CN115354624A - Cofferdam structure suitable for pile-spanning type spur dike in strong tidal bore area and construction method of cofferdam structure - Google Patents
Cofferdam structure suitable for pile-spanning type spur dike in strong tidal bore area and construction method of cofferdam structure Download PDFInfo
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- CN115354624A CN115354624A CN202210990895.2A CN202210990895A CN115354624A CN 115354624 A CN115354624 A CN 115354624A CN 202210990895 A CN202210990895 A CN 202210990895A CN 115354624 A CN115354624 A CN 115354624A
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- 238000010276 construction Methods 0.000 title claims abstract description 42
- 239000004927 clay Substances 0.000 claims abstract description 54
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 38
- 239000010959 steel Substances 0.000 claims abstract description 38
- 239000002689 soil Substances 0.000 claims description 34
- 230000002265 prevention Effects 0.000 claims description 12
- 238000003825 pressing Methods 0.000 claims description 10
- 238000000034 method Methods 0.000 claims description 5
- 238000011144 upstream manufacturing Methods 0.000 claims description 5
- 238000007596 consolidation process Methods 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000007664 blowing Methods 0.000 claims 3
- 230000002035 prolonged effect Effects 0.000 abstract description 5
- 239000010410 layer Substances 0.000 description 37
- 239000004746 geotextile Substances 0.000 description 8
- 241000251468 Actinopterygii Species 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 125000000484 butyl group Chemical group [H]C([*])([H])C([H])([H])C([H])([H])C([H])([H])[H] 0.000 description 2
- 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
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000012792 core layer Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 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
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
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- 230000007480 spreading Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
-
- 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
Abstract
The invention provides a cofferdam structure suitable for a pile-spanning type spur dike in a strong tidal bore area and a construction method thereof, wherein the cofferdam structure comprises a horizontal anti-seepage structure and a vertical anti-seepage structure; the vertical seepage-proofing structure comprises Larsen steel sheet piles (2) within 10m of each of two sides of the 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 a double-clay structure, the pile type spur dike (1) is wrapped inside the second-clay structure (5), and the first-clay structure (7) is arranged outside the horizontal seepage-proofing structure. The seepage path of the river is prolonged from the horizontal seepage-proofing angle, so that the seepage path formed in the cofferdam is slowed down when a large flood occurs outside the cofferdam, and the construction time is prolonged for the construction main engineering; and the seepage path is cut off from a vertical seepage-proofing angle, so that the phenomenon of piping of the dike feet in 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 pile-spanning type spur dike in a strong tidal bore area and a construction method of the cofferdam structure.
Background
The hydrodynamic condition of the estuary sea pond in the strong tidal bore area is strong, the river channel is washed, the siltation is strong, the width of the beach outside the sea pond is different, and the elevation of the beach is changed continuously; similarly, the feet of the pond are severely washed by the tide, and the stability of the feet becomes a hidden trouble, so that the feet of the estuary sea pond are required to be periodically detected and reinforced.
The reinforcement construction of the sea pond dyke foot is greatly interfered by hydrodynamic conditions and is limited by the flood season, so that the selection of the construction method becomes a main factor influencing the construction period and the construction safety. The construction method of the earthwork tube bag hydraulic fill cofferdam is originated from 1995, and the cofferdam is formed by overlapping the earthwork tube bags.
The hydrodynamic force condition of the strong tidal bore area is complex, and in order to meet the requirements of the cofferdam on anti-impact stability and anti-seepage stability, the cofferdam is generally large in size and wide in bottom, and the bottom width of the cofferdam can reach 50-60 m. Some estuary sea ponds fish scale pond feet have a plurality of pile type spur dikes, the pile type spur dikes extend out of the fish scale pond feet by about 50m, are of sheet piles, gabions and riprap structures, cannot be dismantled under various conditions, and need to avoid pile type spur dikes to construct cofferdams when reinforcing the sea pond dikes feet.
If the longitudinal cofferdam is constructed to bypass the pile type spur dike, the distance between the axis of the cofferdam and the fish scale rock pond foot can reach 80m, the height of the river channel beach land at the position is lower, the required cofferdam is further enlarged in size, and the manufacturing cost is increased; meanwhile, the strong tidal bore strength at the position is high, and the construction difficulty is high. If the construction longitudinal cofferdam crosses the pile type spur dike, the original pile type spur dike is of a sheet pile + gabion + riprap structure, a through leakage channel can be formed along the direction of the pile type spur dike, and the construction efficiency is reduced while great potential safety hazards are brought.
Disclosure of Invention
In view of the defects in the prior art, the first object of the present invention is to provide a cofferdam structure suitable for a pile-spanning type spur dike in a strong tidal bore area. The seepage path of the river is prolonged from the horizontal seepage-proofing angle, so that the seepage path formed inside the cofferdam is slowed down when a large flood occurs outside the cofferdam, and the construction time is prolonged for the construction main engineering; and the seepage path is cut off from a vertical seepage-proofing angle, so that the piping phenomenon of the dike feet in the cofferdam is effectively prevented.
In order to solve the technical problems, the invention is realized by the following technical scheme:
the utility model provides a cofferdam structure suitable for strong tidal bore area strides stake formula spur dike which characterized in that: the cofferdam structure comprises a vertical seepage-proofing structure and a horizontal seepage-proofing structure; the vertical seepage-proofing structure comprises Larsen steel sheet piles arranged in 10m ranges on two sides of the pile type spur dike respectively, and a grouting structure is arranged inside the outer boundary of the pile type spur dike; the horizontal seepage-proofing structure is provided with a double-clay structure, the pile type spur dike is wrapped inside the second-clay structure, and the first-clay structure is arranged outside the horizontal seepage-proofing structure.
And further: horizontal seepage prevention structure includes the geotechnical pipe bag structure that faces the river, facing the river side of the geotechnical pipe bag structure that faces the river side and spreading to fill first heavy clay structure, facing the back river side of river side geotechnical pipe bag structure and setting up weir heart dredger fill structure, set up second heavy clay structure between the stake formula butyl dam head of stake formula butyl dam and the weir heart dredger fill structure.
Further: and laying a layer of soil engineering pipe bags on the upper part of the second-layer clay structure, wrapping the second-layer clay structure by the soil engineering pipe bags, arranging a foundation pit side soil engineering pipe bag structure above the soil engineering pipe bags, and enabling the foundation pit side soil engineering pipe bag structure to be attached to the dam core dredger fill structure.
Further: and driving Larsen steel sheet piles within 10m of each of the upstream and downstream of the outer boundary of the pile type spur dike, wherein the driving positions of the Larsen steel sheet piles are arranged at the sloping line of the foundation pit side pressing layer platform and the foundation pit pressing layer, the top of the Larsen steel sheet piles is flush with the top of the pile type spur dike, and the bottom of the steel sheet piles penetrates into a foundation soil layer below the pile type spur dike.
And further: and arranging a sleeve inside the outer boundary of the pile type spur dike, grouting in the sleeve, keeping the top of the grouting structure flat with the top of the pile type spur dike, and enabling the bottom of the grouting structure to penetrate into a foundation soil layer below the pile type spur dike.
The second purpose of the invention is to provide a construction method of a cofferdam structure of a pile-spanning type spur dike suitable for a strong tidal bore area, which is characterized by comprising the following steps: the method comprises the following steps:
s1: constructing the earthwork tube bag structure at the side facing the river to 4.0m height in the first small flood season, wherein when the earthwork tube bag structure at the side facing the river is constructed, the upper layer, the lower layer and the adjacent earthwork tube bags are arranged in a staggered way, and no through seam is allowed;
s2: constructing a second clay structure at the head of the pile type spur dike, constructing a soil engineering pipe bag at the upper part of the pile type spur dike after the construction of the second clay structure is finished, simultaneously constructing dam core dredger fill and a foundation pit side soil engineering pipe bag structure after the construction of the soil engineering pipe bag is finished, carrying out layered dredger fill on the dam core dredger fill structure, carrying out interval for a period of time after each layer of dredger fill is finished, and carrying out dredger fill on the next layer after the dredger fill is subjected to preliminary drainage consolidation;
s3: synchronously heightening the earthwork pipe bag structure at the side of the foundation pit, the earthwork pipe bag structure at the side close to the river and the dam core dredger fill, and dredger fill at the dam core layer by layer;
s4: performing top sealing geotechnical pipe bag hydraulic filling on the top of the cofferdam;
s5: closing the cofferdam during the small flood season;
s6: the foot protection of the earthwork tube bag structure on the side facing the river and the arrangement of the first heavy clay structure are arranged in the second small flood season for construction, 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, driving Larsen steel sheet piles at the position of a boundary line between a foundation pit side pressing layer platform and a foundation pit side pressing layer slope lifting and releasing position, wherein the pile tops of the Larsen steel sheet piles are level to the top of the pile-type spur dike, and the driving range is within 10m of each of the upstream and downstream of the outer boundary of the pile-type spur dike;
s8: and after the Larsen steel sheet pile is tied, casing grouting is carried out inside the outer boundary of the pile type spur dike for cutting off a seepage path.
Compared with the prior art, the invention has the following advantages and beneficial effects:
in view of horizontal seepage prevention, the horizontal seepage prevention structure is arranged to prolong a seepage path, and when a large flood occurs outside the cofferdam, the seepage path formed inside the cofferdam is slowed down, so that the construction time is prolonged for the construction main engineering; in view of vertical seepage prevention, the vertical seepage prevention structure can effectively prevent piping and other phenomena of the dike feet in the cofferdam. The cofferdam structural design carries out double consideration from two angles of horizontal seepage prevention and vertical seepage prevention, and can effectively solve the difficult problem of the cofferdam structural design of the pile-spanning type spur dike in the strong tidal bore area.
Drawings
FIG. 1 is a typical sectional view of a longitudinal cofferdam structure of a pile-type spur dike;
FIG. 2 isbase:Sub>A typical cross-sectional view ofbase:Sub>A longitudinal cofferdam A-A;
fig. 3 shows a typical cross-section of a longitudinal bank B-B.
Reference numerals are as follows: 1-pile type spur dikes; 2-Larsen steel sheet pile; 3-grouting structure; 4-a side-near-river geotechnical pipe bag structure; 5-a first heavy clay structure; 6-a weir center dredger fill structure; 7-second heavy clay structure; 8-a foundation pit side earthwork pipe bag structure; 10-a foundation soil layer; 11-non-woven geotextile; 12-a foundation pit side ballast layer platform; 13-foundation pit ballast layer slope line; 14-geotechnical pipe bags.
Detailed Description
In order that those skilled in the art will better understand the technical solutions of the present invention, the following description of the preferred embodiments of the present invention is provided in conjunction with the 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 features of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product; it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted. The positional relationships depicted 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 to be construed as limiting the invention.
As shown in fig. 1 to 3, a cofferdam structure for a pile-spanning type spur dike in a strong tidal bore area comprises a horizontal seepage-proofing structure and a vertical seepage-proofing structure; the vertical seepage-proofing structure comprises Larsen steel sheet piles 2 arranged in the range of 10m on each of two sides of the 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 a double-clay structure, the pile type spur dike 1 is wrapped inside the second-clay structure 5, and the first-clay structure 7 is arranged outside the horizontal seepage-proofing structure.
Horizontal seepage prevention structure includes and is faced river side geotechnological pipe bag structure 4, face river side geotechnological pipe bag structure 4 face river side fill by laying in river side first heavy clay structure 7, face river side geotechnological pipe bag structure 4's back of the river side setting up weir heart dredger fill structure 6, set up between dam head and the weir heart dredger fill structure 6 of stake dam 1 second heavy clay structure 5.
One layer of soil engineering pipe bag 14 is laid on the upper portion of the second-layer clay structure 5, the second-layer clay structure 5 is wrapped by the soil engineering pipe bag 14, a foundation pit side soil engineering pipe bag structure 8 is arranged above the soil engineering pipe bag 14, and the foundation pit side soil engineering pipe bag structure 8 is attached to the weir core dredger fill structure. The geotube bag 14 coats the surface of the second heavy clay structure 5, and the end part of the second heavy clay structure is 1: slope is released in a slope ratio of 3.
Foundation ditch side suppression layer 9 is set up in the foundation ditch department of top seepage prevention structure back of the river side, and foundation ditch side suppression layer 9 sets up the both sides at second heavy clay structure 7.
The first heavy clay structure 5 and the second heavy clay structure 7 are formed by sequentially filling multilayer clay upwards, and the first heavy clay structure 5 is filled along with flushing; the weir center dredger fill structure 6 is formed by multilayer soil layered dredger fill.
From the perspective of horizontal seepage prevention design, a first heavy clay structure 7 with a smaller permeability coefficient is paved outside the geotechnical pipe bag structure 4 on the side close to the river, the top width of the first heavy clay structure 7 is at least 4m, and the ratio of the top width to the top width is 1: slope is released in a slope ratio of 3. In order to avoid forming a through leakage channel inside the weir body, the spur dike head of the pile spur dike 1 is externally coated with a second heavy clay structure 5, and the thickness of the second heavy clay structure 5 is 1m. The provision of "double clay" lengthens the percolation path from the perspective of a horizontal seepage prevention design.
In order to prevent the piping phenomenon caused by the fact that the first heavy clay structure 7 on the upper portion of the pile type spur dike 1 and the earthwork pipe bag 14 on the side of the cofferdam foundation pit have large hydraulic slope, a foundation pit side supporting structure 8 with the thickness of 50cm is arranged above the earthwork pipe bag 14, and the hydraulic slope at the position is reduced.
The foundation pit side geotechnical pipe bag structure 8 and the side geotechnical pipe bag structure 4 are formed by layering and overlapping a plurality of geotechnical pipe bags, each layer of geotechnical pipe bag is arranged in a staggered mode, and the geotechnical pipe bags are filled with sand silt in the river.
The geotextile tube bag adopts 200g/m & lt 2 & gt filament woven geotextile, the radial fracture strength is more than or equal to 50kN/m, and the latitudinal fracture tensile strength is more than or equal to 35kN/m.
The outer surface of the dam core dredger fill 6 is coated with the non-woven geotextile 11, and the non-woven geotextile 11 extends downwards so that the ends of the second heavy clay structure 5 are all wrapped by the non-woven geotextile 11, wherein the non-woven geotextile 11 is a 400g/m & lt 2 & gt filament non-woven geotextile with a nominal breaking strength of 15kN/m.
Larsen steel sheet piles are arranged in the range of 10m respectively in the upstream and downstream of the outer boundary of the pile type spur dike 1, the driving positions of the Larsen steel sheet piles are arranged at the position of a foundation pit side pressing layer platform 12 and a foundation pit pressing layer slope-laying line 13, the top of each Larsen steel sheet pile is flush with the top of the pile type spur dike 1, and the bottom of each Larsen steel sheet pile extends into a foundation soil layer 10 below the pile type spur dike 1.
And arranging a sleeve inside the outer boundary of the pile type spur dike 1, grouting in the sleeve, keeping the top of the grouting structure 3 level with the top of the pile type spur dike 1, and enabling the bottom of the grouting structure 3 to go deep into a foundation soil layer 10 below the pile type spur dike 1.
Considering from the vertical seepage-proofing design, larsen steel sheet piles are arranged in the range of 10m at the upper and lower reaches 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-proofing system of Larsen steel sheet piles and backfill grouting is formed, a seepage path in a weir body can be effectively cut off, and engineering accidents such as piping and the like during the flood season of a strong tidal area are avoided.
A construction method of a cofferdam structure suitable for a pile-spanning type spur dike in a strong tidal bore area comprises the following steps:
s1: constructing a river-side geotechnical pipe bag structure with a height of 4-4.0 m in the first small flood season, wherein when the river-side geotechnical pipe bag structure 4 is constructed, upper and lower layers and adjacent geotechnical pipe bags are arranged in a staggered mode, and no through seam is allowed;
s2: constructing a second-layer clay structure 5 at the head of the pile type spur dike 1, constructing a soil engineering pipe bag 14 at the upper part of the second-layer clay structure 5 after the construction of the second-layer clay structure 5 is finished, constructing a weir core dredger fill 6 and a foundation pit side soil engineering pipe bag structure 8 simultaneously after the construction of the soil engineering pipe bag 14 is finished, carrying out layered dredger fill on the weir core dredger fill structure 6, carrying out interval time after each layer of dredger fill is finished, and carrying out dredger fill on the next layer after the dredger fill is subjected to preliminary drainage and consolidation;
s3: synchronously heightening the earthwork pipe bag structure 8 at the side of the foundation pit, the earthwork pipe bag structure 4 at the side close to the river and the weir core dredger fill 6, and dredger core dredger fill layer by layer;
s4: performing top sealing geotechnical pipe bag hydraulic filling on the top of the cofferdam;
s5: closing the cofferdam during the small flood season;
s6: the foot protection of the side-facing-river geotechnical pipe bag structure 4 and the paving and filling of the first heavy clay structure 7 are arranged to be constructed in the second small flood season, 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, driving Larsen steel sheet piles at the position of a boundary line 13 between a foundation pit side ballast layer platform 12 and a foundation pit side ballast layer slope lifting and releasing, wherein the length of each Larsen steel sheet pile is 12m, the pile tops of the Larsen steel sheet piles are equal to the top of the pile-type spur dike 1, and the driving range is within 10m of each of the upstream and downstream of the outer boundary of the pile-type spur dike 1;
in the construction process of the steel sheet pile, the locking notches are firmly strung with each other, and the inclination is not more than 1%; digging a groove according to the positioning size on a stress line during the construction of the steel sheet pile, installing a guide control frame, and then starting to pile; in order to ensure that the steel sheet piles are smoothly inserted and pulled out in the construction process and increase the anti-seepage performance of the steel sheet piles, the locking notch of each steel sheet pile needs to be coated with mixed oil; in the process of driving the steel sheet pile, whether the plane position of the steel sheet pile is correct or not and whether the pile body is vertical or not are randomly checked, and if the steel sheet pile is inclined, the steel sheet pile is immediately corrected or pulled and driven;
s8: after the Larsen steel sheet pile is constructed, casing grouting is carried out inside the outer boundary of the pile type spur dike 1 for cutting off a seepage path as shown in figure 3. The grouting adopts a casing 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 the grouting condition. The grouting may be ended with one of the following conditions: 1) And (5) holding grout for 10min after the injection rate is not more than 2L/min under the grouting pressure, and finishing grouting. 2) The single-hole injection amount reaches the maximum slurry suction amount (initially determined 1000L) or the single-hole grouting time exceeds 30min.
According to the description and the drawings of the invention, a person skilled in the art can easily manufacture or use the cofferdam structure of the cross-pile type spur dike in the strong tidal bore area and the construction method thereof, and can generate the positive effects recorded in the invention.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way, and all simple modifications and equivalent variations of the above embodiments according to the technical spirit of the present invention are included in the scope of the present invention.
Claims (6)
1. The utility model provides a cofferdam structure suitable for strong tidal bore area strides stake formula spur dike which characterized in that: the cofferdam structure comprises a horizontal seepage-proofing structure and a vertical seepage-proofing structure; the vertical seepage-proofing structure comprises Larsen steel sheet piles (2) within 10m of each of two sides of the 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 a double-clay structure, the pile type spur dike (1) is wrapped inside the second-clay structure (5), and the first-clay structure (7) is arranged outside the horizontal seepage-proofing structure.
2. The cofferdam structure of the pile-spanning type spur dike in the strong tidal bore area as claimed in claim 1, wherein: horizontal seepage prevention structure is including being faced river side geotechnique's pipe bag structure (4), facing the river side of river side geotechnique's pipe bag structure (4) and fill out first heavy clay structure (7), facing the back of the body river side geotechnique's pipe bag structure (4) river side and setting up weir heart dredger fill structure (6), set up between the dam head of stake formula dam (1) and weir heart dredger fill structure (6) second heavy clay structure (5).
3. The cofferdam structure of the pile-spanning type spur dike suitable for the severe tidal bore area according to claim 2, wherein: one layer of soil engineering pipe bag (14) is laid on the upper portion of the second-layer clay structure (5), the second-layer clay structure (5) is wrapped by the soil engineering pipe bag (14), a foundation pit side soil engineering pipe bag structure (8) is arranged above the soil engineering pipe bag (14), and the foundation pit side soil engineering pipe bag structure (8) is attached to the dam core dredger fill structure (6).
4. The cofferdam structure of the pile-spanning type spur dike in the strong tidal bore area as claimed in claim 1, wherein: larsen steel sheet piles (2) are arranged in each 10m range in the upper and lower reaches of the outer boundary of the pile type spur dike (1), the arrangement positions of the Larsen steel sheet piles (2) are arranged at a foundation pit side pressing layer platform (12) and a foundation pit pressing layer slope laying line (13), the top of each Larsen steel sheet pile (2) is flush with the top of the pile type spur dike (1), and the bottom of each Larsen steel sheet pile (2) penetrates into a foundation soil layer (10) below the pile type spur dike (1).
5. The cofferdam structure of the pile-spanning type spur dike in the strong tidal bore area as claimed in claim 1, wherein: the pile type spur dike (1) is characterized in that a sleeve is arranged inside the outer boundary of the pile type spur dike (1), grouting is conducted in the sleeve, the top of the grouting structure (3) is flush 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).
6. A construction method of a cofferdam structure suitable for a pile-spanning type spur dike in a strong tidal bore area is characterized by comprising the following steps: the method comprises the following steps:
s1: when the construction of the river-facing side geotechnical pipe bag structure (4) is carried out to 4.0m in the first small flood season, the upper and lower layers and the adjacent geotechnical pipe bags are arranged in a staggered mode, and no through seam is allowed;
s2: the construction of a second-layer clay structure (5) is carried out on the head of the pile-type spur dike (1), the construction of a soil engineering pipe bag (14) is carried out on the upper part of the second-layer clay structure (5) after the construction of the second-layer clay structure is finished, the construction of dam core dredger fill (6) and a foundation pit side soil engineering pipe bag structure (8) is simultaneously carried out after the construction of the soil engineering pipe bag (14) is finished, the dam core dredger fill structure (6) is subjected to blowing and filling in layers, a period of time is required to be spaced after the blowing and filling of each layer is finished, and the next layer of dredger fill is subjected to primary drainage and consolidation;
s3: synchronously heightening the foundation pit side soil engineering pipe bag structure (8), the river-facing side soil engineering pipe bag structure (4) and the weir core dredger fill (6) and dredger fill layer by layer;
s4: performing top sealing on the top of the cofferdam by blowing;
s5: closing the cofferdam during the small flood season;
s6: the foot protection of the civil engineering pipe bag structure (4) on the side facing the river and the paving and filling of the first heavy clay structure (7) are arranged to be constructed in the second small flood season, 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, driving Larsen steel sheet piles (2) at the position of a boundary line (13) between a foundation pit side pressing layer platform (12) and a foundation pit side pressing layer slope lifting and releasing, wherein the pile tops of the Larsen steel sheet piles (2) are level with the top of the pile-type spur dike (1), and the driving range is within 10m of each of the upstream and downstream of the outer boundary of the pile-type spur dike (1);
s8: after the Larsen steel sheet pile (2) is constructed, sleeve grouting is carried out on the inner part of 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 | 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 | 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 true CN115354624A (en) | 2022-11-18 |
| CN115354624B CN115354624B (en) | 2024-05-10 |
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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