Construction structure for clay core wall earth rock cofferdam of high-pressure rotary jet grouting cutoff wall

Abstract

The utility model relates to a high-pressure jet grouting cutoff wall clay core wall earth rock cofferdam construction structure which comprises the following steps: S1, surveying and lofting by a surveying ship, and determining a block stone throwing and filling area; 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 of 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 construction process of an existing deepwater earth rock cofferdam, 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 utility model relates to high pressure rotary jetting cut-off wall clay core wall earth and rock cofferdam construction structure, be applicable to the cofferdam construction in hydraulic engineering, especially applicable to the cofferdam construction in complex region such as deep water area. BACKGROUND

[0002] With the continuous construction of water conservancy and hydropower engineering projects in China, the safety problem of hydraulic structures is increasingly prominent, and as an important part of the overall construction, the safety problem of cofferdam is related to the progress and quality of the project, and the safety of life and property of construction personnel and downstream crowds. In the earth and rock cofferdam, seepage has a particularly serious impact on its safety.

[0003] Traditional treatment measures generally use concrete cutoff wall and static pressure curtain grouting methods, but for deep water areas and complex construction sites with complex riverbed topography, existing construction techniques sometimes cannot meet the requirements of project schedule and quality due to process and technical reasons. For example, Chinese invention patent application No. 201711288950.9 discloses a concrete cofferdam and earth and rock cofferdam combined cofferdam and its construction method. The combined cofferdam includes a longitudinal concrete cofferdam arranged in the river and two transverse earth and rock cofferdams arranged between the longitudinal concrete cofferdam and the riverbanks at both ends of the longitudinal concrete cofferdam. In the construction method, the inner and outer heap bodies are constructed first to avoid a large amount of rolling earth and rock materials from entering the water and foundation pit during the construction of the transverse earth and rock cofferdam, causing water pollution in the later stage, and the bottom sealing structure and vertical waterproof structure are directly constructed at one time to improve the construction efficiency. However, the cutoff wall in the invention is only provided at the bottom for the vertical waterproof structure, and the waterproof structure mainly includes a geomembrane and a guard plate system, which has weak seepage stability in deep water areas, and the slope surface anti-seepage mainly relies on turf, gabion and stone, which has poor effect in deep water and rapid flow areas.

[0004] In addition, Chinese utility model patent application No. 202222798684.7 discloses a slip-resistant structure of a composite geomembrane for an earth and rock cofferdam, which at least includes an earth and rock cofferdam, a cutoff dike, a concrete cutoff wall and a riverbed cover layer; the cutoff dike is built on the riverbed cover layer, the earth and rock cofferdam is built on the cutoff dike, and the concrete cutoff wall is vertically arranged downward from the cofferdam foundation on the water-facing side of the earth and rock cofferdam; a plurality of slip-resistant grooves are arranged on the water-facing surface of the earth and rock cofferdam from bottom to top in parallel to the ground; a composite geomembrane layer is laid close to the water-facing surface of the earth and rock cofferdam; and the lower end of the composite geomembrane layer is connected with the concrete cutoff wall. The utility model effectively improves the stress condition of the composite geomembrane and improves the stability of the cofferdam anti-seepage structure, but does not effectively innovate the laying process of the composite geomembrane.

[0005] Therefore, a high-pressure jet grouting cut-off wall clay core wall earth-rock cofferdam construction structure with fast construction speed, good anti-seepage effect and prominent economic and technical benefits is urgently needed at present. Utility model content

[0006] The utility model discloses a high-pressure jet grouting cut-off wall clay core wall earth-rock cofferdam construction structure which has fast construction speed, good anti-seepage effect and prominent economic and technical benefits.

[0007] To achieve the above technical purpose, the utility model adopts the following technical scheme:

[0008] The high-pressure jet grouting cut-off wall clay core wall earth-rock cofferdam construction structure comprises:

[0009] The customized ship equipment is provided with underwater camera equipment, single wave equipment and floating ball and is used for accurate measurement of riverbed underwater section topography and confirmation of cofferdam axis;

[0010] The block stone embankment riprapping system is provided with excavator, self-unloading automobile and rigid plumb measuring rod, fills the block stone along the axis through the cooperation of excavator and self-unloading automobile, and measures underwater through single wave equipment and rigid plumb measuring rod;

[0011] The center area clay core wall filling construction system is provided with filling equipment and bulldozer and is used for constructing the clay core wall;

[0012] The high-pressure jet grouting body expansion cut-off wall construction system is provided with mobile jet grouting pile machine and is used for arranging high-pressure jet grouting body expansion cut-off wall;

[0013] The upper slope section composite geomembrane anti-seepage construction system is provided with laying equipment, winch and welding equipment, lays composite geomembrane through laying equipment, hoists through winch and welds through welding equipment.

[0014] Further, 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 single wave measuring equipment installation space are arranged in the middle, and the stern is provided with floating ball chain.

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

[0016] Further, the block stone dike top of the block stone dike and masonry filling system is provided with a dike top pressing platform.

[0017] Further, the clay core wall is arranged in the space enclosed by the two block stone dikes, and the top of the clay core wall is higher than the top of the dike top pressing platform, and the top surface of the upstream water side is provided with a slide rail.

[0018] Further, the rotary jet pipe of the mobile rotary jet pile machine is provided with a cement slurry pipeline, a high-pressure gas passage, a quick-setting agent pipeline and a high-pressure water passage, and a one-way valve is arranged between the cement slurry pipeline and the quick-setting agent pipeline.

[0019] Further, the expansion rod of the mobile rotary jet pile machine is arranged at the end of the pipe wall, and a hinge shaft is arranged at the center, and the high-pressure rotary jet expansion body of the mobile rotary jet pile machine is arranged at the riverbed boundary.

[0020] Further, the winch is arranged on the slide rail, and the top film pressing rods connected with each other are arranged between the bottoms of adjacent winches, the winch is connected with the U-shaped roller shaft through a steel wire rope, and the composite geomembrane roll is sleeved on the U-shaped roller shaft.

[0021] Further, the slope section of the upper slope section composite geomembrane anti-seepage construction system is provided with slide supports at both sides at equal intervals, and the slide supports are provided with slide elevators, and the bottom film pressing rods connected with each other are arranged between adjacent slide elevators.

[0022] Further, the composite geomembrane is connected in block staggered welding, and a concrete protective layer is arranged on the surface.

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

[0024] 1) The utility model discloses a kind of accurate measurement control technology of riprap underwater section, and riverbed underwater section accurate measurement and throwing dynamic measurement are carried out by adopting single wave equipment+underwater camera+rigid lead hammer measuring rod combination control mode in field through custom ship equipment, to provide accurate parameter for cofferdam construction.

[0025] 2) The utility model discloses a kind of quick-setting high-pressure rotary jet expansion body cut-off wall technology, and cofferdam and riverbed cover layer are handled by high-pressure jet grouting, by adding a quick-setting agent pipeline in rotary jet pipe, cement slurry and quick-setting agent are mixed in jet pipe opening position, to seal seepage passage and cavity, solve the problem of slurry running;While using expansion rod to set high-pressure rotary jet expansion body in riverbed position, improve overall anti-seepage effect.

[0026] 3) The utility model discloses composite geomembrane inclined wall anti-seepage construction system, by setting winch and slide elevator on the upper slope section of the upstream water side of cofferdam, and further installing top and bottom film pressing rod, greatly improve the laying efficiency and welding connection quality of composite geomembrane. FIGURE DESCRIPTION

[0027] Figure 1 is the profile view of the clay core wall of the high-pressure rotary jetting cut-off wall;

[0028] Figure 2 is the A point detail view of the utility model Figure 1 ;

[0029] Figure 3 is the measurement operation schematic diagram of the customized ship equipment of the utility model;

[0030] Figure 4 is the re-measurement schematic diagram of the rigid plumb measuring rod of the utility model;

[0031] Figure 5 is the structure schematic diagram of the rotary jetting pipe of the utility model;

[0032] Figure 6 is the structure principle diagram of the expansion rod of the utility model;

[0033] Figure 7 is the front view of the composite geomembrane construction of the utility model;

[0034] Figure 8 is the sectional view of the composite geomembrane construction of the utility model.

[0035] In the figure: 1, concrete protective layer; 2, high-pressure rotary jetting expansion anti-seepage wall; 3, composite geomembrane; 4, clay core wall; 5, embankment pressure top platform; 6, block stone embankment; 7, high-pressure rotary jetting expansion body; 8, riverbed; 9, bedrock; 10, floating ball; 11, underwater equipment launching space; 12, measuring rod limiting space; 13, single wave measuring equipment installation space; 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 gas channel; 22, quick-setting mixed slurry; 23, quick-setting agent; 24, hinge shaft; 25, expansion rod; 26, high-pressure water channel; 27, rotary jetting pipe tip; 28, sliding support; 29, sliding elevator; 30, U-shaped roller shaft; 31, steel wire rope; 32, top film pressing rod; 33, winch; 34, sliding rail; 35, bottom film pressing rod; 36, expansion joint. DETAILED DESCRIPTION

[0036] The technical solutions in the embodiments of the utility model will be clearly and completely described below with reference to the drawings in the embodiments of the utility model. Obviously, the described embodiments are only part of the embodiments of the utility model, rather than all the embodiments. Based on the embodiments in the utility model, all other embodiments obtained by those skilled in the art belong to the protection scope of the utility model.

[0037] Those skilled in the art should understand that in the disclosure of the utility model, the orientation or positional relationship indicated by the terms "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like is based on the orientation or positional relationship shown in the drawings, which is only for the convenience of describing the utility model and simplifying the description, and does not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, therefore the above terms cannot be understood as a limitation on the utility model.

[0038] Embodiment 1

[0039] The high-pressure rotary jet seepage cutoff wall clay core wall earth-rock cofferdam construction structure comprises:

[0040] The customized ship equipment 14 is provided with underwater camera equipment 15, single wave equipment and a floating ball 10, and is used for accurate measurement of the underwater section topography of the riverbed 8 and confirmation of the axis of the cofferdam body;

[0041] The block stone embankment riprap filling system is provided with an excavator, a self-unloading vehicle and a rigid plumb rod 18, block stones are filled along the axis by the excavator in cooperation with the self-unloading vehicle, and underwater measurement is performed by the single wave equipment and the rigid plumb rod 18;

[0042] The central area clay core wall filling construction system is provided with filling equipment and a bulldozer, and is used for construction of the clay core wall 4;

[0043] The high-pressure rotary jet body expansion cutoff wall construction system is provided with a mobile rotary jet pile machine, and is used for arranging the high-pressure rotary jet body expansion cutoff wall 2;

[0044] The upper slope section composite geomembrane seepage prevention construction system is provided with laying equipment, a winch 33 and welding equipment, the composite geomembrane 3 is laid by the laying equipment, is hoisted by the winch 33, and is welded by the welding equipment.

[0045] Embodiment 2

[0046] Based on embodiment 1, the construction method of the high-pressure rotary jet seepage cutoff wall clay core wall earth-rock cofferdam comprises the following steps:

[0047] S1, the measurement ship measures and lays out, and determines the block stone filling area: the underwater camera equipment 15 and the single wave equipment are combined to accurately measure the underwater section topography of the riverbed 8 by using the customized ship equipment 14, the floating ball 10 is used to determine the axis of the cofferdam body, the plane position and water depth measurement data of the measurement point area are processed, the block stone volume and the homogeneous earth volume are determined, and the riverbed 8 is below the bedrock 9.

[0048] In this step, as Figure 3As shown, the customized ship equipment 14 (sailing on the measuring water area 16) is provided with an underwater equipment launching space 11, a measuring rod limiting space 12 and a single wave measuring equipment installation space 13, wherein the underwater equipment launching space 11 is arranged at both ends of the ship, the measuring rod limiting space 12 and the single wave measuring equipment installation space 13 are arranged in the middle part, and a float chain is arranged at the stern. The single wave measuring area 17 is located in the measuring water area 16.

[0049] S2, the block stone embankment 6 is filled with stones, and the dynamic elevation is reviewed: according to the base measurement point and the water ball 10 coordinate, the block stone is thrown to the position, the excavator is used to throw the block stone to the forward direction along the axis, after the single block is thrown, the single wave equipment and the rigid lead measuring rod 18 are used for underwater measurement, the throwing result is analyzed, and the throwing scheme is adjusted in time.

[0050] In this step, as shown in the drawings, Figure 1 The top of the block stone embankment 6 is provided with an embankment top pressing platform 5; as shown in the drawings, Figure 4 The rigid lead measuring rod 18 is provided with an extension joint 36.

[0051] S3, the center area clay core wall filling construction: the center area clay core wall is filled by the water side to the far water side, and the bulldozer is used for leveling, rolling and layered filling construction after the existing water surface engineering, and the combination part of the block stone embankment 6 is supplemented with smaller sand gravel.

[0052] In this step, as shown in the drawings, Figure 1 , Figure 8 The clay core wall 4 is arranged in the enclosed space of the two block stone embankments 6, and the top elevation of the clay core wall is higher than the elevation of the embankment top pressing platform 5. The upstream water side top surface is provided with a sliding rail 34.

[0053] S4, high pressure rotary jetting expansion body anti-seepage wall construction: after the weir body construction is completed, a row of high pressure rotary jetting expansion body anti-seepage walls 2 are arranged along the cofferdam axis, the movable rotary jetting pile machine is used to implement the setting out pile, the rotary jetting pipe is provided with a speed coagulant 23 channel, after the jetting pipe is sunk to the designed depth, the drilling is stopped, the rotation is not stopped, the speed coagulation mixed slurry 22 is sprayed, and the expansion rod 25 is expanded through the lower pressure pipe wall, and the high pressure rotary jetting expansion body 7 is formed at the bottom.

[0054] In this step, as shown in the drawings, Figure 5 The rotary jetting pipe is provided with a pipe for cement slurry 19, a high pressure gas channel 21, a speed coagulant 23 pipe, a high pressure water channel 26 and a rotary jetting pipe tip 27, and a one-way valve 20 is arranged between the pipe for cement slurry 19 and the speed coagulant 23 pipe; as shown in the drawings, Figure 6 The expansion rod 25 is arranged at the end of the pipe wall, the center is provided with a hinge shaft 24, and the high pressure rotary jetting expansion body 7 is arranged at the boundary of the riverbed 8.

[0055] S5, upper slope section composite geomembrane 3 anti-seepage construction: cofferdam filling after the completion of the upstream side of the cofferdam on the upper slope section laid composite geomembrane 3, using winch 33 from the top of the dam from top to bottom layer block laying, welding, and in the lower through the two sides of the slip bracket 28 to achieve the dynamic operation of the bottom film rod 35.

[0056] In this step, as shown in Figure 7 、 Figure 8 The winch 33 is arranged on the slide rail 34, and the top film pressing rod 32 is arranged between the bottoms of adjacent winches 33. The winch 33 is connected with the U-shaped roller 30 through the steel wire rope 31, and the composite geomembrane 3 is sleeved on the U-shaped roller 30. The slide supports 28 are arranged at equal intervals on the two sides of the lower part of the slope section, and the slide lifts 29 are arranged on the slide supports 28. The bottom film pressing rod 35 is arranged between adjacent slide lifts 29. As shown in Figure 1 The composite geomembrane 3 is connected through block staggered welding, and the concrete protective layer 1 is arranged on the surface of the composite geomembrane 3.

[0057] Example 3

[0058] The high-pressure rotary jet diaphragm wall clay core wall earth-rock cofferdam is constructed based on the construction method of the high-pressure rotary jet diaphragm wall clay core wall earth-rock cofferdam in example 1.

[0059] The part not described in the utility model is prior art, so the utility model does not perform detailed description on the part.

[0060] It can 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 one element can be one, and in another embodiment, the number of the element can be multiple, and the term "one" cannot be understood as a limitation on the number.

[0061] Although the terms concrete protection layer 1, high-pressure rotary jet anti-seepage wall 2, composite geomembrane 3, clay core wall 4, embankment pressure platform 5, block stone embankment 6, high-pressure rotary jet expansion body 7, riverbed 8, bedrock 9, floating ball 10, underwater equipment launching space 11, measuring rod limiting 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 measuring rod 18, cement slurry 19, one-way valve 20, high-pressure air channel 21, quick-setting mixed slurry 22, quick-setting agent 23, hinge shaft 24, expansion body rod 25, high-pressure water channel 26, rotary jet pipe tip 27, sliding support 28, sliding elevator 29, U-shaped roller 30, steel wire rope 31, top film pressing rod 32, winch 33, slide rail 34, bottom film pressing rod 35, expansion joint 36 and the like are used more frequently in the text, but the possibility of using other terms is not excluded. The use of these terms is only to facilitate the description and explanation of the essence of the utility model; any additional limitation is contrary to the spirit of the utility model.

[0062] The utility model is not limited to the above-mentioned best mode of implementation, and anyone can derive other various forms of products under the inspiration of the utility model, but no matter any change in shape or structure, any technical solution with the same or similar to the utility model falls within the protection scope of the utility model.

Claims

1. High-pressure rotary jet seepage cut-off wall clay core wall earth and rock cofferdam construction structure, characterized by: include: Customized ship equipment, equipped with underwater camera equipment, single wave equipment and buoys, is used for accurate measurement of riverbed underwater cross-section topography and confirmation of weir axis; The riprap filling system for the block rock embankment is equipped with an excavator, a dump truck, and a rigid plumb bob measuring rod. The excavator cooperates with the dump truck to dump the block rocks along the axis, and underwater measurement is carried out using a single-wave device and a rigid plumb bob measuring rod. The central area clay core wall filling construction system is equipped with filling equipment and bulldozers for the construction of clay core walls; The high-pressure rotary grouting expansion anti-seepage wall construction system is equipped with a mobile rotary grouting pile driver for arranging the high-pressure rotary grouting expansion anti-seepage wall; The composite geomembrane anti-seepage construction system in the upper slope section is equipped with laying equipment, winches and welding equipment. The composite geomembrane is laid by the laying equipment, hoisted by the winch, and welded by the welding equipment.

2. The high-pressure rotary grouting cut-off wall clay core wall earth and rock cofferdam construction structure according to claim 1 is characterized in that: 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 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 and rock cofferdam construction structure according to claim 1 is characterized in that: The rigid plumb bob measuring rod is provided with a telescopic joint.

4. The high-pressure rotary grouting cut-off wall clay core wall earth and rock cofferdam construction structure according to claim 1 is characterized in that: The top of the block stone embankment of the block stone embankment riprap filling system is provided with an embankment top pressure platform.

5. The high-pressure rotary grouting cut-off wall clay core wall earth and rock cofferdam construction structure according to claim 4 is characterized in that: 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 elevation of the top pressure platform of the embankment, and a slide rail is arranged on the top surface of the upstream water-facing side.

6. The high-pressure rotary grouting cut-off wall clay core wall earth and rock cofferdam construction structure according to claim 1 is characterized in that: The rotary jet pipe of the mobile rotary jet pile driver 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 high-pressure rotary grouting cut-off wall clay core wall earth and rock cofferdam construction structure according to claim 6 is characterized in that: The expansion rod of the mobile jet grouting pile machine is arranged at the end of the pipe wall, and a hinge shaft is arranged at the center. The high-pressure jet grouting expansion body of the mobile jet grouting pile machine is arranged at the riverbed boundary.

8. The high-pressure rotary grouting cut-off wall clay core wall earth and rock cofferdam construction structure according to claim 1 is characterized in that: The winches are arranged on the slide rails, and a connected top film pressing rod is arranged between the bottoms of adjacent winches. The winches are connected to the U-shaped rollers through steel wire ropes, and the U-shaped rollers are sleeved with a composite geomembrane roll.

9. The high-pressure rotary grouting cut-off wall clay core wall earth and rock cofferdam construction structure according to claim 1, characterized in that: Sliding supports are arranged at equal intervals on both sides of the lower part of the slope section of the composite geomembrane anti-seepage construction system of the upper slope section, and sliding elevators are arranged on the sliding supports. Connected bottom film pressing rods are arranged between adjacent sliding elevators.

10. The high-pressure rotary grouting cut-off wall clay core wall earth and rock cofferdam construction structure according to claim 1, characterized in that: The composite geomembrane is connected in sections by staggered welding, and a concrete protective layer is provided on the surface.

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