CN104631342A - Device and method for closure construction of girder side span of cable-stayed bridge - Google Patents
Device and method for closure construction of girder side span of cable-stayed bridge Download PDFInfo
- Publication number
- CN104631342A CN104631342A CN201510082085.7A CN201510082085A CN104631342A CN 104631342 A CN104631342 A CN 104631342A CN 201510082085 A CN201510082085 A CN 201510082085A CN 104631342 A CN104631342 A CN 104631342A
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- China
- Prior art keywords
- bearing
- sandboxes
- bay
- sliding panel
- cable
- Prior art date
Links
- 238000010276 construction Methods 0.000 title abstract description 12
- 240000007419 Hura crepitans Species 0.000 claims abstract description 43
- 239000000725 suspensions Substances 0.000 claims description 39
- 238000005096 rolling process Methods 0.000 claims description 31
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 238000004873 anchoring Methods 0.000 claims description 6
- 239000011257 shell materials Substances 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 230000000630 rising Effects 0.000 claims description 5
- 230000000875 corresponding Effects 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000010410 layers Substances 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 230000003014 reinforcing Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 238000005266 casting Methods 0.000 description 6
- 238000000034 methods Methods 0.000 description 4
- 206010011376 Crepitations Diseases 0.000 description 2
- 230000001360 synchronised Effects 0.000 description 2
- 210000002356 Skeleton Anatomy 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 238000006073 displacement reactions Methods 0.000 description 1
- 238000005516 engineering processes Methods 0.000 description 1
- 231100001004 fissures Toxicity 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
Classifications
-
- 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
- E01D11/04—Cable-stayed 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
- E01D21/10—Cantilevered erection
Abstract
Description
Technical field
The present invention relates to CONSTRUCTION OF CABLE-STAYED BRIDGE field, be specifically related to a kind of apparatus and method of closing up for cable-stayed bridge main-beam end bay.
Background technology
When conventional cable-stayed bridge main-beam end bay closes up, usual with reference to continuous steel frame construction method, Cast-in-Situ Segment and closure section are set, when the volume of Cast-in-Situ Segment is larger, need to adopt construction with brackets Cast-in-Situ Segment, after end bay counterweight, use stiff skeleton Cast-in-Situ Segment and end bay to be fixed, make girder be in indeterminate state, then opposite side step into capable closing up.
During the cable-stayed bridge main-beam cast-in-place section construction of high-pier large-span, be difficult to set up steel pipe support or falsework at the construction field (site), indeterminate locking can not be realized, therefore, be difficult to adopt construction with brackets Cast-in-Situ Segment, Cast-in-Situ Segment can not be overcome and pour into a mould the synchronous free-extension of girder beam body.
Simultaneously, when ambient temperature changes greatly, the suspension cable length of cable stayed bridge can change because expand with heat and contract with cold, now, can cause the beam body absolute altitude of cable stayed bridge is lifted, cause Cast-in-Situ Segment to produce bending, and then cause beam body and Cast-in-Situ Segment seam crossing to produce crack, need to repair, construction cost is higher.
Summary of the invention
For the defect existed in prior art, the object of the present invention is to provide a kind of apparatus and method of closing up for cable-stayed bridge main-beam end bay, Cast-in-Situ Segment can not only be realized and pour into a mould the synchronous free-extension of girder beam body, and reduce construction cost.
For reaching above object, the technical scheme that the present invention takes is: a kind of device closed up for cable-stayed bridge main-beam end bay, comprise the dragging suspension basket being arranged on and building bottom girder, this device also comprises the pier topmast support system being arranged on end bay closure segment buttress top and the cantilever outrigger being arranged on the top of building girder, and cantilever outrigger is positioned at the top of pier topmast support system and dragging suspension basket;
Described dragging suspension basket comprises two arc head, and the outside of each arc head is all welded with cross spacing fixed pulley, and cross spacing fixed pulley is fixed on the outside of end bay closure segment buttress;
Described pier topmast support system comprises the first bearing, the second bearing, some first sandboxes and some second sandboxes that are arranged on end bay closure segment buttress top, and the outside of the first bearing, the second bearing is all socketed with bearing cover plate; Some first sandboxes are distributed in the both sides of the first bearing and the second bearing, and some second sandboxes are distributed in the both sides of the first bearing and the second bearing, and some first sandboxes are arranged in a straight line, and some second sandboxes are arranged in a straight line;
The top of some first sandboxes is provided with a first transverse distribution beam, and the top of the first transverse distribution beam is provided with the first sliding panel, and the first transverse distribution beam, the first sliding panel are all through the first bearing and the second bearing; The top of some second sandboxes is provided with a second transverse distribution beam, and the top of the second transverse distribution beam is provided with the second sliding panel, and the second transverse distribution beam, the second sliding panel are all through the first bearing and the second bearing;
Be provided with some vertical shift beams between first sliding panel and the second sliding panel, the vertical shift beam closing on the first bearing is fixedly connected with the first bearing, and the vertical shift beam closing on the second bearing is fixedly connected with the second bearing, and the vertical shift beam and the dragging suspension basket that close on dragging suspension basket are fixed.
On the basis of technique scheme, this device also comprises downhaul system, downhaul system comprises weight concrete, lower end ground tackle and upper end ground tackle, upper end ground tackle is connected with weight concrete by lower end ground tackle, upper end ground tackle is fixed on the top of building girder, weight concrete is positioned at the below of building girder, and lower end ground tackle is anchored at the top of weight concrete, and lower end ground tackle is connected by steel strand with upper end ground tackle.
On the basis of technique scheme, described first sliding panel and the second sliding panel all adopt double-layer plate to make.
A kind of cable-stayed bridge main-beam end bay folding method, is characterized in that, comprise the following steps:
A, the first bearing and the second bearing are set at the top of end bay closure segment buttress, are all socketed bearing cover plate in the outside of the first bearing and the second bearing;
Some first sandboxes and some second sandboxes are set at the top of end bay closure segment buttress, a first transverse distribution beam are installed at the top of some first sandboxes, at the top of the first transverse distribution beam, the first sliding panel are installed; A second transverse distribution beam is installed at the top of some second sandboxes, at the top of the second transverse distribution beam, the second sliding panel is installed, at the first sliding panel and the second sliding panel, some vertical shift beams are directly installed, the bearing cover plate of the vertical shift beam and the first bearing that close on the first bearing is fixed, the bearing cover plate of the vertical shift beam and the second bearing that close on the second bearing is fixed;
B, by the design attitude bottom existing dragging suspension basket traveling to end bay closure segment buttress, dragging suspension basket and end bay closure segment buttress are fixed, this dragging suspension basket comprises two arc head, a cross spacing fixed pulley is all fixed in the inner side of each arc head, cross spacing fixed pulley is fixed on the outside of end bay closure segment buttress, the vertical shift beam and dragging suspension basket that close on dragging suspension basket are fixed;
C, all connection box is installed at the top of each bearing cover plate, all connection boxes are all fixed with dragging suspension basket, at the pre-buried some finish rolling screw shells in the inside of the cable stayed bridge case beam of having built, installation form bottom the vertical shift beam corresponding with some finish rolling screw shells, first finish rolling screw thread is installed in the inside of finish rolling screw shell, fixed in one end of first finish rolling screw thread and finish rolling screw shell, the other end and template are fixed;
D, stretch-draw downhaul system, install cantilever outrigger at the top of building girder, cantilever outrigger comprises leading portion and rear end, behind the rear end of cantilever outrigger and girder anchoring, is hung the front end of cantilever outrigger by existing second finish rolling screw thread to arc head.
On the basis of technique scheme, step is also comprised: adopt existing method to use concreting closure section between step C and step D, when concrete is in the intensity rising stage, to the first finish rolling screw thread Shi Hanzhang, by the longitudinal reinforcement anchoring in the first finish rolling screw thread and beam body.
On the basis of technique scheme, further comprising the steps of after step D: at the seam crossing reinforcing bar end face of closure segment, one deck anticracking reinforced mesh to be set, at the outside concreting of anticracking reinforced mesh; Release the dry sand in sandbox, striking template.Compared with prior art, the invention has the advantages that:
(1) in the present invention for device that cable-stayed bridge main-beam end bay closes up, comprise pier topmast support system and cantilever outrigger, the vertical shift beam of pier topmast support system is connected with dragging suspension basket, bearing cover plate respectively, can realize end bay closure section and build girder beam body synchronization telescope; The arc head of dragging suspension basket is provided with cross spacing fixed pulley, can prevent girder teeter, prevents two side seams of girder from occurring crackle.
(2) in the present invention for the method that cable-stayed bridge main-beam end bay closes up, finish rolling screw thread is buried in the outside being included in casting beams section underground, in the concrete strength rising stage, applies compressive stress in advance; The formwork tie of Cast-in-Situ Segment beam-ends is connected with casting beams section embedded bar, contributes between the concrete strength rising stage, and Cast-in-Situ Segment, with casting beams section is overall stressed flexible, overcomes closure segment and tensile stress between casting beams section; Meanwhile, the pre-buried finish rolling screw thread of casting beams section, lays reinforced mesh on closure section top, can prevent because variations in temperature produces contraction fissure.
(3) in the present invention for method that cable-stayed bridge main-beam end bay closes up, be included in pre-stretch-draw downhaul system on girder, the impact of the vertical displacement that girder and suspension cable occur in thermal field can be overcome, avoid girder end bay closure section and watered beam section seam crossing and occur that axle draws and vertical curved scissors crackle;
(4) in the present invention for the method that cable-stayed bridge main-beam end bay closes up, comprise and cantilever outrigger and arc head being hung, the weight transfer that arc head place closure segment concreting is produced is to casting beams body.
Accompanying drawing explanation
Fig. 1 is the structural representation that in the embodiment of the present invention, dragging suspension basket coordinates with end bay closure segment buttress;
Fig. 2 is the structural representation of the device closed up for cable-stayed bridge main-beam end bay;
Fig. 3 is the structural representation of pier topmast support system;
Fig. 4 is the top view of Fig. 3;
Fig. 5 is the structural representation that pier topmast support system coordinates with template.
In figure: 1-first bearing, 2-end bay closure segment buttress, 3-bearing cover plate, 4-cross spacing fixed pulley, 5-dragging suspension basket, 6-cantilever outrigger, 7-builds girder, 8-upper end ground tackle, 9-pier topmast support system, 10-lower end ground tackle, 11-steel strand, 12-first sliding panel, 13-first transverse distribution beam, 14-first sandbox, 15-vertical shift beam, 16-second sliding panel, 17-second transverse distribution beam, 18-second sandbox, 19-template, 20-template finish rolling screw thread.
Detailed description of the invention
Below in conjunction with accompanying drawing, embodiments of the invention are described in further detail.
Shown in Fig. 1 and Fig. 2, the embodiment of the present invention provides a kind of apparatus and method of closing up for cable-stayed bridge main-beam end bay, this device comprises the pier topmast support system 9 being arranged on end bay closure segment buttress 2 top, the cantilever outrigger 6 being arranged on the top of building girder 7, is arranged on the dragging suspension basket 5 of building bottom girder 7 and is arranged on the downhaul system of building on girder 7, end bay closure segment buttress 2 is positioned at the side-lower of building girder 7, and cantilever outrigger 6 is positioned at the top of pier topmast support system 9 and dragging suspension basket 5.
Dragging suspension basket 5 comprises two arc head, and the outside of each arc head is all welded with cross spacing fixed pulley 4, and cross spacing fixed pulley 4 is fixed on the outside of end bay closure segment buttress 2.
Participate in shown in Fig. 3 and Fig. 4, pier topmast support system 9 comprises the outside being arranged on first bearing 1, second bearing at end bay closure segment buttress 2 top, some first sandboxes 14 and some second sandbox 18, first bearing 1, second bearings and is all socketed with bearing cover plate 3.Some first sandboxes 14 are distributed in the both sides of the first bearing 1 and the second bearing, and some second sandboxes 18 are distributed in the both sides of the first bearing 1 and the second bearing, and some first sandboxes 14 are arranged in a straight line, and some second sandboxes 18 are arranged in a straight line.
The top that the top of some first sandboxes 14 is provided with first transverse distribution beam 13, a first transverse distribution beam 13 is provided with the first sliding panel 12, first transverse distribution beam 13, first sliding panel 12 all through the first bearing 1 and the second bearing; The top of some second sandboxes 18 is provided with a second transverse distribution beam 17, the top of the second transverse distribution beam 17 is provided with the second sliding panel 16, second transverse distribution beam 17, second sliding panel 16, all through the first bearing 1 and the second bearing, is provided with polytetrafluoro plate between the first sliding panel 12 and the second sliding panel 16.
First sliding panel 12 and the second sliding panel 16 all adopt double-layer plate to make, some vertical shift beams 15 are provided with between first sliding panel 12 and the second sliding panel 16, the vertical shift beam 15 closing on the first bearing 1 is fixedly connected with the first bearing 1, the vertical shift beam 15 closing on the second bearing is fixedly connected with the second bearing, and the vertical shift beam 15 closing on dragging suspension basket 5 is fixed with dragging suspension basket 5.
Shown in participation Fig. 2, downhaul system comprises weight concrete, lower end ground tackle 10 and upper end ground tackle 8, upper end ground tackle 8 is connected with weight concrete by lower end ground tackle 10, upper end ground tackle 8 is fixed on the top of building girder 7, weight concrete is positioned at the below of building girder 7, lower end ground tackle 10 is anchored at the top of weight concrete, and lower end ground tackle 10 is connected by steel strand 11 with upper end ground tackle 8.
For the method that cable-stayed bridge main-beam end bay closes up, comprise the following steps:
S1: arrange the first bearing 1 and the second bearing at the top of end bay closure segment buttress 2, is all socketed bearing cover plate 3 in the outside of the first bearing 1 and the second bearing.
S2: some first sandboxes 14 and some second sandboxes 18 are set at the top of end bay closure segment buttress 2, install a first transverse distribution beam 13 at the top of some first sandboxes 14, install the first sliding panel 12 at the top of the first transverse distribution beam 13; At the top of some second sandboxes 18, a second transverse distribution beam 17 is installed, at the top of the second transverse distribution beam 17, second sliding panel 16 is installed, directly some vertical shift beams 15 are installed at the first sliding panel 12 and the second sliding panel 16, the bearing cover plate 3 of the vertical shift beam 15 and the first bearing 1 that close on the first bearing 1 is fixed, the bearing cover plate 3 of the vertical shift beam 15 and the second bearing that close on the second bearing is fixed.
S3: by the design attitude bottom existing dragging suspension basket 5 traveling to end bay closure segment buttress 2, dragging suspension basket 5 and end bay closure segment buttress 2 are fixed, this dragging suspension basket 5 comprises two arc head, a cross spacing fixed pulley 4 is all fixed in the inner side of each arc head, cross spacing fixed pulley 4 is fixed on the outside of end bay closure segment buttress 2, the vertical shift beam 15 closing on dragging suspension basket 5 is fixed with dragging suspension basket 5.
S4: all install connection box at the top of each bearing cover plate 3, all connection boxes are all fixed with dragging suspension basket 5, at the pre-buried some finish rolling screw shells in the inside of the cable stayed bridge case beam of having built, the longitudinal centre line of some finish rolling screw shells overlaps, installation form 19 bottom the vertical shift beam 15 corresponding with some finish rolling screw shells, install the first finish rolling screw thread in the inside of finish rolling screw shell, fixed in one end of the first finish rolling screw thread and finish rolling screw shell, the other end and template 19 are fixed.
S5: adopt existing method to use concreting closure section, when concrete is in the intensity rising stage, to the first finish rolling screw thread Shi Hanzhang, by the longitudinal reinforcement anchoring in the first finish rolling screw thread and beam body.
S6: stretch-draw downhaul system, at the top of building girder 7, cantilever outrigger 6 is installed, cantilever outrigger 6 comprises leading portion and rear end, behind the rear end of cantilever outrigger 6 and girder anchoring, is hung the front end of cantilever outrigger 6 by existing second finish rolling screw thread to arc head.
S7: one deck anticracking reinforced mesh is set, at the outside concreting of anticracking reinforced mesh at the seam crossing reinforcing bar end face of closure segment; Release the dry sand in sandbox, striking template 19.
Implementation of the present invention is not limited to upper type, and those skilled in the art gain enlightenment according to the present invention, and the mode that can realize, all in protection scope of the present invention.
Claims (6)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510082085.7A CN104631342A (en) | 2015-02-15 | 2015-02-15 | Device and method for closure construction of girder side span of cable-stayed bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510082085.7A CN104631342A (en) | 2015-02-15 | 2015-02-15 | Device and method for closure construction of girder side span of cable-stayed bridge |
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| CN104631342A true CN104631342A (en) | 2015-05-20 |
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| CN201510082085.7A CN104631342A (en) | 2015-02-15 | 2015-02-15 | Device and method for closure construction of girder side span of cable-stayed bridge |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105648915A (en) * | 2015-12-31 | 2016-06-08 | 中国葛洲坝集团第五工程有限公司 | Hanging basket construction device for asymmetric arc-shaped variable cross-section thin wing plate box girder |
| CN105926443A (en) * | 2016-04-21 | 2016-09-07 | 中铁十七局集团第二工程有限公司 | Construction method for continuous rigid frame side span by first girder installation and then closure |
| CN106917358A (en) * | 2017-04-28 | 2017-07-04 | 北京城建道桥建设集团有限公司 | A kind of cable-stayed bridge main-beam combination constructing method thereof and its counter weight construction system |
| CN107090772A (en) * | 2017-04-13 | 2017-08-25 | 中铁四局集团有限公司 | A kind of construction method of the especially big cast-in-place boom support of cable-stayed bridge end bay |
| CN108842633A (en) * | 2018-08-02 | 2018-11-20 | 腾达建设集团股份有限公司 | Bridge elevation method of adjustment and height limiter |
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| CN1580413A (en) * | 2003-08-08 | 2005-02-16 | 北京建达道桥咨询有限公司 | Ground-support-free continous rigid frame bridge sidespan closure method |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105648915A (en) * | 2015-12-31 | 2016-06-08 | 中国葛洲坝集团第五工程有限公司 | Hanging basket construction device for asymmetric arc-shaped variable cross-section thin wing plate box girder |
| CN105926443A (en) * | 2016-04-21 | 2016-09-07 | 中铁十七局集团第二工程有限公司 | Construction method for continuous rigid frame side span by first girder installation and then closure |
| CN107090772A (en) * | 2017-04-13 | 2017-08-25 | 中铁四局集团有限公司 | A kind of construction method of the especially big cast-in-place boom support of cable-stayed bridge end bay |
| CN107090772B (en) * | 2017-04-13 | 2019-02-22 | 中铁四局集团有限公司 | A kind of construction method of the especially big cast-in-place boom support of cable-stayed bridge end bay |
| CN106917358A (en) * | 2017-04-28 | 2017-07-04 | 北京城建道桥建设集团有限公司 | A kind of cable-stayed bridge main-beam combination constructing method thereof and its counter weight construction system |
| CN106917358B (en) * | 2017-04-28 | 2018-11-20 | 北京城建道桥建设集团有限公司 | A kind of cable-stayed bridge main-beam combination constructing method thereof and its counter weight construction system |
| CN108842633A (en) * | 2018-08-02 | 2018-11-20 | 腾达建设集团股份有限公司 | Bridge elevation method of adjustment and height limiter |
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