CN115354624B - Cofferdam structure suitable for cross-pile type spur dike in strong tidal bore area and construction method thereof - Google Patents
Cofferdam structure suitable for cross-pile type spur dike in strong tidal bore area and construction method thereof Download PDFInfo
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- CN115354624B CN115354624B CN202210990895.2A CN202210990895A CN115354624B CN 115354624 B CN115354624 B CN 115354624B CN 202210990895 A CN202210990895 A CN 202210990895A CN 115354624 B CN115354624 B CN 115354624B
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- 238000010276 construction Methods 0.000 title claims abstract description 46
- 239000004927 clay Substances 0.000 claims abstract description 53
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 35
- 239000010959 steel Substances 0.000 claims abstract description 35
- 230000002265 prevention Effects 0.000 claims abstract description 19
- 239000002689 soil Substances 0.000 claims description 11
- 238000007664 blowing Methods 0.000 claims description 6
- 238000000034 method Methods 0.000 claims description 6
- 125000000484 butyl group Chemical group [H]C([*])([H])C([H])([H])C([H])([H])C([H])([H])[H] 0.000 claims description 4
- 238000007596 consolidation process Methods 0.000 claims description 3
- 230000002035 prolonged effect Effects 0.000 abstract description 5
- 239000004746 geotextile Substances 0.000 description 7
- 238000013461 design Methods 0.000 description 5
- 241000251468 Actinopterygii Species 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000001629 suppression Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000005325 percolation Methods 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000008092 positive effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/16—Fixed weirs; Superstructures or flash-boards therefor
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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Abstract
The invention provides a cofferdam structure suitable for a cross-pile type spur dike in a strong tidal bore area and a construction method thereof, wherein the cofferdam structure comprises a horizontal seepage prevention structure and a vertical seepage prevention structure; the vertical seepage-proofing structure comprises Lassen steel sheet piles (2) within 10m range respectively at two sides of a pile-type spur dike (1), and a grouting structure (3) is arranged inside the outer boundary of the pile-type spur dike (1); the horizontal seepage-proofing structure is provided with two clay structures, the second clay structure (5) wraps the pile-type T-dam (1) inside, and the first clay structure (7) is arranged outside the horizontal seepage-proofing structure. According to the invention, the seepage path of the river is prolonged from the horizontal seepage prevention angle, so that the seepage path formed in the cofferdam is slowed down when large tide is generated on the outer river side of the cofferdam, and the construction time is prolonged for the construction main engineering; the seepage path is cut off from the vertical seepage prevention angle, and piping of the inner dike foot of the cofferdam is effectively prevented.
Description
Technical Field
The invention relates to the field of cofferdam structures in strong tidal bore areas, in particular to a cofferdam structure suitable for a cross-pile type spur dike in a strong tidal bore area.
Background
The hydrodynamic condition in the strong tidal bore area of the estuary and the sea pond is stronger, the river channel is flushed and deposited strongly, the width of the beach area outside the sea pond is different, and the elevation of the beach area is continuously changed; similarly, the dike feet are severely washed by tide water, and the stability of the dike feet becomes a great hidden trouble, so that the dike feet of the estuary and sea are often required to be periodically detected and reinforced.
The reinforcement construction of the sea dike foot is greatly disturbed by hydrodynamic conditions and is limited by the flood season, so that the selection of the construction method becomes a main factor affecting the construction period and the construction safety. The construction method of the geotechnical pipe bag filled cofferdam originates from 1995, and the cofferdam is formed by overlapping geotechnical pipe bags.
The hydrodynamic conditions in the strong tidal bore area are complex, in order to meet the requirements of the cofferdam on the anti-impact stability and the anti-seepage stability, the cofferdam is large in size, wide in bottom, and the bottom width of the cofferdam can reach 50 m-60 m. Some estuary and sea pond fish scale pond feet are provided with a plurality of pile-type spur dikes, the pile-type spur dikes extend out of fish scale Dan Tang pond feet by about 50m and are of sheet pile, stone cage and stone throwing structures, the pile-type spur dikes cannot be removed under various conditions, and the pile-type spur dikes are required to be avoided for cofferdam construction when the sea pond embankment feet are reinforced.
If the pile-type spur dike is bypassed during construction of the longitudinal cofferdam, the distance between the axis of the cofferdam and the fish scale Dan Tang pool feet can reach 80m, and the elevation of the river beach at the position is lower, so that the required cofferdam size is further increased, and the manufacturing cost is increased; meanwhile, the strong surge at the position has high strength and great construction difficulty. If a longitudinal cofferdam is constructed to cross a pile-type spur dike, as the original pile-type spur dike is of a sheet pile, a gabion and a stone throwing structure, a through leakage channel is formed along the direction of the pile-type spur dike, and the construction work efficiency is reduced and meanwhile, the potential safety hazard is greatly brought.
Disclosure of Invention
Aiming at the defects in the prior art, the first aim of the invention is to provide a cofferdam structure suitable for a cross-pile type spur dike in a strong tidal bore area. According to the invention, the seepage path of the river is prolonged from the horizontal seepage prevention angle, so that the seepage path formed in the cofferdam is slowed down when large tide is generated on the outer river side of the cofferdam, and the construction time is prolonged for the construction main engineering; cut off the seepage flow path from perpendicular prevention of seepage angle, effectually prevent that the inner dyke foot of cofferdam from taking place piping phenomenon.
In order to solve the technical problems, the invention is realized by the following technical scheme:
a cofferdam structure suitable for striding stake formula spur dike in strong surge area, its characterized in that: the cofferdam structure comprises a vertical seepage-proofing structure and a horizontal seepage-proofing structure; the vertical seepage-proofing structure comprises Larson steel sheet piles arranged within a range of 10m on two sides of the pile-type spur dike, and a grouting structure arranged inside the outer boundary of the pile-type spur dike; the horizontal seepage-proofing structure is provided with a double clay structure, the second heavy clay structure wraps the pile-type T-dam inside, and the first heavy clay structure is arranged outside the horizontal seepage-proofing structure.
Further: the horizontal seepage prevention structure comprises a river-facing side geotechnical pipe bag structure, the river-facing side of the river-facing side geotechnical pipe bag structure is paved and filled with the first heavy clay structure, a weir-centered dredger fill structure is arranged on the back river side of the river-facing side geotechnical pipe bag structure, and a second heavy clay structure is arranged between a pile type Ding Batou of the pile type block dam and the weir-centered dredger fill structure.
Further: and a layer of geotechnical pipe bag is paved on the upper part of the second heavy clay structure, the geotechnical pipe bag wraps the second heavy clay structure, a foundation pit side geotechnical pipe bag structure is arranged above the geotechnical pipe bag, and the foundation pit side geotechnical pipe bag structure is attached to the weir core dredged fill structure.
Further: larson steel sheet piles are arranged in the range of 10m above and below the outer boundary of the pile-type spur dike respectively, the driving positions of the Larson steel sheet piles are at the position of the foundation pit side compacting layer platform and the foundation pit compacting layer slope-releasing line, the top of the Larson steel sheet piles are level with the top of the pile-type spur dike, and the bottom of the steel sheet piles penetrates into the foundation soil layer below the pile-type spur dike.
Further: and a sleeve is arranged in the outer boundary of the pile-type spur dike, grouting is carried out in the sleeve, the top of the grouting structure is level with the top of the pile-type spur dike, and the bottom of the grouting structure penetrates into a foundation soil layer below the pile-type spur dike.
The second object of the invention is to provide a construction method of a cofferdam structure of a cross-pile type spur dike suitable for a strong tidal bore area, which is characterized in that: the method comprises the following steps:
S1: the first small tide period is used for constructing the earthwork pipe bag structure at the river side to a height of 4.0m, and when the earthwork pipe bag structure at the river side is constructed, the upper layer and the lower layer and the adjacent earthwork pipe bags are staggered, and no through seam is allowed;
S2: the construction of a second heavy clay structure is carried out on the head of the T-shaped dam of the pile-shaped T-shaped dam, the construction of a geotechnical pipe bag is carried out on the upper portion of the second heavy clay structure after the construction of the second heavy clay structure is finished, the construction of a weir-centered dredger fill and the construction of a geotechnical pipe bag structure on the foundation pit side are simultaneously carried out after the construction of the geotechnical pipe bag is finished, the weir-centered dredger fill structure is subjected to layered dredger fill, a period of time is needed after each layer of dredger fill is finished, and the dredger fill of the next layer is carried out after preliminary drainage and consolidation of dredger fill;
S3: synchronously heightening the soil blowing and filling of the weir center by layer by the soil blowing and filling of the weir center on the side of the foundation pit and the soil blowing and filling of the weir center on the side of the river;
S4: performing capping geotechnical pipe bag blowing filling on the top of the cofferdam;
S5: folding the cofferdam during small tide;
s6: the foot protection and the first heavy clay paving of the earthwork pipe bag structure at the river side are arranged to be constructed during the second small tide, and the construction is implemented after the cofferdam is wholly settled in place;
S7: paving clay at the top of the cofferdam to form a temporary construction channel, and driving Larson steel sheet piles at the position of the boundary line between the foundation pit side press layer platform and the foundation pit side press layer lifting slope, wherein the pile tops of the Larson steel sheet piles are leveled with the top of the pile-type spur dike, and the driving ranges are respectively within 10m of the upper and lower sides of the outer boundary of the pile-type spur dike;
s8: and after the Larson steel sheet pile is driven, sleeve grouting is carried out inside the outer boundary of the pile-type spur dike for cutting off the seepage path.
Compared with the prior art, the invention has the following advantages:
From the aspect of horizontal seepage prevention, the horizontal seepage prevention structure is arranged to prolong the seepage path, so that the seepage path formed in the cofferdam is slowed down when large tide flood occurs at the outer river side of the cofferdam, and the construction time is prolonged for the construction main engineering; from the perspective of vertical seepage prevention, the vertical seepage prevention structure can effectively prevent the phenomenon of piping and the like of the feet of the dike in the cofferdam. The cofferdam structure design is double considered from two angles of horizontal seepage prevention and vertical seepage prevention, and the problem of cofferdam structure design of a cross-pile type butyl dam in a strong tidal bore area can be effectively solved.
Drawings
FIG. 1 is a typical sectional view of a longitudinal cofferdam structure of a stake type spur dike;
FIG. 2 is a typical cross-sectional view of a longitudinal cofferdam A-A;
FIG. 3 is a typical cross-sectional view of a longitudinal cofferdam B-B.
Reference numerals: 1-pile type spur dike; 2-Larson steel sheet piles; 3-grouting structure; 4-a geotechnical pipe bag structure at the river side; 5-a second heavy clay structure; 6-a weir core dredger fill structure; 7-a first heavy clay structure; 8-a geotechnical pipe bag structure at the side of the foundation pit; 10-foundation soil layer; 11-nonwoven geotextile; 12-a foundation pit side compacting layer platform; 13-foundation pit compacting layer slope line laying; 14-geotechnical pipe bags.
Detailed Description
In order that those skilled in the art will better understand the technical solutions of the present invention, preferred embodiments of the present invention will be described below with reference to specific examples, but it should be understood that the drawings are for illustrative purposes only and should not be construed as limiting the present invention; for the purpose of better illustrating the embodiments, certain elements of the drawings may be omitted, enlarged or reduced and do not represent the actual product dimensions; it will be appreciated by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted. The positional relationship described in the drawings are for illustrative purposes only and are not to be construed as limiting the invention.
The invention is further illustrated by the following figures and examples, which are not intended to be limiting.
As shown in fig. 1 to 3, a cofferdam structure suitable for a cross-pile type spur dike in a strong tidal bore area comprises a horizontal impermeable structure and a vertical impermeable structure; the vertical seepage-proofing structure comprises Lassen steel sheet piles 2 arranged within 10m ranges on two sides of a pile-type spur dike 1, and a grouting structure 3 is arranged inside the outer boundary of the pile-type spur dike 1; the horizontal seepage-proofing structure is provided with two clay structures, the second heavy clay structure 5 wraps the pile-type T-dam 1 inside, and the first heavy clay structure 7 is arranged outside the horizontal seepage-proofing structure.
The horizontal seepage prevention structure comprises a river-facing side geotechnical pipe bag structure 4, the river-facing side of the river-facing side geotechnical pipe bag structure 4 is paved with a first heavy clay structure 7, the back river side of the river-facing side geotechnical pipe bag structure 4 is provided with a weir-centered dredger fill structure 6, and a second heavy clay structure 5 is arranged between a T-shaped dam head of the pile-shaped dam 1 and the weir-centered dredger fill structure 6.
And a layer of geotechnical pipe bag 14 is paved on the upper part of the second heavy clay structure 5, the geotechnical pipe bag 14 wraps the second heavy clay structure 5, a foundation pit side geotechnical pipe bag structure 8 is arranged above the geotechnical pipe bag 14, and the foundation pit side geotechnical pipe bag structure 8 is abutted to the weir core dredger fill structure. The geotechnical pipe bag 14 coats the surface of the second heavy clay structure 5, and the end part is 1:3 slope is compared with the slope.
Foundation ditch department that the top prevention of seepage structure was carried out the back of the body and is river side sets up foundation ditch side suppression layer 9, and foundation ditch side suppression layer 9 sets up the both sides at second heavy clay structure 5.
The first heavy clay structure 7 and the second heavy clay structure 5 are formed by sequentially filling up multiple layers of clay, and the first heavy clay structure 5 is filled with water; the weir-centered dredger fill structure 6 is formed by multi-layer soil layered dredger fill.
From the aspect of horizontal seepage prevention design, the first heavy clay structure 7 with smaller permeability coefficient is paved outside the earthwork pipe bag structure 4 at the river side, the top width of the first heavy clay structure 7 is at least 4m, and 1:3 slope is compared with the slope. In order to avoid forming a through leakage channel in the weir body, the T-shaped dam head of the pile-shaped T-shaped dam 1 is provided with an outer-covered second heavy clay structure 5, and the thickness of the second heavy clay structure 5 is 1m. The "double clay" arrangement extends the percolation path from the perspective of a horizontal barrier design.
In order to prevent piping phenomenon caused by larger hydraulic gradient between the first heavy clay structure 7 at the upper part of the pile-type spur dike 1 and the geotechnical pipe bag 14 at the side of the cofferdam foundation pit, a foundation pit side supporting structure 8 with the thickness of 50cm is arranged above the geotechnical pipe bag 14, so that the hydraulic gradient at the position is reduced.
The foundation pit side geotechnical pipe bag structure 8 and the river side geotechnical pipe bag structure 4 are formed by layering and overlapping a plurality of geotechnical pipe bags, each layer of geotechnical pipe bags are arranged in a staggered mode, and Jiang Zhongsha mass silt is filled in the geotechnical pipe bags.
The geotextile tube bag is woven by adopting 200g/m2 filaments, the radial breaking strength is more than or equal to 50kN/m, and the weft breaking tensile strength is more than or equal to 35kN/m.
The outer surface of the weir center dredger fill 6 is coated with a nonwoven geotextile 11, and the nonwoven geotextile 11 extends downwards so that the end parts of the second heavy clay structure 5 are wrapped by the nonwoven geotextile 11, wherein the nonwoven geotextile 11 adopts 400 g/m2 filament nonwoven geotextile, and the nominal breaking strength is 15 kN/m.
Larson steel sheet piles are arranged in the range of 10m above and below the outer boundary of the pile-type spur dike 1, the arrangement positions of the Larson steel sheet piles are at the foundation pit side compacting layer platform 12 and the foundation pit compacting layer slope-releasing line 13, the tops of the Larson steel sheet piles are level with the top of the pile-type spur dike 1, and the bottoms of the Larson steel sheet piles penetrate into the foundation soil layer 10 below the pile-type spur dike 1.
And a sleeve is arranged in the outer boundary of the pile-type spur dike 1, grouting is carried out in the sleeve, the top of the grouting structure 3 is leveled with the top of the pile-type spur dike 1, and the bottom of the grouting structure 3 penetrates into a foundation soil layer 10 below the pile-type spur dike 1.
From the perspective of vertical seepage prevention design, lasen steel sheet piles are arranged in the range of 10m on the upper and lower streams of the outer boundary of the pile-type spur dike 1, and meanwhile, a sleeve grouting mode is adopted in the middle of the pile-type spur dike 1, so that a vertical seepage prevention system of Lasen steel sheet piles and backfill grouting is formed, a seepage path in the weir body can be effectively intercepted, and engineering accidents such as piping and the like during large tide in a strong tide area are avoided.
A construction method of a cofferdam structure suitable for a cross-pile type spur dike in a strong tidal bore area comprises the following steps:
s1: the first small tide period is used for constructing the elevation of 4-4.0 m of the earthwork pipe bag structure on the river side, and when the earthwork pipe bag structure 4 on the river side is constructed, the upper layer and the lower layer and the adjacent earthwork pipe bags are staggered and are not allowed to be provided with through seams;
S2: the method comprises the steps that the construction of a second heavy clay structure 5 is carried out on a block dam head of a pile-type block dam 1, the construction of a geotechnical pipe bag 14 is carried out on the upper portion of the second heavy clay structure 5 after the construction of the second heavy clay structure 5 is finished, the construction of a weir-centered dredger fill 6 and a geotechnical pipe bag structure 8 on a foundation pit side are simultaneously carried out after the construction of the geotechnical pipe bag 14 is finished, the weir-centered dredger fill structure 6 is subjected to layered dredger fill, a period of time is required to be reserved after each layer of dredger fill is finished, and the dredger fill of the next layer is carried out after preliminary drainage consolidation of dredger fill;
S3: the foundation pit side geotechnical pipe bag structure 8, the river side geotechnical pipe bag structure 4 and the weir center dredger fill 6 are synchronously heightened, and the weir center dredger fill is dredged layer by layer;
S4: performing capping geotechnical pipe bag blowing filling on the top of the cofferdam;
S5: folding the cofferdam during small tide;
S6: the foot protection and the first heavy clay paving structure 7 of the earthwork pipe bag structure 4 at the river side are arranged to be constructed during the second small tide, and the construction is carried out after the cofferdam is wholly settled in place;
S7: paving clay at the top of the cofferdam to form a temporary construction channel, and driving Larson steel sheet piles at the position of a slope lifting boundary line 13 between a foundation pit side press layer platform 12 and a foundation pit side press layer, wherein the Larson steel sheet piles are 12m long, the pile tops are leveled with the top of the pile-type spur dike 1, and the driving ranges are respectively within 10m of the upper and lower sides of the outer boundary of the pile-type spur dike 1;
In the construction process of the steel sheet pile, the locking ports are mutually fastened, and the gradient is not more than 1%; when the steel sheet pile is constructed, a groove is dug according to the positioning size by a line, a guide control frame is installed, and piling is started; in order to ensure smooth insertion and extraction of the steel sheet piles in the construction process and increase the seepage-proofing performance of the steel sheet piles, each steel sheet pile locking port is coated with mixed oil; during the construction process of the steel sheet pile, the position of the plane of the steel sheet pile is checked randomly to be correct, and if the pile body is vertical, the steel sheet pile is corrected immediately or lifted for heavy construction;
S8: after the completion of the Larson steel sheet pile driving, as shown in FIG. 3, the inside of the outer boundary of the pile type dam 1 is subjected to casing grouting for intercepting the seepage path. Grouting adopts a sleeve grouting mode, the grouting pressure is 0.1-0.2 MPa, and the grouting material adopts a water-cement ratio of 0.45:1 to 0.5:1, adding a proper amount of additive according to grouting conditions. The grouting may end up reaching one of the following conditions: 1) And (3) under the grouting pressure, the grouting can be finished after the grouting rate is not more than 2L/min and the screen slurry is set for 10 min. 2) The single hole injection amount reaches the maximum suction amount (1000L initially) or the single hole injection time exceeds 30min.
According to the description of the invention and the accompanying drawings, a person skilled in the art can easily manufacture or use the cofferdam structure of the present invention for a cross-pile type spur dike in a strong tidal bore area, and can produce the positive effects described in the present invention.
The foregoing description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way, and any simple modification, equivalent variation, etc. of the above embodiment according to the technical matter of the present invention fall within the scope of the present invention.
Claims (1)
1. A construction method of a cofferdam structure suitable for a cross-pile type spur dike in a strong tidal bore area is characterized by comprising the following steps: the cofferdam structure comprises a horizontal seepage-proofing structure and a vertical seepage-proofing structure; the vertical seepage-proofing structure comprises Lassen steel sheet piles (2) within 10m range on two sides of the pile-type spur dike (1), and grouting structures (3) arranged inside the outer boundary of the pile-type spur dike (1); the horizontal seepage-proofing structure is provided with a double clay structure, the second heavy clay structure (5) wraps the pile-type T-dam (1) inside, and the first heavy clay structure (7) is arranged outside the horizontal seepage-proofing structure;
The horizontal seepage prevention structure comprises a river facing side geotechnical pipe bag structure (4), the river facing side of the river facing side geotechnical pipe bag structure (4) is paved with the first heavy clay structure (7), the back river side of the river facing side geotechnical pipe bag structure (4) is provided with a weir-core dredger fill structure (6), and the second heavy clay structure (5) is arranged between a block dam head of the pile-type block dam (1) and the weir-core dredger fill structure (6);
A layer of geotechnical pipe bags (14) are paved on the upper part of the second heavy clay structure (5), the geotechnical pipe bags (14) wrap the second heavy clay structure (5), a foundation pit side geotechnical pipe bag structure (8) is arranged above the geotechnical pipe bags (14), and the foundation pit side geotechnical pipe bag structure (8) is abutted against the weir core dredger fill structure (6);
The driving position of the Larson steel sheet pile (2) is at the foundation pit side pressing layer platform (12) and the foundation pit pressing layer slope line (13), the top of the Larson steel sheet pile (2) is level with the top of the pile-type spur dike (1), and the bottom of the Larson steel sheet pile (2) is deep into a foundation soil layer (10) below the pile-type spur dike (1);
A sleeve is arranged in the outer boundary of the pile-type butyl dam (1), grouting is carried out in the sleeve, the top of the grouting structure (3) is leveled with the top of the pile-type butyl dam (1), and the bottom of the grouting structure (3) penetrates into a foundation soil layer (10) below the pile-type butyl dam (1);
the construction method comprises the following steps:
S1: the first small tide period is used for constructing the river-facing side geotechnical pipe bag structure (4) to a height of 4.0m, and when the river-facing side geotechnical pipe bag structure (4) is constructed, the upper layer and the lower layer and the adjacent geotechnical pipe bags are staggered and are not allowed to be provided with through seams;
s2: the method comprises the steps that a block dam head of a pile-type block dam (1) is subjected to construction of a second heavy clay structure (5), a geotechnical pipe bag (14) is constructed at the upper part of the second heavy clay structure (5) after the construction is finished, a weir-centered dredger fill structure (6) and a foundation pit-side geotechnical pipe bag structure (8) are simultaneously constructed after the construction of the geotechnical pipe bag (14) is finished, the weir-centered dredger fill structure (6) is subjected to layered dredger fill, a period of time is required to be reserved after each layer of dredger fill is finished, and the next layer of dredger fill is performed after preliminary drainage consolidation of dredger fill;
S3: the foundation pit side geotechnical pipe bag structure (8), the river side geotechnical pipe bag structure (4) and the weir center dredger fill structure (6) are synchronously heightened, and the weir center dredger fill is dredged layer by layer;
S4: performing capping geotechnical pipe bag blowing filling on the top of the cofferdam;
S5: folding the cofferdam during small tide;
s6: the foot protection and the first heavy clay paving structure (7) of the earthwork pipe bag structure (4) at the river side are arranged to be constructed in the period of the second small tide, and the construction is carried out after the cofferdam is wholly settled in place;
S7: paving clay at the top of the cofferdam to form a temporary construction channel, and driving Lasen steel sheet piles (2) at the boundary line position of a foundation pit side compacting layer platform (12) and a foundation pit compacting layer slope line (13), wherein the pile tops of the Lasen steel sheet piles (2) are leveled with the top of a pile-type spur dike (1), and the driving ranges are respectively within 10m of the upper and lower sides of the outer boundary of the pile-type spur dike (1);
s8: and after Shi Dajie bundles of Larson steel sheet piles (2), sleeve grouting is carried out inside the outer boundary of the pile-type spur dike (1) for cutting off a seepage path.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210990895.2A CN115354624B (en) | 2022-08-18 | 2022-08-18 | Cofferdam structure suitable for cross-pile type spur dike in strong tidal bore area and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210990895.2A CN115354624B (en) | 2022-08-18 | 2022-08-18 | Cofferdam structure suitable for cross-pile type spur dike in strong tidal bore area and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115354624A CN115354624A (en) | 2022-11-18 |
| CN115354624B true CN115354624B (en) | 2024-05-10 |
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| CN202210990895.2A Active CN115354624B (en) | 2022-08-18 | 2022-08-18 | Cofferdam structure suitable for cross-pile type spur dike in strong tidal bore area and construction method thereof |
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| CN (1) | CN115354624B (en) |
Citations (7)
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| CN205152889U (en) * | 2015-11-12 | 2016-04-13 | 重庆交通大学 | Reservoir falling zone stable structure |
| CN105672197A (en) * | 2016-03-23 | 2016-06-15 | 上海勘测设计研究院有限公司 | Method for heightening and reinforcing embankment and structure |
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| CN115354624A (en) | 2022-11-18 |
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