CN114541439A - Construction method of double-wall steel cofferdam structure without back cover - Google Patents
Construction method of double-wall steel cofferdam structure without back cover Download PDFInfo
- Publication number
- CN114541439A CN114541439A CN202210286620.0A CN202210286620A CN114541439A CN 114541439 A CN114541439 A CN 114541439A CN 202210286620 A CN202210286620 A CN 202210286620A CN 114541439 A CN114541439 A CN 114541439A
- Authority
- CN
- China
- Prior art keywords
- double
- steel cofferdam
- wall steel
- anchoring
- blade foot
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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
Abstract
The invention discloses a construction method of a bottom-sealing-free double-wall steel cofferdam structure, which belongs to the technical field of building construction and comprises the following steps: punching grooves on a river bed to form edge foot grooves, and cleaning the edge foot grooves; processing the bottom of the double-wall steel cofferdam to form a mounting blade foot, lowering the double-wall steel cofferdam in place by adopting a lowering system, enabling 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 withdrawing the lowering system after the strength of the concrete in the blade foot groove and the mounting blade foot reaches the design requirement; and connecting a high 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 on the anchoring system operation platform during anchoring. The method can ensure the stability of the double-wall steel cofferdam in the torrent deepwater bare rock area and achieve the effect of floating resistance without a sealing bottom.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method of a bottomless double-wall steel cofferdam structure.
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 the deep water foundation of the bridge.
However, in the prior art, when the double-wall steel cofferdam is constructed in the bed bedrock complete area of 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 bare rock area of the torrent deepwater is poor. If the bottom sealing concrete is poured blindly, the concrete function 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 that the blade foot of the double-wall steel cofferdam is unstable in fixation in the prior art.
As the conception, the technical scheme adopted by the invention is as follows:
a construction method of a double-wall steel cofferdam structure without a back cover comprises the following steps:
s1, punching grooves on a river bed to form edge foot grooves, and cleaning the edge foot grooves;
s2, processing and forming a mounting edge foot at the bottom of the double-wall steel cofferdam, lowering the double-wall steel cofferdam in place by adopting a lowering system, enabling the mounting edge foot to be located in the edge foot groove, pouring concrete into the edge foot groove and the mounting edge foot for the first time, and withdrawing the lowering system after the strength of the concrete in the edge foot groove and the mounting edge foot reaches the design requirement;
s3, connecting a 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, wherein the anchoring system operation platform is a human operation platform during anchoring operation, and tensioning is carried out on the anchoring system.
Optionally, before the step S1, the following steps are also required:
and S0, judging the integrity of the bedrock by adopting detection equipment to obtain the bottom surface condition of the riverbed in 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 by using a hammer drill or underwater blasting to form the tang groove.
Optionally, before the step S3, the following operations are further performed:
drilling holes at predetermined positions to form pre-buried holes of the anchoring end of the anchoring system.
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 case set up in the upper end side of double-walled steel cofferdam, the anchor end with be connected with the prestressing force pull rod between the anchor case, the both ends of prestressing force pull rod respectively with the anchor end with the anchor case is articulated, the prestressing force pull rod is the rigidity pull rod, sets up prestressing force pull rod protection device after the stretch-draw is accomplished.
Optionally, the step S3 includes: and stretching the prestressed pull rod at the anchor pulling box in a grading and uniform and symmetrical manner.
Optionally, in step S3, the prestressed tension rod needs to be subjected to an anti-corrosion treatment.
Optionally, the double-wall steel cofferdam structure without the bottom sealing comprises double-wall steel cofferdam bodies, a purlin and the inner support are connected between the two oppositely-arranged double-wall steel cofferdam bodies, and each node of the purlin and each node of the inner support is processed into a tensile structure.
Optionally, after the construction is completed, if the concrete in the blade foot groove has a water seepage phenomenon, cement slurry needs to be injected for plugging and reinforcing the blade foot.
The invention provides a construction method of a bottom-sealing-free double-wall steel cofferdam structure, which comprises the steps of punching a river bed to form a blade groove, cleaning the blade groove, processing the bottom of a double-wall steel cofferdam to form an installation blade, adopting a lowering system to lower the bottom-sealing-free double-wall steel cofferdam in place and enable the installation blade to be positioned in the blade groove when the bottom-sealing-free double-wall steel cofferdam structure is constructed, pouring concrete into the blade groove and the installation blade for the first time, withdrawing the lowering system after the strength of the concrete in the blade groove and the installation blade meets the design requirement, heightening a cofferdam weir body, and installing an anchoring system to anchor the double-wall steel cofferdam. Concrete is poured into the blade foot grooves and the mounting blade feet, so that the mounting blade feet of the double-wall steel cofferdam take roots on the riverbed, and the double-wall steel cofferdam is anchored by matching with an anchoring system, and the stability of the double-wall steel cofferdam is ensured.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings used in the description of the embodiments of the present invention will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the contents of the embodiments of the present invention and the drawings without creative efforts.
Fig. 1 is a schematic elevation view of a bottomless double-wall steel cofferdam structure provided by an embodiment of the invention after construction is completed;
FIG. 2 is a schematic view of a mounting blade foot in a blade foot groove provided by an embodiment of the present invention;
FIG. 3 is an enlarged schematic view of the anchoring end of FIG. 1;
FIG. 4 is an enlarged schematic view of the tension 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 boxes of FIG. 1;
fig. 7 is a top view of the bottom-sealed double-wall steel cofferdam structure according to the embodiment of the present invention.
In the figure:
1. a blade foot groove;
2. a double-wall steel cofferdam; 21. installing a blade leg;
3. an anchoring system; 31. an anchoring end; 32. pre-burying a pull rod; 321. lute button; 322. the lute button is connected with a pin shaft; 33. an anchor pull box; 34. a prestressed tension rod; 341. a tension rod locking nut; 342. tensioning the nut; 35. a connecting portion; 351. a weir body connecting plate; 352. a connecting portion main body; 3521. a stiffening ring; 36. a jack;
4. an inner support; 41. a flange connecting plate; 42. a support plate;
51. a bearing platform; 52. a concrete cushion; 53. an anchoring system work platform.
Detailed Description
In order to make the technical problems solved, the technical solutions adopted and the technical effects achieved by the present invention clearer, the technical solutions of the present invention are further described below by way of specific embodiments with reference to the accompanying drawings. It is to be understood that the specific embodiments described herein are merely illustrative of the invention and are not limiting of the invention. It should be further noted that, for the convenience of description, only some but not all of the elements associated with the present invention are shown in the drawings.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular 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 otherwise explicitly stated or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection or a removable connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
The common double-wall steel cofferdam of bridge deep water basis is as stagnant water structure, and its main advantage lies in that structural rigidity is big, the construction is comparatively convenient, and the process conversion is few, and the stagnant water is effectual, adopts the back cover mode to enclose the internal water and has anti floating effect simultaneously after the cofferdam is transferred to take one's place. However, the double-wall steel cofferdam cutting edge in the bedrock complete area of the bare rock area is difficult to root, the bottom sealing concrete is poured blindly, the concrete function 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 bottomless double-walled steel cofferdam structure, which is preferably applied to a bare rock area. Which comprises the following steps:
s1, punching grooves on the riverbed to form edge foot grooves 1, and cleaning the edge foot grooves 1;
s2, processing the bottom of the double-wall steel cofferdam 2 to form a mounting blade foot 21, lowering the double-wall steel cofferdam 2 to be in place by adopting a lowering system, enabling the mounting blade foot 21 to be located 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 a cofferdam weir body, installing an anchoring system operation platform 53 at the position of an 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, wherein the anchoring system operation platform 53 is a human operation platform during anchoring operation, and tensioning the anchoring system 3.
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 anchoring system operation platform 53 stretches the anchoring system 3, the amount of force required for stretching is determined according to the overall buoyancy of the bottomless double-wall steel cofferdam structure, the angle at which the anchoring system 3 is disposed, the weight of the double-wall steel cofferdam 2, the gravity and the bond strength of the blade-foot anchoring concrete, and the overall safety factor of the reserved structure, which are well known to those skilled in the art and will not be described in detail herein.
In the construction method of the double-wall steel cofferdam structure without the back cover provided by the embodiment, concrete is poured into the blade leg groove 1 and the installation blade leg 21, so that the installation blade leg 21 of the double-wall steel cofferdam takes root on the riverbed, and the anchoring system 3 is matched to anchor the double-wall steel cofferdam 2, thereby ensuring the stability of the double-wall steel cofferdam 2.
Referring to fig. 2, preferably, in step S2, after the lowering system is evacuated after the concrete in the blade foot groove 1 reaches the design requirement, the concrete is poured toward the blade foot groove 1 until the height of the concrete is over the installation blade foot tread.
Referring to fig. 2, in the present embodiment, after the anchoring system 3 is installed, concrete is poured on the notch of the blade foot groove 1 to achieve a water-stopping effect.
Specifically, in this embodiment, the double-walled steel cofferdam structure without a bottom seal includes double-walled steel cofferdam weirs, a purlin and an inner support 4 are connected between two oppositely-arranged double-walled steel cofferdam weirs, and each node of the purlin and the inner support 4 is processed into a tensile structure. After the construction is finished, if the concrete in the blade foot groove 1 has water seepage, cement slurry needs to be injected for plugging and strengthening the blade foot.
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 support plate 42 is further disposed between the inner support 4 and the double-wall steel cofferdam 2, and specifically, the support plate 42 is located on the lower side of the purlin.
After the construction of the double-wall steel cofferdam structure without the back cover is finished, the whole cofferdam structure bears the function of integral buoyancy by the bond stress of concrete at the position of the mounting blade foot 21, the tension of the anchoring system 3 and the self weight of the cofferdam. Because the bed rock of the river bed is complete, the possibility of a large amount of water gushing after water pumping in the later period is low. After the construction is finished, if the phenomenon of water leakage at the joints of the concrete or the riverbed bedrock in the blade groove 1 is found in the later period, water-stopping materials such as cement slurry and the like are injected for stopping leakage.
Further, before step S1, the following steps are also required:
and S0, judging the integrity of the bedrock by adopting detection equipment to obtain the bottom surface condition of the riverbed in the bare rock area.
Specifically, in step S0, the detection apparatus includes a sonar and an underwater camera. Specifically, before the construction, carry out the scheme design to no back cover double-walled cofferdam structure, adopt sonar and camera machine under water, combine bridge site department ground reconnaissance condition to judge the integrality of basement rock, combine sonar system and camera machine under water to form bare rock area river bed surface topography condition.
Specifically, in step S1, grooving is performed using a hammer drill or underwater blasting to form the leg groove 1. Specifically, in step S1, the installation position of the mounting blade leg 21 is notched in the construction site based on 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 used for drilling the anchoring end 31 at a preset position, and the pre-buried holes are used for installing the pre-buried pull rods 32 of the anchoring end 31. Further, the depth of the pre-buried hole is determined by the buoyancy of the double-wall steel cofferdam 2 and the integrity of bedrock.
Preferably, before construction, in order to verify the mechanical properties of the anchoring end 31, a pull test should be performed.
Specifically, in the present embodiment, the anchoring system 3 includes an embedded tension rod 32 and an 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, a lute button 321 is arranged at the upper end of the embedded pull rod 32, a lute button connecting pin 322 is arranged on the anchoring end 31, and the lute button 321 is hung on the connecting pin 322. The anchor box 33 is arranged on the side face of the upper end of the double-wall steel cofferdam 2, a prestressed pull rod 34 is connected between the anchor end 31 and the anchor box 33, two ends of the prestressed pull rod 34 are respectively hinged with the anchor end 31 and the anchor box 33, and the prestressed pull rod 34 is a rigid pull rod. After tensioning is finished, a prestressed pull rod protection device is arranged to ensure the water corrosivity of the prestressed pull rod 34 and avoid adverse effects on the prestressed pull rod 34 caused by collision of river drift.
Referring to fig. 4 and 6, further, the upper end side of the double-walled steel cofferdam 2 is provided with a connection part 35, and the anchor boxes 33 are provided on the connection part 35. Specifically, the anchor pulling box 33 is provided with a jack 36, and the prestressed pulling rod 34 is connected to the jack 36. Specifically, the prestressed pull rod 34 is connected to the jack 36 by a tension nut 342. Specifically, the prestressed tension rod 34 is locked to the anchor case 33 by the tension rod lock nut 341.
Referring to fig. 5, in particular, the connection part 35 includes a weir connection plate 351 and a connection part main body 352, the weir connection plate 351 is vertically disposed at one end of the connection part main body 352, and a stiffening plate is disposed between the weir connection plate 351 and the connection part main body 352. The weir body connecting plate 351 is connected to the upper end side of the double-walled steel weir 2, and the anchor box 33 is provided on the connecting portion main body 352 of the connecting portion 35. Specifically, the connecting portion body 352 is provided with a stiffening ring 3521, and the anchor box 33 is connected to the stiffening ring 3521 by a pin.
Preferably, step S3 includes: the prestressed pull rods 34 are uniformly and symmetrically tensioned in stages at the anchor pull box 33. Specifically, the anchor draw box 33 is a tension end, and the prestress draw rods 34 are uniformly and symmetrically tensioned at the tension end in a grading manner.
In step S3, the prestressed tension rod 34 needs to be subjected to an anti-corrosion treatment; in the double-wall steel cofferdam structure without the back cover, the prestressed pull rod 34 is a main component of an anti-floating measure, so that the prestressed pull rod 34 needs to be protected immediately after construction is finished, and external anti-corrosion treatment and protection are well performed. If the river has more floating objects, the protection measures should be strengthened. Specifically, the prestress of the prestressed tension rod 34 is applied according to the magnitude of the buoyancy, and the anti-floating requirement is met.
The construction method of the double-wall steel cofferdam structure without the back cover, provided by the embodiment, has the advantages of simple structural design, definite stress, good economical efficiency, high construction speed, high safety and the like.
Specifically, in the embodiment, the bridge low pile cap deep water foundation in the bare rock area is constructed by sealing-bottom-free double-wall steel cofferdam water stop according to the scheme design, and is constructed in a pile-first weir-last mode, and by means of the integrity of the basement rock stratum, concrete is poured into the blade leg groove 1, so that the installation blade leg 21 of the double-wall steel cofferdam 2 and the basement rock form a complete mechanical model.
Specifically, in a space defined by the double-walled steel cofferdam 2, a concrete cushion 52 is laid on the surface of the river bed, and a bearing platform 51 is provided on the concrete cushion 52.
Further, an anchoring system operation platform 53 is arranged on the outer side of the upper end of the double-wall steel cofferdam 2.
The foregoing embodiments are merely illustrative of the principles and features of this invention, which is not limited to the above-described embodiments, but rather is susceptible to various changes and modifications without departing from the spirit and scope of the invention, which changes and modifications are within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. A construction method of a double-wall steel cofferdam structure without a back cover is characterized by comprising the following steps:
s1, punching a groove on a river bed to form a blade groove (1), and cleaning the blade groove (1);
s2, processing the bottom of the double-wall steel cofferdam (2) to form a mounting blade foot (21), lowering the double-wall steel cofferdam (2) in place by adopting a lowering system, enabling 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 withdrawing the lowering system after the strength of the concrete in the blade foot groove (1) and the mounting blade foot (21) reaches the design requirement;
s3, connecting a cofferdam weir, installing an anchoring system operation platform (53) at the position of an inner support (4) of the cofferdam weir, installing an anchoring system (3) on the double-wall steel cofferdam (2) and anchoring the double-wall steel cofferdam (2), wherein the anchoring system operation platform (53) is a personnel operation platform during anchoring operation and the anchoring system (3) is tensioned.
2. The method for constructing a bottomless double-wall steel cofferdam structure of claim 1, wherein before the step S1, the following steps are further required:
and S0, judging the integrity of the bedrock by adopting detection equipment to obtain the bottom surface condition of the riverbed in the bare rock area.
3. The method for constructing a bottomless double-wall steel cofferdam structure according to claim 2, wherein in the step S0, the detection equipment includes sonar and underwater camera.
4. The method for constructing a bottomless double-walled steel cofferdam structure of claim 1, wherein in the step S1, grooving is performed using a percussion drill or a underwater explosion to form the blade groove (1).
5. The method for constructing a bottomless double-walled steel cofferdam structure of claim 1, wherein before the step S3, the following operations are further performed:
drilling holes at preset positions to form pre-buried holes of the anchoring ends (31) of the anchoring system (3).
6. Construction method of bottomless double-walled steel cofferdam structure according to claim 5, characterized in that said 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);
anchor case (33), set up in the upper end side of double-walled steel cofferdam (2), anchor end (31) with be connected with prestressing force pull rod (34) between anchor case (33), the both ends of prestressing force pull rod (34) respectively with anchor end (31) with anchor case (33) are articulated, prestressing force pull rod (34) are the rigidity pull rod, set up prestressing force pull rod protection device after the stretch-draw is accomplished.
7. The construction method of a bottomless double-walled steel cofferdam structure of claim 6, wherein the step S3 includes: and the prestressed pull rods (34) are symmetrically tensioned in a grading manner at the anchor pulling box (33).
8. The method for constructing a bottomless double-walled steel cofferdam structure according to claim 6, wherein the pre-stressed tie bar (34) is required to be subjected to an anti-corrosion treatment in the step S3.
9. The construction method of the bottomless double-wall steel cofferdam structure according to any one of claims 1-8, wherein the bottomless double-wall steel cofferdam structure comprises double-wall steel cofferdam bodies, a purlin and the inner support (4) are connected between two oppositely arranged double-wall steel cofferdam bodies, and each node of the purlin and the inner support (4) is processed into a tensile structure.
10. The method for constructing a bottomless double-wall steel cofferdam structure according to any one of claims 1-8, wherein after the construction is completed, if the concrete in the blade groove (1) is subject to water seepage, cement grout is injected for plugging and blade 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 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114541439A true CN114541439A (en) | 2022-05-27 |
| CN114541439B CN114541439B (en) | 2023-09-26 |
Family
ID=81666417
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210286620.0A Active CN114541439B (en) | 2022-03-22 | 2022-03-22 | Construction method of double-wall steel cofferdam structure without bottom sealing |
Country Status (2)
| Country | Link |
|---|---|
| CN (1) | CN114541439B (en) |
| WO (1) | WO2023178905A1 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2023178905A1 (en) * | 2022-03-22 | 2023-09-28 | 中交路桥建设有限公司 | Non-bottom sealed double-wall steel cofferdam structure and construction method therefor |
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 |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11256587A (en) * | 1998-03-09 | 1999-09-21 | Kajima Corp | Cofferdam construction method for reinforcing bridge pier |
| CN207160037U (en) * | 2017-08-08 | 2018-03-30 | 李薇 | A kind of water conservancy construction cofferdam reinforcement structure |
| CN111335350A (en) * | 2020-04-29 | 2020-06-26 | 南京市光翔新能源科技有限公司 | Oppositely clamped prestressed cable-stayed foundation |
| CN213476933U (en) * | 2020-10-14 | 2021-06-18 | 安徽省交通建设股份有限公司 | Ecological steel sheet pile island-building cofferdam structure |
| 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 |
| 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 |
-
2022
- 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 |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2023178905A1 (en) * | 2022-03-22 | 2023-09-28 | 中交路桥建设有限公司 | Non-bottom sealed double-wall steel cofferdam structure and construction method therefor |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114541439B (en) | 2023-09-26 |
| WO2023178905A1 (en) | 2023-09-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105155551B (en) | Pressure compensation type foundation pit supporting structure and construction method | |
| CN106638640B (en) | Construction method without bottom concrete combined type cofferdam under the conditions of formation geology | |
| CN110984004B (en) | Method for dismantling lower supporting structure of bridge | |
| CN105040715B (en) | Bridge construction cofferdam method is done using steel sheet pile | |
| CN110499772B (en) | Construction method of rock riverbed double-layer steel sheet pile cofferdam | |
| CN107869144A (en) | A kind of pre- slotting ring seal Double-Wall Steel Boxed Cofferdam deep water foundation comprehensive construction method | |
| CN112267472A (en) | Construction process for foundation pit support of inclined pile of advanced mixing pile | |
| CN114541439A (en) | Construction method of double-wall steel cofferdam structure without back cover | |
| CN114000524A (en) | Steel sheet pile cofferdam structure of deep silt geological adjacent structure and construction method | |
| CN110344335A (en) | A kind of method of steel trestle, initial platform and cofferdam construction in bridge construction process | |
| CN106223355A (en) | A kind of high bearing platform supported on piles in deep water Hold Hoop method has device and the construction method of end steel jacket box | |
| CN207092107U (en) | A kind of anti-subsidence structure using diaphram wall | |
| CN216973455U (en) | Double-walled steel cofferdam structure without back cover | |
| CN111305182A (en) | Soft foundation reinforcement construction method | |
| CN105951863A (en) | Construction device of active assembling type open caisson and construction method using same | |
| CN216194845U (en) | Pebble covering layer steel sheet pile cofferdam system | |
| CN210946927U (en) | Repairing structure of lower hinge point base of mast crane boom | |
| CN207659988U (en) | Crane beam on rock wall for underground power house present situation foundation reinforcing structure | |
| CN107675700A (en) | The construction method of diaphram wall | |
| CN108532624B (en) | Chemical tank raft foundation reinforcing structure | |
| CN215594146U (en) | Novel concrete uplift pile and connecting structure thereof | |
| CN216515676U (en) | Steel sheet pile cofferdam structure of deep silt geology closes on structure | |
| RU2809049C1 (en) | Method for constructing bridge support in water area | |
| CN219732049U (en) | Construction structure of wading sand pebble stratum fore shaft steel pipe pile cofferdam | |
| CN211080216U (en) | Inclined tubular pile filling mechanism |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information | ||
| CB03 | Change of inventor or designer information |
Inventor after: Song Bing Inventor after: Lei Dong Inventor after: Luo Peng Inventor after: Zhou Jian Inventor after: Zhang Min Inventor after: Zhu Xiaoliang Inventor after: He Siyuan Inventor after: Li Xixiong Inventor before: Luo Peng Inventor before: Lei Dong Inventor before: Zhou Jian Inventor before: Zhang Min Inventor before: Zhu Xiaoliang Inventor before: He Siyuan Inventor before: Li Xixiong |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant |