals: 1-Toe wall; 2-Base slab; 3-Slab wall; 4-Wave wall; 5-Concrete panel; 6-Horizontal joint; 7-Top waterstop; 8-Bottom waterstop; 9-Rockfill; 10-Cementing. Detailed Implementation Example 1

[0022] like Figure 1 As shown, a rockfill dam wave wall structure includes a rockfill body 9, a concrete panel 5 on the side of the rockfill body 9 near the river channel, and a wave wall 4 on the upper part of the rockfill body 9 near the concrete panel 5. The wave wall 4 includes a toe wall 1, a base plate 2, and a panel wall 3. The toe wall 1 is located upstream of the lower part of the base plate 2, and the panel wall 3 is located on the upper part of the base plate 2. The toe wall 1 is located along the top edge of the concrete panel 5, and a horizontal joint 6 is left between the two. A water-stopping component is provided in the horizontal joint 6.

[0023] In actual use, the concrete panel 5 is laid on the upstream side of the rockfill body 9, the surface of the concrete panel 5 has a set slope, and no steep slope section is needed; the wave protection wall 4 is arranged on the upper part of the rockfill body 9, the wave protection wall 4 is composed of a toe wall 1, a bottom plate 2 and a panel wall 3, the toe wall 1 is arranged on the upstream of the lower part of the bottom plate 2, the panel wall 3 is arranged on the upper part of the bottom plate 2, the toe wall 1 is arranged along the top edge of the concrete panel 5, the upstream toe wall 1 of the wave protection wall 4 is connected with the top of the concrete panel 5, and the joint is a horizontal joint 6; the horizontal joint 6 is provided with a water stop member. The concrete panel 5 does not need to be provided with a local steep slope section, so that the joint horizontal joint 6 between the upstream toe wall 1 of the wave protection wall 4 and the concrete panel 5 is straight; the concrete panel 5 is constructed by a slip form with a set slope, which facilitates the slip form construction and the mechanical construction of the top water stop 7 of the dam body concrete panel 5, and improves the stress safety of the dam body concrete panel 5 and the waterproof reliability of the water stop structure of the horizontal joint 6. Embodiment 2

[0024] Preferably, based on the embodiment 1, in the embodiment, preferably, the water stop member comprises a top water stop 7, a bottom water stop 8 and a caulking material 10, the top water stop 7 is arranged at the outer end of the horizontal joint 6, the bottom water stop 8 is arranged at the inner end of the horizontal joint 6, and the caulking material 10 is filled in the gap between the top water stop 7 and the bottom water stop 8.

[0025] In actual use, the top water stop 7 is arranged at the outer end of the horizontal joint 6, the bottom water stop 8 is arranged at the inner end of the horizontal joint 6, and the caulking material 10 is filled in the gap between the top water stop 7 and the bottom water stop 8, the top water stop 7 is arranged at the outer end of the horizontal joint 6, can cope with deformation, and plays a role of the first anti-seepage line of the wave protection wall horizontal joint, and the bottom water stop pad is arranged at the inner end of the horizontal joint between the wave protection wall and the panel, can cope with deformation, and plays a role of the second anti-seepage line of the wave protection wall horizontal joint. Embodiment 3

[0026] Preferably, based on the embodiment 1 or the embodiment 2, in the embodiment, preferably, the top water stop 7 is arranged at the outer end of the horizontal joint 6, and has a V-shaped opening.

[0027] In actual use, the top water stop 7 is arranged at the outer end of the horizontal joint 6, and has a V-shaped opening, which can better cope with deformation and prevent leakage. Embodiment 4

[0028] Preferably, based on the embodiment 1 or the embodiment 3, in the embodiment, preferably, the caulking material 10 is an asphalt wood board or a rubber board.

[0029] In actual use, the caulking material 10 is asphalt or rubber board, which is filled in the horizontal joint of the wave protection wall to adapt to the settlement deformation of the dam rockfill. Embodiment 5

[0030] Preferably, on the basis of Embodiment 1 or Embodiment 4, in the present embodiment, preferably, the surface of the concrete panel 5 has a set slope, and the slope range is 1:1.3-1:1.6.

[0031] In actual use, the surface of the concrete panel 5 has a set slope, and the slope range is 1:1.3-1:1.6. The surface of the concrete panel 5 has a set slope, and the top does not need to be separately provided with a steep slope section. The concrete panel 5 is constructed by setting the slope, which facilitates the dam panel slip form and the top water stop mechanical construction, and improves the stress safety of the dam panel and the waterproof reliability of the water stop component. Embodiment 6

[0032] Preferably, on the basis of Embodiment 1 or Embodiment 5, in the present embodiment, preferably, the rockfill 9 comprises cushion material, transition material and upstream rockfill material.

[0033] In actual use, the rockfill 9 comprises cushion material, transition material and upstream rockfill material, which ensures that the rockfill 9 meets the use requirements. Embodiment 7

[0034] Preferably, on the basis of Embodiment 1 or Embodiment 6, in the present embodiment, preferably, the top height H1 of the rockfill 9 and the bottom height H3 of the wave protection wall 4 are both filled with a certain settlement overheight Δh. After the settlement of the dam, the top height of the rockfill 9 is H2, the bottom height of the wave protection wall 4 is H4, and the height of Δh is determined according to the settlement of the dam. The height h1 of the toe wall 1 upstream of the wave protection wall 4 and the height h2 of the plate wall 3 are related to the reserved settlement overheight Δh. The height h1 of the toe wall 1 can be the reserved settlement overheight Δh. The height h2 of the plate wall 3 and the thickness t of the bottom plate 2 should meet the reservoir operation wave height requirements.

[0035] In actual use, the top height H1 of the rockfill 9 and the bottom height H3 of the wave protection wall 4 are both filled with a certain settlement overheight Δh, which ensures that the dam top reserved settlement meets the safe operation requirements of the dam, and the design height of the wave protection wall also meets the reservoir operation requirements. Embodiment 8

[0036] Preferably, on the basis of Embodiment 1 or Embodiment 7, in the present embodiment, preferably, the height H4 of the horizontal joint 6 is the bottom design height H4 of the wave protection wall 4, and the height difference between the bottom design height H4 of the wave protection wall 4 and the normal water level H5 is greater than the reserved settlement overheight Δh.

[0037] In actual use, the height H4 of the horizontal joint 6 is the design height of the bottom of the wave protection wall 4, the height difference between the design height H4 of the bottom of the wave protection wall 4 and the normal water level H5 is greater than the reserved settlement super height Δh, so that the horizontal joint is still higher than the normal water level after the dam construction settlement, and the safety of the dam horizontal joint is ensured. Example 9

[0038] A construction method of a wave protection wall structure of a face rockfill dam, the construction of the wave protection wall structure of the face rockfill dam is as described above, and the construction method comprises the following steps:

[0039] S1: the upstream slope surface of the dam is kept unchanged with a certain slope, the rockfill body 9 is filled to the design elevation of the bottom of the wave protection wall 4 and is filled to a certain height, and after the dam rockfill body settlement period and settlement rate requirements are met, the rockfill body 9 at the bottom of the wave protection wall 4 is excavated and leveled to the design elevation of the bottom of the wave protection wall 4;

[0040] S2: the concrete face plate 5 is constructed, the concrete face plate 5 is slid to the design elevation of the bottom of the wave protection wall 4 with a slope from bottom to top, and the slope of the upstream slope surface does not need to be locally changed, and the inner end of the top of the concrete face plate 5 is embedded with a lower water stop component before construction;

[0041] S3: according to the design of the rockfill body 9 reserved settlement super height, the height of the toe wall 1 upstream of the wave protection wall 4 and the design size of the wave protection wall 4 are determined, the toe wall 1 upstream of the wave protection wall 4 is poured and constructed after being filled to the filling elevation of the bottom of the wave protection wall, the horizontal joint 6 between the wave protection wall 4 and the concrete face plate 5 is formed, and the caulking material is filled in the horizontal joint 6 between the toe wall 1 upstream of the wave protection wall 4 and the concrete face plate 5 before pouring;

[0042] S4: after the completion of the toe wall 1 upstream of the wave protection wall 4, the upper water stop component of the horizontal joint 6 is constructed, the water stop structure of the vertical joint and the peripheral joint of the concrete face plate 5 is connected to form a complete water stop system, and then the bottom plate 2 and the panel wall 3 of the wave protection wall 4 are constructed, and the rockfill body 9 is filled to the dam top.

[0043] The above description is only the preferred embodiment of the present application, but the protection scope of the present application is not limited to this, any change or replacement within the technical range disclosed by the present application can be easily thought by those skilled in the art, and should be covered in the protection scope of the present application.

Claims

1. A construction method of a face rockfill dam wave wall structure, characterized in that: The construction of the wave protection wall structure of the face slab rockfill dam comprises a rockfill body (9), a concrete face slab (5) arranged on the side close to the river, a wave protection wall (4) arranged on the upper part of the rockfill body (9) and close to the concrete face slab (5), the wave protection wall (4) comprising a toe wall (1), a bottom plate (2) and a panel wall (3), the toe wall (1) being arranged on the upstream of the lower part of the bottom plate (2), the panel wall (3) being arranged on the upper part of the bottom plate (2), the toe wall (1) being arranged along the top edge of the concrete face slab (5), and a horizontal joint (6) being arranged between the toe wall (1) and the concrete face slab (5), a water stop component being arranged in the horizontal joint (6), and the construction process comprising the following steps: S1: the upstream slope of the dam is kept unchanged, the rockfill body (9) is filled to the design elevation of the bottom of the wave protection wall (4) and is overfilled by a height, and after the dam rockfill body meets the requirements of the settlement period and the settlement rate, the rockfill body (9) at the bottom of the wave protection wall (4) is excavated and leveled to the design elevation of the bottom of the wave protection wall (4); S2: the concrete face slab (5) is constructed, the concrete face slab (5) is slid from bottom to top to the design elevation of the bottom of the wave protection wall (4) at a slope, the slope of the upstream slope does not need to be locally changed, and the inner end of the top of the concrete face slab (5) is embedded with a lower water stop component before construction; S3: according to the design of the rockfill body (9) reserved settlement overheight, the height of the toe wall (1) on the upstream of the wave protection wall (4) and the design size of the wave protection wall (4) are determined, the toe wall (1) on the upstream of the wave protection wall (4) is poured and constructed after being filled to the filling elevation of the bottom of the wave protection wall, the horizontal joint (6) between the wave protection wall (4) and the concrete face slab (5) is formed, and the caulking material is filled in the horizontal joint (6) between the toe wall (1) on the upstream of the wave protection wall (4) and the concrete face slab (5) before pouring; S4: after the completion of the toe wall (1) on the upstream of the wave protection wall (4), the upper water stop component of the horizontal joint (6) is constructed, the water stop structure of the vertical joint and the peripheral joint of the concrete face slab (5) is connected to form a complete water stop system, and then the bottom plate (2) and the panel wall (3) of the wave protection wall (4) are constructed, and the rockfill body (9) is filled to the dam top.

2. The construction method of the wave wall structure of the face rockfill dam according to claim 1, characterized in that: The water stop component comprises a top water stop (7), a bottom water stop (8) and caulking material (10), the top water stop (7) is arranged at the outer end of the horizontal joint (6), the bottom water stop (8) is arranged at the inner end of the horizontal joint (6), and the caulking material (10) is filled in the gap between the top water stop (7) and the bottom water stop (8).

3. The construction method of a face rockfill dam wave wall structure according to claim 2, characterized in that: The top water stop (7) is arranged at the outer end of the horizontal joint (6) and has a V-shaped opening.

4. The construction method of a face rockfill dam wave wall structure according to claim 2, characterized in that: The caulking material (10) is asphalt wood or rubber board.

5. The construction method of a face rockfill dam wave wall structure according to claim 1, characterized in that: The surface of the concrete face slab (5) has a set slope, and the slope range is 1:1.3-1:1.

6.

6. The construction method of a face rockfill dam wave wall structure according to claim 1, characterized in that: The rockfill body (9) comprises cushion material, transition material and upstream rockfill material.

7. The construction method of a face rockfill dam wave wall structure according to claim 1, characterized in that: The top height H1 of the rockfill body (9) and the bottom height H3 of the wave protection wall (4) are filled with a reserved settlement overheight Δh, the top height of the rockfill body (9) after dam settlement is H2, the bottom height of the wave protection wall (4) after dam settlement is H4, and the height of Δh is determined according to dam body settlement; the height h1 of the toe wall (1) upstream of the wave protection wall (4) and the height h2 of the plate wall (3) are related to the reserved settlement overheight Δh, the height h1 of the toe wall (1) is the reserved settlement overheight Δh; the height h2 of the plate wall (3) and the thickness t of the bottom plate (2) should meet the reservoir operation wave height requirement.

8. The construction method of a face rockfill dam wave wall structure according to claim 1, characterized in that: The height H4 of the horizontal joint (6) is the bottom design height H4 of the wave protection wall (4), and the height difference between the bottom design height H4 of the wave protection wall (4) and the normal water level H5 is greater than the reserved settlement overheight Δh.

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