An anti-seepage cofferdam system for ship lock reconstruction and expansion project

Abstract

The present invention provides an anti-seepage cofferdam system for the reconstruction and expansion of a ship lock project. By using the lock wall, soil behind the wall and supporting piles of the existing ship lock as a water retaining structure, the anti-seepage cofferdam system adopts high-pressure grouting anti-seepage walls in addition to the upstream navigation wall and the downstream navigation wall sections. The lock chamber section and the gate head section both adopt the curtain grouting of the existing ship lock for anti-seepage, making full use of the existing curtain grouting and structural joint water stopping. At the same time, in order to ensure the stability of the longitudinal cofferdam slope, the drainage pipe inspection well behind the existing ship lock wall is fully utilized as a pumping system to reduce the adverse effect of the water content in the slope on the stability of the slope. In addition, in order to ensure the stability of the cofferdam soil slope, certain slope protection engineering measures are adopted. The anti-seepage cofferdam system can make full use of the original existing ship lock structure, and move the anti-seepage line forward to the front of the existing lock wall, effectively reducing the seepage of the ship lock main body foundation pit slope, and ensuring the stability of the longitudinal cofferdam.

Description

Technical Field

[0001] The invention relates to the technical field of ship lock engineering, and in particular to an anti-seepage cofferdam system for reconstruction and expansion of ship lock engineering. Background Art

[0002] In recent years, in order to promote the development of inland waterway transportation, my country has built a large number of navigation and power hubs to improve the level of waterways and improve navigation conditions. As a navigation structure, the ship lock is an important part of the navigation and power hub, and its size directly affects inland waterway transportation. In recent years, with the frequent economic activities between regions, the shipping cargo volume has increased rapidly, and the transport fleet has gradually become larger, which has prompted the construction of the Huaihe River Line 3, Zhuzhou Line 2, Zaohe Line 3, Dayuandu Hub Line 2, Guangxi Changzhou Water Conservancy Hub Line 3 and Line 4 to improve the navigation capacity and improve the situation where the navigation capacity of the navigation and power hub ship locks is saturated.

[0003] At the same time, as the land area in my country is becoming increasingly scarce, in order to reduce the area of ​​land acquisition and increase its utilization rate, the location of new ship locks is usually located near the existing ship locks. This type of deep ship lock main foundation pit project near the ship lock has put forward higher requirements and challenges for the design and construction of construction cofferdams due to its large scale and deep ship lock main foundation pit.

[0004] In the design of ship lock expansion and reconstruction, the construction cofferdam is an important part of the ship lock expansion and reconstruction project. The existing cofferdam structure is generally an ordinary earth-rock cofferdam structure and a concrete water-stop structure. The use of ordinary earth-rock cofferdam requires a large amount of earth and stone, a large amount of engineering work, a large amount of anti-seepage engineering work, and a general anti-seepage effect; the use of concrete piles and ground-connected wall water-stop structure is expensive and has a good anti-seepage effect, but in order to control the deformation of the cofferdam of the main foundation pit of the ship lock, a large amount of temporary engineering expenses are required. In addition, how to ensure the normal navigation of the built ship lock during the construction period of the expansion and reconstruction of the ship lock is one of the key technologies designed and researched in the expansion and reconstruction of the ship lock project.

[0005] In view of this, it is necessary to propose an anti-seepage cofferdam system for the reconstruction and expansion of the ship lock project to solve the above problems. Summary of the invention

[0006] The main purpose of the present invention is to provide an anti-seepage cofferdam system for the reconstruction and expansion of ship lock projects, so as to solve the problems that the existing cofferdam structure adopts ordinary earth-rock cofferdams, which requires a large amount of earth and stone, has a large amount of engineering work, a large amount of anti-seepage engineering work, and a general anti-seepage effect; the use of concrete piles and ground-connected wall water-stopping structures has the problem of high engineering costs, and solves the problem of how to ensure the normal navigation of the built ship lock during the construction period of the reconstruction and expansion of the ship lock.

[0007] To achieve the above-mentioned object, the present invention provides an anti-seepage cofferdam system for the reconstruction and expansion of a ship lock project, comprising: a lock wall located on one side of the built ship lock, a wall-back soil body with a reserved width located behind the lock wall, a ship lock main body foundation pit arranged on the side of the wall-back soil body, and supporting pile rows; wherein,

[0008] The ship lock main body foundation pit is composed of an upstream navigation wall section, an upper lock head section, a lock chamber section, a lower lock head section and a downstream navigation wall section in order along the upstream and downstream directions of the lock wall. A stepped slope is formed on one side of the ship lock main body foundation pit close to the lock wall; wherein the soil behind the walls of the upstream navigation wall section and the downstream navigation wall section are both high-pressure jet grouting anti-seepage walls, the anti-seepage wall of the upstream navigation wall section is connected with the side wall of the upper lock head section, the anti-seepage wall of the downstream navigation wall section is connected with the side wall of the lower lock head section, and the anti-seepage walls of the lock chamber section, the upper lock head section and the lower lock head section are curtain grouting of the built ship lock, so as to utilize the curtain grouting and structural joint water stopping of the built ship lock;

[0009] The supporting pile row comprises a plurality of supporting piles along the upstream and downstream directions of the gate wall. The supporting pile row is vertically arranged in the slope. The gate wall, the soil behind the wall and the supporting pile row together form a water retaining structure.

[0010] Preferably, the slope includes a drainage pipe inspection well belonging to the built ship lock and a plurality of transverse drainage pipes; wherein the drainage pipe inspection well is vertically arranged in the slope, and the transverse drainage pipes are transversely arranged in the slope soil, and are connected with the bottom of the ship lock main body foundation pit and the bottom of the drainage pipe inspection well to drain the water in the ship lock main body foundation pit.

[0011] Preferably, the pile tops of the supporting pile rows are arranged at the top of the slope of the lowest layer.

[0012] Preferably, the pile diameter of the support pile is The distance between two adjacent supporting piles is 1.6m.

[0013] Preferably, the slope comprises one or more of a silty clay slope, a gravel layer slope and a rock slope; wherein the surfaces of the silty clay slope and the gravel layer slope are provided with geotextiles, and the interiors of the silty clay slope and the gravel layer slope are provided with a plurality of first drainage pipes facing the bottom of the ship lock main body foundation pit and having a first preset drainage slope; the surface of the rock slope is provided with a concrete spraying layer, and the interior of the rock slope is provided with a plurality of second drainage pipes facing the bottom of the ship lock main body foundation pit and having a second preset drainage slope.

[0014] Preferably, the rock slope located above the row of piles is further provided with anchor bars, the insertion depth of the anchor bars is greater than 2 m, and the spacing is set to 1.8-2.2 m.

[0015] Preferably, the first preset drainage slope and the second drainage slope are greater than or equal to 6%, and the thickness of the concrete spraying layer is greater than 150 mm.

[0016] Preferably, the gate wall includes one or more of a gravity structure and a counterweight structure.

[0017] Preferably, the reserved width is the distance between the top of the slope of the uppermost layer and the gate wall.

[0018] Preferably, a water pump is also provided in each of the drainage pipe inspection wells to make the water level of the ship lock main body foundation pit lower than the elevation of the drainage pipe inspection well.

[0019] Compared with the prior art, the present invention has the following beneficial effects:

[0020] The present invention provides an anti-seepage cofferdam system for the reconstruction and expansion of a ship lock project. By using the lock wall, soil behind the wall and supporting piles on one side of the built ship lock as the water retaining structure of the ship lock main foundation pit, the anti-seepage system of the longitudinal cofferdam adopts high-pressure grouting anti-seepage wall except for the upstream navigation wall and the downstream navigation wall section, the lock chamber section and the lock head section adopt the curtain grouting anti-seepage of the built ship lock, and the anti-seepage line is arranged at the front of the built lock chamber wall, making full use of the existing curtain grouting and structural joint water stopping. At the same time, in order to ensure the stability of the longitudinal cofferdam slope and reduce the adverse effect of the water content in the slope on the stability of the slope, the drainage pipe inspection well behind the built ship lock wall is fully utilized as a pumping and drainage system as a method for dewatering the ship lock main foundation pit. At the same time, in order to ensure the stability of the cofferdam soil slope, certain slope protection engineering measures are adopted. The anti-seepage cofferdam system can make full use of the original built ship lock structure, and move the anti-seepage line forward to the front of the built lock wall, effectively reducing the seepage of the ship lock main foundation pit slope, and ensuring the stability of the longitudinal cofferdam. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the structures shown in these drawings without paying creative work.

[0022] Figure 1 It is a partial plan view of an embodiment of the present invention;

[0023] Figure 2 is a schematic cross-sectional view of a lock chamber section in one embodiment of the present invention;

[0024] Figure 3It is a schematic cross-sectional diagram of an upstream navigation wall and a downstream navigation wall in one embodiment of the present invention.

[0025] The purpose, features and advantages of the present invention will be further described with reference to the accompanying drawings in conjunction with the embodiments.

[0026] Description of Figure Numbers:

[0027] 100 ship locks have been built; 110 grouting curtains;

[0028] The main foundation pit of the ship lock 200; the upstream navigation wall section 210; the upper lock section 220; the lock chamber section 230; the lower lock section 240; the downstream navigation wall section 250; the slope 260; the silty clay layer 261; the round gravel layer 262; the rock layer 263; the concrete spraying layer 264;

[0029] Support pile row 300; support pile 310. DETAILED DESCRIPTION

[0030] It should be understood that the specific embodiments described herein are only used to explain the present invention, and are not used to limit the present invention.

[0031] The following will be combined with the 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 without creative work are within the scope of protection of the present invention.

[0032] It should be noted that all directional indications in the embodiments of the present invention (such as up, down, left, right, front, back, etc.) are only used to explain the relative position relationship, movement status, etc. between the components under a certain specific posture (as shown in the accompanying drawings). If the specific posture changes, the directional indication will also change accordingly.

[0033] In addition, the descriptions of "first", "second", etc. in the present invention are only used for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In addition, the technical solutions between the various embodiments can be combined with each other, but they must be based on the ability of ordinary technicians in the field to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be deemed that such a combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0034] Please see attached Figure 1-3In one embodiment of the present invention, an anti-seepage cofferdam system for a ship lock reconstruction and expansion project comprises: a lock wall located on one side of an existing ship lock 100, a soil behind the wall (not shown) located behind the lock wall and having a reserved width, a ship lock main body foundation pit 200 arranged on the side of the soil behind the wall, and supporting pile rows 300; those skilled in the art should understand that, in order to solve the problem of narrow layout width of the reconstruction and expansion of the ship lock, and how to ensure normal navigation of the existing ship lock 100 during the ship lock construction period, the present invention utilizes the lock wall on one side of the existing ship lock 100, the soil behind the wall and the supporting pile rows 300 to jointly form a water retaining structure, thereby making full use of the structure of the original existing ship lock 100 and moving the anti-seepage line forward to the front edge of the lock wall.

[0035] Specifically, the ship lock main body foundation pit 200 is composed of an upstream navigation wall section 210, an upper lock first section 220, a lock chamber section 230, a lower lock first section 240, and a downstream navigation wall section 250 in the upstream and downstream directions of the lock wall. A stepped slope 260 is formed on one side of the ship lock main body foundation pit 200 close to the lock wall; wherein the soil behind the walls of the upstream navigation wall section 210 and the downstream navigation wall section 250 are both high-pressure jet grouting anti-seepage walls, the anti-seepage wall of the upstream navigation wall section 210 is connected with the side wall of the upper lock first section 220, the anti-seepage wall of the downstream navigation wall section 250 is connected with the side wall of the lower lock first section 240, and the anti-seepage walls of the lock chamber section 230, the upper lock first section 220, and the lower lock first section 240 are curtain grouting 110 of the built ship lock 100, so as to utilize the curtain grouting 110 and structural joint water stopping of the built ship lock 100;

[0036] It should be understood that the ship lock main body foundation pit 200 is divided into an upstream navigation wall section 210, an upper lock head section 220, a lock chamber section 230, a lower lock head section 240 and a downstream navigation wall section 250 from upstream to downstream, and a slope 260 of a preset width is formed on the side of the ship lock main body close to the existing ship lock 100, and the slope 260 includes multiple slopes 260, and each slope 260 is arranged in a stepped shape. The upstream navigation wall section 210 and the lower navigation section adopt high-pressure spraying anti-seepage walls, and the lower lock head section 240, the lower lock head section 240 and the lock chamber section 230 on the side close to the existing ship lock 100 adopt the curtain grouting 110 of the existing ship lock 100 for anti-seepage, so as to make full use of the curtain grouting 110 and structural joint water stopping of the existing ship lock 100.

[0037] The supporting pile row 300 includes a plurality of supporting piles 310 along the upstream and downstream directions of the gate wall. The supporting pile row 300 is vertically arranged in the slope 260. The gate wall, the soil behind the wall and the supporting pile row 300 together form a water retaining structure. It is worth noting that in order to further improve the anti-seepage effect of the cofferdam system, supporting pile rows 300 are arranged along the upstream and downstream directions of the ship lock on the slope 260. It can be understood that the number of rows of supporting piles 300, the number of supporting piles in each row, the diameter, the spacing, etc. can be set according to actual needs. As a result, the gate wall, the soil behind the wall and the supporting pile row 300 together form a drainage structure to meet the anti-seepage and structural requirements of the reconstruction and expansion of the ship lock. Furthermore, in a specific embodiment, the pile diameter of the supporting pile 310 is adopted. The distance between two adjacent supporting piles 310 is 1.6 m.

[0038] In addition, it should be noted that the gate wall includes one or more of a gravity structure and a counterweight structure. The reserved width is the distance between the top of the slope 260 of the uppermost layer and the gate wall.

[0039] As a preferred embodiment of the present invention, the slope 260 includes a drainage inspection well (not shown) belonging to the built ship lock 100 and a plurality of transverse drainage pipes (not shown); wherein the drainage inspection well is vertically arranged in the slope 260, and the transverse drainage pipe is transversely arranged in the soil of the slope 260, and is connected with the bottom of the ship lock main body foundation pit 200 and the bottom of the drainage inspection well, so as to discharge the water in the ship lock main body foundation pit 200. It should be understood by those skilled in the art that in order to discharge the water in the cofferdam soil, the drainage inspection well behind the gate wall is used as a drainage well of the ship lock main body foundation pit 200 in this embodiment. In this embodiment, each drainage inspection well is spaced 40m apart, and each drainage inspection well is provided with a submersible pump for 24 hours to ensure that the water level behind the wall is lower than the bottom elevation of the drainage inspection well.

[0040] As a preferred embodiment of the present invention, the top of the supporting pile row 300 is set at the top of the lowest layer of the slope 260. It is understandable that the position of the supporting pile row 300 can be set according to actual needs, and the supporting pile row 300 can be set at multiple positions of the slope 260, or only at a specific position. It can be set according to actual needs. Preferably, the top of the supporting pile row 300 in this embodiment is set at the top of the lowest layer of the slope 260.

[0041] As a preferred embodiment of the present invention, the slope 260 includes one or more of a silty clay slope, a gravel layer slope, and a rock slope; wherein the silty clay layer 261, the gravel layer 262, and the rock layer 263 can be referred to in the attached Figure 2-3 The surfaces of the silty clay slope and the rounded gravel layer slope are provided with geotextiles, and the interiors of the silty clay slope and the rounded gravel layer slope are provided with a plurality of first drainage pipes (not shown in the figure) facing the bottom of the ship lock main body foundation pit 200 and having a first preset drainage slope; the surface of the rock slope 260 is provided with a concrete spraying layer 264, and the interior of the rock slope is provided with a plurality of second drainage pipes (not shown in the figure) facing the bottom of the ship lock main body foundation pit 200 and having a second preset drainage slope.

[0042] It should be noted that in order to ensure the stability of the slope 260, the present invention also adopts certain slope protection measures. It is understandable that for the silty clay slope and the round gravel layer slope, geotextile protection is adopted, and a first drain pipe is provided on the slope 260 to timely drain the water of the slope 260; for the rock slope, concrete spraying is adopted, and a second drain pipe is provided on the slope 260. It is understandable that the model of the first drain pipe and the second drain pipe, the first preset drainage slope and the second preset drainage slope, the type and thickness of the concrete spraying, etc. can be set according to actual needs. In a specific embodiment, the model of the first drain pipe and the second drain pipe is DN100@3000, the first preset drainage slope and the second preset drainage slope are greater than 6%, and the concrete spraying is C20 concrete spraying with a thickness greater than 150 mm.

[0043] Furthermore, the rock slope located above the row of piles is also provided with anchor bars, the insertion depth of the anchor bars is greater than 2 m, and the spacing is set to 1.8-2.2 m.

[0044] Furthermore, the distance between two adjacent drainage pipe inspection wells is 40m. A water pump is also provided in each drainage pipe inspection well to make the water level of the ship lock main body foundation pit 200 lower than the elevation of the drainage pipe inspection well.

[0045] The construction method of the anti-seepage cofferdam system of the present invention comprises the following steps:

[0046] S1, excavation of the main structure of the ship lock and the main foundation pit of the ship lock;

[0047] S2, excavating the main foundation pit 200 of the ship lock to the rock surface, that is, the position of the top of the supporting pile 310;

[0048] S3, construct 300 rows of support piles at the gate head section and part of the gate chamber structure section with a lower foundation surface;

[0049] S4, the main foundation pit 200 of the ship lock continues to be excavated to the foundation surface of the main structure of the ship lock;

[0050] S5, for the excavated main foundation pit 200 side slope 260 of the ship lock, the soil slope 260 is paved with geotextile, and the rock slope 260 is supported by support piles 310 and concrete spraying;

[0051] S6, high-pressure grouting anti-seepage wall construction is carried out on the cofferdam soil reserved for the upstream navigation wall section 210 and the downstream navigation wall section 250, and the upstream is connected with the anti-seepage thorn wall of the upper head of the built ship lock 100, and the downstream is connected with the lower head of the lock. The lock chamber section 230 uses the curtain grouting 110 of the built ship lock 100 to comprehensively form a closed anti-seepage line.

[0052] The above are only preferred embodiments of the present invention, and are not intended to limit the patent scope of the present invention. Any equivalent structure or equivalent process transformation made using the contents of the present invention specification and drawings, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present invention.

Claims

1. An anti-seepage cofferdam system for the reconstruction and expansion of a ship lock project, characterized in that: include: The lock wall located on one side of the built lock, the soil behind the lock wall with a reserved width, the lock main body foundation pit set on the side of the soil behind the wall, and the supporting piles; wherein, The ship lock main body foundation pit is composed of an upstream navigation wall section, an upper lock head section, a lock chamber section, a lower lock head section and a downstream navigation wall section in order along the upstream and downstream directions of the lock wall. A stepped slope is formed on one side of the ship lock main body foundation pit close to the lock wall; wherein the soil behind the walls of the upstream navigation wall section and the downstream navigation wall section are both high-pressure jet grouting anti-seepage walls, the anti-seepage wall of the upstream navigation wall section is connected with the side wall of the upper lock head section, the anti-seepage wall of the downstream navigation wall section is connected with the side wall of the lower lock head section, and the anti-seepage walls of the lock chamber section, the upper lock head section and the lower lock head section are curtain grouting of the built ship lock, so as to utilize the curtain grouting and structural joint water stopping of the built ship lock; The supporting pile row comprises a plurality of supporting piles along the upstream and downstream directions of the gate wall, the supporting pile row is vertically arranged in the slope, and the gate wall, the soil behind the wall and the supporting pile row together form a water retaining structure; The gate wall includes one or more of a gravity structure and a counterweight structure; The reserved width is the distance between the top of the slope of the uppermost layer and the gate wall.

2. The anti-seepage cofferdam system according to claim 1, characterized in that: The slope includes a drainage pipe inspection well belonging to the built ship lock and multiple transverse drainage pipes; wherein the drainage pipe inspection well is vertically arranged in the slope, and the transverse drainage pipes are transversely arranged in the slope soil, and are connected with the bottom of the ship lock main body foundation pit and the bottom of the drainage pipe inspection well to drain the water in the ship lock main body foundation pit.

3. The anti-seepage cofferdam system according to claim 2, characterized in that: The top of the supporting pile row is arranged at the top of the slope of the lowest layer.

4. The anti-seepage cofferdam system according to claim 2, characterized in that: The pile diameter of the support pile is φ1200mm, and the distance between two adjacent support piles is 1.6m.

5. The anti-seepage cofferdam system according to claim 1, characterized in that: The slope includes one or more of a silty clay slope, a gravel layer slope and a rock slope; wherein the surfaces of the silty clay slope and the gravel layer slope are provided with geotextiles, and the interiors of the silty clay slope and the gravel layer slope are provided with a plurality of first drainage pipes facing the bottom of the ship lock main body foundation pit and having a first preset drainage slope; the surface of the rock slope is provided with a concrete spraying layer, and the interior of the rock slope is provided with a plurality of second drainage pipes facing the bottom of the ship lock main body foundation pit and having a second preset drainage slope.

6. The anti-seepage cofferdam system according to claim 5, characterized in that: The rock slope located above the row of piles is also provided with anchor bars, the insertion depth of the anchor bars is greater than 2m, and the spacing is set to 1.8-2.2m.

7. The anti-seepage cofferdam system according to claim 5, characterized in that: The first preset drainage slope and the second drainage slope are greater than or equal to 6%, and the thickness of the concrete spraying layer is greater than 150 mm.

8. The anti-seepage cofferdam system according to claim 2, characterized in that: A water pump is also provided in each drainage pipe inspection well to make the water level of the main foundation pit of the ship lock lower than the elevation of the drainage pipe inspection well.

Images