CN101629408A - Composite anchoring structure on guyed tower end of cable-stayed bridge - Google Patents
Composite anchoring structure on guyed tower end of cable-stayed bridge Download PDFInfo
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- CN101629408A CN101629408A CN200910056428A CN200910056428A CN101629408A CN 101629408 A CN101629408 A CN 101629408A CN 200910056428 A CN200910056428 A CN 200910056428A CN 200910056428 A CN200910056428 A CN 200910056428A CN 101629408 A CN101629408 A CN 101629408A
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Abstract
The invention relates to a composite anchoring structure on the guyed tower end of a cable-stayed bridge. A plurality of steel anchor boxes with end box chambers are overlapped, and cast concrete with reinforcing bars penetrating through pinholes is arranged on the end box chambers. The box chambers are arranged on both ends of a steel anchor box and share the same end plate, a faceplate is arranged correspondingly opposite to the end plate, the end plate and the faceplate are connected by lateral plates on both sides to form a box chamber structure, the lateral plates are provided with a plurality of pinholes, and through holes are arranged on the lower part of the faceplate so that guyed sleeves can penetrate through. The invention accelerates the construction speed of a bridge tower, is convenient to manufacture, and has favorable durability.
Description
Technical field
The invention belongs to technical field of bridge engineering, relate in particular to cable-stayed bridge cable tower end anchor structure.
Background technology
Large span stayed-cable bridge Suo Li is bigger, makes the Sarasota anchorage zone be subjected to powerful concentrated force effect.If adopt prestressing force Sarasota anchorage style, need a considerable amount of ring orientation prestress of configuration could satisfy force request, difficulty of construction and later period maintenance difficulty will improve thereupon.Therefore, large span stayed-cable bridge adopts steel anchor box or steel anchor beam and the anchoring of concrete towers wall combination Sarasota, utilize steel anchor box or steel anchor beam to bear most of horizontal force, utilize concrete to bear most of vertical force, can make full use of two kinds of material advantages, satisfying the force request of Sarasota, is the comparison reasonable structure form.Stride the footpath in the world and come in the cable stayed bridge of top ten, have 7 in the Sarasota anchorage zone, to use combining structure.In other long span stayed-cable bridges, also there are many to adopt combination Sarasota anchor structure, this has proved absolutely the superiority of combination Sarasota anchor structure.
Steel anchor box formula combination Sarasota is anchored in to be invented the nineties in 20th century, and the combination of steel anchor box and concrete towers wall mainly contains 2 kinds of exposed and built-in modes.Exposed steel anchor box at first is used for French Normandy bridge, and this structure is clipped in steel anchor box between the concrete towers wall, and the vertical force component of suspension cable is delivered to the concrete towers wall by the connector of anchor case biside plate.Usually need to pass the shearing effect and reduce concrete towers wall tensile stress by the annular prestressed raising steel reinforced concrete interface of tower wall.Built-in steel anchor box at first is used to connect Sweden one Denmark
Bridge, anchorage zone concrete king-post is complete box structure, and steel anchor box is enclosed in concrete towers wall inboard, and the vertical force component of suspension cable is delivered to the concrete towers wall by the connector on the anchor case two end plates.
By the combination Sarasota anchor structure of each bridge use is both at home and abroad furtherd investigate, find that still there is certain defective in above-mentioned two kinds of combination anchor structures.Must apply ring orientation prestress at Ta Bi such as exposed steel anchor box, increase a large amount of overhead prestressed construction links, make speed of application slower.Though and built-in steel anchor box structure can be controlled crack width by arrangement of reinforcement, reinforcing bar is subjected to the atmospheric environment corrosion in the crack director phase must reduce durability of structures.The Sarasota reinforcing bar is intensive in addition, and built-in steel anchor box cable sleeve is passed the tower wall and can be conflicted with reinforcing bar, handles very difficult.
Summary of the invention
The object of the present invention is to provide a kind of composite anchoring structure on guyed tower end of cable-stayed bridge, it is stressed to optimize structure with rational steel and concrete compound mode, improves the combination anchor durability of structures.
For reaching above purpose, solution of the present invention is:
A kind of compound anchor structure is provided with the case chamber at the two ends of steel anchor box.
The shared end plate of described case chamber and steel anchor box, end plate opposite correspondence is established a panel, and the side plate that passes through both sides of end plate and panel connects and composes the case cell structure, and side plate is provided with plurality of opening.
Panel bottom, described case chamber is provided with through hole to pass cable sleeve.
Indoor end plate of described case and panel are provided with stiffener, and stiffener is provided with plurality of opening.
Described stiffener can be with side plate with wide monoblock steel plate or for corresponding stiffener right.
Indoor end plate of described case and panel side can be established some weldering nails and be replaced described stiffener.
Described side plate can be the fold-type perforated panel.
Described perforate can be circle, ellipse, perhaps adopts trench structure.
Described aperture is higher than near the panel side near the density of end plate side.
Adopt aforementioned compound anchor structure, a plurality of steel anchor boxes are stacked, and run through arrangement of reinforcement in the aperture of case chamber, end case indoor and outdoor concreting forms the tower wall.
Owing to adopted such scheme, the present invention to have following characteristics:
This novel anchor structure need not to apply prestressing force, has saved cost and has improved speed of application.The tower wall is closed box-shaped, and globality is relatively good.
As steel anchor box and concrete connector, Kong Zhongke connects the main stress reinforcing bar with the perforate steel plate.Simple for structure, be convenient to concreting.
Improved structure head tower wall is stressed between built-in and exposed, and head tower wall middle part stress ratio is built-in little.
At the rope hole exits tower wall surface of easy cracking steel plate is set, avoids the crack to contact, can improve structure durability with atmosphere.
Effect of contraction is played to concrete wherein in case chamber, end, can improve the Sarasota structure bearing capacity.
All anchoring steel work are all can be in factory process, and execute-in-place is simple.
The vertical stiffening rib that is provided with can replace the vertical arrangement of reinforcement of case chamber region part, reduces the workload that rope pipe place reinforcing bar blocks, connects.
Description of drawings
Fig. 1 is new-type steel anchor box of the present invention and concrete towers wall construction schematic diagram.
Fig. 2 is single-unit steel anchor box of the present invention and concrete towers wall construction schematic diagram.
Fig. 3 has the structural representation of the steel anchor box of case chamber, end for the present invention.
Fig. 4 illustrates for horizontal main reinforcement in the tower wall passes perforate steel plate mode.
Fig. 5 is the structural representation of a kind of implementation method of case chamber, end of the present invention.
Fig. 6 is the sectional drawing of structure shown in Figure 5.
Fig. 7 is the structural representation of the another kind of embodiment of case chamber, end of the present invention.
Fig. 8 is the sectional drawing of structure shown in Figure 7.
Fig. 9 is the structural representation of another embodiment of case chamber, end of the present invention.
Figure 10 is the sectional drawing of structure shown in Figure 9.
The schematic diagram of the various perforates fluting forms that Figure 11 can adopt for stiffener, wherein (a) (b) is elliptical aperture for opening circular hole, (c) for opening dovetail groove.
The specific embodiment
The present invention is further illustrated below in conjunction with the accompanying drawing illustrated embodiment.
As shown in Figure 1, composite anchoring structure on guyed tower end of cable-stayed bridge of the present invention is based on existing steel anchor box 2, case chamber, end 3 is set in its both sides, and the steel anchor box 2 of a plurality of band casees chamber stacks, and constitutes overall structure by forming tower wall 1 at end case indoor and outdoor concreting.
As shown in Figure 3, the concrete structure of the steel anchor box of band case chamber is: steel anchor box 2 both sides are located in case chamber, end 3, itself and steel anchor box 2 shared end plates 4 are as the one wall, and the outside is to establishing a panel 5 by wall, and panel 5 is connected by case chamber side plate 6 with holes with the end of end plate 4.Drag-line steel sleeve 8 passes the through hole of end plate 4 and panel 5 and welds with both.The corresponding position of case chamber 3 inherent panels 5, end plate 4 is provided with 2～3 pairs of steel plates 7 of putting more energy into, and has the hole that can supply reinforcing bar to run through on the steel plate 7 of putting more energy into.
Steel anchor box 2 and case chamber, end 3 fuse in factory process, and the perforate on its raising middle flask chamber side plate 6 and the steel plate 7 of putting more energy into needs be complementary with reinforcement placement.Lift the Sarasota anchorage zone after steel anchor box transported to the job site, in the case chamber side plate 6 and the steel plate 7 of putting more energy into, penetrate reinforcing bar, build in the periphery subsequently and form the concrete towers wall.Panel 5 after building is positioned at tower wall 1 surface location.
Further, as shown in Figure 5, put more energy into steel plate 7 employings and side plate are with wide monoblock steel plate.
As shown in Figure 6, can not adopt the steel plate 7 of putting more energy in the case chamber, end 3, and be to use a large amount of weldering nails of arranging on end plate 4 and panel 5.
As shown in Figure 7, end case chamber 3 side steel plate 6 also can fold-type perforate steel plate.
As shown in Figure 8, institute's perforate is circular hole, elliptical aperture on the side steel plate 6 and the steel plate 7 of putting more energy into, and perhaps also can adopt groove structure, for example dovetail groove.
Embodiment:
As Fig. 1 and Fig. 2, steel anchor box 2 and case chamber, end 3 fuse in factory process.According to the lifting ability steel anchor box number joint is spliced on tower after well back lifting of installation on ground or single-unit hoisting and locating after transporting to the job site.The sections splicing can be adopted bolt or welding.Reinforcing cage and tower wall form are installed in back, steel anchor box location, and reinforcing bar is run through in the hole in case chamber, end.Build square frame shape tower wall concrete in end case indoor and outdoor then, make steel anchor box and concrete towers wall 1 be linked to be integral body, the perforate penetration concrete on each steel plate forms the perforated panel connector.
For fear of concentrating near anchor case end plate place stress, when design, general through hole is made as circular port, and just one of close end plate 4 one side through hole row or several row can be set to slotted hole in the inner part, its ratio of rigidity circular hole is little, and the relatively good adjustment of reinforcement location in the slotted hole.Its density can also further be increased for slotted hole, to strengthen concrete connection rate and structural integrity.
The above-mentioned description to embodiment is can understand and apply the invention for ease of those skilled in the art.The person skilled in the art obviously can easily make various modifications to these embodiment, and needn't pass through performing creative labour being applied in the General Principle of this explanation among other embodiment.Therefore, the invention is not restricted to the embodiment here, those skilled in the art should be within protection scope of the present invention for improvement and modification that the present invention makes according to announcement of the present invention.
Claims (10)
1, a kind of compound anchor structure is characterized in that: the two ends of steel anchor box are provided with case chamber, end.
2, compound anchor structure as claimed in claim 1 is characterized in that: the shared end plate of case chamber, described end and steel anchor box, and end plate opposite correspondence is established a panel, and the end of end plate and panel connects and composes the case cell structure by side plate, and side plate is provided with some apertures.
3, compound anchor structure as claimed in claim 2 is characterized in that: panel bottom, described case chamber is provided with through hole to pass cable sleeve.
4, compound anchor structure as claimed in claim 2 is characterized in that: indoor end plate of described case and panel side are provided with stiffener, and stiffener is provided with some apertures.
5, compound anchor structure as claimed in claim 4 is characterized in that: described stiffener for side plate with wide monoblock steel plate or for corresponding stiffener right.
6, compound anchor structure as claimed in claim 2 is characterized in that: indoor end plate of described case and panel side are provided with some weldering nails.
7, compound anchor structure as claimed in claim 2 is characterized in that: described side plate is the fold-type perforated panel.
8, as claim 2 or 4 described compound anchor structures, it is characterized in that: described aperture perhaps adopts trench structure for circular, oval.
9, as claim 2 or 4 described compound anchoring casees, it is characterized in that: described aperture is higher than near the panel side near the density of end plate side.
10, a kind of composite anchoring structure on guyed tower end of cable-stayed bridge that adopts the described anchor structure of claim 1, it is characterized in that: a plurality of steel anchor boxes stack, and run through arrangement of reinforcement in the aperture of case chamber, and end case indoor and outdoor concreting forms the tower wall.
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| Application Number | Priority Date | Filing Date | Title |
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| CN200910056428A CN101629408A (en) | 2009-08-14 | 2009-08-14 | Composite anchoring structure on guyed tower end of cable-stayed bridge |
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| Application Number | Priority Date | Filing Date | Title |
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| CN200910056428A CN101629408A (en) | 2009-08-14 | 2009-08-14 | Composite anchoring structure on guyed tower end of cable-stayed bridge |
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| CN101629408A true CN101629408A (en) | 2010-01-20 |
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| CN200910056428A Pending CN101629408A (en) | 2009-08-14 | 2009-08-14 | Composite anchoring structure on guyed tower end of cable-stayed bridge |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101967795A (en) * | 2010-10-21 | 2011-02-09 | 中铁大桥勘测设计院有限公司 | Novel built-in cable-truss anchoring structure and construction method thereof |
| CN102587294A (en) * | 2012-03-28 | 2012-07-18 | 贵州路桥集团有限公司 | Single-box multi-chamber anchorage box |
| CN104060534A (en) * | 2014-06-11 | 2014-09-24 | 上海市政工程设计研究总院（集团）有限公司 | Tower external cross beam stay cable anchoring system |
| CN104727222A (en) * | 2015-04-07 | 2015-06-24 | 林同棪国际工程咨询（中国）有限公司 | Separated steel and concrete combined cable tower anchorage zone structure |
| CN104775362A (en) * | 2015-04-16 | 2015-07-15 | 西南交通大学 | Wind-induced vibration inhibition structure for blunt-section bridge tower structures |
| CN104878692A (en) * | 2015-04-27 | 2015-09-02 | 吉林省银河水利水电新技术设计有限公司 | Hydraulic concrete internal anchoring method for stay ropes with bidirectional punched steel plate hanging structures |
| CN106702884A (en) * | 2016-11-16 | 2017-05-24 | 中铁二院工程集团有限责任公司 | Steel anchor box for axial decompression of cable-stayed bridge |
| CN108252215A (en) * | 2018-03-13 | 2018-07-06 | 中交公路规划设计院有限公司 | Connection structure of the board-like Suo-tower of trepanning and preparation method thereof |
| CN108330831A (en) * | 2018-03-13 | 2018-07-27 | 中交公路规划设计院有限公司 | Steel locker format Suo-tower connection structure and preparation method thereof |
| CN110184916A (en) * | 2019-06-21 | 2019-08-30 | 中铁大桥勘测设计院集团有限公司 | Cable stayed Bridge Main Tower |
| CN110747737A (en) * | 2019-10-15 | 2020-02-04 | 中铁大桥勘测设计院集团有限公司 | Cable-stayed bridge cable tower separated steel anchor box structure and construction method thereof |
| CN111119056A (en) * | 2019-09-12 | 2020-05-08 | 中电建路桥集团有限公司 | Construction method for steel-concrete combined section of inclined tower tip |
| CN111926702A (en) * | 2020-08-21 | 2020-11-13 | 中铁二院工程集团有限责任公司 | External steel anchor box structure capable of inhibiting inhaul cable vibration |
-
2009
- 2009-08-14 CN CN200910056428A patent/CN101629408A/en active Pending
Cited By (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101967795A (en) * | 2010-10-21 | 2011-02-09 | 中铁大桥勘测设计院有限公司 | Novel built-in cable-truss anchoring structure and construction method thereof |
| CN101967795B (en) * | 2010-10-21 | 2011-11-30 | 中铁大桥勘测设计院有限公司 | Novel built-in cable-truss anchoring structure and construction method thereof |
| CN102587294A (en) * | 2012-03-28 | 2012-07-18 | 贵州路桥集团有限公司 | Single-box multi-chamber anchorage box |
| CN104060534A (en) * | 2014-06-11 | 2014-09-24 | 上海市政工程设计研究总院（集团）有限公司 | Tower external cross beam stay cable anchoring system |
| CN104060534B (en) * | 2014-06-11 | 2016-02-24 | 上海市政工程设计研究总院（集团）有限公司 | The outer crossbeam oblique anchor-hold system of tower |
| CN104727222A (en) * | 2015-04-07 | 2015-06-24 | 林同棪国际工程咨询（中国）有限公司 | Separated steel and concrete combined cable tower anchorage zone structure |
| CN104727222B (en) * | 2015-04-07 | 2017-01-18 | 林同棪国际工程咨询（中国）有限公司 | Separated steel and concrete combined cable tower anchorage zone structure |
| CN104775362A (en) * | 2015-04-16 | 2015-07-15 | 西南交通大学 | Wind-induced vibration inhibition structure for blunt-section bridge tower structures |
| CN104878692A (en) * | 2015-04-27 | 2015-09-02 | 吉林省银河水利水电新技术设计有限公司 | Hydraulic concrete internal anchoring method for stay ropes with bidirectional punched steel plate hanging structures |
| CN104878692B (en) * | 2015-04-27 | 2016-08-17 | 吉林省银河水利水电新技术设计有限公司 | Anchor method in the concrete for hydraulic structure of a kind of two-way punched steel plate mounting drag-line |
| CN106702884A (en) * | 2016-11-16 | 2017-05-24 | 中铁二院工程集团有限责任公司 | Steel anchor box for axial decompression of cable-stayed bridge |
| CN106702884B (en) * | 2016-11-16 | 2019-08-16 | 中铁二院工程集团有限责任公司 | Cable-stayed bridge axial decompression steel anchor box |
| CN108252215A (en) * | 2018-03-13 | 2018-07-06 | 中交公路规划设计院有限公司 | Connection structure of the board-like Suo-tower of trepanning and preparation method thereof |
| CN108330831A (en) * | 2018-03-13 | 2018-07-27 | 中交公路规划设计院有限公司 | Steel locker format Suo-tower connection structure and preparation method thereof |
| CN110184916A (en) * | 2019-06-21 | 2019-08-30 | 中铁大桥勘测设计院集团有限公司 | Cable stayed Bridge Main Tower |
| CN110184916B (en) * | 2019-06-21 | 2021-05-04 | 中铁大桥勘测设计院集团有限公司 | Main tower of cable-stayed bridge |
| CN111119056A (en) * | 2019-09-12 | 2020-05-08 | 中电建路桥集团有限公司 | Construction method for steel-concrete combined section of inclined tower tip |
| CN110747737A (en) * | 2019-10-15 | 2020-02-04 | 中铁大桥勘测设计院集团有限公司 | Cable-stayed bridge cable tower separated steel anchor box structure and construction method thereof |
| CN111926702A (en) * | 2020-08-21 | 2020-11-13 | 中铁二院工程集团有限责任公司 | External steel anchor box structure capable of inhibiting inhaul cable vibration |
| CN111926702B (en) * | 2020-08-21 | 2022-03-08 | 中铁二院工程集团有限责任公司 | External steel anchor box structure capable of inhibiting inhaul cable vibration |
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Application publication date: 20100120 |