CN114541439B - Construction method of double-wall steel cofferdam structure without bottom sealing - Google Patents
Construction method of double-wall steel cofferdam structure without bottom sealing Download PDFInfo
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- CN114541439B CN114541439B CN202210286620.0A CN202210286620A CN114541439B CN 114541439 B CN114541439 B CN 114541439B CN 202210286620 A CN202210286620 A CN 202210286620A CN 114541439 B CN114541439 B CN 114541439B
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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
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/80—Ground anchors
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/20—Miscellaneous comprising details of connection between elements
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses a construction method of a double-wall steel cofferdam structure without a back cover, which belongs to the technical field of building construction and comprises the following steps: punching a groove on a riverbed to form a cutting edge groove, and cleaning the cutting edge groove; processing the bottom of the double-wall steel cofferdam to form a mounting blade foot, adopting a lowering system to lower the double-wall steel cofferdam into position and enable the mounting blade foot to be positioned in the blade foot groove, pouring concrete into the blade foot groove and the mounting blade foot for the first time, and evacuating the lowering system after the strength of the concrete in the blade foot groove and the mounting blade foot reaches the design requirement; and (3) heightening the cofferdam body, installing an anchor system operation platform at the inner supporting position of the cofferdam body, installing an anchor system on the double-wall steel cofferdam to anchor the double-wall steel cofferdam, and tensioning the anchor system on the anchor system operation platform during anchoring. The invention can ensure the stability of the double-wall steel cofferdam in the rapid-flow deepwater bare rock area and achieve the effect of no back cover and anti-floating.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method of a double-wall steel cofferdam structure without a back cover.
Background
The double-wall steel cofferdam has the advantages of high structural rigidity, convenience in construction, less process conversion and good water stopping effect, so that the double-wall steel cofferdam is commonly used as a water stopping structure for a bridge deepwater foundation.
However, in the prior art, when the double-wall steel cofferdam is constructed in the complete area of the riverbed bedrock in the bare rock area, the cutting edge of the double-wall steel cofferdam is difficult to root, so that the stability of the double-wall steel cofferdam in the deep water bare rock area is poor. If the back cover concrete is poured blindly, the concrete effect cannot be exerted to the maximum extent, and the material consumption is larger.
Disclosure of Invention
The invention aims to provide a construction method of a double-wall steel cofferdam structure without a back cover, which aims to solve the technical problem of unstable fixing of cutting edges of the double-wall steel cofferdam in the prior art.
The technical scheme adopted by the invention is as follows:
a construction method of a double-wall steel cofferdam structure without bottom sealing comprises the following steps:
s1, punching a groove on a riverbed to form a cutting edge groove, and cleaning the cutting edge groove;
s2, machining the bottom of the double-wall steel cofferdam to form an installation blade foot, adopting a lowering system to lower the double-wall steel cofferdam into position and enable the installation blade foot to be positioned in the blade foot groove, pouring concrete into the blade foot groove and the installation blade foot for the first time, and evacuating the lowering system after the strength of the concrete in the blade foot groove and the installation blade foot reaches the design requirement;
s3, connecting the cofferdam weir body, installing an anchoring system operation platform at the inner supporting position of the cofferdam weir body, installing an anchoring system on the double-wall steel cofferdam to anchor the double-wall steel cofferdam, and tensioning the anchoring system by the anchoring system operation platform as a person operation platform during anchoring operation.
Optionally, before said step S1, the following steps are also required:
s0, judging the integrity of the bedrock by adopting detection equipment, and obtaining the condition of the river bed bottom surface of the bare rock area.
Optionally, in the step S0, the detection device includes a sonar and an underwater camera.
Optionally, in the step S1, grooving is performed using a percussion drill or underwater blasting to form the blade foot groove.
Optionally, before the step S3, the following operations are further performed:
drilling holes at preset positions to form pre-buried holes of the anchoring ends of the anchoring systems.
Optionally, the anchoring system comprises:
the embedded pull rod is embedded in the embedded hole, and the anchoring end is fixedly arranged at the upper end of the embedded pull rod;
the anchor box is arranged on the side surface of the upper end of the double-wall steel cofferdam, a prestress pull rod is connected between the anchor end and the anchor box, two ends of the prestress pull rod are respectively hinged with the anchor end and the anchor box, the prestress pull rod is a rigid pull rod, and a prestress pull rod protection device is arranged after tensioning is completed.
Optionally, the step S3 includes: and uniformly and symmetrically stretching the prestress pull rod at the anchor pull box in a grading way.
Optionally, in the step S3, the pre-stressing tension rod needs to be subjected to an anti-corrosion treatment.
Optionally, the no back cover double-walled steel cofferdam structure includes double-walled steel cofferdam weir body, two of relative setting double-walled steel cofferdam weir body between be connected with enclose purlin with interior support, enclose purlin with but each node department of interior support is handled and is tensile structure.
Optionally, after the construction is completed, if the concrete in the blade foot groove is water permeable, cement slurry needs to be injected to perform plugging and blade foot reinforcement treatment.
The construction method of the double-wall steel cofferdam structure without the bottom sealing comprises the steps of firstly punching a groove on a riverbed to form a cutting edge groove, cleaning the cutting edge groove, then processing the bottom of the double-wall steel cofferdam to form an installation cutting edge, adopting a lowering system to lower the double-wall steel cofferdam without the bottom sealing in place and enable the installation cutting edge to be positioned in the cutting edge groove when the double-wall steel cofferdam structure without the bottom sealing is constructed, pouring concrete into the cutting edge groove and the installation cutting edge for the first time, evacuating the lowering system after the strength of the concrete in the cutting edge groove and the installation cutting edge meets the design requirement, connecting a high cofferdam body, and installing an anchoring system to anchor the double-wall steel cofferdam. By pouring concrete in the blade foot groove and the mounting blade foot, the mounting blade foot of the double-wall steel cofferdam takes root on a riverbed, and the double-wall steel cofferdam is anchored by matching with an anchoring system, so that the stability of the double-wall steel cofferdam is ensured.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following description will briefly explain the drawings needed in the description of the embodiments of the present invention, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to the contents of the embodiments of the present invention and these drawings without inventive effort for those skilled in the art.
FIG. 1 is a schematic elevation view of a double-wall steel cofferdam structure without a back cover after construction is completed;
FIG. 2 is a schematic view of a mounting tang in a tang pocket provided in an embodiment of the invention;
FIG. 3 is an enlarged schematic view of the anchor end of FIG. 1;
FIG. 4 is an enlarged schematic view of the tensioning end of FIG. 1;
FIG. 5 is an enlarged schematic view of the connection of FIG. 1;
FIG. 6 is an enlarged schematic view of the anchor box of FIG. 1;
fig. 7 is a top view of the construction of the double-wall steel cofferdam without bottom sealing provided by the embodiment of the invention.
In the figure:
1. a blade foot slot;
2. double-wall steel cofferdam; 21. mounting a cutting edge;
3. an anchoring system; 31. an anchor end; 32. pre-burying a pull rod; 321. lute button; 322. lute button connecting pin shaft; 33. an anchor box; 34. a pre-stressed pull rod; 341. tension rod locking nut; 342. tensioning the nut; 35. a connection part; 351. a weir connecting plate; 352. a connecting part main body; 3521. a stiffening ring; 36. a jack;
4. an inner support; 41. a flange connection disc; 42. a support plate;
51. bearing platform; 52. a concrete cushion layer; 53. an anchor system work platform.
Detailed Description
In order to make the technical problems solved, the technical scheme adopted and the technical effects achieved by the invention more clear, the technical scheme of the invention is further described below by a specific embodiment in combination with the attached drawings. It is to be understood that the specific embodiments described herein are merely illustrative of the invention and are not limiting thereof. It should be further noted that, for convenience of description, only some, but not all of the drawings related to the present invention are shown.
In the description of the present invention, it should be noted that the directions or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Wherein the terms "first position" and "second position" are two different positions.
In the description of the present invention, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be either fixed or removable, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
The double-wall steel cofferdam is used as a water stopping structure for the bridge deepwater foundation, and has the main advantages of high structural rigidity, more convenient construction, less process conversion, good water stopping effect, and anti-floating effect when surrounding water is carried out by adopting a bottom sealing mode after the cofferdam is put in place. However, the double-wall steel cofferdam cutting edge foot of the bedrock complete area of the bare rock area is difficult to root, bottom sealing concrete is blindly poured, the concrete effect cannot be exerted to the maximum extent, and the material consumption is large.
Referring to fig. 1 to 7, the present embodiment provides a construction method of a double-wall steel cofferdam structure without back cover, which is preferably applied to a bare rock area. Which comprises the following steps:
s1, punching grooves on a riverbed to form a cutting edge groove 1, and cleaning the cutting edge groove 1;
s2, machining the bottom of the double-wall steel cofferdam 2 to form a mounting blade foot 21, adopting a lowering system to lower the double-wall steel cofferdam 2 into position and enable the mounting blade foot 21 to be positioned in the blade foot groove 1, pouring concrete into the blade foot groove 1 and the mounting blade foot 21 for the first time, and evacuating the lowering system after the concrete degree in the blade foot groove 1 and the mounting blade foot 21 meets the design requirement;
s3, connecting the cofferdam weir body, installing an anchoring system operation platform 53 at the position of the inner support 4 of the cofferdam weir body, installing an anchoring system 3 on the double-wall steel cofferdam 2 to anchor the double-wall steel cofferdam 2, and tensioning the anchoring system 3 by using the anchoring system operation platform 53 as a personnel operation platform during anchoring operation.
In step S3, the anchoring system 3 is placed on the double-walled steel cofferdam 2 in a position where horizontal forces can be balanced.
Specifically, in step S3, when the anchor system working platform 53 stretches the anchor system 3, the amount of force required for stretching is determined according to the overall buoyancy of the non-bottom-sealed double-wall steel cofferdam structure, the angle set by the anchor system 3, the weight of the double-wall steel cofferdam 2 itself, the gravity and the grip of the blade-foot-anchored concrete, and the overall safety factor of the reserved structure, which are classical mechanical problems well known to those skilled in the art, and will not be described in detail herein.
According to the construction method of the double-wall steel cofferdam structure without the bottom sealing, concrete is poured into the blade foot groove 1 and the installation blade foot 21, so that the installation blade foot 21 of the double-wall steel cofferdam takes root on a river bed, and the double-wall steel cofferdam 2 is anchored by matching with the anchoring system 3, so that the stability of the double-wall steel cofferdam 2 is ensured.
Referring to fig. 2, preferably in step S2, after the lowering system is evacuated after the concrete in the blade foot slot 1 has reached the design requirements, concrete is poured toward the blade foot slot 1 until the height of the concrete has exceeded the mounting blade foot tread.
Referring to fig. 2, in the present embodiment, preferably, after the anchor system 3 is installed, concrete is continuously poured into the notch of the blade foot groove 1 to perform a water stopping function.
Specifically, in this embodiment, there is not double-walled steel cofferdam structure of back cover includes double-walled steel cofferdam weir body, is connected with between two double-walled steel cofferdam weir bodies that set up relatively and encloses purlin and interior support 4, encloses purlin and interior support 4 each node department to handle into tensile structure. After the construction is completed, if the concrete in the blade foot groove 1 is subjected to water seepage, cement slurry is injected to perform plugging and blade foot reinforcement treatment.
Specifically, the inner support 4 is formed by connecting a plurality of columns through flange connection plates 41.
Further, in order to ensure the stability of the connection between the inner support 4 and the double-wall steel cofferdam 2, in this embodiment, a supporting plate 42 is further provided between the inner support 4 and the double-wall steel cofferdam 2, specifically, the supporting plate 42 is located at the lower side of the enclosing purlin.
After the construction of the double-wall steel cofferdam structure without the back cover is completed, the whole cofferdam structure bears the whole buoyancy function by means of the bond strength of the concrete at the position of the installation blade leg 21, the tension of the anchoring system 3 and the self weight of the cofferdam. Because the bedrock on the river bed surface is complete, the possibility of a large amount of water flushing after later water pumping is low. After the construction is completed, if the water leakage phenomenon occurs at the concrete or river bed bedrock joint cracks in the cutting edge groove 1 at the later stage, water stopping materials such as cement slurry and the like are injected for plugging.
Further, before step S1, the following steps are required:
s0, judging the integrity of the bedrock by adopting detection equipment, and obtaining the condition of the river bed bottom surface of the bare rock area.
Specifically, in step S0, the detection device includes a sonar and an underwater camera machine. Specifically, before construction, the scheme design is carried out on the double-wall cofferdam structure without the bottom sealing, a sonar and an underwater camera are adopted, the integrity of bedrock is judged by combining the land exploration condition at the bridge site, and the bare rock area river bed surface topography condition is formed by combining a sonar system and the underwater camera.
Specifically, in step S1, grooving is performed using a hammer drill or underwater blasting to form the blade foot groove 1. Specifically, in step S1, the installation position of the installation blade 21 is notched on the construction site according to the topographic data.
Referring to fig. 3, further, before step S3, the following operations are performed:
drilling holes at predetermined positions to form pre-buried holes of the anchoring end 31 of the anchoring system 3; specifically, a geological drill is adopted to drill the hole of the anchoring end 31 at a preset position, and the embedded hole is used for installing the embedded pull rod 32 of the anchoring end 31. Further, the depth of the pre-buried holes is determined by the buoyancy of the double-wall steel cofferdam 2 and the integrity of the bedrock.
Preferably, before construction, a pull-out test should be performed in order to verify the mechanical properties of the anchored end 31.
Specifically, in the present embodiment, the anchoring system 3 includes the pre-buried tie rod 32 and the anchor box 33.
The embedded pull rod 32 is embedded in the embedded hole, and the anchoring end 31 is fixedly arranged at the upper end of the embedded pull rod 32; specifically, the upper end of the embedded pull rod 32 is provided with a lute button 321, the anchoring end 31 is provided with a lute button connecting pin shaft 322, and the lute button 321 is hung on the connecting pin shaft 322. The anchor draw box 33 is arranged on the side surface of the upper end of the double-wall steel cofferdam 2, a prestress draw rod 34 is connected between the anchor end 31 and the anchor draw box 33, two ends of the prestress draw rod 34 are respectively hinged with the anchor end 31 and the anchor draw box 33, and the prestress draw rod 34 is a rigid draw rod. The prestress pull rod protection device is arranged after tensioning is finished, so that the water corrosiveness of the prestress pull rod 34 is guaranteed, and adverse effects of river drift collision on the prestress pull rod 34 are avoided.
Referring to fig. 4 and 6, further, the upper end side of the double-wall steel cofferdam 2 is provided with a connecting portion 35, and the anchor box 33 is provided on the connecting portion 35. Specifically, the anchor box 33 is provided with a jack 36, and the pre-stressing tension rod 34 is connected to the jack 36. Specifically, the pre-stressed tie-rods 34 are connected to the jacks 36 by tensioning nuts 342. Specifically, the pre-stressed tie rod 34 is locked to the anchor box 33 by a tension-tie-rod locking nut 341.
Referring to fig. 5, specifically, the connection part 35 includes a weir connection plate 351 and a connection part body 352, the weir connection plate 351 being vertically disposed at one end of the connection part body 352, a stiffening plate being disposed between the weir connection plate 351 and the connection part body 352. The weir connecting plate 351 is connected to the upper end side portion of the double-wall steel cofferdam 2, and the anchor box 33 is provided on the connecting part main body 352 of the connecting part 35. Specifically, the connection portion main body 352 is provided with a stiffening ring 3521, and the anchor box 33 is connected to the stiffening ring 3521 through a pin.
Preferably, step S3 includes: the prestress pull rod 34 is uniformly and symmetrically tensioned at the anchor pull box 33. Specifically, the anchor box 33 is provided with tensioning ends, and the tensioning ends are provided with symmetrically and graded tensioning prestress pull rods 34.
In step S3, the pre-stressing tension rod 34 is required to be subjected to corrosion-preventing treatment; in the double-wall steel cofferdam structure without bottom sealing, the prestress pull rod 34 is a main component of anti-floating measures, so that the prestress pull rod 34 needs to be protected immediately after construction is completed, and external anti-corrosion treatment and protection are performed. If there are more river floats, the protection measures should be enhanced. Specifically, the prestress of the prestress tension rod 34 is applied according to the magnitude of buoyancy, so that the anti-floating requirement is satisfied.
The construction method of the double-wall steel cofferdam structure without the back cover has the advantages of being simple in structural design, clear in stress, good in economical efficiency, high in construction speed, high in safety and the like.
Specifically, in the embodiment, a bridge low-pile cap deepwater foundation positioned in a bare rock area is designed according to a scheme, a double-wall steel cofferdam without a bottom seal is adopted for water stopping construction, a pile-before-weir mode is adopted for construction, and due to the integrity of a basement rock stratum, a complete mechanical model is formed by pouring concrete in a cutting edge groove 1, so that an installation cutting edge 21 of the double-wall steel cofferdam 2 and the basement rock.
Specifically, a concrete cushion layer 52 is laid on the surface of the river bed in a space surrounded by the double-wall steel cofferdam 2, and a pile cap 51 is provided on the concrete cushion layer 52.
Further, an anchor system working platform 53 is also provided on the outer side of the upper end of the double-wall steel cofferdam 2.
The above embodiments merely illustrate the basic principle and features of the present invention, and the present invention is not limited to the above embodiments, but may be varied and altered without departing from the spirit and scope of the present invention. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (8)
1. The construction method of the double-wall steel cofferdam structure without the back cover is characterized by comprising the following steps of:
s1, punching grooves on a riverbed to form cutting edge foot grooves (1), and cleaning the cutting edge foot grooves (1);
s2, machining the bottom of the double-wall steel cofferdam (2) to form an installation blade foot (21), adopting a lowering system to lower the double-wall steel cofferdam (2) into position and enable the installation blade foot (21) to be positioned in the blade foot groove (1), pouring concrete into the blade foot groove (1) and the installation blade foot (21) for the first time, and evacuating the lowering system after the concrete strength in the blade foot groove (1) and the installation blade foot (21) meets the design requirement;
s3, connecting up a cofferdam weir body, installing an anchor system operation platform (53) at the position of an inner support (4) of the cofferdam weir body, installing an anchor system (3) on the double-wall steel cofferdam (2) to anchor the double-wall steel cofferdam (2), and stretching the anchor system (3) by the anchor system operation platform (53) when in anchor operation;
before the step S3, the following operations are further performed:
drilling holes at preset positions to form pre-embedded holes of an anchoring end (31) of the anchoring system (3);
the anchoring system (3) comprises:
the embedded pull rod (32) is embedded in the embedded hole, and the anchoring end (31) is fixedly arranged at the upper end of the embedded pull rod (32);
the anchor box (33) is arranged on the side face of the upper end of the double-wall steel cofferdam (2), a prestress pull rod (34) is connected between the anchor end (31) and the anchor box (33), two ends of the prestress pull rod (34) are hinged to the anchor end (31) and the anchor box (33) respectively, the prestress pull rod (34) is a rigid pull rod, and a prestress pull rod protection device is arranged after tensioning is completed.
2. The method for constructing a double-wall steel cofferdam without bottom sealing according to claim 1, wherein the following steps are further required before the step S1:
s0, judging the integrity of the bedrock by adopting detection equipment, and obtaining the condition of the river bed bottom surface of the bare rock area.
3. The method of constructing a double-walled steel cofferdam structure without back cover as claimed in claim 2, wherein in said step S0, said detecting means includes sonar and underwater camera machine.
4. The method of constructing a double-walled steel cofferdam structure without bottom sealing according to claim 1, wherein in the step S1, the grooving is performed by impact drilling or underwater blasting to form the blade foot groove (1).
5. The method for constructing a double-wall steel cofferdam without bottom sealing according to claim 1, wherein said step S3 comprises: and the prestress pull rod (34) is uniformly and symmetrically tensioned at the anchor pull box (33) in a dividing way.
6. The method of constructing a double-walled steel cofferdam structure without a back cover as set forth in claim 1, wherein in said step S3, an anti-corrosion treatment is required for said prestressed tie rod (34).
7. The construction method of the non-bottom-sealing double-wall steel cofferdam structure according to any one of claims 1 to 6, wherein the non-bottom-sealing double-wall steel cofferdam structure comprises double-wall steel cofferdam weirs, an enclosing purlin and an inner support (4) are connected between two opposite double-wall steel cofferdam weirs, and each node of the enclosing purlin and the inner support (4) is treated to be a tensile structure.
8. The construction method of a double-wall steel cofferdam structure without bottom sealing according to any one of claims 1 to 6, wherein after the construction is completed, if the concrete in the blade foot groove (1) is water seepage, cement slurry is injected for plugging and blade foot reinforcement.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210286620.0A CN114541439B (en) | 2022-03-22 | 2022-03-22 | Construction method of double-wall steel cofferdam structure without bottom sealing |
| PCT/CN2022/110259 WO2023178905A1 (en) | 2022-03-22 | 2022-08-04 | Non-bottom sealed double-wall steel cofferdam structure and construction method therefor |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210286620.0A CN114541439B (en) | 2022-03-22 | 2022-03-22 | Construction method of double-wall steel cofferdam structure without bottom sealing |
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| CN114541439A CN114541439A (en) | 2022-05-27 |
| CN114541439B true CN114541439B (en) | 2023-09-26 |
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| CN114541439B (en) * | 2022-03-22 | 2023-09-26 | 中交路桥建设有限公司 | Construction method of double-wall steel cofferdam structure without bottom sealing |
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| CN114541439B (en) * | 2022-03-22 | 2023-09-26 | 中交路桥建设有限公司 | Construction method of double-wall steel cofferdam structure without bottom sealing |
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- 2022-03-22 CN CN202210286620.0A patent/CN114541439B/en active Active
- 2022-08-04 WO PCT/CN2022/110259 patent/WO2023178905A1/en unknown
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105970983A (en) * | 2016-06-13 | 2016-09-28 | 中交第二航务工程局有限公司 | Cast-in-place concrete diversion cofferdam with non-bottom steel sleeve boxes and construction method thereof |
| CN108506169A (en) * | 2018-05-16 | 2018-09-07 | 中国电建集团华东勘测设计研究院有限公司 | A kind of Wind turbines prestressing force stay-supported pylon increases method and structure |
| CN111119213A (en) * | 2019-12-18 | 2020-05-08 | 中建三局基础设施建设投资有限公司 | Double-wall steel cofferdam with open edge feet and construction method thereof |
| CN113585302A (en) * | 2021-07-22 | 2021-11-02 | 中交第二航务工程局有限公司 | Construction method of bottom-sealing-free concrete double-wall steel cofferdam for deep water bare rock geology |
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| WO2023178905A1 (en) | 2023-09-28 |
| CN114541439A (en) | 2022-05-27 |
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