CN114960706A - Cofferdam construction method - Google Patents
Cofferdam construction method Download PDFInfo
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- CN114960706A CN114960706A CN202210485335.1A CN202210485335A CN114960706A CN 114960706 A CN114960706 A CN 114960706A CN 202210485335 A CN202210485335 A CN 202210485335A CN 114960706 A CN114960706 A CN 114960706A
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- 238000010276 construction Methods 0.000 title claims abstract description 37
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 178
- 239000010959 steel Substances 0.000 claims abstract description 178
- 238000000429 assembly Methods 0.000 claims abstract description 57
- 230000000712 assembly Effects 0.000 claims abstract description 57
- 239000000945 filler Substances 0.000 claims abstract description 18
- 238000009434 installation Methods 0.000 claims abstract description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 27
- 239000002689 soil Substances 0.000 claims description 14
- 239000004576 sand Substances 0.000 claims description 10
- 239000004927 clay Substances 0.000 claims description 9
- 238000004519 manufacturing process Methods 0.000 claims description 5
- 238000005259 measurement Methods 0.000 claims description 3
- 239000004567 concrete Substances 0.000 claims description 2
- 238000000034 method Methods 0.000 description 8
- 239000013535 sea water Substances 0.000 description 4
- 230000000903 blocking effect Effects 0.000 description 3
- 239000004519 grease Substances 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000002349 favourable effect Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000011144 upstream manufacturing Methods 0.000 description 1
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Classifications
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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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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a cofferdam construction method, which comprises the following steps: s1, reserving a steel sheet pile installation area before construction, and clearing obstacles; s2, inserting and driving positioning piles and corner piles; s3, preparing two groups of steel sheet pile assemblies, wherein each group of steel sheet pile assemblies is formed by splicing a plurality of vertically arranged steel sheet piles, the two groups of steel sheet pile assemblies are arranged in parallel, and a filling area is formed between the inner side surfaces of the two groups of steel sheet pile assemblies; s4, preparing a plurality of pull rods and a plurality of fixing pieces, wherein the pull rods are horizontally arranged at the upper parts of the steel sheet pile assemblies and are vertical to the steel sheet pile assemblies, two ends of each pull rod respectively extend out of the outer side surfaces of the two groups of steel sheet pile assemblies, the pull rods are arranged along the extending direction of the steel sheet pile assemblies, and the fixing pieces are configured to limit the space between the upper parts of the two groups of steel sheet pile assemblies; and S5, placing fillers in the filling area. The cofferdam construction method can be suitable for narrow construction space, and can ensure the structural stability and reliability of the cofferdam.
Description
Technical Field
The invention relates to the field of hydraulic engineering, in particular to a cofferdam construction method.
Background
The cofferdam is a temporary enclosure structure constructed in the hydraulic engineering construction process, and has the function of preventing water and soil from entering the construction position of a building and creating dry construction conditions for the construction of a permanent building. The material and the type of the cofferdam need to be determined by combining the conditions of water depth, flow velocity, geology and the like of a construction site. Common cofferdams include earth-rock cofferdams, grass-soil cofferdams, wooden sheet pile cofferdams, steel sheet pile cofferdams, concrete cofferdams, reinforced concrete cofferdams, and the like.
Different types of cofferdams occupy different construction sites, for example, earth-rock cofferdams generally require that the slope on the upstream side is not steeper than 1:2, and the slope on the side of a foundation pit is not steeper than 1:1.5, which means that the existing cofferdams occupy larger space. However, in particular, in water conservancy projects in urban areas, surrounding buildings are already built and put into use, and the situation that the range of a target construction site is limited is often met, so that a cofferdam method suitable for narrow construction spaces is urgently needed.
Disclosure of Invention
The present invention is directed to solving at least one of the problems of the prior art. Therefore, the cofferdam construction method provided by the invention can be suitable for a narrow construction space and can ensure the structural stability and reliability of the cofferdam.
The cofferdam construction method provided by the embodiment of the invention comprises the following steps: s1, before construction, performing axis measurement lofting according to design requirements to reserve a required steel sheet pile installation area, and removing obstacles in the steel sheet pile installation area; s2, inserting and driving positioning piles and corner piles to limit the steel sheet pile installation area; s3, preparing two groups of steel sheet pile assemblies, wherein each group of steel sheet pile assemblies is formed by splicing a plurality of vertically arranged steel sheet piles, the bottoms of the steel sheet pile assemblies are driven into the position below a riverbed through pile driving equipment, the two groups of steel sheet pile assemblies are arranged in parallel, and a filling area is formed between the inner side surfaces of the two groups of steel sheet pile assemblies; s4, preparing a plurality of pull rods and a plurality of fixing pieces, horizontally arranging the pull rods on the upper portions of the steel sheet pile assemblies and enabling the pull rods to be perpendicular to the steel sheet pile assemblies, respectively extending the outer side faces of the two groups of steel sheet pile assemblies from the two ends of each pull rod, arranging the pull rods along the extending direction of the steel sheet pile assemblies, fixing the fixing pieces on the outer sides of the steel sheet pile assemblies, and configuring the fixing pieces to limit the space between the upper portions of the two groups of steel sheet pile assemblies; and S5, placing fillers into the filling area.
The method has the following beneficial effects: compared with the cofferdam structure with only one layer of steel sheet pile component, the double-layer cofferdam structure has the advantages of higher stability, strong bending resistance, small top displacement, good self-stability, capability of bearing larger force and capability of more stably blocking seawater and stormy waves. In addition, the filler is placed between the two groups of steel sheet pile assemblies, so that the reinforcing effect can be achieved in the middle of the double-layer cofferdam structure, and the filler can further prevent seawater from invading on the basis of the two groups of steel sheet pile assemblies. The cofferdam comprises a cofferdam body, a plurality of steel sheet pile assemblies, a plurality of pull rods, a plurality of steel sheet pile assemblies, a plurality of pull rods and a plurality of steel sheet pile assemblies, wherein the steel sheet pile assemblies are vertically arranged. The pull rod is fixed in the outside of steel sheet pile subassembly by the mounting, is convenient for install and dismantle.
According to some embodiments of the present invention, the specific manufacturing process of the steel sheet pile assembly in step S3 includes: clamping the steel sheet pile by a vibration hammer on a pile driver and hoisting the steel sheet pile to enable the steel sheet pile to be vertically in place and enable a locking notch of the steel sheet pile to be inserted into the locking notch of the adjacent steel sheet pile, and starting the vibration hammer after the steel sheet pile is stable and the position of the steel sheet pile is correct to enable the vibration hammer to drive the steel sheet pile to sink until the steel sheet pile is installed in place.
According to some embodiments of the present invention, during sinking of the steel sheet pile, the vibration of the vibration hammer is stopped and the verticality of the steel sheet pile is detected and corrected every 1 to 2 meters of the steel sheet pile sunk.
According to some embodiments of the invention, the sequence of sinking the steel sheet piles is one by one from one end of the steel sheet pile assembly to the other end of the steel sheet pile assembly, or one by one from the middle of the steel sheet pile assembly to both sides of the steel sheet pile assembly.
According to some embodiments of the invention, the pull rod is disposed above a design water level, the pull rod being 50 centimeters higher than the design water level.
According to some embodiments of the invention, the filling comprises sea sand and clay, the filling area is filled with the sea sand below the design water level, and the filling area is filled with the clay above the design water level.
According to some embodiments of the invention, the distance between adjacent tension rods is 1 meter.
According to some embodiments of the invention, the upper end of the filling is stacked with bagged soil.
According to some embodiments of the invention, the upper part of the filler protrudes from the upper end of the steel sheet pile assemblies and forms a slope inclined towards the two sets of steel sheet pile assemblies.
According to some embodiments of the invention, the fixing piece comprises surrounding purlin channel steel, the surrounding purlin channel steel is arranged above and below the pull rod, and the two surrounding purlin channel steel are mutually fixed and clamp the end part of the pull rod.
Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
The invention is further described with reference to the following figures and examples, in which:
FIG. 1 is a schematic structural diagram of an embodiment of the present invention;
fig. 2 is a partial structural view of a fixing member in an embodiment of the present invention.
Reference numerals: the construction method comprises the following steps of steel sheet piles 100, a river bed 200, fillers 300, sea sand 310, clay 320, pull rods 400, fixing pieces 500, purlin surrounding channel steel 510, design water level 600 and bagged soil 700.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the accompanying drawings are illustrative only for the purpose of explaining the present invention, and are not to be construed as limiting the present invention.
In the description of the present invention, it should be understood that the orientation or positional relationship referred to, for example, the upper, lower, etc., is indicated based on the orientation or positional relationship shown in the drawings, and is only for convenience of description and simplification of description, but does not indicate or imply that the device or element referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus should not be construed as limiting the present invention.
In the description of the present invention, with reference to fig. 1 and 2, unless otherwise specifically defined, terms such as setup, installation, connection, etc. should be understood broadly, and those skilled in the art can reasonably determine the specific meanings of the above terms in the present invention in combination with the detailed contents of the technical solutions.
Referring to fig. 1 and 2, the invention discloses a cofferdam construction method, which specifically comprises the following steps:
s1, before construction, performing axis measurement lofting according to design requirements to reserve a required steel sheet pile installation area, and removing obstacles in the steel sheet pile installation area;
s2, inserting and driving positioning piles and corner piles to limit the steel sheet pile installation area;
s3, preparing two groups of steel sheet pile assemblies, wherein each group of steel sheet pile assemblies is formed by splicing a plurality of vertically arranged steel sheet piles 100, the bottoms of the steel sheet pile assemblies are driven into the position below a riverbed through pile driving equipment, the two groups of steel sheet pile assemblies are arranged in parallel, and a filling area is formed between the inner side surfaces of the two groups of steel sheet pile assemblies;
s4, preparing a plurality of tie rods 400 and a plurality of fasteners 500, horizontally arranging the tie rods 400 on the upper portions of the steel sheet pile assemblies and perpendicular to the steel sheet pile assemblies, wherein two ends of the tie rods 400 respectively extend out of the outer side surfaces of the two sets of steel sheet pile assemblies, the tie rods 400 are arranged along the extending direction of the steel sheet pile assemblies, the fasteners 500 are fastened to the outer sides of the steel sheet pile assemblies, and the fasteners are configured to limit the distance between the upper portions of the two sets of steel sheet pile assemblies;
and S5, placing fillers into the filling area.
It should be noted that the steel sheet pile 100 is a steel structure with a linkage at the edge, wherein the linkage can be a locking notch, the linkage can be freely combined to form a continuous and compact steel sheet pile assembly, and the steel sheet pile 100 is mostly used for manufacturing a retaining wall or a retaining wall.
It can be understood that, compared with a cofferdam structure with only one layer of steel sheet pile components, the cofferdam construction method provided by the invention has the advantages of higher stability, strong bending resistance, small top displacement, good self-stability, capability of bearing larger force and capability of more stably blocking seawater and stormy waves. In addition, the filler is placed between the two groups of steel sheet pile assemblies, so that the reinforcing effect can be achieved in the middle of the double-layer cofferdam structure, and the filler can further prevent seawater from invading on the basis of the two groups of steel sheet pile assemblies. It can be understood that the plurality of tie rods 400 installed in the invention can limit the space between the upper parts of the two sets of steel sheet pile assemblies, and the tie rods 400 can prevent the steel sheet piles 100 from falling even if the steel sheet piles are vertically arranged, the vertically arranged steel sheet piles 100 do not occupy too much area, the overall volume of the cofferdam can be reduced, the cofferdam is more suitable for narrow construction space, and the tie rods 400 can further enhance the strength of the cofferdam and improve the stability. The tension rod 400 is fixed to the outside of the steel sheet pile assembly by the fixing member 500, facilitating installation and removal.
It should be noted that the position of the steel sheet pile installation area should facilitate the construction of the permanent structure, and should be arranged outside the edge of the permanent structure, and should leave room for supporting and removing the formwork. In the pile sinking process of the steel sheet pile 100, positioning devices such as a guide pile, a guide beam and a guide frame can be used for positioning the steel sheet pile 100, and after the steel sheet pile 100 is hung in the guide beam, the guide frame is welded on the guide beam so as to ensure the verticality of the pile sinking of the steel sheet pile 100 and the flatness of the wall surface of the steel sheet pile 100.
In the process of manufacturing the steel sheet pile 100, the equal strength steel sheet pile 100 is welded and lengthened for lengthening the steel sheet pile 100, the welded joints of the steel sheet pile 100 are ensured to be staggered up and down, so as to reduce the risk that the whole stress is jointed at the same position, and the joints of the adjacent steel sheet piles 100 are staggered up and down by more than 2 meters.
The specific manufacturing process of the steel sheet pile assembly in step S3 in the embodiment of the present invention includes: clamping the steel sheet pile 100 by the vibration hammer on the pile driver and hoisting the steel sheet pile 100, enabling the steel sheet pile 100 to be vertically positioned, enabling the locking notch of the steel sheet pile 100 to be inserted into the locking notch of the adjacent steel sheet pile 100, starting the vibration hammer after the steel sheet pile 100 is stable and the position is correct, and enabling the steel sheet pile 100 to sink by the vibration hammer until the steel sheet pile 100 is installed in place. In the installation manner of the steel sheet piles 100, the steel sheet piles 100 can be sequentially and orderly installed in place, and the installation efficiency can be improved.
Specifically, in the sinking process of the steel sheet pile 100, the vibration of the vibration hammer is stopped and the perpendicularity of the steel sheet pile 100 is detected and corrected every time the steel sheet pile 100 sinks for 1 to 2 meters, so as to ensure the perpendicularity and the flatness of the steel sheet pile 100. When the sinking speed of the steel sheet pile 100 is suddenly reduced in the pile sinking process, the pile sinking needs to be stopped, the steel sheet pile 100 is pulled up by a distance of 0.6 m to 1 m, and then the steel sheet pile sinks again.
In addition, the sinking sequence of the steel sheet pile 100 in the embodiment of the present invention may be from one end of the steel sheet pile assembly to the other end of the steel sheet pile assembly, or may be from the middle of the steel sheet pile assembly to both sides of the steel sheet pile assembly, and the above installation manner may avoid or reduce the folding of the steel sheet pile 100, and further ensure the verticality of the steel sheet pile 100. It should be noted that, in the pile sinking process of the steel sheet pile 100, the verticality and the wall surface flatness of the steel sheet pile 100 can be controlled by using the theodolite and the level gauge, and when the center line of the guide frame of the pile driving equipment is found to be inclined, adjustment should be made in time. In addition, when the steel sheet pile 100 is constructed, grease should be applied to the position of the locking notch of the steel sheet pile 100 for smooth construction, and the grease may be grease or the like.
After the cofferdam function is completed, the cofferdam can be dismantled, the steel sheet pile 100 can be pulled out by a pile driver during dismantling, the top of the steel sheet pile 100 can be clamped during pulling out, vibration is carried out for 1 to 2 minutes, soil around the steel sheet pile 100 is loosened, and the steel sheet pile 100 is pulled out while vibrating upwards.
Referring to fig. 1, the pull rod 400 in the embodiment of the present invention may be disposed above a design water level 600, where the design water level 600 refers to a peak flow water level corresponding to a design flood frequency, and disposing the pull rod 400 above the design water level 600 is more beneficial to blocking wind and waves. Specifically, the draw bar 400 may be disposed at a position higher than the design water level 600 by 50 cm, and the draw bar 400 may be selected from a hot-rolled ribbed steel bar having a diameter of 32 mm, such as the HRB 400.
Referring to fig. 1, the filling material 300 according to the embodiment of the present invention includes sea sand 310 and clay 320, the filling area is filled with the sea sand 310 below the design water level 600, and the clay 320 is filled above the design water level 600. The clay 320 can reduce water infiltration into the cofferdam structure as much as possible, the sea sand 310 can increase the shear resistance of the cofferdam structure, and the sea sand 310 can facilitate discharging the water body infiltrated into the cofferdam, specifically, a drain hole can be arranged on the backwater side of the cofferdam, so that the water in the sea sand 310 can be discharged through the drain hole in time, the water pressure in the cofferdam is reduced, and the stability of the cofferdam is maintained.
As shown in fig. 1, the upper end of the filling 300 may be further stacked with bagged soil 700, and specifically, the bagged soil 700 may be placed on the clay 320. The bagged soil 700 stabilizes the filler 300 to prevent the filler 300 located at the upper portion from scattering, and in addition, the bagged soil 700 can also resist the wind and waves of the outer sea. It is understood that the bagged soil 700 may be laid in two layers, and the two layers of bagged soil 700 may further stabilize the filler 300.
As shown in fig. 1, the upper portion of the filler 300 in the embodiment of the present invention may be designed to protrude from the upper end of the steel sheet pile assemblies, the protruding portion may form a slope inclined towards the direction of the two sets of steel sheet pile assemblies, the filler 300 having a slope structure at the upper end is more favorable for stacking the bagged soil 700 and increasing the height of the filler 300, when water falls onto the layer of bagged soil 700, the slope may be favorable for water to flow down from both sides of the cofferdam, so as to prevent water from entering the cofferdam to a certain extent and also prevent water from being stored at the upper end of the cofferdam.
It will be appreciated that the distance between adjacent tie rods 400 in the embodiment of the present invention may be set to 1 meter to ensure that the number of tie rods 400 is saved as much as possible while satisfying the strength of the cofferdam.
Referring to fig. 2, the fixing member 500 in the embodiment of the present invention may include purlin surrounding channel steels 510, purlin surrounding channel steels 510 may be disposed above and below the pull rod 400, the two purlin surrounding channel steels 510 are fixed to each other and clamp an end of the pull rod 400, and the purlin surrounding channel steels 510 may limit a distance between two sets of steel sheet pile assemblies while fixing the pull rod 400, so as to prevent the filler 300 from falling down due to unidirectional stress of the steel sheet pile 100 after being placed in the filling area. Specifically, the purlin channel 510 may be 2 × 32b channel.
The technical features of the embodiments described above may be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the embodiments described above are not described, but should be considered as being within the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The present invention is not limited to the above-described embodiments, and those skilled in the art can make equivalent modifications or substitutions without departing from the spirit of the present invention, and such equivalent modifications or substitutions are included in the scope defined by the claims of the present application.
Claims (10)
1. A cofferdam construction method is characterized by comprising the following steps:
s1, before construction, performing axis measurement lofting according to design requirements to reserve a required steel sheet pile installation area, and removing obstacles in the steel sheet pile installation area;
s2, inserting and driving positioning piles and corner piles to limit the steel sheet pile installation area;
s3, preparing two groups of steel sheet pile assemblies, wherein each group of steel sheet pile assemblies is formed by splicing a plurality of vertically arranged steel sheet piles, the bottoms of the steel sheet pile assemblies are driven into the position below a riverbed through pile driving equipment, the two groups of steel sheet pile assemblies are arranged in parallel, and a filling area is formed between the inner side surfaces of the two groups of steel sheet pile assemblies;
s4, preparing a plurality of pull rods and a plurality of fixing pieces, horizontally arranging the pull rods on the upper portions of the steel sheet pile assemblies and enabling the pull rods to be perpendicular to the steel sheet pile assemblies, respectively extending the outer side faces of the two groups of steel sheet pile assemblies from the two ends of each pull rod, arranging the pull rods along the extending direction of the steel sheet pile assemblies, fixing the fixing pieces on the outer sides of the steel sheet pile assemblies, and configuring the fixing pieces to limit the space between the upper portions of the two groups of steel sheet pile assemblies;
and S5, placing fillers into the filling area.
2. The cofferdam construction method of claim 1, wherein the concrete manufacturing process of the steel sheet pile assembly in the step S3 includes: clamping the steel sheet pile by a vibration hammer on a pile driver and hoisting the steel sheet pile to enable the steel sheet pile to be vertically in place and enable a locking notch of the steel sheet pile to be inserted into the locking notch of the adjacent steel sheet pile, and starting the vibration hammer after the steel sheet pile is stable and the position of the steel sheet pile is correct, so that the vibration hammer drives the steel sheet pile to sink until the steel sheet pile is installed in place.
3. The cofferdam construction method of claim 2, wherein the vibration of the vibratory hammer is stopped and the verticality of the steel sheet pile is detected and corrected every 1 to 2 meters of the sinking of the steel sheet pile during the sinking of the steel sheet pile.
4. The cofferdam construction method of claim 2, wherein the sinking sequence of the steel sheet piles is one by one from one end of the steel sheet pile assembly to the other end of the steel sheet pile assembly, or one by one from the middle of the steel sheet pile assembly to both sides of the steel sheet pile assembly.
5. The cofferdam construction method according to claim 1, wherein said tie rod is placed above a design water level, said tie rod being 50 cm higher than said design water level.
6. The cofferdam construction method of claim 5, wherein the filling includes sea sand and clay, the filling area is filled with the sea sand below the design water level, and the filling area is filled with the clay above the design water level.
7. A cofferdam construction method according to claim 1, wherein a space between adjacent said tie rods is 1 m.
8. The cofferdam construction method according to claim 1, wherein the upper end of the filling is piled with bagged soil.
9. The cofferdam construction method according to claim 8, wherein the upper portion of said filler protrudes from the upper end of said steel sheet pile assembly and forms a slope inclined towards the direction of said two sets of said steel sheet pile assemblies.
10. The cofferdam construction method according to claim 1, wherein said fixing members comprise surrounding purlin channel steels, said surrounding purlin channel steels are arranged above and below said tie rods, and two of said surrounding purlin channel steels are mutually fixed and clamp the ends of said tie rods.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210485335.1A CN114960706A (en) | 2022-05-06 | 2022-05-06 | Cofferdam construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210485335.1A CN114960706A (en) | 2022-05-06 | 2022-05-06 | Cofferdam construction method |
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| CN114960706A true CN114960706A (en) | 2022-08-30 |
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| CN202210485335.1A Pending CN114960706A (en) | 2022-05-06 | 2022-05-06 | Cofferdam construction method |
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|---|---|---|---|---|
| CN104631476A (en) * | 2015-02-03 | 2015-05-20 | 浙江省水利水电勘测设计院 | Seaside ultra-deep soft foundation floating type steel sheet pile cofferdam and construction method thereof |
| CN110273429A (en) * | 2019-04-18 | 2019-09-24 | 南京同力建设集团股份有限公司 | A kind of piling bar plate and film bag sand cofferdam construction method |
| CN113309122A (en) * | 2021-06-02 | 2021-08-27 | 甘肃路桥第四公路工程有限责任公司 | Larsen steel sheet pile underwater tie beam construction method |
| CN215290201U (en) * | 2021-05-07 | 2021-12-24 | 福建鑫钰水务建设有限公司 | Combined type cofferdam structure |
| CN217811134U (en) * | 2022-05-06 | 2022-11-15 | 中国电建集团市政规划设计研究院有限公司 | Cofferdam structure |
-
2022
- 2022-05-06 CN CN202210485335.1A patent/CN114960706A/en active Pending
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104631476A (en) * | 2015-02-03 | 2015-05-20 | 浙江省水利水电勘测设计院 | Seaside ultra-deep soft foundation floating type steel sheet pile cofferdam and construction method thereof |
| CN110273429A (en) * | 2019-04-18 | 2019-09-24 | 南京同力建设集团股份有限公司 | A kind of piling bar plate and film bag sand cofferdam construction method |
| CN215290201U (en) * | 2021-05-07 | 2021-12-24 | 福建鑫钰水务建设有限公司 | Combined type cofferdam structure |
| CN113309122A (en) * | 2021-06-02 | 2021-08-27 | 甘肃路桥第四公路工程有限责任公司 | Larsen steel sheet pile underwater tie beam construction method |
| CN217811134U (en) * | 2022-05-06 | 2022-11-15 | 中国电建集团市政规划设计研究院有限公司 | Cofferdam structure |
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| 全国一级建造师执业资格考试用书编写委员会: "水利水电工程管理与实务", 31 December 2004, 北京：中国建筑工业出版社, pages: 116 - 119 * |
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