High-pressure jet grouting cutoff wall clay core wall earth rock cofferdam and construction method thereof

Abstract

The invention relates to a high-pressure jet grouting cutoff wall clay core wall earth rock cofferdam and a construction method thereof. According to the scheme, the construction method comprises the following steps that S1, a surveying ship conducts surveying and lofting, and a block stone throwing and filling area is determined; s2, rubble embankment riprap filling and dynamic elevation re-checking are carried out; s3, filling construction of a clay core wall in a central area; s4, construction of the high-pressure jet grouting expansion diaphragm wall; and S5, anti-seepage construction of the composite geomembrane of the upper slope section is conducted. According to the construction method for the clay core wall earth rock cofferdam of the high-pressure jet grouting cutoff wall, the construction speed is high, the anti-seepage effect is good, and the construction technical defects that in the current deepwater earth rock cofferdam construction process, the riprap precision is low, the high-pressure jet grouting cutoff wall leaks slurry, the anti-seepage effect of an upstream slope is poor and the like are overcome; the construction method has the construction advantages of high stability, high efficiency, high benefits and the like during implementation, and the technical benefits are remarkable.

Description

Technical Field

[0001] The invention relates to a high-pressure rotary jet seepage cut-off wall clay core wall earth-rock cofferdam and a construction method thereof, and is suitable for cofferdam construction in water conservancy projects, and is particularly suitable for cofferdam construction in complex areas such as deep water areas. Background Art

[0002] As an important part of the overall project construction, the safety of cofferdams is related to the progress and quality of the project, as well as the life and property safety of construction workers and people downstream. In earth-rock cofferdams, seepage has a particularly serious impact on their safety.

[0003] Traditional treatment measures generally use methods such as concrete anti-seepage walls and static pressure curtain grouting. However, for deep water areas and construction areas with complex riverbed terrain conditions, the existing construction technology is sometimes difficult to meet the requirements of project construction period and quality in anti-seepage treatment due to process and technical reasons. For example, Chinese invention patent application No. 201711288950.9 discloses a combined cofferdam of concrete cofferdam and earth-rock cofferdam and its construction method. The combined cofferdam includes a longitudinal concrete cofferdam arranged in the river channel and two transverse earth-rock cofferdams arranged between the two ends of the longitudinal concrete cofferdam and the river bank. In this construction method, when the transverse earth-rock cofferdam is built, the rock pile body is first built, and then the inner pile body and the outer pile body are built, so as to avoid a large amount of rolling earth and stone materials entering the water body and foundation pit during the construction of the inner pile body and the outer pile body, causing water pollution in the later stage, and the bottom sealing structure and the vertical waterproof structure are directly built at one time, which improves the construction efficiency. However, in this invention, the anti-seepage wall is only set at the bottom for vertical waterproof structure, and the waterproof structure is mainly a geomembrane and a protective plate system. The anti-seepage stability in deep water areas is weak, and the slope anti-seepage mainly relies on turf, gabions and stones, which has a poor effect in deep water rapids areas.

[0004] Furthermore, Chinese utility model patent application No. 202222798684.7 discloses an anti-skid structure of composite geomembrane for earth-rock cofferdam, which at least includes earth-rock cofferdam, intercepting dike, concrete anti-seepage wall and riverbed covering layer; the intercepting dike is built on the riverbed covering layer, the earth-rock cofferdam is built on the intercepting dike, and the concrete anti-seepage wall is set vertically downward from the weir foundation on the water-facing side of the earth-rock cofferdam; on the water-facing surface of the earth-rock cofferdam, multiple anti-skid grooves are set parallel to the ground from bottom to top; a composite geomembrane layer is laid close to the water-facing surface of the earth-rock cofferdam; and the lower end of the composite geomembrane layer is connected to the concrete anti-seepage wall. This utility model effectively improves the stress conditions of the composite geomembrane and improves the stability of the anti-seepage structure of the weir body, but does not effectively innovate the laying process of the composite geomembrane.

[0005] In view of this, it is urgent to invent a high-pressure rotary grouting seepage-cutting wall clay core wall earth-rock cofferdam and its construction method with fast construction speed, good anti-seepage effect, and outstanding economic and technical benefits. The present invention aims at the problems that are prone to occur in cofferdams in deep water areas. Through field test research and scheme comparison, the present invention proposes a high-pressure rotary grouting seepage-cutting wall clay core wall earth-rock cofferdam system. The overall scheme of high-pressure rotary grouting seepage-cutting wall + clay core wall combined cofferdam is adopted, and the precise measurement and control technology of underwater section of riprap and the rapid setting high-pressure rotary grouting seepage-cutting wall technology are combined to achieve efficient and high-quality construction of cofferdams in deep water areas, achieve good economic and social benefits, and provide certain technical references for the construction of deep water cofferdams. Summary of the invention

[0006] The purpose of the present invention is to provide a high-pressure rotary jet seepage cut-off wall clay core wall earth-rock cofferdam construction method with fast construction speed, good anti-seepage effect and outstanding economic and technical benefits.

[0007] In order to achieve the above technical objectives, the present invention adopts the following technical solutions:

[0008] The construction method of high-pressure rotary jet seepage cut-off wall clay core wall earth-rock cofferdam includes the following steps:

[0009] S1. Survey and set out by survey ship to determine the area for stone dumping and filling: Customized ship equipment is used to combine underwater camera equipment and single-wave equipment to accurately measure the underwater cross-section topography of the riverbed. The floating ball is used to determine the axis of the weir body, and the plane position and water depth measurement data of the measuring point area are processed to determine the stone volume and homogeneous earth volume;

[0010] S2. Stone filling and dynamic elevation verification: The stone throwing position is controlled according to the measurement points of the base bank and the coordinates of the floating ball on the water surface. The excavator and the dump truck are used to gradually throw the stones forward along the axis. After the throwing of a single block is completed, a single-wave device and a rigid plumb measuring rod are used to conduct underwater measurement, analyze the throwing results and adjust the throwing plan in time;

[0011] S3. Construction of clay core wall in the central area: The clay core wall in the central area is filled from the side near the water to the side far from the water. After exceeding the existing water surface, bulldozers are used for leveling, rolling, and layered filling. The joint part with the block stone embankment is supplemented with sand and gravel with smaller particle size;

[0012] S4. Construction of high-pressure rotary grouting expansion body anti-seepage wall: After the weir construction is completed, a row of high-pressure rotary grouting expansion body anti-seepage walls are arranged along the axis of the cofferdam. The walls are implemented by using a mobile rotary grouting pile machine to the staked pile position. A quick-setting agent channel is added to the rotary grouting pipe. After the grouting pipe sinks to the designed depth, drilling is stopped, the pipe rotates continuously, quick-setting mixed slurry is sprayed, and the expansion rod is expanded by pressing down the pipe wall to form a high-pressure rotary grouting expansion body at the bottom.

[0013] S5. Construction of composite geomembrane anti-seepage in the upper slope section: After the cofferdam is filled, the composite geomembrane is laid on the upper slope section on the upstream water side of the cofferdam. A winch is used to lay and weld the geomembrane in layers and blocks from the top of the weir to the bottom, and sliding brackets are set on both sides at the bottom to realize the dynamic operation of the bottom membrane pressing rod.

[0014] Furthermore, in step S1, the customized ship equipment is provided with underwater equipment launching space, measuring rod limiting space and single-wave measuring equipment installation space, wherein the underwater equipment launching space is arranged at the front and rear ends of the ship, the measuring rod limiting space and the single-wave measuring equipment installation space are arranged in the middle, and a float chain is arranged at the stern.

[0015] Further, in step S2, the rigid plumb measuring rod is provided with a telescopic joint.

[0016] Furthermore, in step S2, a top pressure platform for the embankment is provided on the top of the block stone embankment.

[0017] Furthermore, in step S3, the clay core wall is arranged in the space enclosed by the block stone embankments on both sides, and the top elevation of the clay core wall is higher than the top platform elevation of the embankment, and a slide rail is arranged on the top surface of the upstream water-facing side.

[0018] Furthermore, in step S4, the rotary spraying pipe is provided with a cement slurry pipeline, a high-pressure air channel, an accelerator pipeline and a high-pressure water channel, and a one-way valve is provided between the cement slurry pipeline and the accelerator pipeline.

[0019] Furthermore, in step S4, the expansion rod is arranged at the end of the pipe wall, a hinge shaft is arranged at the center, and the high-pressure rotary jet expansion body is arranged at the boundary of the riverbed.

[0020] Furthermore, in step S5, the winch is arranged on the slide rail, and a connected top film pressing rod is arranged between the bottoms of adjacent winches. The winch is connected to the U-shaped roller through a steel wire rope, and the composite geomembrane roll is sleeved on the U-shaped roller.

[0021] Furthermore, in step S5, sliding brackets are arranged at equal intervals on both sides of the lower part of the slope section, sliding elevators are arranged on the sliding brackets, and connected bottom film pressing rods are arranged between adjacent sliding elevators.

[0022] Furthermore, in step S5, the composite geomembrane is connected in sections by staggered welding, and a concrete protective layer is provided on the surface.

[0023] Compared with the prior art, the present invention has the following characteristics and beneficial effects:

[0024] 1) The present invention has developed a precise measurement and control technology for underwater sections of riprap. Through customized ship equipment on site, a combination of single-wave equipment + underwater camera + rigid plumb bob measuring rod control is used to perform precise measurement of underwater sections of the riverbed and dynamic measurement of riprap, providing precise parameters for cofferdam construction.

[0025] 2) The present invention has developed a quick-setting high-pressure rotary grouting expansion body seepage cut-off wall technology, which performs high-pressure grouting anti-seepage treatment on the cofferdam and riverbed cover layer. By adding a quick-setting agent pipeline in the rotary grouting pipe, the cement slurry and the quick-setting agent are mixed at the injection nozzle position, the seepage channel and cavity are blocked, and the slurry leakage problem is solved; at the same time, a high-pressure rotary grouting expansion body is set at the riverbed position using an expansion rod to improve the overall anti-seepage effect.

[0026] 3) The present invention has developed a composite geomembrane inclined wall anti-seepage construction system, which greatly improves the laying efficiency and welding connection quality of the composite geomembrane by setting a winch and a sliding elevator on the upper slope section on the upstream water side of the cofferdam, and further installing top and bottom film pressing rods. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 It is a cross-sectional view of the earth-rock cofferdam of the clay core wall of the high-pressure rotary grouting cut-off wall of the present invention;

[0028] Figure 2 The present invention Figure 1 Detailed drawing of point A;

[0029] Figure 3 It is a schematic diagram of the measurement operation of the customized ship equipment of the present invention;

[0030] Figure 4 It is a schematic diagram of repeated measurement of a rigid plumb bob measuring rod of the present invention;

[0031] Figure 5 It is a schematic diagram of the structure of the rotary spray pipe of the present invention;

[0032] Figure 6 This is a schematic diagram of the structure of the expansion rod of the present invention;

[0033] Figure 7 This is a front view of the construction of the composite geomembrane of the present invention;

[0034] Figure 8 It is a cross-sectional view of the construction of the composite geomembrane of the present invention.

[0035] In the figure: 1. Concrete protective layer; 2. High-pressure rotary grouting expansion body anti-seepage wall; 3. Composite geomembrane; 4. Clay core wall; 5. Cement dike top pressure platform; 6. Block stone dike; 7. High-pressure rotary grouting expansion body; 8. Riverbed; 9. Bedrock; 10. Float; 11. Space for underwater equipment placement; 12. Space for measuring rod limit; 13. Space for single-wave measuring equipment installation; 14. Customized ship equipment; 15. Underwater camera equipment; 16. Measuring water area; 17. Single-wave measuring area ; 18. Rigid plumb measuring rod; 19. Cement slurry; 20. One-way valve; 21. High-pressure air channel; 22. Quick-setting mixed slurry; 23. Accelerator; 24. Hinge shaft; 25. Expander rod; 26. High-pressure water channel; 27. Jet nozzle tip; 28. Sliding bracket; 29. ​​Sliding elevator; 30. U-shaped roller; 31. Wire rope; 32. Top film pressing rod; 33. Winch; 34. Slide rail; 35. Bottom film pressing rod; 36. Telescopic joint. DETAILED DESCRIPTION

[0036] The following will be combined with the accompanying drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field belong to the scope of protection of the present invention.

[0037] Those skilled in the art should understand that, in the disclosure of the present invention, the orientation or position relationship indicated by terms such as "longitudinal", "lateral", "up", "down", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inside" and "outside" are based on the orientation or position relationship shown in the accompanying drawings, which are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, the above terms should not be understood as limiting the present invention.

[0038] Example 1

[0039] The high-pressure rotary grouting cut-off wall clay core wall earth-rock cofferdam construction method specifically comprises the following steps:

[0040] S1. Surveying and setting out by surveying ship to determine the area of ​​rock dumping: Using customized ship equipment 14, combined with underwater camera equipment 15 and single wave equipment, the underwater cross-section topography of the riverbed 8 is accurately measured, the floating ball 10 determines the axis of the weir body, and the plane position and water depth measurement data of the measuring point area are processed to determine the amount of rock and homogeneous earth. Below the riverbed 8 is bedrock 9.

[0041] In this step, if Figure 3As shown, the customized ship equipment 14 (sailing on the measurement waters 16) is provided with an underwater equipment launching space 11, a measuring rod limiting space 12 and a single-wave measurement equipment installation space 13, wherein the underwater equipment launching space 11 is arranged at the front and rear ends of the ship, the measuring rod limiting space 12 and the single-wave measurement equipment installation space 13 are arranged in the middle, and a buoy chain is arranged at the stern. The single-wave measurement area 17 is located in the measurement waters 16.

[0042] S2. Stone dumping and filling of the stone embankment 6, dynamic elevation verification: the stone dumping position is controlled according to the measurement points of the base bank and the coordinates of the water surface float 10, and the excavator is used in conjunction with the dump truck to gradually dump the stones forward along the axis. After the single-block dumping is completed, single-wave equipment and rigid plumb bob measuring rod 18 are used to conduct underwater measurement in time, the dumping results are analyzed, and the dumping plan is adjusted in time.

[0043] In this step, if Figure 1 As shown, a top platform 5 is provided on the top of the block stone embankment 6; Figure 4 As shown, the rigid plumb bob 18 is provided with a telescopic joint 36 .

[0044] S3. Construction of clay core wall in the central area: The clay core wall in the central area is filled from the side near the water to the side far from the water. After exceeding the existing water surface, bulldozers are used to level, roll and fill in layers. The joint part with the block stone dike 6 is supplemented with sand and gravel with smaller particle size.

[0045] In this step, if Figure 1 , Figure 8 As shown, the clay core wall 4 is arranged in the space enclosed by the block stone dikes 6 on both sides, and the top elevation of the clay core wall is higher than the elevation of the dike top pressure platform 5, and a slide rail 34 is arranged on the top surface of the upstream water-facing side.

[0046] S4. Construction of high-pressure rotary grouting expansion body anti-seepage wall: After the weir body construction is completed, a row of high-pressure rotary grouting expansion body anti-seepage walls 2 are arranged along the axis of the cofferdam, and a mobile rotary grouting pile machine is used to implement it at the staked pile position. A quick-setting agent 23 channel is added to the rotary grouting pipe. After the grouting pipe sinks to the designed depth, drilling is stopped, and the rotation is continued to spray quick-setting mixed slurry 22, and the expansion rod 25 is deployed by pressing down the pipe wall to form a high-pressure rotary grouting expansion body 7 at the bottom.

[0047] In this step, if Figure 5 As shown, the jet spray pipe is provided with a cement slurry 19 pipeline, a high-pressure gas channel 21, a quick-setting agent 23 pipeline, a high-pressure water channel 26 and a jet spray pipe tip 27, and a one-way valve 20 is provided between the cement slurry 19 pipeline and the quick-setting agent 23 pipeline; Figure 6 As shown, the expansion rod 25 is arranged at the end of the pipe wall, a hinge shaft 24 is arranged in the center, and the high-pressure rotary jet expansion body 7 is arranged at the boundary of the riverbed 8.

[0048] S5. Anti-seepage construction of composite geomembrane 3 in the upper slope section: After the cofferdam is filled, the composite geomembrane 3 is laid on the upper slope section on the upstream side of the cofferdam. The winch 33 is used to lay and weld the geomembrane 3 in layers and blocks from the top of the weir body from top to bottom, and sliding brackets 28 are set on both sides at the bottom to realize the dynamic operation of the bottom film pressing rod 35.

[0049] In this step, if Figure 7 , Figure 8 As shown, the winch 33 is arranged on the slide rail 34, and a connected top film pressing rod 32 is arranged between the bottoms of adjacent winches 33. The winch 33 is connected to the U-shaped roller 30 through a wire rope 31, and a composite geomembrane 3 roll is sleeved on the U-shaped roller 30; sliding brackets 28 are arranged at equal intervals on both sides of the lower part of the slope section, and sliding elevators 29 are arranged on the sliding brackets 28. A connected bottom film pressing rod 35 is arranged between adjacent sliding elevators 29; Figure 1 As shown, the composite geomembrane 3 is connected by staggered welding in sections, and a concrete protective layer 1 is provided on the surface.

[0050] Example 2

[0051] The high-pressure rotary jet seepage cut-off wall clay core wall earth-rock cofferdam is constructed based on the high-pressure rotary jet seepage cut-off wall clay core wall earth-rock cofferdam construction method of Example 1.

[0052] The parts not described in detail in the present invention are prior art, so the present invention does not describe them in detail.

[0053] It is to be understood that the term "one" should be understood as "at least one" or "one or more", that is, in one embodiment, the number of an element may be one, while in another embodiment, the number of the element may be multiple, and the term "one" should not be understood as a limitation on the quantity.

[0054] Although this article makes more use of concrete protective layer 1, high-pressure rotary spraying anti-seepage wall 2, composite geomembrane 3, clay core wall 4, dike top pressure platform 5, block stone dike 6, high-pressure rotary spraying expansion body 7, riverbed 8, bedrock 9, buoy 10, underwater equipment launch space 11, measuring rod limit space 12, single-wave measuring equipment installation space 13, customized ship equipment 14, underwater camera equipment 15, measuring water area 16, single-wave measuring area 17, rigid plumb bob measuring The terms such as measuring rod 18, cement slurry 19, one-way valve 20, high-pressure gas channel 21, quick-setting mixed slurry 22, quick-setting agent 23, hinge shaft 24, expansion rod 25, high-pressure water channel 26, rotary spray pipe tip 27, sliding bracket 28, sliding elevator 29, U-shaped roller 30, wire rope 31, top film pressing rod 32, winch 33, slide rail 34, bottom film pressing rod 35, telescopic joint 36, etc., but the possibility of using other terms is not excluded. The use of these terms is only for more convenient description and explanation of the essence of the present invention; interpreting them as any additional restrictions is contrary to the spirit of the present invention.

[0055] The present invention is not limited to the above-mentioned optimal implementation mode. Anyone can derive other various forms of products under the inspiration of the present invention. However, no matter what changes are made in the shape or structure, all technical solutions that are the same or similar to the present invention fall within the protection scope of the present invention.

Claims

1. A high-pressure rotary grouting seepage cut-off wall clay core wall earth-rock cofferdam construction method, characterized in that: The following steps are involved: S1. Survey and set out by survey ship to determine the area for rock dumping and filling: Customized ship equipment is used to combine underwater camera equipment and single-wave equipment to accurately measure the underwater cross-section topography of the riverbed. The floating ball is used to determine the axis of the weir body, and the plane position and water depth measurement data of the measuring point area are processed to determine the block stone volume and homogeneous earth volume; S2. Stone embankment riprap filling, dynamic elevation review: The throwing position of the block is controlled according to the measurement points on the base bank and the coordinates of the floating ball on the water surface. The block is thrown forward gradually along the axis using an excavator and a dump truck. After the throwing of a single block is completed, a single-wave device and a rigid plumb measuring rod are used for underwater measurement to analyze the throwing results and adjust the throwing plan. S3. Construction of clay core wall filling in the central area: The clay core wall in the central area is filled from the side near the water to the side far from the water. After exceeding the existing water surface, bulldozers are used for leveling, rolling, and layered filling. The part connected with the block stone embankment is supplemented with grain size gravel. S4, High-pressure rotary spray expansion anti-seepage wall construction: After the weir construction is completed, a row of high-pressure rotary grouting expansion anti-seepage walls are arranged along the axis of the cofferdam. The mobile rotary grouting pile machine is used to set out the pile position for implementation. A quick-setting agent channel is added to the rotary grouting pipe. After the grouting pipe sinks to the designed depth, the drilling is stopped, the pipe rotates continuously, and the quick-setting mixed slurry is sprayed. The expansion rod is expanded by pressing down the pipe wall to form a high-pressure rotary grouting expansion body at the bottom. S5. Construction of composite geomembrane anti-seepage in the upper slope section: After the cofferdam is completed, a composite geomembrane is laid on the upper slope section on the upstream water side of the cofferdam. A winch is used to lay and weld it in layers and blocks from the top of the dam body from top to bottom, and sliding brackets are set on both sides of the lower part to realize the dynamic operation of the bottom membrane pressing rod.

2. The high-pressure rotary grouting cut-off wall clay core wall earth-rock cofferdam construction method according to claim 1 is characterized in that: In step S1, the customized ship equipment is provided with underwater equipment launching space, measuring rod limiting space and single-wave measuring equipment installation space, wherein the underwater equipment launching space is arranged at the front and rear ends of the ship, the measuring rod limiting space and the single-wave measuring equipment installation space are arranged in the middle, and a float chain is arranged at the stern.

3. The high-pressure rotary grouting cut-off wall clay core wall earth-rock cofferdam construction method according to claim 1 is characterized in that: In step S2, the rigid plumb measuring rod is provided with a telescopic joint.

4. The high-pressure rotary grouting cut-off wall clay core wall earth-rock cofferdam construction method according to claim 1 is characterized in that: In step S2, a top platform for pressing the top of the block stone embankment is provided on the top of the block stone embankment.

5. The method for constructing a high-pressure rotary grouting cut-off wall clay core wall earth-rock cofferdam according to claim 4, characterized in that: In step S3, the clay core wall is arranged in the space enclosed by the stone embankments on both sides, and the top elevation of the clay core wall is higher than the top platform elevation of the embankment, and a slide rail is arranged on the top surface of the upstream water-facing side.

6. The method for constructing a high-pressure rotary grouting cut-off wall clay core wall earth-rock cofferdam according to claim 1, characterized in that: In step S4, the rotary spraying pipe is provided with a cement slurry pipeline, a high-pressure air channel, an accelerator pipeline and a high-pressure water channel, and a one-way valve is provided between the cement slurry pipeline and the accelerator pipeline.

7. The method for constructing a high-pressure rotary grouting cut-off wall clay core wall earth-rock cofferdam according to claim 1, characterized in that: In step S4, the expansion rod is arranged at the end of the pipe wall, a hinge shaft is arranged at the center, and the high-pressure rotary jet expansion body is arranged at the boundary of the riverbed.

8. The method for constructing a high-pressure rotary grouting cut-off wall clay core wall earth-rock cofferdam according to claim 1, characterized in that: In step S5, the hoist is arranged on the slide rail, and a connected top film pressing rod is arranged between the bottoms of adjacent hoists. The hoist is connected to a U-shaped roller through a steel wire rope, and a composite geomembrane roll is sleeved on the U-shaped roller.

9. The method for constructing a high-pressure rotary grouting cut-off wall clay core wall earth-rock cofferdam according to claim 1, characterized in that: In step S5, sliding brackets are arranged at equal intervals on both sides of the lower part of the slope section, sliding elevators are arranged on the sliding brackets, and connected bottom film pressing rods are arranged between adjacent sliding elevators. The composite geomembrane is connected by staggered welding in blocks, and a concrete protective layer is arranged on the surface.

10. High-pressure rotary jet seepage cut-off wall clay core wall earth-rock cofferdam, characterized in that: The invention is obtained by the high-pressure rotary grouting cut-off wall clay core wall earth-rock cofferdam construction method described in any one of claims 1 to 9.

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