CN108999206A - A kind of construction method of bridge bearing platform - Google Patents
A kind of construction method of bridge bearing platform Download PDFInfo
- Publication number
- CN108999206A CN108999206A CN201810708401.0A CN201810708401A CN108999206A CN 108999206 A CN108999206 A CN 108999206A CN 201810708401 A CN201810708401 A CN 201810708401A CN 108999206 A CN108999206 A CN 108999206A
- Authority
- CN
- China
- Prior art keywords
- binder
- section
- pour
- cushion cap
- bearing platform
- 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.)
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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
- 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
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Abstract
The invention discloses a kind of construction method of bridge bearing platform, include the following steps: pile foundation of constructing at the design position of two cushion caps respectively；Cofferdam is transferred to the design position of cushion cap, and is located at pile foundation in cofferdam；Bottom concrete is poured in cofferdam, pumps the water in cofferdam later；Cushion cap is poured respectively in two pile foundations, a section binder is poured before two cushion cap sides pour respectively, and cushion cap pours placement a period of time after the completion with a section binder is before poured；Wherein, it pours a section binder bottom before two to be connected with bottom concrete, section binder one end is poured before two, and corresponding cushion cap is connected and pours the other end of section binder before two and is oppositely arranged respectively, pours between one end that section binder is oppositely arranged that there are preset clearances before two；A section binder is poured after pouring at preset clearance, and it is integral that section binder connection is poured before making two.The present invention can reduce influence of the concrete shrinkage and creep to structure, improve the stress performance of structure.
Description
Technical field
The present invention relates to deepwater foundation construction fields in science of bridge building, and in particular to a kind of construction method of bridge bearing platform.
Background technique
Bridge bearing platform is the reinforced concrete platform for being used to be coupled each stake top being arranged at the top of bridge pile foundation, and bridge is held
The effect of platform is subject to and transmits the load transmitted by pier shaft.The conventional method of bridge bearing platform construction are as follows: cofferdam is transferred and is positioned
Afterwards, underwater bottom concrete construction is carried out, is drawn water after the intensity of bottom concrete reaches requirement to cofferdam inside, finally
The construction bearing platform basis under water-less environment.
In recent years with the fast development of China's capital construction facility, the demand to volume of transport is significantly increased, a collection of super large
Come into being across, ultra-wide bridge, these bridges consider many factors bridge piers such as landscape, removals and king-tower be mostly separate it is basic,
Basis mostly uses solid binder connection composite entity suspended deck structure stress, however, such traditional cap design of pile method is not only mixed
It is big to coagulate influence of the shrinkage and creep effect of soil to structure, so that basic scale increases；In addition concrete masonry's amount of cushion cap binder
It greatly increases, causes the huge waste of material.
Summary of the invention
In view of the deficiencies in the prior art, the purpose of the present invention is to provide a kind of construction method of bridge bearing platform,
Influence of the concrete shrinkage and creep to structure can be reduced.
To achieve the above objectives, the technical solution adopted by the present invention is that: a kind of construction method of bridge bearing platform, including as follows
Step:
The construction pile foundation at the design position of two cushion caps respectively；
Cofferdam is transferred to the design position of the cushion cap, and is located at pile foundation in the cofferdam；
Bottom concrete is poured in the cofferdam, pumps the water in the cofferdam later；
The cushion cap is poured respectively in two pile foundations, pours a section binder, institute before the two cushion cap sides pour respectively
State cushion cap and it is described before pour a section binder pour after the completion of place a period of time；Wherein, two it is described before pour section binder bottom and institute
Bottom concrete is stated to be connected, two it is described before pour section binder one end respectively the corresponding cushion cap be connected and two it is described before pour section
The other end of binder is oppositely arranged, two it is described before pour between one end that section binder is oppositely arranged that there are preset clearances；
A section binder is poured after pouring at the preset clearance, make two it is described before to pour the connection of section binder integral.
Further, the cushion cap and it is described before pour section binder standing time be 80~100 days.
Further, the cushion cap and it is described before pour section binder standing time be 90 days.
Further, before the cofferdam is drawn water, further include by the bottom concrete place a period of time so that
The step of bottom concrete reaches design strength.
Further, the bottom concrete standing time is 28~30 days.
Further, two it is described before pour one end that section binder is oppositely arranged open up it is fluted.
Further, two it is described before pour the groove of section binder and interconnect and form entirety.
Further, poured before described it is horizontally spaced on section binder offer multiple grooves, two it is described before pour
Groove on section binder is arranged in a one-to-one correspondence, two it is described before pour the corresponding groove on section binder and interconnect.
Further, the cushion cap lower surface is flushed with the bottom concrete upper surface.
Compared with the prior art, the advantages of the present invention are as follows:
(1) using the present invention, pouring due to cushion cap and before placed one end time after the completion of a section binder pours, concrete is completed
Significant percentage of shrinkage and creep effect value greatly reduces contraction Xu for generating frame in addition two cushion caps are separation
Change effect improves the stress performance of structure to reduce influence of the shrinkage and creep effect to main structure stress；
(2) using the present invention, due to preceding pour opened up on section binder it is fluted so that bridge bearing platform connection by original entity
Structure becomes hollow structure, alleviates dead load, so that main body cushion cap binder structure materials save, saves concrete masonry and uses
Amount, and it is easy for construction, easy to operate, there is significant economic benefit.
Detailed description of the invention
Fig. 1 is bridge bearing platform schematic view of facade structure provided in an embodiment of the present invention；
Fig. 2 be in Fig. 1 before pour the A-A of section binder to sectional view；
Fig. 3 is bridge bearing platform planar structure schematic diagram provided in an embodiment of the present invention.
In figure: 1, cushion cap；2, pile foundation；3, cofferdam；4, bottom concrete；5, preceding to pour a section binder；50, groove；6, section is poured after
Binder；7, king-tower king-post.
Specific embodiment
Invention is further described in detail with reference to the accompanying drawings and embodiments.
The embodiment of the present invention provides a kind of construction method of bridge bearing platform, includes the following steps:
S1: pile foundation 2 of constructing at the design position of two cushion caps 1 respectively, it is shown in Figure 1；
Cofferdam 3: being transferred to the design position of cushion cap 1 by S2, and bury certain depth in cofferdam 3, and is enclosing two pile foundations 2 all
It is shown in Figure 1 in weir 3；
S3: pouring bottom concrete 4 in cofferdam 3, pumps the water in cofferdam 3 later；In order to guarantee that bottom concrete 4 reaches
To the intensity of design, before cofferdam 3 is drawn water, bottom concrete 4 is placed a period of time, when bottom concrete 4 is placed
Between can according to Specific construction require select, usually 28~30 days.
S4: pouring cushion cap 1 respectively in two pile foundations 2, and 1 lower surface of cushion cap flushes with 4 upper surface of bottom concrete, holds two
Section binder 5 is poured in 1 side of platform before pouring respectively, cushion cap 1 pours placement a period of time after the completion with section binder 5 is before poured, due to cushion cap 1
It placed one end time with section binder 5 is preceding poured, complete significant percentage of shrinkage and creep effect value, while two cushion caps 1 are point
From, greatly reduce the shrinkage and creep effect for generating frame；This step effectively reduces the shrinkage and creep of concrete to main body
The influence of structure stress improves the stress performance of structure, and cushion cap 1 and the standing time for before pouring section binder 5 are 80~100 days,
It is preferred that 90 days；It is shown in Figure 1, section binder 5 is poured before two between two cushion caps 1, and be in "-" type cloth along two cushion caps, 1 line
It sets, wherein pour section binder 5 before two and be cast on bottom concrete 4,5 one end of section binder is poured before two and distinguishes corresponding cushion cap 1
Be connected and pour the other end of section binder 5 before two and be oppositely arranged, poured before two between one end that section binder 5 is oppositely arranged exist it is reserved between
Gap；
S5: pouring section binder 6 after pouring at preset clearance, poured before making two section binder 5 connect it is integral, referring to Fig. 1 and Fig. 3
It is shown.
S6: on cushion cap 1 again row construction king-tower king-post 7, referring to shown in Fig. 1 and Fig. 3.
It is shown in Figure 1, one end that section binder 5 is oppositely arranged is poured before two and opens up fluted 50, due to preceding pouring section binder 5
On open up fluted 50 so that bridge bearing platform connection from original entity structure becomes hollow structure, alleviate dead load, save
Materials have been saved, concrete masonry's dosage is saved.It is interconnected simultaneously referring to the groove 50 for pouring section binder 5 shown in Fig. 1 and Fig. 3, before two
It is formed whole.
It is shown in Figure 2, it is horizontally spaced on preceding pouring section binder 5 to offer multiple grooves 50, section system is poured before two
Groove 50 on beam 5 is arranged in a one-to-one correspondence, and corresponding groove 50 on section binder 5 is poured before two and is interconnected.
Using the present invention, on the one hand, pouring due to cushion cap 1 and before placed one end time, coagulation after the completion of section binder 5 pours
Soil completes significant percentage of shrinkage and creep effect value, in addition two cushion caps 1 are separation, greatly reduce and generates frame
Shrinkage and creep effect improves the stress performance of structure to reduce influence of the shrinkage and creep effect to main structure stress；
On the other hand, fluted 50 are opened up on section binder 5 due to preceding pouring, so that the connection of bridge bearing platform 1 is become from original entity structure
Hollow structure alleviates dead load, so that main body cushion cap binder structure materials save, saves concrete masonry's dosage, Er Qieshi
Work is convenient, easy to operate, has significant economic benefit.
The present invention is not limited to the above-described embodiments, for those skilled in the art, is not departing from
Under the premise of the principle of the invention, several improvements and modifications can also be made, these improvements and modifications are also considered as protection of the invention
Within the scope of.The content being not described in detail in this specification belongs to the prior art well known to professional and technical personnel in the field.
Claims (9)
1. a kind of construction method of bridge bearing platform, which comprises the steps of:
Pile foundation (2) are constructed at the design position of two cushion caps (1) respectively；
Cofferdam (3) are transferred into the design position of the cushion cap (1), and are located at pile foundation (2) in the cofferdam (3)；
Bottom concrete (4) are poured in the cofferdam (3), pump the water in the cofferdam (3) later；
The cushion cap (1) is poured respectively on two pile foundations (2), pours section system before two cushion cap (1) sides pour respectively
Beam (5), the cushion cap (1) and it is described before pour a section binder (5) pour after the completion of place a period of time；Wherein, two it is described before pour section
Binder (5) bottom is connected with the bottom concrete (4), two it is described before pour a section binder (5) one end and distinguish corresponding institute
State cushion cap (1) be connected and two it is described before pour the other end of a section binder (5) and be oppositely arranged, two it is described before pour that a section binder (5) are opposite to be set
There are preset clearances between the one end set；
A section binder (6) are poured after pouring at the preset clearance, make two it is described before pour a section binder (5) connection it is integral.
2. the construction method of bridge bearing platform as described in claim 1, it is characterised in that: the cushion cap (1) and it is described before pour section
The standing time of binder (5) is 80~100 days.
3. the construction method of bridge bearing platform as claimed in claim 2, it is characterised in that: the cushion cap (1) and it is described before pour section
The standing time of binder (5) is 90 days.
4. the construction method of bridge bearing platform as described in claim 1, it is characterised in that: before the cofferdam (3) is drawn water,
Further include the steps that placing the bottom concrete (4) a period of time so that the bottom concrete (4) reaches design strength.
5. the construction method of bridge bearing platform as claimed in claim 4, it is characterised in that: when the bottom concrete (4) is placed
Between be 28~30 days.
6. the construction method of bridge bearing platform as described in claim 1, it is characterised in that: two it is described before to pour a section binder (5) opposite
One end of setting opens up fluted (50).
7. the construction method of bridge bearing platform as claimed in claim 6, it is characterised in that: two it is described before pour the recessed of a section binder (5)
Slot (50) interconnects and forms entirety.
8. the construction method of bridge bearing platform as claimed in claim 6, it is characterised in that: pour a section binder (5) Shang Yanshui before described
Square be equipped with multiple grooves (50) to being spaced apart, two it is described before the groove (50) that pours on a section binder (5) be arranged in a one-to-one correspondence,
Two it is described before pour the corresponding groove (50) on a section binder (5) and interconnect.
9. the construction method of bridge bearing platform as described in claim 1, it is characterised in that: cushion cap (1) lower surface with it is described
Bottom concrete (4) upper surface flushes.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810708401.0A CN108999206B (en) | 2018-07-02 | 2018-07-02 | Construction method of bridge bearing platform |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810708401.0A CN108999206B (en) | 2018-07-02 | 2018-07-02 | Construction method of bridge bearing platform |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108999206A true CN108999206A (en) | 2018-12-14 |
| CN108999206B CN108999206B (en) | 2020-07-21 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810708401.0A Active CN108999206B (en) | 2018-07-02 | 2018-07-02 | Construction method of bridge bearing platform |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101038723B1 (en) * | 2010-10-28 | 2011-06-02 | 이용오 | Reinforcement structure of footing body and reinforcement method using this building cutoff collar, scouring protection and supporting |
| CN102733306A (en) * | 2012-02-14 | 2012-10-17 | 四川川交路桥有限责任公司 | Construction method for prefabricating and installing straining beam of water pier of bridge in reservoir area |
| CN203160113U (en) * | 2013-01-30 | 2013-08-28 | 中铁二院工程集团有限责任公司 | Dumbbell type bearing platform |
| CN105544382A (en) * | 2015-12-10 | 2016-05-04 | 中铁大桥局集团有限公司 | Construction method of dumbbell-shaped bearing platform |
| CN106869032A (en) * | 2017-02-27 | 2017-06-20 | 中铁十九局集团有限公司 | A kind of bridge bearing platform constructing tie beam method |
-
2018
- 2018-07-02 CN CN201810708401.0A patent/CN108999206B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101038723B1 (en) * | 2010-10-28 | 2011-06-02 | 이용오 | Reinforcement structure of footing body and reinforcement method using this building cutoff collar, scouring protection and supporting |
| CN102733306A (en) * | 2012-02-14 | 2012-10-17 | 四川川交路桥有限责任公司 | Construction method for prefabricating and installing straining beam of water pier of bridge in reservoir area |
| CN203160113U (en) * | 2013-01-30 | 2013-08-28 | 中铁二院工程集团有限责任公司 | Dumbbell type bearing platform |
| CN105544382A (en) * | 2015-12-10 | 2016-05-04 | 中铁大桥局集团有限公司 | Construction method of dumbbell-shaped bearing platform |
| CN106869032A (en) * | 2017-02-27 | 2017-06-20 | 中铁十九局集团有限公司 | A kind of bridge bearing platform constructing tie beam method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108999206B (en) | 2020-07-21 |
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