CN116464079A - Floating splicing construction method for deepwater double-wall steel cofferdam - Google Patents
Floating splicing construction method for deepwater double-wall steel cofferdam Download PDFInfo
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- CN116464079A CN116464079A CN202310563549.0A CN202310563549A CN116464079A CN 116464079 A CN116464079 A CN 116464079A CN 202310563549 A CN202310563549 A CN 202310563549A CN 116464079 A CN116464079 A CN 116464079A
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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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Abstract
The application discloses a floating splicing construction method of a deepwater double-wall steel cofferdam, which comprises the steps of enclosing a low-level splicing platform on a steel pile casing at the outermost periphery of a pile foundation construction sea area; then, conveying the cofferdam blocks to a low-level assembly platform for assembly, and enclosing the cofferdam blocks to form a bottom joint cofferdam unit; then installing a lifting system at the top of the steel pile casing, and then dismantling the low-level assembly platform, wherein the lifting system lowers the bottom section cofferdam unit until the bottom section cofferdam unit floats on the sea surface; and then conveying a plurality of cofferdam blocks to the top of the bottom section cofferdam unit for splicing one by one until a complete cofferdam unit is spliced at the top of the bottom section cofferdam unit, thereby completing one-time cofferdam height-splicing construction, sinking the lifted cofferdam under self gravity and automatically floating on the sea surface, then continuously splicing the cofferdam blocks on the lifted cofferdam, and continuously carrying out cofferdam height-splicing construction until the cofferdam is stably landed. The application has the effects of reducing the investment of offshore hoisting equipment and improving the occupation of the sea area space.
Description
Technical Field
The application relates to the field of cofferdam construction, in particular to a floating splicing construction method of a deepwater double-wall steel cofferdam.
Background
The double-wall steel cofferdam is a double-wall watertight structure, which is welded by an inner steel shell, an outer steel shell and a plurality of layers of annular horizontal trusses which are reinforced by vertical angle steel, and the inner wall of the lower part of the double-wall steel cofferdam is provided with inclined plane cutting edges. Has the characteristics of light weight, good rigidity and large buoyancy.
The double-wall steel cofferdam is manufactured by dividing the cofferdam into a plurality of sections, and each section of cofferdam unit is divided into a plurality of sections. The double-wall steel cofferdam is mainly applied to offshore pile foundation construction, the offshore pile foundation construction is firstly carried out by building an offshore pallet, the coverage area of the offshore pallet is larger than the pile foundation construction range, a plurality of through holes are formed in a steel plate at the pile foundation construction range in the surface of the offshore pallet so as to insert steel pile casings into the sea in the pile foundation construction range, after the steel pile casings are inserted into the pile foundation construction sea, the steel plate above the pile foundation construction sea area and the bailey frame are removed, then cofferdam construction is carried out, during cofferdam construction, a bottom section cofferdam unit is assembled firstly, then a floating, positioning ship or a hanging system is used for hanging the bottom section cofferdam unit for launching, a plurality of steel pile casings in the pile foundation construction sea area are enclosed inside the bottom section cofferdam, the bottom section cofferdam is then hung on the bottom section cofferdam for splicing and welding fixation, and the steps are repeated until the cofferdam top reaches the designed height.
With respect to the related art in the above, the applicant believes that there are the following drawbacks: in actual cofferdam construction, in order to avoid the construction period, need to construct a plurality of marine pile foundations in step, then need to enclose at the construction sea area and establish a plurality of cofferdams, construct a plurality of cofferdams simultaneously, then need to be equipped with the floating crane or hang the system of putting of corresponding quantity with the cofferdam, the demand on marine hoisting equipment is big, and the marine hoisting equipment such as floating crane occupies the sea area space, influences the normal traffic in sea area, therefore still has the improvement room.
Disclosure of Invention
In order to reduce the investment of offshore hoisting equipment and improve the problem of large occupation of sea area space, the application provides a deep water double-wall steel cofferdam floating splicing construction method.
The floating splicing construction method of the deepwater double-wall steel cofferdam provided by the application adopts the following technical scheme:
a floating splicing construction method of a deepwater double-wall steel cofferdam comprises the following steps:
s1: building a low-level assembly platform: surrounding the low-level assembly platform on a steel pile casing at the outermost periphery of a pile foundation construction sea area, wherein the position of the low-level assembly platform is higher than the sea surface;
s2: assembling a bottom joint cofferdam unit: conveying a plurality of cofferdam blocks to a low-level assembly platform for assembly, wherein the plurality of cofferdam blocks are enclosed to form a bottom section cofferdam unit, and the bottom section cofferdam unit is enclosed to the periphery of a steel pile casing at the pile foundation construction sea area;
s3: lowering a bottom joint cofferdam unit: installing a lifting system at the top of the steel pile casing, lifting the bottom section cofferdam unit by the lifting system, then dismantling the low-level assembly platform, and lowering the bottom section cofferdam unit by the lifting system until the bottom section cofferdam unit floats on the sea surface;
s4: and (3) cofferdam height: and conveying a plurality of cofferdam blocks to the top of the bottom section cofferdam unit to be assembled one by one until the top of the bottom section cofferdam unit is assembled to form a complete cofferdam unit, thereby completing one-time cofferdam height-connection construction, sinking the lifted cofferdam under self gravity and automatically floating on the sea surface, then continuously assembling the cofferdam blocks on the lifted cofferdam, and continuously carrying out cofferdam height-connection construction until the cofferdam is stably landed.
Through adopting above-mentioned technical scheme to steel protects a section of thick bamboo and builds as the strong point, carry out low-level assembly platform and build, so that assemble into the end section cofferdam unit with a plurality of cofferdam pieces on pile foundation construction sea area, then through building the system of lifting on steel protects a section of thick bamboo, with lifting system lower system end section cofferdam unit, end section cofferdam unit is as floating to splice the platform self-floating on the sea, continue to assemble the cofferdam piece on end section cofferdam unit, connect high while to the cofferdam, also increased the gross weight of cofferdam, make the cofferdam sink, the cofferdam is through continuous connect high and sink, finally realize stable implantation, in this process, need not large-scale marine hoisting equipment, be favorable to reducing marine hoisting equipment input and improve the problem that occupies greatly to the sea area space.
Preferably, in the step S3, after the bottom section cofferdam unit floats to the sea surface, concrete is poured into the bottom section cofferdam unit, and the concrete fills the blade foot at the lower end of the bottom section cofferdam unit.
By adopting the technical scheme, the weight of the lower end of the bottom joint cofferdam unit is increased, so that the gravity center of the bottom joint cofferdam unit moves downwards, the cofferdam is favorable to be kept stable in water, and the problem of large side inclination when the cofferdam blocks are assembled at the top of the bottom joint cofferdam unit is solved.
Preferably, in the step S4, the cofferdam height-connecting construction is performed in a symmetrical assembly mode, a plurality of cofferdam blocks of the cofferdam unit are divided into a plurality of symmetrical cofferdam groups for construction successively, two cofferdam blocks of each symmetrical cofferdam group are symmetrical with each other in center, and the two cofferdam blocks of each symmetrical cofferdam group take the center of the cofferdam as the symmetry center.
By adopting the technical scheme, the cofferdam blocks are assembled one by one in groups and in a centrosymmetric installation sequence, so that the balance of the bottom section cofferdam units in water is kept, the problem of excessive inclination of the bottom section cofferdam units in subsequent cofferdam height-assembling construction is solved, and the safety of the offshore pile foundation cofferdam construction is improved.
Preferably, in the step S4, water is injected into the bottom joint cofferdam unit at the center symmetry end of the cofferdam block when the cofferdam block is assembled at the top of the bottom joint cofferdam unit; the weight of water injected into the bottom joint cofferdam unit at the central symmetry end of the cofferdam block is equal to half of the weight of the cofferdam block.
Through adopting above-mentioned technical scheme, be favorable to keeping the balance of end festival cofferdam unit in the aquatic, improve end festival cofferdam unit and take place the problem of slope by a wide margin when assembling the cofferdam piece, select to pour into the water of half cofferdam weight into, both accord with and prevent empting the requirement, can conveniently take out the water in the end festival cofferdam in-process of assembling of follow-up cofferdam again, be favorable to improving the efficiency of construction.
Preferably, after the step of lowering the bottom joint cofferdam unit in step S3 is completed, the hoisting system is dismantled.
Through adopting above-mentioned technical scheme to provide sufficient space and install the cofferdam piece on the end festival cofferdam unit, the system of lifting that the dismantlement was got down simultaneously can be used in other adjacent cofferdam constructions, improved the rate of utilization of lifting the system, can let a plurality of marine construction areas open the cofferdam construction simultaneously, when reducing equipment input, can also keep the efficiency of construction.
Preferably, before the assembling construction of the bottom joint cofferdam unit in the step S2 is carried out, a limiting structure is arranged on the inner side of the cofferdam block, and when the cofferdam block is in place on the low-position assembling platform, one side, away from the cofferdam block, of the limiting structure abuts against the outer circumferential surface of the steel casing.
Through adopting above-mentioned technical scheme for there is the clearance between the inboard of assembling the end section cofferdam unit and the steel protects a section of thick bamboo, so that end section cofferdam unit drops smoothly to on the sea, and, after end section cofferdam unit is accomplished and is assembled, limit structure of end section cofferdam unit inner periphery side supports in the just outside of protecting a section of thick bamboo of outermost, thereby plays the positioning action with end section cofferdam unit, is favorable to end section cofferdam unit to remain stable at the in-process of putting down, reduces the harmful effects that sea water impact brought.
Preferably, after the construction of a section of cofferdam in the step S4 is completed, concrete is poured into the cofferdam units according to a symmetrical sequence so as to balance weight the cofferdam, and the top opening of the cofferdam units is reduced to a height suitable for assembling cofferdam blocks;
and after the stable implantation step of the S4 middle bottom section cofferdam unit is finished, performing the construction of sucking mud in the cofferdam, enabling the top of the cofferdam to stably sink to the designed elevation, and finally pouring bottom sealing concrete under water.
Through adopting above-mentioned technical scheme, conveniently send cofferdam piece to cofferdam unit's top mouth department and assemble, be favorable to improving the security of cofferdam construction. Through carrying out suction dredge and back cover construction in the cofferdam inboard, be favorable to improving cofferdam construction quality and cofferdam steadiness.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the low-level assembly platform is built in advance to assemble the bottom section cofferdam unit on the pile foundation construction sea area, and then the bottom section cofferdam unit is lowered to the sea surface to float automatically through the hanging system, and the bottom section cofferdam unit is used as a floating assembly platform so as to assemble cofferdam blocks on the bottom section cofferdam unit continuously, so that large-scale offshore hoisting equipment is not needed, and the problems of reducing the investment of the offshore hoisting equipment and improving the occupation of large sea area space are solved;
2. the cofferdam height-connecting construction is carried out in a symmetrical assembly mode so as to keep the balance of the bottom section cofferdam units in water, thereby being beneficial to improving the problem of excessive inclination of the bottom section cofferdam units in the subsequent cofferdam height-connecting construction and improving the safety of the offshore pile foundation cofferdam construction;
3. and the limiting structure is arranged on the inner side of the cofferdam block, after the bottom section cofferdam unit is assembled, the limiting structure on the inner peripheral side of the bottom section cofferdam unit is propped against the outer side of the outermost rigid protection barrel, so that the bottom section cofferdam unit can be kept stable in the lowering process, and the adverse effect caused by seawater impact is reduced.
Drawings
Fig. 1 is a schematic diagram of a state before a bottom joint cofferdam unit is lowered in a deep water double-wall steel cofferdam floating splicing construction method according to an embodiment of the application.
Fig. 2 is a diagram of a positional relationship between a bottom joint cofferdam unit and a steel casing in a deep water double-wall steel cofferdam floating splicing construction method according to an embodiment of the application.
Fig. 3 is a view of cofferdam height connection construction in the deep water double-wall steel cofferdam floating splicing construction method in the embodiment of the application.
Fig. 4 is a second view of cofferdam height-connection construction in the deep water double-wall steel cofferdam floating splicing construction method in the embodiment of the application.
Fig. 5 is a first cofferdam block installation and assembly sequence diagram in the deep water double-wall steel cofferdam floating and splicing construction method in the embodiment of the application.
Fig. 6 is a second cofferdam block installation and assembly sequence diagram in the deep water double-wall steel cofferdam floating assembly construction method in the embodiment of the application.
Fig. 7 is a third cofferdam block installation and assembly sequence diagram in the deep water double-wall steel cofferdam floating assembly construction method in the embodiment of the application.
Fig. 8 is a cofferdam block installation and assembly sequence diagram four in the deep water double-wall steel cofferdam floating assembly construction method in the embodiment of the application.
Fig. 9 is a schematic diagram of a state after the second section of cofferdam unit is assembled in the deep water double-wall steel cofferdam floating splicing construction method in the embodiment of the application.
Fig. 10 is a schematic diagram of a state after the third section of cofferdam unit is assembled in the deep water double-wall steel cofferdam floating splicing construction method according to the embodiment of the present application.
Fig. 11 is a schematic diagram of a state of a bottom joint cofferdam unit after implantation in a deep water double-wall steel cofferdam floating splicing construction method according to an embodiment of the application.
Fig. 12 is a schematic view of a state of the deep water double-wall steel cofferdam floating splicing construction method in the embodiment of the present application when an inner support is installed.
Reference numerals illustrate: 1. a water level; 2. a river bed; 3. a hoisting system; 4. a steel truss; 5. a steel strand jack; 6. a steel pile casing; 7. a bottom section cofferdam unit; 71. a limit structure; 72. blade leg portion; 8. a low-level assembly platform; 9. a cofferdam block; 10. sealing bottom concrete; 11. an internal support system.
Detailed Description
The present application is described in further detail below in conjunction with figures 1-12.
The embodiment of the application discloses a deep water double-wall steel cofferdam floating splicing construction method, which comprises the following steps:
s1: building a low-level assembly platform 8: referring to fig. 1 and 2, the low-level assembly platform 8 is surrounded and arranged on the steel pile casing 6 at the outermost periphery of the pile foundation construction sea area, the steel pile casing 6 is welded and fixed with the low-level assembly platform 8, and the bottom of the low-level assembly platform 8 is provided with reinforcing ribs to improve the stability of the low-level assembly platform 8, wherein the position of the low-level assembly platform 8 is higher than the sea surface so as to assemble the bottom joint cofferdam unit 7 on the pile foundation construction sea area.
S2: assembling a bottom joint cofferdam unit 7: before assembling the bottom joint cofferdam unit 7, a limiting structure 71 is arranged on the inner side of the cofferdam block 9, and the limiting structure 71 can be made of steel members such as I-steel. Because small-size lifting device such as crawler crane can walk in a flexible way on the offshore pallet, so select for use crawler crane to hoist a plurality of cofferdam pieces 9 to low level assembly platform 8, when cofferdam piece 9 is in place at low level assembly platform 8, limit structure 71 level sets up, and limit structure 71 is kept away from one side of cofferdam piece 9 and is supported at the outer peripheral face of steel pile casing 6. Constructors finish assembling adjacent cofferdam blocks 9, a plurality of cofferdam blocks 9 are enclosed to form a bottom section cofferdam unit 7, and the bottom section cofferdam unit 7 is enclosed to be arranged on the periphery of a steel pile casing 6 at the pile foundation construction sea area. The limiting structure 71 on the inner periphery side of the bottom section cofferdam unit 7 is propped against the outer side of the outermost rigid casing, so that the bottom section cofferdam unit 7 is positioned, the bottom section cofferdam unit 7 can be kept stable in the descending process, and adverse effects caused by seawater impact are reduced.
S3: lowering a bottom joint cofferdam unit 7: the steel pile casing 6 positioned at four corner positions of a pile foundation construction sea area is connected, the lifting system 3 is installed at the top of the steel pile casing 6, the lifting system 3 is formed by connecting a steel truss 4 and a steel strand jack 5, steel strands of the steel strand jack 5 are connected with a top opening of a bottom section cofferdam unit 7, the bottom section cofferdam unit 7 is lifted through the lifting system 3, then a low-level assembly platform 8 is dismantled, the bottom section cofferdam unit 7 is lowered by the lifting system until the cutting edge foot 72 of the bottom section cofferdam unit 7 is inserted below the water level 1, the bottom section cofferdam unit 7 floats on the sea surface, then the connection between the steel strands and the bottom section cofferdam unit 7 is released, then the lifting system 3 is removed, the lifting system 3 is used in the next cofferdam construction without large lifting equipment, and the problem of occupying the sea area space is favorably improved. The lifting system 3 is dismantled to provide enough space to install the cofferdam blocks 9 on the bottom section cofferdam unit 7, meanwhile, the dismantled lifting system 3 can be used in other adjacent cofferdam construction, the utilization rate of the lifting system 3 is improved, a plurality of offshore construction areas can be opened for cofferdam construction, and the construction efficiency can be maintained while equipment investment is reduced.
Referring to fig. 3, after the bottom section cofferdam unit 7 is floated from the sea surface, concrete is symmetrically poured into the bottom section cofferdam unit 7, and the concrete fills the blade feet 72 at the lower end of the bottom section cofferdam unit 7. Thereby increasing the weight of the lower end of the bottom joint cofferdam unit 7, leading the gravity center of the bottom joint cofferdam unit 7 to move downwards, and being beneficial to the stable self-floating of the cofferdam in water.
S4: and (3) cofferdam height: referring to fig. 3 and 4, a plurality of cofferdam blocks 9 are transported to the top of the bottom section cofferdam unit 7 for assembly one by one until a complete cofferdam unit is assembled at the top of the bottom section cofferdam unit 7, so that one-time cofferdam height-connection construction is completed, the lifted cofferdam sinks under self gravity and floats on the sea surface, then the cofferdam blocks 9 are assembled on the lifted cofferdam continuously, and cofferdam height-connection construction is continued until the cofferdam is stably landed.
It is emphasized that the cofferdam height-connecting construction is carried out in a symmetrical assembly mode, and referring to fig. 5 to 8, a plurality of cofferdam blocks 9 of the cofferdam unit are divided into a plurality of cofferdam symmetrical groups for carrying out sequential construction, two cofferdam blocks 9 of each cofferdam symmetrical group are symmetrical with the center of the cofferdam as the symmetry center, and two cofferdam blocks 9 of each cofferdam symmetrical group are symmetrical with the center of the cofferdam as the symmetry center. And a clockwise installation sequence is adopted among the symmetrical groups of the cofferdams. The problem that the bottom section cofferdam unit 7 is excessively inclined in the subsequent cofferdam height splicing construction is solved by adopting a clockwise symmetrical splicing mode, and the safety of the offshore pile foundation cofferdam construction is improved.
In order to solve the problem that the bottom joint cofferdam unit 7 is greatly inclined when the cofferdam blocks 9 are assembled, water needs to be injected into the bottom joint cofferdam unit 7 at the center symmetry end of the cofferdam blocks 9 when the cofferdam blocks 9 are assembled at the top of the bottom joint cofferdam unit 7. The weight of water injected into the bottom joint cofferdam unit 7 at the central symmetry end of the cofferdam block 9 is equal to half of the weight of the cofferdam block 9. To maintain the balance of the bottom level cofferdam unit 7 in the water.
Specifically, in the step of assembling two cofferdam blocks 9 of the cofferdam symmetrical group successively, water is injected into the bottom joint cofferdam unit 7 below the assembling position of the second cofferdam block 9 while the first cofferdam block 9 is assembled, and when the second cofferdam is assembled, water below the assembling position of the second cofferdam block 9 is pumped out.
After each section of cofferdam is constructed in a height-connecting way, the upper and lower adjacent cofferdam units are required to be welded, the cofferdam splicing weld joints are inspected, concrete is poured into the cofferdam units according to the symmetrical sequence, so that the cofferdam is balanced, and the top opening of the cofferdam units is reduced to a height suitable for assembling cofferdam blocks 9.
Referring to fig. 9 and 10, the whole river bed 2 is cleaned, and symmetric sand or water filling is continued into the cofferdam unit, so that the cofferdam is submerged and stably landed.
S5: referring to fig. 11 and 12, the construction of sucking mud in the cofferdam is performed so that the top of the cofferdam stably sinks to the design elevation, and finally the bottom sealing concrete 10 is poured under water.
S6: finally, water on the inner side of the cofferdam is pumped out, the steel pile casing 6 is cut off, an inner supporting system 11 is installed on the inner side of the cofferdam, and after the installation and construction of the inner supporting system 11 are finished, the construction of a cofferdam inner bearing platform and a pier body is carried out.
The foregoing are all preferred embodiments of the present application, and are not intended to limit the scope of the present application in any way, therefore: all equivalent changes in structure, shape and principle of this application should be covered in the protection scope of this application.
Claims (8)
1. A deep water double-wall steel cofferdam floating splicing construction method is characterized in that: the method comprises the following steps:
s1: building a low-level assembly platform (8): the low-level assembly platform (8) is surrounded on a steel pile casing (6) at the outermost periphery of a pile foundation construction sea area, and the position of the low-level assembly platform (8) is higher than the sea surface;
s2: assembling a bottom joint cofferdam unit (7): conveying a plurality of cofferdam blocks (9) to a low-level assembly platform (8) for assembly, enclosing the plurality of cofferdam blocks (9) to form a bottom section cofferdam unit (7), and enclosing the bottom section cofferdam unit (7) on the periphery of a steel pile casing (6) at the pile foundation construction sea area;
s3: lowering a bottom joint cofferdam unit (7): a lifting system (3) is arranged at the top of the steel pile casing (6), the lifting system (3) lifts the bottom section cofferdam unit (7), then the low-level assembly platform (8) is dismantled, and the lifting system lowers the bottom section cofferdam unit (7) until the bottom section cofferdam unit (7) floats on the sea surface;
s4: and (3) cofferdam height: and conveying a plurality of cofferdam blocks (9) to the top of the bottom joint cofferdam unit (7) for splicing one by one until a complete cofferdam unit is spliced at the top of the bottom joint cofferdam unit (7), thereby completing one-time cofferdam height-splicing construction, sinking the lifted cofferdam under self gravity and automatically floating on the sea surface, then continuously splicing the cofferdam blocks (9) on the lifted cofferdam, and continuing the cofferdam height-splicing construction until the cofferdam is stably landed.
2. The deep water double-wall steel cofferdam floating splicing construction method as set forth in claim 1, wherein the method is characterized in that: in the step S3, after the bottom section cofferdam unit (7) floats to the sea surface, concrete is poured into the bottom section cofferdam unit (7), and the concrete fills the blade feet (72) at the lower end of the bottom section cofferdam unit (7).
3. The deep water double-wall steel cofferdam floating splicing construction method as set forth in claim 1, wherein the method is characterized in that: in the S4, the cofferdam height-connecting construction is carried out in a symmetrical assembly mode, a plurality of cofferdam blocks (9) of the cofferdam unit are divided into a plurality of cofferdam symmetrical groups for carrying out the sequential construction, two cofferdam blocks (9) of each cofferdam symmetrical group are symmetrical with each other as a center, and the centers of the two cofferdam blocks (9) of each cofferdam symmetrical group are taken as a symmetry center.
4. The deep water double-wall steel cofferdam floating splicing construction method as set forth in claim 3, wherein the method is characterized in that: in the step S4, when the cofferdam blocks (9) are assembled at the tops of the bottom joint cofferdam units (7), water is injected into the bottom joint cofferdam units (7) at the central symmetry ends of the cofferdam blocks (9); the weight of water injected into the bottom joint cofferdam unit (7) at the central symmetry end of the cofferdam block (9) is equal to half of the weight of the cofferdam block (9).
5. The deep water double-wall steel cofferdam floating splicing construction method as set forth in claim 1, wherein the method is characterized in that: and (3) dismantling the lifting system (3) after the bottom joint cofferdam unit (7) of the S3 is lowered and constructed.
6. The deep water double-wall steel cofferdam floating splicing construction method as set forth in claim 1, wherein the method is characterized in that: before the assembly construction of the bottom joint cofferdam unit (7) of the S2 is carried out, a limiting structure (71) is arranged on the inner side of the cofferdam block (9), and when the cofferdam block (9) is in place on the low-level assembly platform (8), one side, away from the cofferdam block (9), of the limiting structure (71) abuts against the outer circumferential surface of the steel casing (6).
7. The deep water double-wall steel cofferdam floating splicing construction method as set forth in claim 1, wherein the method is characterized in that: and (3) after the construction of connecting one section of cofferdam in the step (S4) to the height is finished, pouring concrete into the cofferdam units according to the symmetrical sequence so as to balance weight the cofferdam, and reducing the top opening of the cofferdam units to a height suitable for assembling cofferdam blocks (9).
8. The deep water double-wall steel cofferdam floating splicing construction method as set forth in claim 1, wherein the method is characterized in that: after the stable implantation step of the S4 middle bottom section cofferdam unit (7) is completed, the construction of sucking mud in the cofferdam is carried out, so that the top of the cofferdam stably sinks to the designed elevation, and finally, bottom sealing concrete (10) is poured under water.
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| CN202310563549.0A CN116464079A (en) | 2023-05-17 | 2023-05-17 | Floating splicing construction method for deepwater double-wall steel cofferdam |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006249685A (en) * | 2005-03-08 | 2006-09-21 | Jfe Engineering Kk | Temporary closing method for underwater structures and temporary closing structure |
| CN108867672A (en) * | 2018-08-24 | 2018-11-23 | 中国建筑第四工程局有限公司 | A kind of Double-Wall Steel Boxed Cofferdam joining method |
| CN113550340A (en) * | 2021-07-23 | 2021-10-26 | 广州市市政工程机械施工有限公司 | Construction method of deepwater foundation of double-wall steel cofferdam without sealing bottom under deepwater rock entering condition |
| CN114775662A (en) * | 2022-05-12 | 2022-07-22 | 中铁四局集团第一工程有限公司 | Construction method of double-wall steel cofferdam |
| CN114809042A (en) * | 2022-04-26 | 2022-07-29 | 广州市市政工程机械施工有限公司 | Construction method for transporting and quickly assembling and lowering steel trestle double-wall steel cofferdam |
-
2023
- 2023-05-17 CN CN202310563549.0A patent/CN116464079A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006249685A (en) * | 2005-03-08 | 2006-09-21 | Jfe Engineering Kk | Temporary closing method for underwater structures and temporary closing structure |
| CN108867672A (en) * | 2018-08-24 | 2018-11-23 | 中国建筑第四工程局有限公司 | A kind of Double-Wall Steel Boxed Cofferdam joining method |
| CN113550340A (en) * | 2021-07-23 | 2021-10-26 | 广州市市政工程机械施工有限公司 | Construction method of deepwater foundation of double-wall steel cofferdam without sealing bottom under deepwater rock entering condition |
| CN114809042A (en) * | 2022-04-26 | 2022-07-29 | 广州市市政工程机械施工有限公司 | Construction method for transporting and quickly assembling and lowering steel trestle double-wall steel cofferdam |
| CN114775662A (en) * | 2022-05-12 | 2022-07-22 | 中铁四局集团第一工程有限公司 | Construction method of double-wall steel cofferdam |
Non-Patent Citations (1)
| Title |
|---|
| 叶洪兵;刘成钢;李洪松;: "惠新大道跨东江大桥16~#主墩双壁钢围堰关键施工技术", 铁道建筑, no. 03, 20 March 2018 (2018-03-20) * |
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