CN106894346B - A kind of the continuous beam bridge construction method - Google Patents
A kind of the continuous beam bridge construction method Download PDFInfo
- Publication number
- CN106894346B CN106894346B CN201710290347.8A CN201710290347A CN106894346B CN 106894346 B CN106894346 B CN 106894346B CN 201710290347 A CN201710290347 A CN 201710290347A CN 106894346 B CN106894346 B CN 106894346B
- Authority
- CN
- China
- Prior art keywords
- jack
- precast beam
- continuous
- temporary support
- precast
- 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.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The present invention provides a kind of the continuous beam bridge construction methods, comprising the following steps: A precast beam is hole-specifically installed and is placed on temporary support；Temporary Piers are arranged in prefabricated beam end in B, install jack on Temporary Piers, and with levelling above and below steel plate；C simultaneously uniformly exerts a force to each jack, so that beam-ends top lifting height is met calculating and requires；D is poured after continuous connector concrete reaches design requirement intensity, tensioning hogging moment area prestressed strand；E removes temporary support, completes system transform；Successively removal falls girder to front position is jacked up after rise, the final internal force status of structural system, which reaches, once falls frame bridge completion state to F respectively across jack load.Whole process of the present invention is easy to operate, and construction is quick；In addition, system stress is clear in work progress, structure is safe and reliable, it can greatly improve final bridge internal force state.
Description
Technical field
The invention belongs to technical field of bridge construction, more particularly, to a kind of the continuous beam bridge construction method.
Background technique
Currently, there are two main classes for the construction method of Mid and minor spans continuous bridge, after full framing built a bridge at once and first freely-supported
Continuous system conversion.Full framing continuous bridge good integrity, Cheng Qiaoti architecture reasonable stress, span centre under a phase dead load
Bending moment level is lower, but work progress is complicated, and the construction period is long, and cost is higher；Simply supported-to-continuous system bridge passes through prefabricated
Assembly, it is easy for construction quick, but under a phase dead load, span centre maximal bending moment and the simply supported beam of same across footpath are almost equal, pass through
System transform also fails to improve the internal force status of Cheng Qiaohou structural system, only in structure " bridge floor is continuous ", for weight
Traffic loading is carried, " bridge floor is continuous " in structure is also difficult to ensure that structural system has enough safety stocks.
Summary of the invention
The technical problem to be solved by the present invention is to solve Simply supported non-uniform system beam bridge structure within the operation phase to store up safely
Standby low problem.
In order to solve the above-mentioned technical problem, the technical solution adopted in the present invention provides a kind of the continuous beam bridge construction side
Method, comprising the following steps:
A, temporary support is arranged on pier cap beam and installs permanent support, in advance after the completion of Liang Chang constructs for precast beam
Beam processed is hole-specifically installed and is placed on temporary support；
B, Temporary Piers are set in prefabricated beam end, jack are installed on Temporary Piers, each jack uses steel plate levelling above and below；
C, it uniformly exerts a force to each jack simultaneously, displacement meter monitored over time beam-ends jacks process, jacking to computed altitude；
D, jack is jacked to computed altitude, pours the continuous connector concrete of precast beam, and rear pouring concrete reaches design
After desired strength, tensioning hogging moment area prestressed strand；
E, the continuous joint temporary support of precast beam is removed, Program for structural Transformation is completed；
F, successively removal falls girder to jack-up front position, final structure system internal force status after rise respectively across jack load
Reach and once falls frame bridge completion state.
In above scheme, in the step C, the computed altitude by etc. formula (I)s be calculated:
Wherein, q is the every linear meter(lin.m.) self weight of precast beam；L is to calculate across footpath；E is concrete elasticity modulus；I is prefabricated beam section bending resistance
The moment of inertia.
The present invention carries out jack-up construction in prefabricated beam end using jack, and finally falls girder after rise, whole process behaviour
Make simply, construction is quick；In addition, system stress is clear in work progress, structure is safe and reliable, it can greatly improve final Cheng Qiao
Internal force status.
Detailed description of the invention
Fig. 1 is precast beam scheme of installation.
Fig. 2 is the prefabricated beam end jacking apparatus schematic diagram of jack.
Fig. 3 is that jack jacks precast beam construction schematic diagram.
Fig. 4 is precast beam Simply supported non-uniform construction schematic diagram.
Fig. 5 is Program for structural Transformation schematic diagram.
Fig. 6 is that main back rises falling schematic diagram.
Fig. 7 is structural system end-state schematic diagram.
Fig. 8 is precast beam simply-supported state internal force diagram.
Fig. 9 is that jack jacks precast beam mechanical model schematic diagram.
Figure 10 is that precast beam falls mechanical model schematic diagram after rise.
Figure 11 is that precast beam falls internal force diagram after rise.
Figure 12 is the final bridge internal force figure of structural system.
Description of symbols:
Pier cap beam -1, precast beam -2, temporary support -3, permanent support -4, sagging moment area prestressing tendon -5, Temporary Piers -
6, jack -7, steel plate -8, displacement meter -9, continuous connector -10, hogging moment area prestressing tendon -11.
Specific embodiment
The present invention will be described below by way of specific embodiments, but the present invention is not limited thereto.
Embodiment 1
As shown in Fig. 1~Figure 12, the present invention provides a kind of the continuous beam bridge construction method, comprising the following steps:
Interim branch is arranged after the completion of beam field tensioning sagging moment area prestressing tendon 5 is constructed in A precast beam 2 on pier cap beam 1
Seat 3 simultaneously installs permanent support 4, and precast beam 2 is hole-specifically installed and is placed on temporary support 3；
The installation of 2 freely-supported of precast beam is placed on temporary support 3, and internal force status is shown in Fig. 8, respectively across span centre maximum sagging moment:
Beam-ends corner:
In formula: q is the every linear meter(lin.m.) self weight of precast beam；L is to calculate across footpath；E is concrete elasticity modulus；I is prefabricated beam section bending resistance
The moment of inertia.
Temporary Piers 6 are arranged in 2 end of precast beam in B, and jack 7 is installed on Temporary Piers 6, and each jack 7 uses steel plate 8 above and below
Levelling；
To each jack 7, uniformly force, 9 monitored over time beam-ends of displacement meter jack process, top lifting height are made to meet meter C simultaneously
It calculates and requires.
Jack 7 is in jacking 2 work progress of precast beam, the corner of prefabricated beam-ends generation:
By ∑ θcThe ∑ θ of '=0c=0 can obtain:
Jack 7 calculates top lifting height Δ, sees Fig. 9 in jacking 2 work progress of precast beam:
After the jacking to computed altitude of D jack 7, continuous 10 concrete of connector of precast beam is poured, rear pouring concrete, which reaches, to be set
After counting desired strength, hogging moment area prestressing tendon 11 carries out tensioning；
E removes temporary support 3 at the continuous connector 10 of precast beam 2, completes Program for structural Transformation；
Successively removal falls precast beam 2 to jack-up front position, final structure system internal force shape after rise respectively across 7 load of jack to F
State, which reaches, once falls frame bridge completion state.
Jack 7 load in the end removal B makes 2 beam-ends of precast beam fall height Δ after rise, sees Figure 10, caused in structural system
Internal force.
I is the Line stiffness of structure in formula:
After the end B is fallen after rise, the end removal A jack load, caused accumulative internal force is shown in Figure 11 in structural system:
Internal force diagram shown in Figure 11 is overlapped with internal force diagram shown in Fig. 8, is obtained final structure system internal force status, that is, is reached
To once falling frame bridge completion state, shown in Figure 12.
It is understood that be the example in order to illustrate the principle of the present invention and exploitativeness above, the present invention not office
It is limited to this.It for those skilled in the art, without departing from the spirit and substance in the present invention, can be with
All variations and modifications are made, these variations and modifications are also considered as protection scope of the present invention.
Claims (1)
1. a kind of the continuous beam bridge construction method, which comprises the following steps:
A precast beam is arranged temporary support and is pacified on pier cap beam after the completion of beam field tensioning sagging moment area's prestressing tendon is constructed
Permanent support is filled, precast beam is hole-specifically installed and is placed on temporary support；
The installation of precast beam freely-supported is placed on temporary support, respectively across span centre maximum sagging moment:
Beam-ends corner:
In formula: θC 'Angle is rotated clockwise for beam-ends；θcAngle is rotated counterclockwise for beam-ends；Q is the every linear meter(lin.m.) self weight of precast beam；l
To calculate across footpath；E is concrete elasticity modulus；I is prefabricated beam section bending resistance the moment of inertia；
Temporary Piers are arranged in prefabricated beam end in B, install jack on Temporary Piers, each jack uses steel plate levelling above and below；
C simultaneously uniformly exerts a force to each jack, and displacement meter monitored over time beam-ends jacks process, so that top lifting height is met calculating and wants
It asks；
Jack is in jacking precast beam work progress, the corner of prefabricated beam-ends generation:
By ∑ θc′=0, ∑ θc=0 can obtain:
Jack calculates top lifting height Δ in jacking precast beam work progress:
D jack is jacked to computed altitude, pours the continuous connector concrete of precast beam, it is strong that rear pouring concrete reaches design requirement
After degree, hogging moment area prestressing tendon carries out tensioning；
E removes the continuous joint temporary support of precast beam, completes Program for structural Transformation；
Successively removal falls girder to front position is jacked up after rise, so that girder beam-ends is fallen height Δ after rise, finally F respectively across jack load
Structural system internal force status, which reaches, once falls frame bridge completion state.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710290347.8A CN106894346B (en) | 2017-04-28 | 2017-04-28 | A kind of the continuous beam bridge construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710290347.8A CN106894346B (en) | 2017-04-28 | 2017-04-28 | A kind of the continuous beam bridge construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106894346A CN106894346A (en) | 2017-06-27 |
| CN106894346B true CN106894346B (en) | 2019-10-11 |
Family
ID=59196603
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710290347.8A Active CN106894346B (en) | 2017-04-28 | 2017-04-28 | A kind of the continuous beam bridge construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106894346B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107245954B (en) * | 2017-07-28 | 2019-03-01 | 山西省交通科学研究院 | A kind of Mid and minor spans steel box girder bridge construction method |
| CN108060636B (en) * | 2017-12-11 | 2019-09-17 | 重庆交通大学 | The construction method of overall assembled composite beam bridge |
| CN110512795B (en) * | 2018-05-21 | 2021-12-21 | 深圳市建筑设计研究总院有限公司 | Method and device for fixing flexural member |
| CN110512726B (en) * | 2018-05-21 | 2021-11-09 | 深圳市建筑设计研究总院有限公司 | Method and device for fixing concrete flexural member |
| CN113073557B (en) * | 2021-03-19 | 2022-08-30 | 中铁大桥局集团第一工程有限公司 | Method for mounting concrete bridge deck of steel-concrete combined continuous steel truss bridge |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4040901B2 (en) * | 2002-04-25 | 2008-01-30 | 鹿島建設株式会社 | Three-dimensional intersection construction method and three-dimensional intersection |
| JP4040900B2 (en) * | 2002-04-25 | 2008-01-30 | 鹿島建設株式会社 | 3D intersection construction method, 3D intersection and moving platform |
| CN103774554B (en) * | 2013-10-30 | 2015-11-18 | 北京工业大学 | A kind of king-tower tractive erection method of self-anchored suspension bridge case beam |
| CN103981808A (en) * | 2014-05-15 | 2014-08-13 | 宝鸡中铁宝桥天元实业发展有限公司 | Large steel tank beam depth bed position assembly walking-type pushing construction method and walking-type pushing equipment |
| CN104032681A (en) * | 2014-06-30 | 2014-09-10 | 北京交通大学 | Linear adjustment method of track girder bridges of straddle-type monorail transportation simple-support-first rigid-framework-second system |
-
2017
- 2017-04-28 CN CN201710290347.8A patent/CN106894346B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN106894346A (en) | 2017-06-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106894346B (en) | A kind of the continuous beam bridge construction method | |
| CN101824800B (en) | Method for construction of bridge cast-in-situ pre-stressed concrete continuous beam | |
| CN103266574B (en) | Simply-supported box girder bridge strengthening method with oblique cables | |
| CN207143733U (en) | A kind of simple-supported thencontinuous bridge system converting system | |
| CN103938546A (en) | Simple-supported continuous construction method and structure thereof | |
| CN103938533A (en) | Simple-supported continuous structure and construction method thereof | |
| CN104153284A (en) | Partial filling type steel box concrete continuous composite girder bridge and construction method thereof | |
| CN101446067B (en) | Construction method for Y-shaped frame of large-span steel box basket arch bridge | |
| CN107988924B (en) | Steel-concrete composite girder bridge system conversion system and conversion method based on old bridge reconstruction | |
| CN113550235A (en) | Cast-in-place bent cap support and construction method thereof | |
| CN104831639A (en) | Consolidation and release construction method for 0# blocks of ultra-wide non-uniform continuous beam | |
| CN201648978U (en) | Tied arch support of bridge location cast-in-situ prestressed concrete continuous beam | |
| CN111749133A (en) | Beam-arch combined rigid frame bridge and construction method of bridge pier thereof | |
| CN103835238B (en) | A kind of high pier cable stayed bridge No. 0 block non-stand construction method and the structure in constructing | |
| CN210684430U (en) | Main bridge jacking system of large-span tied arch bridge | |
| CN102493363B (en) | Quick construction method for segment No.0 of continuous beam | |
| CN211815595U (en) | Lower tower column tension and compression structure for cable tower | |
| CN215714684U (en) | Cast-in-situ bent cap support | |
| CN209873553U (en) | Prefabricated assembled cylindricality pier | |
| CN112482193A (en) | Method for applying compressive stress to concrete slab in hogging moment area of combination beam, main beam and cable-stayed bridge | |
| CN113969538A (en) | Cable-stayed bridge construction system and construction method | |
| CN107815976B (en) | A kind of construction method of multi-joint continuous beam or multi-joint rigid structure beam end bay straight line beam section | |
| CN213233165U (en) | Bridge auxiliary pier support installation device | |
| CN104929046A (en) | Method for unloading sandboxes of section pre-fabricated steel truss continuous beam bridge | |
| CN212505806U (en) | Cable-stayed bridge construction system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information | ||
| CB03 | Change of inventor or designer information |
Inventor after: Wang Lei Inventor after: Guo Wenlong Inventor after: Wu Jiajia Inventor after: Liu Zhihua Inventor after: Han Zhijiang Inventor after: Wang Yongqiang Inventor after: Zhao Lei Inventor before: Wang Lei Inventor before: Han Zhijiang Inventor before: Wu Jiajia Inventor before: Liu Zhihua Inventor before: Zhao Lei Inventor before: Wang Yongqiang Inventor before: Guo Wenlong |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant |