CN111139858A - Pier bearing platform located on bank slope of reservoir area and having ship collision risk and construction method - Google Patents
Pier bearing platform located on bank slope of reservoir area and having ship collision risk and construction method Download PDFInfo
- Publication number
- CN111139858A CN111139858A CN202010048801.0A CN202010048801A CN111139858A CN 111139858 A CN111139858 A CN 111139858A CN 202010048801 A CN202010048801 A CN 202010048801A CN 111139858 A CN111139858 A CN 111139858A
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- double
- wall steel
- steel cofferdam
- bearing platform
- bank slope
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- 238000010276 construction Methods 0.000 title claims abstract description 62
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 84
- 239000010959 steel Substances 0.000 claims abstract description 84
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 67
- 238000007789 sealing Methods 0.000 claims abstract description 4
- 230000002265 prevention Effects 0.000 claims description 10
- 238000000034 method Methods 0.000 claims description 8
- 238000005553 drilling Methods 0.000 claims description 6
- 238000005086 pumping Methods 0.000 claims description 5
- 238000007667 floating Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 230000007547 defect Effects 0.000 abstract description 3
- 238000012423 maintenance Methods 0.000 description 2
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 1
- 235000017491 Bambusa tulda Nutrition 0.000 description 1
- 241001330002 Bambuseae Species 0.000 description 1
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 1
- 239000011425 bamboo Substances 0.000 description 1
- 238000010009 beating Methods 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- 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
Abstract
The invention discloses a pier bearing platform located on a bank slope of a reservoir area and having a ship collision risk and a construction method, wherein a double-wall steel cofferdam (2) is arranged on the side of the reservoir area bank slope (1) close to water, and plain concrete (3) in the double-wall cofferdam is poured in the double-wall steel cofferdam (2); plain concrete is poured in a sealing area formed between the double-wall steel cofferdam (2) and the reservoir bank slope (1) to form an underwater plain concrete structure (4), a bearing platform outer contour line (5) is reserved in the middle of the top of the plain concrete structure (4), a plurality of groups of drill holes are drilled along the lower surface of the bearing platform outer contour line (5), and concrete is poured in the drill holes to form a pile foundation (6); the construction method overcomes the defects that the construction in water in a reservoir area is very complicated and the construction period is long due to the limitation of water level amplitude in the prior art, and has the advantage that the replacement is not needed in the whole life period of the bridge.
Description
Technical Field
The invention relates to the technical field of bridge pier bearing platform construction, in particular to a pier bearing platform which is located on a bank slope in a reservoir area and has a ship collision risk and a construction method.
Background
The reservoir area is in a high water level period from the beginning of 10 months to the beginning of 5 months next year, the water level is 175m, the water level is in a low water level period from the beginning of 5 months to the beginning of 10 months every year, the water level is changed between 145m and 160m, the water level amplitude is large, and the water level amplitude can reach 2m within one day sometimes.
In order to avoid the influence on landscape effect caused by exposure of the bridge bearing platform and the pile foundation when the water level is low, the top of the underwater bridge pier bearing platform which is often positioned in the reservoir area is placed below the lowest water level (145 m).
The pile foundation construction of the cushion cap that is located aquatic is mostly at present inserting at first and beating the steel and protects a section of thick bamboo, set up construction steel platform, and the bridge pile foundation is under construction on the steel platform, then constructs the steel cofferdam again, constructs the cushion cap in the steel cofferdam.
The water level in the reservoir area has larger amplitude, so that the construction of pile foundations and bearing platforms during low water level is mostly realized in order to save the construction cost; this results in a prolonged construction period and an increase in construction costs. During construction, the water level amplitude is large, the water level change is fast, the pile foundation is easy to cause large difference between the internal water level and the external water level of the steel casing during steel platform construction, the difference between the internal water level and the external water level of the steel casing is caused by the difference between the internal water level and the external water level of the steel casing, if the external water level of the steel casing is higher than the internal water level of the steel casing, the external pressure of the steel casing is greater than the internal pressure of the steel casing, and the steel casing is easy to be;
if the water level in the steel casing is higher than the water level outside the steel casing, the pressure in the steel casing is higher than the pressure outside the steel casing, and the high pressure in the steel casing can press the slurry in the steel casing to the outside of the steel casing.
After the construction of the pile foundation is finished, the steel cofferdam is constructed in the low water level period (5 months to 10 months) of the reservoir area, and the construction at the low water level is required to be finished.
If the construction is not finished, the water level of the reservoir area rises to 175.0m, so that the cost of measures is increased, and even the reservoir area can only be dragged to a low water level period of the next year, therefore, the construction period is controlled very strictly, and no accident condition is allowed to occur.
After the construction of the pier pile foundation and the bearing platform is finished, the ship collision prevention device for constructing the pier needs to be robbed in another low water level period. Because of the limit of water level amplitude, the construction in water of the reservoir area is very complicated, and the construction period is long.
The common ship collision prevention structure needs frequent maintenance during use, needs complete replacement in 20 years basically, and needs to be constructed in a low water level period of a reservoir area when the ship collision prevention structure in the reservoir area is replaced again.
Disclosure of Invention
The first purpose of the present invention is to overcome the disadvantages of the background art, and to provide a pier cap located on a bank slope in a storage area and having a risk of ship collision.
The first purpose of the invention is implemented by the following technical scheme: the utility model provides a be located pier cushion cap that has ship to hit risk on storehouse district bank slope, it is located storehouse district bank slope, its characterized in that: the double-wall cofferdam comprises a double-wall steel cofferdam, plain concrete in the double-wall cofferdam, an underwater plain concrete structure, a bearing platform outer contour line, a pile foundation, a bearing platform and a pier;
a double-wall steel cofferdam is arranged on the reservoir bank slope water side, and plain concrete in the double-wall cofferdam is poured in the double-wall steel cofferdam;
plain concrete is poured in a sealing area formed between the double-wall steel cofferdam and the bank slope to form an underwater plain concrete structure, a bearing platform outer contour line is reserved in the middle of the top of the plain concrete structure in advance, a plurality of groups of drill holes are drilled on the lower surface of the bearing platform outer contour line, and concrete is poured in the drill holes to form pile foundations
A bearing platform is poured in the outer contour line of the bearing platform, and a pier is arranged on the bearing platform.
In the above technical scheme: the double-wall steel cofferdam is arc-shaped.
In the above technical scheme: the bottom end of the double-wall steel cofferdam extends into the bedrock surface.
In the above technical scheme: the height of the underwater plain concrete is not less than the water level elevation in the high water level period.
In the above technical scheme: the pile foundation has at least six, and the equidistant two-group arrangement is in cushion cap outer contour line below, the drilling depth of pile foundation be greater than double-walled steel cofferdam buried depth.
The second purpose of the invention is to overcome the defects of the background technology, and provide a construction method of a pier bearing platform which is located on a bank slope of a reservoir area and has a ship collision risk.
The second purpose of the invention is to provide a construction method: a construction method of a pier cushion cap with ship collision risk on a bank slope in a reservoir area comprises the following steps;
①, after the double-wall steel cofferdam is manufactured in a factory in blocks, assembling bottom sections of the double-wall steel cofferdam on an assembling ship by using floating cranes;
②, putting the bottom double-wall steel cofferdam into water, and fixing the position of the double-wall steel cofferdam by a stay cable;
③, heightening the double-wall steel cofferdam section by section, installing a pile casing guide frame at a design position, and pouring plain concrete in the double-wall steel cofferdam to generate gravity, so that the double-wall steel cofferdam is sunk to a bedrock surface;
④, pouring concrete into a closed area between the double-wall steel cofferdam and the bank slope to form an underwater plain concrete structure, and reserving the position of the outer contour line of the bearing platform according to the pre-design requirement of the outer contour line of the bearing platform;
⑤, drilling a hole on a dry land platform formed by an underwater plain concrete structure, and pouring concrete in the hole to form a pile foundation;
⑥, pouring a bearing platform and a pier on a platform naturally formed by the underwater plain concrete structure;
⑦, after the construction is finished in the step ① - ⑥, the double-wall steel cofferdam and the underwater plain concrete naturally form the ship collision prevention device of the pier bearing platform.
In the technical scheme, in the steps ④ and ⑤, a foundation pit water pumping procedure is not needed in a closed area between the double-wall steel cofferdam and the bank slope of the reservoir area, and concrete can be directly poured in the closed area to form an underwater plain concrete structure.
The invention has the following advantages: 1. the construction of the steel cofferdam is completed in the low water level period of the reservoir area, after the construction of the steel cofferdam is completed, the concrete is poured in the steel cofferdam, the concrete platform reaches the highest water level of the reservoir area of 175.0m, then the pile foundation, the bearing platform and the pier are drilled on the concrete platform, the pile foundation, the bearing platform and the pier are all constructed in dry land, the construction procedure is greatly simplified, the construction risk is greatly reduced, the bearing platform construction and the pier construction are not influenced by the water level of the reservoir area any more, the construction in the next low water level period is not required, and the construction period is greatly shortened.
2. After the construction of the invention is finished, the cofferdam and the poured concrete platform are remained without being dismantled, the ship collision prevention structure of the pier is naturally formed, the low water level period of the reservoir area does not need to be specially waited, in addition, the ship collision prevention structure of the pier is constructed, thus saving a set of ship collision prevention facilities, simplifying the construction procedure, saving the construction period, and the ship collision prevention structure formed by the concrete platform is a concrete structure, does not need special maintenance in the operation process, has better durability, has the same service life as the pier, and does not need to be replaced in the whole service life of the bridge.
Drawings
FIG. 1 is a schematic view of a vertical arrangement of construction steps.
FIG. 2 is a schematic view of the layout of the second vertical surface of the construction step.
FIG. 3 is a schematic layout view of a third vertical plane of a construction step.
Fig. 4 is a schematic view of the layout of the four elevations of the construction step.
Fig. 5 is a schematic plan view.
In the figure: the construction method comprises the following steps of 1, 2, 3, 4, 5, 6, 7 and 8, wherein the two-wall steel cofferdam is arranged on a bank slope of a reservoir area, the plain concrete in the two-wall cofferdam is arranged in the reservoir area, the plain concrete under water is arranged in the reservoir area, the outer contour line of a bearing platform is arranged in the reservoir area, and the pile foundation. The small triangle in the figure is the highest water level in the reservoir.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
Referring to FIGS. 1-5: a pier bearing platform which is positioned on a bank slope of a reservoir area and has a ship collision risk is positioned on the bank slope 1 of the reservoir area and comprises a double-wall steel cofferdam 2, plain concrete 3 in the double-wall cofferdam, an underwater plain concrete structure 4, a bearing platform outer contour line 5, a pile foundation 6, a bearing platform 7 and a pier 8;
a double-wall steel cofferdam 2 is arranged on the reservoir bank slope 1 near the water side, and plain concrete 3 in the double-wall cofferdam is poured in the double-wall steel cofferdam 2;
plain concrete is poured in a sealing area formed between the double-wall steel cofferdam 2 and the reservoir area bank slope 1 to form an underwater plain concrete structure 4, a bearing platform outer contour line 5 is reserved in the middle of the top of the plain concrete structure 4 in advance, a plurality of groups of drill holes are drilled on the lower surface of the bearing platform outer contour line 5, and concrete is poured in the drill holes to form a pile foundation 6.
A bearing platform 7 is poured in the bearing platform outer contour line 5, and a pier 8 is arranged on the bearing platform 7.
The double-wall steel cofferdam 2 is arc-shaped. The double-wall steel cofferdam 2 is arc-shaped, so that the appearance is attractive, the water blocking rate can be reduced to the maximum extent, and the influence on the flow state of water flow is reduced to the maximum extent.
The bottom end of the double-wall steel cofferdam 2 extends into the bedrock surface; the bottom of the double-wall steel cofferdam 2 is firmly embedded in the foundation, so that the construction stability and safety are ensured.
The height of the underwater plain concrete 4 is slightly higher than the water level elevation in the high water level period. The underwater plain concrete 4 forms a construction platform, and because the elevation of the construction platform is slightly higher than the elevation of the water level in the high water level period (namely the elevation of the water level of a small triangle in the figure), the construction on the construction platform can not be influenced by the water level of a reservoir area, and the construction can be carried out normally in both the low water level period and the high water level period.
The pile foundations 6 are arranged below the outer contour line 5 of the bearing platform at equal intervals, and the drilling depth of the pile foundations 6 is larger than the buried depth of the double-wall steel cofferdam 2, so that the stress of the pile foundations 6 meets the structural stress requirement.
The invention also comprises a construction method: a construction method of a pier cushion cap with ship collision risk on a bank slope in a reservoir area comprises the following steps;
①, after the double-wall steel cofferdam 2 is manufactured in a factory in blocks, assembling the bottom sections of the double-wall steel cofferdam 2 on an assembling ship by using floating cranes;
②, putting the bottom double-wall steel cofferdam 2 into water, and fixing the position of the double-wall steel cofferdam 2 by a stay cable;
③, heightening the double-wall steel cofferdam 2 section by section, installing a pile casing guide frame at a design position, and pouring plain concrete 3 in the double-wall steel cofferdam 2 to generate gravity, so that the double-wall steel cofferdam 2 sinks to a basement rock surface;
④, pouring concrete into a closed area between the double-wall steel cofferdam 2 and the bank slope 1 to form an underwater plain concrete structure 4 after the double-wall steel cofferdam 2 is planted, and reserving the position of the outer contour line 5 of the bearing platform according to the pre-design requirement of the outer contour line 5 of the bearing platform;
⑤, drilling holes on a dry land platform formed by the underwater plain concrete structure 4, and pouring concrete in the holes to form a pile foundation 6;
⑥, pouring a bearing platform 7 and a pier 8 on a platform naturally formed by the underwater plain concrete structure 4;
⑦, after the construction is finished in the step ① - ⑥, the double-wall steel cofferdam 2 and the underwater plain concrete 4 naturally form a ship collision prevention device of a pier bearing platform.
In steps ④ and ⑤, a foundation pit pumping process is not needed in the closed area between the double-wall steel cofferdam 2 and the bank slope 1 of the reservoir area, and concrete can be directly poured in the closed area to form an underwater plain concrete structure 4 (construction of the whole construction project is not needed in two dry periods). The whole construction process of the construction steps ① - ⑦ reduces pumping links, saves pumping cost, simultaneously, because the water level in the cofferdam can be kept at the same height with the water level outside the cofferdam all the time, the water pressure inside and outside the cofferdam is the same, and the water pressure can be offset just in time, so that the cofferdam is prevented from being subjected to higher water pressure to generate larger internal force, and the defects of overlarge cofferdam size, overhigh construction cost, difficult construction, high construction risk and the like are avoided.
The above-mentioned parts not described in detail are prior art.
Claims (7)
1. The utility model provides a be located pier cushion cap that there is ship to hit risk on storehouse district bank slope, it is located storehouse district bank slope (1), its characterized in that: the double-wall cofferdam comprises a double-wall steel cofferdam (2), plain concrete (3) in the double-wall cofferdam, an underwater plain concrete structure (4), a bearing platform outer contour line (5), a pile foundation (6), a bearing platform (7) and a pier (8);
a double-wall steel cofferdam (2) is arranged on the side of the reservoir bank slope (1) close to water, and plain concrete (3) in the double-wall cofferdam is poured in the double-wall steel cofferdam (2);
plain concrete is poured in a sealing area formed between the double-wall steel cofferdam (2) and the reservoir bank slope (1) to form an underwater plain concrete structure (4), a bearing platform outer contour line (5) is reserved in the middle of the top of the plain concrete structure (4), a plurality of groups of drill holes are drilled on the lower surface of the bearing platform outer contour line (5), and concrete is poured in the drill holes to form a pile foundation (6)
A bearing platform (7) is poured in the bearing platform outer contour line (5), and a pier (8) is arranged on the bearing platform (7).
2. A pier cap at risk of ship collision on a bank slope in a reservoir area according to claim 1, wherein: the double-wall steel cofferdam (2) is arc-shaped.
3. A pier cap at risk of ship collision on a bank slope in a reservoir area according to claim 1 or 2, wherein: the bottom end of the double-wall steel cofferdam (2) extends into the bedrock surface.
4. A pier cap at risk of ship collision on a bank slope in a reservoir area according to claim 3, wherein: the height of the underwater plain concrete (4) is not less than the water level elevation in the high water level period.
5. A pier cap located on a bank slope in a reservoir area and having a ship collision risk according to claim 4, wherein: the pile foundation (6) has at least six piles which are arranged below the outer contour line (5) of the bearing platform in two groups at equal intervals, and the drilling depth of the pile foundation (6) is greater than the buried depth of the double-wall steel cofferdam (2).
6. A construction method of pier cap with ship collision risk on bank slope of storehouse area according to any one of claims 1-5, characterized in that: it comprises the following steps;
①, after the double-wall steel cofferdam (2) is manufactured in a factory in blocks, assembling the bottom sections of the double-wall steel cofferdam (2) on an assembling ship by utilizing a floating crane;
②, putting the bottom double-wall steel cofferdam (2) into water, and fixing the position of the double-wall steel cofferdam (2) by using a stay cable;
③, heightening the double-wall steel cofferdam (2) section by section, installing a pile casing guide frame at a design position, pouring plain concrete (3) in the double-wall steel cofferdam (2) to generate gravity, and making the double-wall steel cofferdam (2) sink to a bedrock surface;
④, after the double-wall steel cofferdam (2) is planted, pouring concrete into a closed area between the double-wall steel cofferdam (2) and the bank slope (1) to form an underwater plain concrete structure (4), and reserving the position of the outer contour line (5) of the bearing platform according to the pre-design requirement of the outer contour line (5) of the bearing platform;
⑤, drilling a hole on a dry land platform formed by the underwater plain concrete structure (4), and pouring concrete in the hole to form a pile foundation (6);
⑥, pouring a bearing platform (7) and a pier (8) on a platform naturally formed by the underwater plain concrete structure (4);
⑦, after the construction is finished in the step ① - ⑥, the double-wall steel cofferdam (2) and the underwater plain concrete (4) naturally form a ship collision prevention device of a pier bearing platform.
7. The method for constructing a pier cap at risk of ship collision on a bank slope of a reservoir area according to claim 6, wherein in steps ④ and ⑤, concrete can be directly poured in the closed area between the double-wall steel cofferdam (2) and the bank slope (1) of the reservoir area to form the underwater plain concrete structure (4) without adopting a foundation pit pumping procedure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010048801.0A CN111139858A (en) | 2020-01-16 | 2020-01-16 | Pier bearing platform located on bank slope of reservoir area and having ship collision risk and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010048801.0A CN111139858A (en) | 2020-01-16 | 2020-01-16 | Pier bearing platform located on bank slope of reservoir area and having ship collision risk and construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111139858A true CN111139858A (en) | 2020-05-12 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010048801.0A Pending CN111139858A (en) | 2020-01-16 | 2020-01-16 | Pier bearing platform located on bank slope of reservoir area and having ship collision risk and construction method |
Country Status (1)
| Country | Link |
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| CN (1) | CN111139858A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111779014A (en) * | 2020-06-30 | 2020-10-16 | 中铁二院工程集团有限责任公司 | High bearing platform enclosure structure of riverside steep slope bridge and construction method |
| CN115045308A (en) * | 2022-06-08 | 2022-09-13 | 中交第四航务工程勘察设计院有限公司 | Seat-bed type double-wall steel cofferdam structure based on deep cement mixing pile and construction method |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005226326A (en) * | 2004-02-13 | 2005-08-25 | Ohbayashi Corp | Reinforcing structure for existing pier foundation and reinforcing method for the existing pier foundation |
| CN101649621A (en) * | 2009-07-16 | 2010-02-17 | 招商局重庆交通科研设计院有限公司 | Technology for constructing anti-collision bridge pier by steel cofferdam |
| CN103882878A (en) * | 2014-03-21 | 2014-06-25 | 北京工业大学 | Method for constructing combined type steel sheet pile cofferdam for abrupt slope hard rock river bed deepwater bearing platform |
| CN204000695U (en) * | 2014-07-14 | 2014-12-10 | 中国电建集团华东勘测设计研究院有限公司 | Pier anticollision structure |
| CN105442623A (en) * | 2015-12-17 | 2016-03-30 | 中交二航局第四工程有限公司 | No-trestle water bridge pile foundation and bearing platform construction method and cofferdam thereof |
| CN109056508A (en) * | 2018-08-29 | 2018-12-21 | 中铁大桥局武汉桥梁特种技术有限公司 | The construction method of the bridge pier of basic protection against erosion, bridge and underwater foundation protection against erosion |
| CN109629587A (en) * | 2019-02-01 | 2019-04-16 | 长江勘测规划设计研究有限责任公司 | Steel caisson pile body structure and construction method for library bank abrupt slope |
| JP6559289B1 (en) * | 2018-04-16 | 2019-08-14 | 第一建設工業株式会社 | Water stoppage method for temporary closing structure used for pier repair and reinforcement work |
| CN209703282U (en) * | 2018-12-28 | 2019-11-29 | 中交二航局第四工程有限公司 | Bridge pier anticollision device, collision-prevention device |
| CN212316971U (en) * | 2020-01-16 | 2021-01-08 | 长江勘测规划设计研究有限责任公司 | Pier bearing platform located on bank slope of reservoir area |
-
2020
- 2020-01-16 CN CN202010048801.0A patent/CN111139858A/en active Pending
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005226326A (en) * | 2004-02-13 | 2005-08-25 | Ohbayashi Corp | Reinforcing structure for existing pier foundation and reinforcing method for the existing pier foundation |
| CN101649621A (en) * | 2009-07-16 | 2010-02-17 | 招商局重庆交通科研设计院有限公司 | Technology for constructing anti-collision bridge pier by steel cofferdam |
| CN103882878A (en) * | 2014-03-21 | 2014-06-25 | 北京工业大学 | Method for constructing combined type steel sheet pile cofferdam for abrupt slope hard rock river bed deepwater bearing platform |
| CN204000695U (en) * | 2014-07-14 | 2014-12-10 | 中国电建集团华东勘测设计研究院有限公司 | Pier anticollision structure |
| CN105442623A (en) * | 2015-12-17 | 2016-03-30 | 中交二航局第四工程有限公司 | No-trestle water bridge pile foundation and bearing platform construction method and cofferdam thereof |
| JP6559289B1 (en) * | 2018-04-16 | 2019-08-14 | 第一建設工業株式会社 | Water stoppage method for temporary closing structure used for pier repair and reinforcement work |
| CN109056508A (en) * | 2018-08-29 | 2018-12-21 | 中铁大桥局武汉桥梁特种技术有限公司 | The construction method of the bridge pier of basic protection against erosion, bridge and underwater foundation protection against erosion |
| CN209703282U (en) * | 2018-12-28 | 2019-11-29 | 中交二航局第四工程有限公司 | Bridge pier anticollision device, collision-prevention device |
| CN109629587A (en) * | 2019-02-01 | 2019-04-16 | 长江勘测规划设计研究有限责任公司 | Steel caisson pile body structure and construction method for library bank abrupt slope |
| CN212316971U (en) * | 2020-01-16 | 2021-01-08 | 长江勘测规划设计研究有限责任公司 | Pier bearing platform located on bank slope of reservoir area |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111779014A (en) * | 2020-06-30 | 2020-10-16 | 中铁二院工程集团有限责任公司 | High bearing platform enclosure structure of riverside steep slope bridge and construction method |
| CN115045308A (en) * | 2022-06-08 | 2022-09-13 | 中交第四航务工程勘察设计院有限公司 | Seat-bed type double-wall steel cofferdam structure based on deep cement mixing pile and construction method |
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