CN108867315A - The pre-locked method of large bridge steel reinforced concrete adapter section - Google Patents
The pre-locked method of large bridge steel reinforced concrete adapter section Download PDFInfo
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- CN108867315A CN108867315A CN201810754635.9A CN201810754635A CN108867315A CN 108867315 A CN108867315 A CN 108867315A CN 201810754635 A CN201810754635 A CN 201810754635A CN 108867315 A CN108867315 A CN 108867315A
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- locking
- locked
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- girder
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
-
- 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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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The present invention provides method pre-locked when a kind of construction of large bridge steel reinforced concrete adapter section, this method is first fixedly welded on anchor slab in advance according to the determining steel box-girder end top of measurement, bottom surface, vertical and horizontal diaphragm center line corresponding position；Pre-buried stiffening plate is embedded in advance according to the determining concrete box beam end top of measurement, backplate surface, partition center line corresponding position when last segment of anchor span box beam pours；The one end for locking skeleton is fixedly welded in pre-buried stiffening plate in advance, carries out reinforcing bar binding, the formwork erection construction of toughened internal stress；Before will starting toughened internal stress concreting, will locking the skeleton other end and the anchor slab at steel box-girder end be welded and fixed, realization anchor span and steel box-girder it is pre-locked；Carry out concrete pours operation；Concreting is completed and removes anchor slab, pre-buried stiffening plate, locking skeleton after completing tensioning construction, unlocks.It is efficiently accurate that the method for the present invention can effectively control toughened internal stress deflection, locking and positioning.
Description
Technical field
The present invention relates to a kind of pre-locked methods of large bridge steel reinforced concrete adapter section.
Background technique
Country's Long span self-anchored suspension bridge is to reduce bridge self weight while increasing across footpath as far as possible, increase bridge at present
Bearing capacity, girder generally uses the box girder construction of steel plate, and its both ends anchor span is then generally PC Box Girder Structure,
Concrete box girder must be linked together with steel box-girder by toughened internal stress；It is installed in place in steel box-girder, anchor span concrete construction
Start to carry out toughened internal stress construction after the completion；Since steel box-girder linear expansion coefficient is larger, by day and night temperature influenced to generate compared with
Big dilatation, and the concrete wire coefficient of expansion is then smaller such as in the toughened internal stress construction time and pours completion initial stage and does not take
Measure is developed as one pleases, steel box-girder will to combine section concrete and box beam generate squeeze, stretching action, easily cause concrete axial to or
Failure by shear；Structure is complicated for toughened internal stress, is the key node that main push-towing rope anchor point horizontal component is transmitted to steel box-girder by anchor span,
If toughened internal stress goes wrong, will lead to bed rearrangement bridge force-bearing structural system can not be formed；Therefore, it is necessary in toughened internal stress
It construction time and pours completion initial stage and takes measures to limit smooth formation of its deflection to ensure bridge integral structural system.It is domestic
The general construction that toughened internal stress is carried out using Direct stenting method, the elastic restraint by the way that interim sliding support and bracket is arranged are limited
The deflection of toughened internal stress processed, deflection are often unable to get effective control.
Summary of the invention
In order to overcome the above shortcomings, it is an object of the present invention to provide one kind can effectively control toughened internal stress deflection,
Reasonable stress, it is at low cost, it is easy to operate, accurate effective locking effect, lock can be quickly obtained in toughened internal stress construction period
Fixed and positioning is efficiently accurate, and is able to satisfy the pre-locked method of large bridge steel reinforced concrete adapter section of bridge beam body force request completely.
The object of the present invention is achieved like this：
The pre-locked method of large bridge steel reinforced concrete adapter section of the present invention, this method are first will at least 8 pieces of anchor slabs to be fixedly welded in advance
According to the determining steel box-girder end top of measurement, bottom surface, vertical and horizontal diaphragm center line corresponding position；Then last in anchor span box beam
When one segment pours by least 8 pieces of pre-buried stiffening plates be embedded in advance according to the determining concrete box beam end top of measurement, backplate surface,
Partition center line corresponding position；At least 8 locking framework locations are used again, are in advance fixedly welded on the one end for locking skeleton pre-
It buries in stiffening plate, then carries out reinforcing bar binding, the formwork erection construction of toughened internal stress；After completing above-mentioned operation, steel reinforced concrete will be started
Before adapter section concreting, the locking skeleton other end and the anchor slab at steel box-girder end are welded and fixed, realize anchor span and steel box-girder
It is pre-locked；Carry out concrete after the completion of pre-locked immediately pours operation；Concreting is completed and completes prestressed stretch-draw
Anchor slab, pre-buried stiffening plate, locking skeleton are removed after construction, are unlocked.
Above-mentioned pre-locked and toughened internal stress concreting opportunity should select in one day temperature lower and change
The amplitude the smallest period carries out.
Above-mentioned anchor slab is 8 pieces, and pre-buried stiffening plate is 8 pieces, and locking skeleton is 8.
The method of the present invention can effectively control toughened internal stress deformation, and reasonable stress is at low cost, easy to operate, pass through
In such a way that toughened internal stress both ends are connected and fixed by skeleton in advance, essence can be quickly obtained in toughened internal stress construction period
Effect locking effect is truly had, locking and positioning are more efficiently accurate, and are able to satisfy bridge beam body force request completely.
Detailed description of the invention
Fig. 1 be toughened internal stress stiff skeleton structural schematic diagram of the present invention.
Fig. 2 is A-A cross-sectional view in Fig. 1.
Fig. 3 is B-B cross-sectional view in Fig. 1.
Fig. 4 is toughened internal stress stiff skeleton plan view.
Fig. 5 is assembling figure of the invention.
Fig. 6 is C-C, D-D cross-sectional view in Fig. 5.
Specific embodiment
Referring to FIG. 1 to FIG. 6, the pre-locked method of the present embodiment large bridge steel reinforced concrete adapter section includes the following steps：
1, production processing all parts are accurate to install anchor slab and pre-buried stiffening plate：
Totally 8 pieces of 400mm × 400mm × 20mm anchor slab 1 of self-control is fixedly welded on the steel box-girder end top determining according to measurement in advance
Bottom surface, 5 corresponding position of vertical and horizontal diaphragm center line；When last segment of anchor span box beam is poured by homemade pre-buried stiffening plate
2 totally 8 pieces（It each include that 6 pieces of 100mm × 580mm × 20mm steel plate and 12 Φ 25, L=1000mm round steel welding production form）
It is embedded in advance according to the determining concrete box beam end roof and floor surface of measurement, partition center line corresponding position；The external lock of self-control
Determine totally 8, skeleton 3（It is formed using Two bors d's oeuveres 36b channel steel and small steel plate welding production）.Anchor slab, pre-buried stiffening plate and locking skeleton group
At preliminary latch means.To be accurately positioned preliminary latch means, it is necessary in advance that anchor slab and pre-buried stiffening plate is fixed accurate.Existing
Field can position it using the precise measurements instrument such as total station, and 4 both ends beam body end of toughened internal stress top, bottom table are set to
Face, beam body central axes monosymmetric two partition center lines corresponding position（Every 5~6m upper and lower surface is arranged one in principle
It is right）.Anchor slab is fixedly welded on steel box-girder top bottom surface after position is determining, pre-buried stiffening plate is embedded in the concrete box to be poured built in advance
Box girder segment is carried out after back bottom surface to pour.The external locking frame center line and beam that determining position should be able to be such that the later period installs
Body partition center line is overlapped；Each toughened internal stress has the fixed device of 8 prelock（Top, bottom plate each 4）, serial number in Fig. 1, Fig. 4
6,7 be respectively steel box-girder end face, box beam end face；
2, after first locking one end, carry out the binding of toughened internal stress reinforcing bar and formwork erection operation：
One end of homemade locking skeleton is fixedly welded in pre-buried stiffening plate in advance, then carries out the reinforcing bar of toughened internal stress
The operations such as binding, formwork erection；
3, apparent time machine locks the other end, completes pre-locked：
After the operations such as reinforcing bar binding, formwork erection, before toughened internal stress concreting will be started, then will locking the skeleton other end with
The anchor slab at steel box-girder end is welded and fixed, and realizes the pre-locked of anchor span and steel box-girder；Pre-locked and toughened internal stress concreting
Opportunity should select that temperature is lower in one day and the amplitude of variation the smallest period carries out；It should be carried out immediately after the completion of pre-locked
Concrete pours operation；
4, it releases pre-locked：
Concreting is completed and removes anchor slab, pre-buried stiffening plate, locking skeleton after completing tensioning construction, and lock is released
It is fixed.
The method of the present invention is by external locking skeleton and to be embedded in the pre-buried stiffening plate of concrete box girder and be welded in steel case
The anchor slab of beam-ends top bottom surface, which is welded to connect, to be fixed, and the steel box-girder that need to be joined the two sections of a bridge, etc and concrete beam body structure are linked to be entirety in advance,
To make toughened internal stress length keep relative stability within certain period, reaching prevents toughened internal stress concrete from pouring
In journey and there is the purpose being destroyed because steel and concrete wire expansion coefficient difference are big in concrete setting initial stage.Steel reinforced concrete combines
Section preliminary latch means are able to satisfy force request through stress accounting completely, and practical, at low cost, strong operability greatly improves
The protection of toughened internal stress construction quality.
Above-described embodiment is to be further described to above content of the invention, but this should not be interpreted as in the present invention
The range for stating theme is only limitted to above-described embodiment.It is all to be all belonged to the scope of the present invention based on the technology that above content is realized.
Claims (3)
1. the pre-locked method of large bridge steel reinforced concrete adapter section, this method be first will at least 8 pieces of anchor slabs be fixedly welded in advance according to
Measure determining steel box-girder end top, bottom surface, vertical and horizontal diaphragm center line corresponding position；Then in anchor span box beam final section
At least 8 pieces of pre-buried stiffening plates are embedded in advance according to the determining concrete box beam end top of measurement, backplate surface, partition when section pours
Center line corresponding position；At least 8 locking framework locations are used again, and the one end for locking skeleton is fixedly welded on pre-buried add in advance
In strong plate, reinforcing bar binding, the formwork erection construction of toughened internal stress are then carried out；After completing above-mentioned operation, steel reinforced concrete combination will be started
Before section concrete pours, will locking the skeleton other end and the anchor slab at steel box-girder end be welded and fixed, realization anchor span and steel box-girder it is pre-
Locking；Carry out concrete after the completion of pre-locked immediately pours operation；Concreting is completed and completes tensioning construction
Anchor slab, pre-buried stiffening plate, locking skeleton are removed afterwards, are unlocked.
2. the pre-locked method of large bridge steel reinforced concrete adapter section according to claim 1, it is characterised in that pre-locked and steel reinforced concrete
The opportunity of adapter section concreting should select that temperature is lower in one day and the amplitude of variation the smallest period carries out.
3. the pre-locked method of large bridge steel reinforced concrete adapter section according to claim 1 or 2, it is characterised in that anchor slab is 8 pieces,
Pre-buried stiffening plate is 8 pieces, and locking skeleton is 8.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810754635.9A CN108867315A (en) | 2018-07-11 | 2018-07-11 | The pre-locked method of large bridge steel reinforced concrete adapter section |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810754635.9A CN108867315A (en) | 2018-07-11 | 2018-07-11 | The pre-locked method of large bridge steel reinforced concrete adapter section |
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| CN108867315A true CN108867315A (en) | 2018-11-23 |
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| CN201810754635.9A Pending CN108867315A (en) | 2018-07-11 | 2018-07-11 | The pre-locked method of large bridge steel reinforced concrete adapter section |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109371848A (en) * | 2018-12-10 | 2019-02-22 | 中交四公局第五工程有限公司 | The longitudinal temporary connecting structure and method of suspension bridge concrete stiffening girder installation |
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| CN201296900Y (en) * | 2008-08-20 | 2009-08-26 | 北京锦泰安联桥梁钢构技术有限公司 | Temporary locking device for combined box beam seaming section of corrugated steel web plate |
| CN105088971A (en) * | 2015-09-09 | 2015-11-25 | 上海城建市政工程（集团）有限公司 | Mid-span closure construction method of corrugated steel web PC box girder cable-stayed bridge |
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2018
- 2018-07-11 CN CN201810754635.9A patent/CN108867315A/en active Pending
Patent Citations (5)
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| CN201296900Y (en) * | 2008-08-20 | 2009-08-26 | 北京锦泰安联桥梁钢构技术有限公司 | Temporary locking device for combined box beam seaming section of corrugated steel web plate |
| CN105088971A (en) * | 2015-09-09 | 2015-11-25 | 上海城建市政工程（集团）有限公司 | Mid-span closure construction method of corrugated steel web PC box girder cable-stayed bridge |
| CN205295967U (en) * | 2015-12-31 | 2016-06-08 | 中铁二十局集团有限公司 | Large -span continuous beam bridge strides existing station midspan closure section locking structure for rotation construction |
| KR101749959B1 (en) * | 2016-11-28 | 2017-07-03 | (주)신화 | Assembly type arch structure and method for constructing it |
| CN206495141U (en) * | 2017-02-25 | 2017-09-15 | 中铁十八局集团第二工程有限公司 | The temporary locking device constructed for steel pipe arch bridge closure segment |
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| 周筱留等: "宁波南翔大桥中跨合拢技术", 《石家庄铁道大学学报》 * |
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| CN109371848A (en) * | 2018-12-10 | 2019-02-22 | 中交四公局第五工程有限公司 | The longitudinal temporary connecting structure and method of suspension bridge concrete stiffening girder installation |
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