CN1730260A - Method for making concrete beam - Google Patents
Method for making concrete beam Download PDFInfo
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- CN1730260A CN1730260A CN 200510028666 CN200510028666A CN1730260A CN 1730260 A CN1730260 A CN 1730260A CN 200510028666 CN200510028666 CN 200510028666 CN 200510028666 A CN200510028666 A CN 200510028666A CN 1730260 A CN1730260 A CN 1730260A
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Abstract
The invention relates to a method for making concrete beam. Said method of installing prestress of concrete beam comprises the following steps: erection of formwork and assembling reinforcement; laying prestress corrugated pipe and prestress steel stranded wire; laying external prestress anchorage device, steering device and external prestress hank; pouring concrete; after the design intensity of concrete reaching more than 80%, first stretching and measure prestress hank; grouting and enclosing anchor; when pore path sand pulp and enclosed anchor concrete reaching the design requirement intensity, suspending them on beam between 58 and 62 days; stretching external prestress hank; grouting and enclosing anchor; installing orbit or other function elements. According to control requirement of orbit beam deforming in long time due to high-speed orbit transit, permitting variate to be control objective, determinating adaptive configuration method of prestress hank through analysis and calculation, after bridge structural being installed, the long time deforming control of concrete contraction and creep is in permissible range, and the invention has the bidirectional and adjustable function in the latter half period.
Description
Technical field:
The present invention relates to beams of concrete, especially for the prestressing force method to set up of the prestressed girder body of the running rail of the track girder of magnetic suspended railway and railroad vehicle, specifically a kind of prestressing force method to set up with prestressed concrete beam of high-precision deformation requirement.
Background technology:
High speed rail system has very high requirement to track linear, with guarantee train when the high-speed cruising security and passenger's comfortableness.Therefore, consider factor such as construction error after, the expendable distortion (as coagulating the distortion that soil shrinks and creeps and cause) that requires the non-loads change of bridge structure to cause reduces as far as possible and be controlled is very important.
Because high-speed railway has higher requirement to the rigidity of bridge structure.Different with traditional highway and railroad bridge, no longer be the strength control design, but Deformation Control Design.Prestressed reinforced concrete construction has that rigidity is big, total cross-section participation work and can be suitable for the bridge structure to the high speed railway track traffic system of track girder deformation requirements by advantages such as prestressing force adjustment distortion.
For traditional prestressing force design, Stress Control often, least favorable combination the carrying out prestressing force that causes internal force by various loads designs, and only as the check of normal operating condition, its arch also allows for several centimetres the TERM DEFORMATION that concrete creep and contraction cause.But for the bridge structure of high-speed railway, require the track installation after, concrete creep and shrink the TERM DEFORMATION cause and be controlled in several millimeters scopes.Therefore, the control and the associated construction technology of how to carry out TERM DEFORMATION is vital.
In patent CN1344836A, provided a kind of design and manufacture method thereof that is used for magnetic levitation track girder, the prestressing force setting comprises once opens earlier and twice posttension.Adopt this method to need large-scale pre-tensioned prestressing workshop and more than the large-tonnage pre-tensioned prestressing stretching bed seat (1500t).For long distance line, need 15km along the line that a pre-tensioned prestressing workshop is set, increase engineering cost greatly, have certain limitation.
Summary of the invention:
The object of the present invention is to provide the preparation method of beams of concrete, it can overcome cost height in the prior art, have certain circumscribed some shortcomings.
To achieve these goals, technical scheme of the present invention is: the preparation method of beams of concrete is characterized in that: described beams of concrete prestressing force method to set up may further comprise the steps:
1) formwork erection, assembling reinforcement;
2) lay prestressing force bellows and prestress wire;
3) lay external prestressing ground tackle device, steering block device and external pre-stress bundle;
4) casting concrete;
5) treat concrete reach design strength more than 80% after, stretch-draw is the post-tensioned prestressing bundle for the first time;
6) be in the milk, sealing off and covering anchorage;
7) treat that duct mortar and sealing off and covering anchorage concrete reach the intensity of designing requirement, winch to beam strorage area and deposited 58-62 days;
8) stretch-draw external pre-stress bundle;
9) be in the milk, sealing off and covering anchorage;
10) attachment rail or other functor.
The characteristics of technical scheme of the present invention are: according to the control requirement of high-speed rail transportation to the track girder TERM DEFORMATION, to allow deformation values as the control target, determine appropriate pre _ stress bundle collocation method by computational analysis, bridge structure is controlled in the permissible range by the concrete shrinkage and the TERM DEFORMATION that produces of creeping after installation.Design philosophy of the present invention is for guaranteeing construction and all keeping state of axial compression operation stage in theory.Pre-stress construction applied by two stages---posttension for the first time and external prestressing.After posttension is for the first time finished, guarantee that moment of flexure that post-tensioned prestressing for the first time causes and the beam body moment of flexure that causes of conducting oneself with dignity balances each other, the stress in cross section is evenly distributed, be in state of axial compression; After external prestressing stretch-draw was finished, moment of flexure that external prestressing causes and the second stage of dead load and the previous time period inner concrete moment of flexure that causes of creeping balanced each other, and is in state of axial compression substantially.If the tension that the axial compressive force that the first time and the second time, post-tensioned prestressing caused causes less than variable load, can be respectively at the upper limb and the lower edge of beam body straight line posttension bundle (adopting flat anchor or prestressing without bondn system) be set, this partial prestressing designs by the sectional axis pressurized.In addition, answer stretching force in advance and join bundle number when design external, consider the requirement that the later stage is adjustable: when concrete shrinkage, when the time dependent deformation that causes of creeping surpasses the downwarp value of allowing, can be by stretching force or the increase external pre-stress bundle that increases external prestressing, make the arch of beam body, to satisfy the requirement of distortion; When concrete shrinkage, when the time dependent deformation that causes of creeping surpasses the arch value of allowing, stretching force that can be by less external prestressing or reduce the prestressing tendon number make the downwarp of beam body, to satisfy the requirement of distortion.Therefore, the preparation method of the present invention's proposition has two-way adjustable function.
Description of drawings:
Fig. 1 is the structural representation of the present invention-embodiment
Fig. 2 is an A-A profile among Fig. 1
Fig. 3 is a B-B profile among Fig. 1
Fig. 4 is a C-C profile among Fig. 1
Fig. 5 is a making schematic diagram of the present invention
The specific embodiment:
The invention will be further described below in conjunction with drawings and Examples.
The present invention is a kind of preparation method of beams of concrete, it is characterized in that: described beams of concrete prestressing force method to set up may further comprise the steps:
1) formwork erection, assembling reinforcement;
2) lay prestressing force bellows and prestress wire;
3) lay external prestressing ground tackle device, steering block device and external pre-stress bundle;
4) casting concrete;
5) treat concrete reach design strength more than 80% after, stretch-draw is the post-tensioned prestressing bundle for the first time;
6) be in the milk, sealing off and covering anchorage;
7) treat that duct mortar and sealing off and covering anchorage concrete reach the intensity of designing requirement, winch to beam strorage area and deposited 58-62 days;
8) stretch-draw external pre-stress bundle;
9) be in the milk, sealing off and covering anchorage;
10) attachment rail or other functor.
The present invention is a kind of preparation method that satisfies the linear requirement of high accuracy of Rail Transit System and be convenient to the beams of concrete of site operation.After beam body casting concrete reached certain design strength, twice tensioning process of the posttension of employing and external prestressing promptly can be in factory or in-situ precast, again can be cast-in-place at the scene.Simultaneously, external prestressing also has bilaterally adjustable function of later stage.Here said design strength is meant building standard " Standard for quality control of concrete ", i.e. GB50164-92.
The concrete data of enumerating a prestressed rail beam of the present invention below are as follows:
The track girder of a 24.682m is provided with for the first time that post-tensioned prestressing bundle 1 specification is two 15-13 and two 15-9, totally four bundles; External pre-stress bundle 2 specifications are two 15-12.
The post-tensioned prestressing bundle is at the moment of flexure of girder span middle section generation: M for the first time
Y1=-4269kNm
The moment of flexure that beam deadweight (comprising connector) produces at spaning middle section: M
G1=4298kNm
The post-tensioned prestressing bundle is at the moment of flexure of girder span middle section generation: M for the second time
Y2=-952kNm
Post-tensioned prestressing Shu Zhangla is preceding because the moment of flexure that concrete shrinkage and creep produces at spaning middle section: M for the second time
G3=311kNm
The moment of flexure that auxiliary devices such as functor produce at spaning middle section: M
Yg2=630kNm
Compare with the method for patent CN1344836A, save prestress wire about 20%.
Claims (2)
1, a kind of preparation method of beams of concrete is characterized by: described beams of concrete prestressing force method to set up may further comprise the steps:
1) mould, assembling reinforcement;
2) lay prestressing force bellows and prestress wire;
3) lay external prestressing ground tackle device, steering block device and external pre-stress bundle;
4) casting concrete;
5) treat concrete reach design strength more than 80% after, stretch-draw is the post-tensioned prestressing bundle for the first time;
6) be in the milk, sealing off and covering anchorage;
7) treat that duct mortar and sealing off and covering anchorage concrete reach the intensity of designing requirement, winch to beam strorage area and deposited 58-62 days;
8) stretch-draw external pre-stress bundle;
9) be in the milk, sealing off and covering anchorage;
10) attachment rail or other functor.
2, the preparation method of a kind of beams of concrete according to claim 1, it is characterized in that: after beam body casting concrete reached the intensity of design, stretch-draw is the post-tensioned prestressing bundle for the first time, deposits beam after 60 days, the stretch-draw external pre-stress bundle, and have bilaterally adjustable function of later stage.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200510028666 CN1730260A (en) | 2005-08-10 | 2005-08-10 | Method for making concrete beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200510028666 CN1730260A (en) | 2005-08-10 | 2005-08-10 | Method for making concrete beam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN1730260A true CN1730260A (en) | 2006-02-08 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200510028666 Pending CN1730260A (en) | 2005-08-10 | 2005-08-10 | Method for making concrete beam |
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| CN (1) | CN1730260A (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101463590B (en) * | 2007-12-20 | 2010-09-01 | 中铁大桥勘测设计院有限公司 | External prestress steel structure and reinforcing means for reinforcing old bridge |
| CN105568787A (en) * | 2015-11-10 | 2016-05-11 | 北京交通大学 | Concrete track beam with opening in bottom plate and suspended top plate |
| CN105672066A (en) * | 2015-11-10 | 2016-06-15 | 北京交通大学 | Technology for improving stress state of combined box type rail beam with overhung bottom plate |
| CN106676980A (en) * | 2017-01-24 | 2017-05-17 | 北京交通大学 | Suspension type single track traffic seamless route based on assembly technology |
| CN107023170A (en) * | 2017-03-29 | 2017-08-08 | 浙江环宏市政建设有限公司 | Post stretching bonded prestress construction |
| CN109811948A (en) * | 2018-12-04 | 2019-05-28 | 济南大学 | A kind of dual-prestressed composite frame of large span and floor system and construction method |
| CN112936578A (en) * | 2021-01-26 | 2021-06-11 | 中建八局第一建设有限公司 | Precast beam system roof beam pedestal |
-
2005
- 2005-08-10 CN CN 200510028666 patent/CN1730260A/en active Pending
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101463590B (en) * | 2007-12-20 | 2010-09-01 | 中铁大桥勘测设计院有限公司 | External prestress steel structure and reinforcing means for reinforcing old bridge |
| CN105568787A (en) * | 2015-11-10 | 2016-05-11 | 北京交通大学 | Concrete track beam with opening in bottom plate and suspended top plate |
| CN105672066A (en) * | 2015-11-10 | 2016-06-15 | 北京交通大学 | Technology for improving stress state of combined box type rail beam with overhung bottom plate |
| CN105672066B (en) * | 2015-11-10 | 2024-01-23 | 北京交通大学 | Method for improving stress state of bottom plate overhanging combined box type track beam in suspended monorail traffic |
| CN106676980A (en) * | 2017-01-24 | 2017-05-17 | 北京交通大学 | Suspension type single track traffic seamless route based on assembly technology |
| CN107023170A (en) * | 2017-03-29 | 2017-08-08 | 浙江环宏市政建设有限公司 | Post stretching bonded prestress construction |
| CN109811948A (en) * | 2018-12-04 | 2019-05-28 | 济南大学 | A kind of dual-prestressed composite frame of large span and floor system and construction method |
| CN112936578A (en) * | 2021-01-26 | 2021-06-11 | 中建八局第一建设有限公司 | Precast beam system roof beam pedestal |
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Open date: 20060208 |