CN105862601A - Method for reducing negative bending moment of T-type rigid bridge - Google Patents
Method for reducing negative bending moment of T-type rigid bridge Download PDFInfo
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- CN105862601A CN105862601A CN201610319495.3A CN201610319495A CN105862601A CN 105862601 A CN105862601 A CN 105862601A CN 201610319495 A CN201610319495 A CN 201610319495A CN 105862601 A CN105862601 A CN 105862601A
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- structure bridge
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- cantilever end
- displacement
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- 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
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
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- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a method for reducing the negative bending moment of a T-type rigid bridge. The method comprises the steps that in the design stage, an upward jacking load design value is calculated according to a counter force design value of side pier supports and a set reducing value of the negative bending moment of a main beam arranged at a main pier, and an upward jacking displacement design value sdesign is calculated according to the upward jacking load design value; in the construction stage, the upward jacking displacement design value sdesign is corrected according to a construction error of the height of the cantilever end of the T-type rigid bridge to obtain an actual upward jacking displacement value sactual, an actual upward jacking load F is determined according to the actual upward jacking displacement value sactual, then a jack is adopted to apply the actual upward jacking load F at the cantilever end of the T-type rigid bridge, and the T-type rigid bridge is made to meet the requirement of a bridge line. According to the method, the negative bending moment of the main beam arranged at the bridge pier is reduced, stress is reasonable, and materials are saved; the counter force of the side pier supports is appropriately increased, and disengaging and dropping of the side pier supports can be effectively prevented; main beam drooping deformation generated during construction is effectively solved, and the driving comfort is improved.
Description
Technical field
The present invention relates to a kind of T structure bridge construction method, particularly relate to a kind of method that T structure bridge reduces hogging moment.
Background technology
T structure bridge is a type of rigid frame bridge, has cantilever force feature, can use cantilever-construction, i.e. by main Dun Dun
Push up the top beam body of the method section constructing structure section by section using balanced cantilever construction to both sides, form the double outstanding of " T " font
Arm configuration, then carry out the construction of bridge closure section.T structure bridge may be used without construction bracket and carries out the construction of kingpost cantalever.
T structure bridge cantilever construction or after removing main girder construction support, at main pier, girder will produce excessive hogging moment, and main
Girder cantilever end also can produce excessive sagging deflections.If taking no action to, at main pier, girder hogging moment is crossed conference and is caused at this
Steel using amount and beam section are very big, and the most uneconomical, excessive sagging deflections is unsatisfactory for the requirement of bridge linear, also have impact on
Road-ability.It addition, it is too small to will also result in abutment pier support reaction, causing abutment pier seat empty, the disease even dropped is sent out
Raw.
Summary of the invention
The present invention solves technical problem present in known technology and a kind of method providing T structure bridge to reduce hogging moment.
The present invention solves that technical problem is adopted the technical scheme that present in known technology: a kind of T structure bridge reduces negative
The method of moment of flexure, in the design phase, reduces according to the setting of girder hogging moment at the counter-force design load of abutment pier bearing and main pier
Value pushes up design load on calculating, and calculates up displacement design load s according to described upper top design loadDesign;On construction rank
Section, according to the construction error of T structure bridge cantilever end, revises described up displacement design load sDesign, it is thus achieved that actual up displacement
Value sActual, according to described actually top shift value sActualDetermine that actually top loading carries F, then uses jack at described T structure
Described in the applying of bridge cantilever end, actually top loading carries F, and makes described T structure bridge meet the requirement of bridge linear.
When described T structure bridge uses construction bracket to construct, in the design phase, calculate described T after construction bracket is withdrawn
The sagging displacement y of structure bridge cantilever end2, calculate the upthrow displacement y of described T structure bridge cantilever end1=y2-sDesign, according to described
The upthrow displacement y of T structure bridge cantilever end1Determine the camber that described T structure bridge girder is constructed;In the construction stage, to be onstructed
After support is withdrawn, the elevation measuring described T structure bridge cantilever end obtains hActual measurement, then calculate hActual measurement-hCalculate, it is thus achieved that T structure bridge
Construction error y of cantilever end height3, wherein hCalculateThe grid DEM value before described upper top loading carries is applied for T structure bridge cantilever end;
Finally calculate actually top shift value sActual=sDesign+y3。
When described T structure bridge uses cantilever method to construct, in the design phase, the sagging displacement of described T structure bridge cantilever end
Amount y2For described up displacement design load sDesign, according to described up displacement design load sDesignDetermine that described T structure bridge girder is executed
The camber of work;In the construction stage, the elevation measuring described T structure bridge cantilever end obtains hActual measurement, then calculate hActual measurement-hCalculate,
Obtain construction error y of described T structure bridge cantilever end height3, wherein hCalculateApply described upper top loading for T structure bridge cantilever end to carry
Front grid DEM value;Finally calculate actually top shift value sActual=sDesign+y3, it is thus achieved that described up displacement.
The present invention has the advantage that with good effect: reduces the hogging moment of girder at bridge pier, reasonable stress, saves material
Material;Suitably add the counter-force of abutment pier bearing, can effectively prevent abutment pier seat empty and drop;Efficiently solve in construction
The sagging deflections of girder, improves road-ability.
Accompanying drawing explanation
Fig. 1 is the application schematic diagram of the present invention;
Fig. 2 is that T structure bridge uses construction bracket to apply the analysis principle figure of the present invention when constructing;
The analysis principle figure of application present invention when Fig. 3 is T structure bridge employing cantilever construction.
Detailed description of the invention
For the summary of the invention of the present invention, feature and effect can be further appreciated that, hereby enumerate following example, and coordinate accompanying drawing
Describe in detail as follows:
Insight of the invention is that after the construction of T structure bridge girder cantilever end terminates or rotator construction is in place, at kingpost cantalever end
It is applied with top loading to carry and reach predetermined design altitude, and complies with the requirement of bridge linear, eliminate main pier with this
The excessive hogging moment that place's girder produces and the counter-force suitably increasing abutment pier bearing.
The concrete scheme of the present invention refers to Fig. 1~Fig. 3, and a kind of T structure bridge reduces the method for hogging moment, in the design phase,
At counter-force design load according to abutment pier bearing and main pier, the setting decreasing value of girder hogging moment calculates and pushes up design load, root
Up displacement design load s is calculated according to described upper top design loadDesign;In the construction stage, according to executing of T structure bridge cantilever end
Work error, revises described up displacement design load sDesign, it is thus achieved that actually top shift value sActual, actually push up according to described
Shift value sActualDetermine that actually top loading carries F, then uses jack at described T structure bridge cantilever end by the conversion of girder rigidity
Described in applying, actually top loading carries F, and makes described T structure bridge meet the requirement of bridge linear.
The present invention it is critical only that top loading carries the determination of F.
When described T structure bridge uses construction bracket to construct, in the design phase, in addition it is also necessary to after calculating construction bracket is withdrawn
The sagging displacement y of described T structure bridge cantilever end2, calculate the upthrow displacement y of described T structure bridge cantilever end1=y2-sDesign, root
Upthrow displacement y according to described T structure bridge cantilever end1Determine the camber that described T structure bridge girder is constructed;In the construction stage,
Because the existence of construction error, up displacement design load s can be causedDesignIt is not inconsistent with actual up displacement, therefore, to be onstructed
After support is withdrawn, the elevation measuring described T structure bridge cantilever end obtains hActual measurement, then calculate hActual measurement-hCalculate, it is thus achieved that T structure bridge
Construction error y of cantilever end height3, wherein hCalculateThe grid DEM value before described upper top loading carries is applied for T structure bridge cantilever end;
Finally calculate actually top shift value sActual=sDesign+y3。
When T structure bridge uses cantilever construction, the determination method that upper top loading carries F is similar with said method, specifically, when
When described T structure bridge uses cantilever method to construct, in the design phase, the sagging displacement y of described T structure bridge cantilever end2For
Described up displacement design load sDesign, according to described up displacement design load sDesignDetermine that described T structure bridge girder is constructed pre-
Camber;In the construction stage, the elevation measuring described T structure bridge cantilever end obtains hActual measurement, then calculate hActual measurement-hCalculate, it is thus achieved that
Construction error y of described T structure bridge cantilever end height3, wherein hCalculateBefore applying described upper top loading load for T structure bridge cantilever end
Grid DEM value;Finally calculate actually top shift value sActual=sDesign+y3, it is thus achieved that described up displacement F.
Referring to Fig. 1, before and after the load applying of upper top loading, T structure bridge moment of flexure schematic diagram is respectively such as curve 1 and curve 2 institute in Fig. 1
Show.Visible, upper top loading carries after applying, and at main pier, girder hogging moment reduces, and stress is more reasonable;Meanwhile, limit is increased
The support reaction of pier bearing, effectively prevent abutment pier seat empty and the generation of the phenomenon that drops.
Although the preferred embodiments of the present invention being described above in conjunction with accompanying drawing, but the invention is not limited in above-mentioned
Detailed description of the invention, above-mentioned detailed description of the invention is only schematically, is not restrictive, this area general
Logical technical staff is under the enlightenment of the present invention, in the case of without departing from present inventive concept and scope of the claimed protection,
Can be to make a lot of form, within these belong to protection scope of the present invention.
Claims (3)
1. the method that a T structure bridge reduces hogging moment, it is characterised in that in the design phase, according to the counter-force of abutment pier bearing
At design load and main pier, the setting decreasing value of girder hogging moment calculates and pushes up design load, according to described upper top load design
Value calculates up displacement design load sDesign;In the construction stage, according to the construction error of T structure bridge cantilever end, revise on described
Top displacement design load sDesign, it is thus achieved that actually top shift value sActual, according to described actually top shift value sActualDetermine actually
Top loading carries F, then uses jack to carry F at actually top loading described in the applying of described T structure bridge cantilever end, and makes described T structure
Bridge meets the requirement of bridge linear.
T structure bridge the most according to claim 1 reduces the method for hogging moment, it is characterised in that when described T structure bridge is adopted
When constructing with construction bracket, in the design phase, calculate the sagging position of described T structure bridge cantilever end after construction bracket is withdrawn
Shifting amount y2, calculate the upthrow displacement y of described T structure bridge cantilever end1=y2-sDesign, according to the upthrow of described T structure bridge cantilever end
Displacement y1Determine the camber that described T structure bridge girder is constructed;In the construction stage, after support to be onstructed is withdrawn, measure institute
The elevation stating T structure bridge cantilever end obtains hActual measurement, then calculate hActual measurement-hCalculate, it is thus achieved that the construction of T structure bridge cantilever end height is by mistake
Difference y3, wherein hCalculateThe grid DEM value before described upper top loading carries is applied for T structure bridge cantilever end;Finally calculate and actually push up
Shift value sActual=sDesign+y3。
T structure bridge the most according to claim 1 reduces the method for hogging moment, it is characterised in that when described T structure bridge is adopted
When constructing with cantilever method, in the design phase, the sagging displacement y of described T structure bridge cantilever end2For described up displacement
Design load sDesign, according to described up displacement design load sDesignDetermine the camber that described T structure bridge girder is constructed;In construction
In the stage, the elevation measuring described T structure bridge cantilever end obtains hActual measurement, then calculate hActual measurement-hCalculate, it is thus achieved that described T structure bridge hangs
Construction error y of arm end height3, wherein hCalculateThe grid DEM value before described upper top loading carries is applied for T structure bridge cantilever end;
Finally calculate actually top shift value sActual=sDesign+y3, it is thus achieved that described up displacement.
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Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN110904812A (en) * | 2019-11-08 | 2020-03-24 | 中铁大桥科学研究院有限公司 | Method for reducing hogging moment of combined beam at auxiliary pier of cable-stayed bridge under live load effect |
CN114622497A (en) * | 2022-04-08 | 2022-06-14 | 西安公路研究院有限公司 | Bridge rapid first-aid repair method without increasing self weight of main beam |
JP2022089733A (en) * | 2020-12-04 | 2022-06-16 | 中鉄北京工程局集団第二工程有限公司 | Large span arch stiffening asymmetric section continuous beam construction method |
Citations (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
EP1378608A1 (en) * | 2002-07-05 | 2004-01-07 | VSL International AG | Method for preparation of reciprocal pressing surfaces of segments of a construction |
CN1974930A (en) * | 2006-12-27 | 2007-06-06 | 重庆交通大学 | Baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge and construction method thereof |
CN104389273A (en) * | 2014-12-04 | 2015-03-04 | 中铁二十三局集团有限公司 | linear control method of cast-in-place cantilever continuous beam |
CN105525572A (en) * | 2014-10-24 | 2016-04-27 | 中铁十四局集团有限公司 | Method for replacing hogging moment prestressed tendons of T-shaped beams by artfully using jack |
-
2016
- 2016-05-13 CN CN201610319495.3A patent/CN105862601B/en active Active
Patent Citations (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
EP1378608A1 (en) * | 2002-07-05 | 2004-01-07 | VSL International AG | Method for preparation of reciprocal pressing surfaces of segments of a construction |
CN1974930A (en) * | 2006-12-27 | 2007-06-06 | 重庆交通大学 | Baseboard cable horizontal arrangement prestress concrete variable cross-section box girder bridge and construction method thereof |
CN105525572A (en) * | 2014-10-24 | 2016-04-27 | 中铁十四局集团有限公司 | Method for replacing hogging moment prestressed tendons of T-shaped beams by artfully using jack |
CN104389273A (en) * | 2014-12-04 | 2015-03-04 | 中铁二十三局集团有限公司 | linear control method of cast-in-place cantilever continuous beam |
Non-Patent Citations (1)
Title |
---|
马晓娟编译: "希腊麦索福大桥设计与施工", 《中外公路》 * |
Cited By (4)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN110904812A (en) * | 2019-11-08 | 2020-03-24 | 中铁大桥科学研究院有限公司 | Method for reducing hogging moment of combined beam at auxiliary pier of cable-stayed bridge under live load effect |
JP2022089733A (en) * | 2020-12-04 | 2022-06-16 | 中鉄北京工程局集団第二工程有限公司 | Large span arch stiffening asymmetric section continuous beam construction method |
CN114622497A (en) * | 2022-04-08 | 2022-06-14 | 西安公路研究院有限公司 | Bridge rapid first-aid repair method without increasing self weight of main beam |
CN114622497B (en) * | 2022-04-08 | 2023-04-25 | 西安公路研究院有限公司 | Bridge rapid rush-repair method without increasing dead weight of main beam |
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