CN104631489A - Bridge cushion cap force underpinning technology in underneath pass open trench tunnel construction - Google Patents
Bridge cushion cap force underpinning technology in underneath pass open trench tunnel construction Download PDFInfo
- Publication number
- CN104631489A CN104631489A CN201410846549.2A CN201410846549A CN104631489A CN 104631489 A CN104631489 A CN 104631489A CN 201410846549 A CN201410846549 A CN 201410846549A CN 104631489 A CN104631489 A CN 104631489A
- Authority
- CN
- China
- Prior art keywords
- bridge
- pile
- cushion cap
- stressed
- open trench
- 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.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/48—Foundations inserted underneath existing buildings or constructions
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (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)
- Bridges Or Land Bridges (AREA)
- Foundations (AREA)
Abstract
The invention discloses a bridge cushion cap force underpinning technology in underneath pass open trench tunnel construction. The technology is composed of a planned tunnel 1, a bridge floor 2, cushion caps, bridge piers, joists, support piles and pile foundations. For an existing bridge in the underneath pass open trench tunnel construction process, when tunnel foundation excavation is performed, the unloading and disturbance of a soil body can cause the adjacent bridge pier pile foundations to generate larger horizontal displacement, the stability of the bridge and the safety of pedestrians and vehicles are seriously impacted, and therefore the technology of additionally arranging the joists and the support piles is adopted to control the bridge deformation. Firstly, the support piles are additionally arranged on the two sides of each pile foundation under the bridge piers; secondly, the bridge cushion caps and the support piles on the two sides of the bridge cushion caps are connected into a whole through pouring the reinforced concrete joists, and therefore the purposes that the upper portion load is shared by using the joists and the support piles, the force borne by the bridge pier pile foundations is reduced, and the horizontal displacement of the bridge pier pile foundations is effectively controlled are achieved.
Description
Technical field
The present invention relates to a kind of under wear open trench tunnel construction in the stressed underpinning technique of bridge bearing platform, it can effectively control in Under-cross tunnel Excavation Process due to horizontal movement that soil body off-load and disturbance cause contiguous pile foundation of bridge pier plinth to produce, ensure the safety of the stable of built bridge and pedestrian's driving, belong to preventive works field.
Background technology
Along with expanding economy, the land resources that down town can utilize is fewer and feweri, and urban tridimensionalization construction is constantly accelerated, and occurred a lot of viaduct and construction of tunnel, a lot of construction of tunnel also inevitably faces the problem of passing through built bridge.For under wear in open trench tunnel work progress bridge for, when carrying out tunnel excavation of foundation pit, the off-load of the soil body and disturbance usually can cause the larger horizontal movement of contiguous pile foundation of bridge pier plinth, have a strong impact on the safety of the stable of bridge and surrounding pedestrian driving.Build bridge for a long time for those, the bearing safety coefficient of its column design is less, affects even more serious.
Summary of the invention
In order to better solve the problem, the present invention proposes a kind of under wear open trench tunnel construction in the stressed underpinning technique of bridge bearing platform, can effectively control down to wear due to the horizontal movement that soil body off-load and disturbance cause contiguous pile foundation of bridge pier plinth to produce in open trench tunnel Excavation Process, what ensure built bridge stablizes the safety of driving a vehicle with pedestrian.
The present invention completes like this: wear under a kind of open trench tunnel construction in the stressed underpinning technique of bridge bearing platform by planning to build tunnel (1), viaduct road surface (2), cushion cap (3), bridge pier (4), joist (5), soldier pile (6), pile foundation (7) forms, it is characterized by: soldier pile (6) is set up in pile foundation (7) both sides first under bridge pier, then by pouring reinforcement concrete joist, the soldier pile (6) of bridge bearing platform (3) and both sides is connected to a formation entirety together, joist (5) and soldier pile (6) is utilized to share upper load to reach, reduce pile foundation of bridge pier plinth (7) stressed, control the object of bridge deformation.
Described soldier pile (6) diameter is 0.6 ~ 1.5m, can adopt the technique such as deep-mixed pile, high-pressure rotary jet grouting pile pile.
Described soldier pile (6) and pile foundation of bridge pier plinth (7) clear distance are 0.5 ~ 2.0m, and stake is long should exceed the tunnel excavation of foundation pit degree of depth 3 ~ 5m.
Described joist (5) dimensional requirement: the overlap height of itself and cushion cap must not be less than the cushion cap height of 0.5 times; Not 10 ~ 20cm should to be exceeded bottom cushion cap bottom it; Its length should exceed both sides soldier pile (6) outward flange 10 ~ 20cm; Its width should exceed cushion cap width 10 ~ 20cm.
This inventive method is applicable to that the cushion cap of any type bridge in Under-cross tunnel work progress is stressed underpins protection
Beneficial effect is: for the built bridge in Under-cross tunnel work progress, by setting up joist and soldier pile, utilize joist that cushion cap and soldier pile are connected into an entirety, upper load bang path can be disperseed, reduce pile foundation of bridge pier plinth stressed, effective control Under-cross tunnel is constructed the contiguous pile foundation of bridge pier plinth horizontal movement caused, and ensures the safety of the stable of bridge and pedestrian's driving.
Accompanying drawing explanation
Below by drawings and Examples, the present invention is described in further detail, but protection scope of the present invention is not limited to described content.
Fig. 1: the bridge bearing platform worn under the present invention in open trench tunnel construction stressedly underpins floor map.
Fig. 2: the bridge bearing platform worn under the present invention in open trench tunnel construction stressedly underpins A-A generalized section.
Fig. 3: the bridge bearing platform worn under the present invention in open trench tunnel construction stressedly underpins B-B generalized section.
Annotate in figure: 1-plan to build tunnel; 2-bridge floor; 3-cushion cap; 4-bridge pier; 5-joist; 6-soldier pile; 7-pile foundation; 8-internal support of foundation pit beam; A, B-section dividing line.
Detailed description of the invention
Wear under the present invention the stressed underpinning technique of bridge bearing platform in open trench tunnel construction by planning to build tunnel 1, bridge floor 2, cushion cap 3, bridge pier 4, joist 5, soldier pile 6, pile foundation 7 form.
For the built bridge in Under-cross tunnel work progress, when carrying out tunnel excavation of foundation pit, the off-load of the soil body and disturbance can cause contiguous pile foundation of bridge pier plinth to produce larger horizontal movement, have a strong impact on the safety of the stable of bridge and pedestrian's driving, therefore take the technology of setting up joist and soldier pile to carry out bridge deformation control.Namely soldier pile 6 is set up in pile foundation 7 both sides first under bridge pier 4, then an entirety is formed together with being connected to the soldier pile 6 of both sides by bridge bearing platform 3 by pouring reinforcement concrete joist 5, utilize joist 5 and soldier pile 6 to share upper load to reach, control the object of bridge deformation.The method effectively can control Under-cross tunnel and excavate the contiguous pile foundation of bridge pier plinth horizontal movement caused.
The present invention uses step as follows:
(1) according to place geological conditions, the tunnel excavation of foundation pit degree of depth and scope, soldier pile type and construction parameter is determined;
(2) position of p ile machine, makes soldier pile;
(3) pouring reinforcement concrete joist.
embodiment 1: for the built bridge 2 in Under-cross tunnel 1 work progress, first soldier pile 6 is set up in pile foundation 7 both sides under bridge pier 4, then an entirety is formed together with being connected to the soldier pile 6 of both sides by bridge bearing platform 3 by pouring reinforcement concrete joist 5, joist 5 and soldier pile 6 is utilized to share upper load to reach, reduce pile foundation of bridge pier plinth 7 stressed, control the object of bridge deformation.
Wherein, joist 5 adopts cast-in-situ steel reinforced concrete to make, and the overlap height of itself and cushion cap must not be less than the cushion cap height of 0.5 times; Not 10 ~ 20cm should to be exceeded bottom cushion cap bottom it; Its length should exceed both sides soldier pile outward flange 10 ~ 20cm; Its width should exceed cushion cap width 10 ~ 20cm.Soldier pile 6 diameter is 0.6 ~ 1.5m, and stake is long should exceed the tunnel excavation of foundation pit degree of depth 3 ~ 5m, can adopt the technique such as deep-mixed pile, high-pressure rotary jet grouting pile pile; Itself and pile foundation of bridge pier plinth clear distance are 0.5 ~ 2.0m.
Claims (5)
1. wear the stressed underpinning technique of bridge bearing platform in open trench tunnel construction under one kind, by planning to build tunnel (1), viaduct road surface (2), cushion cap (3), bridge pier (4), joist (5), soldier pile (6), pile foundation (7) forms, it is characterized by: soldier pile (6) is set up in pile foundation (7) both sides first under bridge pier, then by pouring reinforcement concrete joist, the soldier pile (6) of bridge bearing platform (3) and both sides is connected to a formation entirety together, joist (5) and soldier pile (6) is utilized to share upper load to reach, reduce pile foundation of bridge pier plinth (7) stressed, control bridge deformation.
2. wear the stressed underpinning technique of bridge bearing platform in open trench tunnel construction under according to claim 1, it is characterized by: soldier pile (6) diameter is 0.6 ~ 1.5m, the technique such as deep-mixed pile, high-pressure rotary jet grouting pile pile can be adopted.
3. wear the stressed underpinning technique of bridge bearing platform in open trench tunnel construction under according to claim 1, it is characterized by: soldier pile (6) and pile foundation of bridge pier plinth (7) clear distance are 0.5 ~ 2.0m, and stake is long should exceed the tunnel excavation of foundation pit degree of depth 3 ~ 5m.
4. wear the stressed underpinning technique of bridge bearing platform in open trench tunnel construction under according to claim 1, it is characterized by: joist (5) dimensional requirement: the overlap height of itself and cushion cap must not be less than the cushion cap height of 0.5 times; Not 10 ~ 20cm should to be exceeded bottom cushion cap bottom it; Its length should exceed both sides soldier pile (6) outward flange 10 ~ 20cm; Its width should exceed cushion cap width 10 ~ 20cm.
5. wear the stressed underpinning technique of bridge bearing platform in open trench tunnel construction under according to claim 1, it is characterized by: the method is applicable to that the cushion cap of any type bridge in Under-cross tunnel work progress is stressed underpins protection.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410846549.2A CN104631489A (en) | 2014-12-31 | 2014-12-31 | Bridge cushion cap force underpinning technology in underneath pass open trench tunnel construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410846549.2A CN104631489A (en) | 2014-12-31 | 2014-12-31 | Bridge cushion cap force underpinning technology in underneath pass open trench tunnel construction |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104631489A true CN104631489A (en) | 2015-05-20 |
Family
ID=53210687
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410846549.2A Pending CN104631489A (en) | 2014-12-31 | 2014-12-31 | Bridge cushion cap force underpinning technology in underneath pass open trench tunnel construction |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104631489A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106436747A (en) * | 2016-11-11 | 2017-02-22 | 中铁三局集团广东建设工程有限公司 | Full-automatic pile foundation underpinning device and construction method |
| CN109797765A (en) * | 2018-12-25 | 2019-05-24 | 广州市市政集团设计院有限公司 | It is a kind of to carry out the construction method that cushion cap is connect with pile foundation by attachment device |
| CN110644501A (en) * | 2019-09-27 | 2020-01-03 | 中冶成都勘察研究总院有限公司 | Foundation pit supporting and underpinning bearing platform combined construction method with zero distance from original building |
| CN114718104A (en) * | 2022-04-08 | 2022-07-08 | 上海建工集团股份有限公司 | Open-cut tunnel combined bridge underpinning integrated construction method |
| CN115162407A (en) * | 2022-08-04 | 2022-10-11 | 中建八局轨道交通建设有限公司 | Newly-built tunnel and existing bridge combined construction structure and construction method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102864788A (en) * | 2012-10-19 | 2013-01-09 | 江苏华通工程检测有限公司 | Method for underpinning reinforced bridge pile foundation by bear-type static pressure cluster pile |
| CN202689062U (en) * | 2012-06-29 | 2013-01-23 | 广州市胜特建筑科技开发有限公司 | Underpinning system used by newly-built tunnel for passing through existing building |
| CN102966122A (en) * | 2011-08-31 | 2013-03-13 | 北京市重大项目建设指挥部办公室 | Method for controlling deformation of bridge during construction of tunnel close to foundation of bridge |
| GB2495304A (en) * | 2011-10-05 | 2013-04-10 | Francis & Lewis Internat Ltd | Grillage installation apparatus and method |
| CN203066103U (en) * | 2013-01-15 | 2013-07-17 | 广州市市政工程设计研究院 | Prestressed type pile foundation underpinning structure |
| CN103806377A (en) * | 2014-02-25 | 2014-05-21 | 福建建工集团总公司 | Overall bridge large-tonnage and multi-pile-foundation active underpinning structure and underpinning method |
-
2014
- 2014-12-31 CN CN201410846549.2A patent/CN104631489A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102966122A (en) * | 2011-08-31 | 2013-03-13 | 北京市重大项目建设指挥部办公室 | Method for controlling deformation of bridge during construction of tunnel close to foundation of bridge |
| GB2495304A (en) * | 2011-10-05 | 2013-04-10 | Francis & Lewis Internat Ltd | Grillage installation apparatus and method |
| CN202689062U (en) * | 2012-06-29 | 2013-01-23 | 广州市胜特建筑科技开发有限公司 | Underpinning system used by newly-built tunnel for passing through existing building |
| CN102864788A (en) * | 2012-10-19 | 2013-01-09 | 江苏华通工程检测有限公司 | Method for underpinning reinforced bridge pile foundation by bear-type static pressure cluster pile |
| CN203066103U (en) * | 2013-01-15 | 2013-07-17 | 广州市市政工程设计研究院 | Prestressed type pile foundation underpinning structure |
| CN103806377A (en) * | 2014-02-25 | 2014-05-21 | 福建建工集团总公司 | Overall bridge large-tonnage and multi-pile-foundation active underpinning structure and underpinning method |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106436747A (en) * | 2016-11-11 | 2017-02-22 | 中铁三局集团广东建设工程有限公司 | Full-automatic pile foundation underpinning device and construction method |
| CN109797765A (en) * | 2018-12-25 | 2019-05-24 | 广州市市政集团设计院有限公司 | It is a kind of to carry out the construction method that cushion cap is connect with pile foundation by attachment device |
| CN110644501A (en) * | 2019-09-27 | 2020-01-03 | 中冶成都勘察研究总院有限公司 | Foundation pit supporting and underpinning bearing platform combined construction method with zero distance from original building |
| CN114718104A (en) * | 2022-04-08 | 2022-07-08 | 上海建工集团股份有限公司 | Open-cut tunnel combined bridge underpinning integrated construction method |
| CN114718104B (en) * | 2022-04-08 | 2024-04-02 | 上海建工集团股份有限公司 | Open cut tunnel combined bridge underpinning integrated construction method |
| CN115162407A (en) * | 2022-08-04 | 2022-10-11 | 中建八局轨道交通建设有限公司 | Newly-built tunnel and existing bridge combined construction structure and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105002835B (en) | Underpinning method for lower bridge of open-cut tunnel | |
| CN206800412U (en) | The foundation pit enclosure structure that a kind of steel-pipe pile is combined with Larsen steel sheet pile fore shaft | |
| CN104631489A (en) | Bridge cushion cap force underpinning technology in underneath pass open trench tunnel construction | |
| CN104532868B (en) | High abrupt change shape sloped region bridge anchor pull-type high cap pile group basis construction method | |
| CN105178327A (en) | Composite retaining structure of foundation pit project and construction method thereof | |
| CN105804119A (en) | Underground corridor structure with dual-purpose pile foundations and construction method of underground corridor structure | |
| CN203905018U (en) | Supporting and protecting system with combined double-row piles in combination with oblique anchors | |
| CN111236241B (en) | Weak water-rich stratum subway foundation pit reinforcing excavation method based on half-cover excavation method | |
| CN103290847A (en) | Inner oblique beam supporting structure for oversized-area deep foundation pit and construction method | |
| CN215051679U (en) | Bridge for changing existing roadbed at route intersection | |
| CN104727340A (en) | High cutting slope anchor rope space framework supporting and retaining structure | |
| CN107119732A (en) | Group's beam active support and change method of building is worn under a kind of shield tunnel | |
| CN111335171A (en) | Construction method of steel trestle | |
| CN108222060A (en) | High-speed railway, highway pile foundation joist buttress type pallet subgrade support retainer structure | |
| JP7149919B2 (en) | Improvement structure and improvement method of existing wharf | |
| CN106168031B (en) | Multifunctional steel sheet pile cofferdam | |
| CN106320352B (en) | Construction method of multifunctional steel sheet pile cofferdam | |
| CN201567523U (en) | Temporary bridge for erecting existing railway overhead in sections with soft foundation or high water level | |
| CN204940298U (en) | A kind of Composite Enclosure Structure of base pit engineering | |
| CN107558489A (en) | The construction method of existing building is worn under a kind of shield | |
| CN208183779U (en) | A kind of asymmetric piles underpinning structure | |
| CN110055973A (en) | Construction space foundation pit enclosure structure and water-stopping method under by high metal bridge in limited time | |
| CN112983493A (en) | Reinforcing structure for shield to closely penetrate large-section bridge and culvert downwards and construction method | |
| CN103334451A (en) | Underneath-passing channel formed between high-speed rail piers through secant pile walls and method thereof | |
| CN215629710U (en) | Sheet pile shore-connection type high-pile wharf structure suitable for deep peat soil soft foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20150520 |
|
| RJ01 | Rejection of invention patent application after publication |