CN202131566U - Bridge tower anchoring structure combined by corrugated steel plates and concrete - Google Patents

Bridge tower anchoring structure combined by corrugated steel plates and concrete Download PDF

Info

Publication number
CN202131566U
CN202131566U CN201120179609U CN201120179609U CN202131566U CN 202131566 U CN202131566 U CN 202131566U CN 201120179609 U CN201120179609 U CN 201120179609U CN 201120179609 U CN201120179609 U CN 201120179609U CN 202131566 U CN202131566 U CN 202131566U
Authority
CN
China
Prior art keywords
concrete
steel
corrugated sheet
anchor
pouring concrete
Prior art date
Application number
CN201120179609U
Other languages
Chinese (zh)
Inventor
叶建龙
余茂峰
王成树
傅科奇
刘玉擎
Original Assignee
浙江省交通规划设计研究院
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 浙江省交通规划设计研究院 filed Critical 浙江省交通规划设计研究院
Priority to CN201120179609U priority Critical patent/CN202131566U/en
Application granted granted Critical
Publication of CN202131566U publication Critical patent/CN202131566U/en

Links

Abstract

The utility model discloses a bridge tower anchoring structure combined by corrugated steel plates and concrete, which comprises a closed concrete periphery and a steel anchoring mechanism which is fixed within the concrete periphery and used for fixing a stay cable, wherein a plurality of closed stressed reinforcing steel bars are distributed in the concrete periphery; the concrete periphery comprises two front concrete casting segments symmetrically arranged at two ends of the steel anchoring mechanism and two rear concrete casting segments symmetrically arranged on two sides of the steel anchoring mechanism; two ends of each rear concrete casting segment are respectively combined with two adjacent front concrete casting segments; two corrugated plates are respectively arranged on two sidewalls of the rear concrete casting segment; two sides of the inner wall surfaces of the corrugated plates are adhered to the sidewalls of two adjacent ends of the two front concrete casting segments; and the middle parts of the inner wall surfaces of the corrugated plates are adhered to the sidewalls of the rear concrete casting segments. The bridge tower anchoring structure combined by corrugated steel plates and concrete can improve the stress state of the anchoring area of the bridge tower, increases the durability of bridge structure, has good landscape effect, and is applicable to cable-stayed bridge tower anchoring structures.

Description

The Sarasota anchor structure of corrugated sheet steel and concrete combination

Technical field

The utility model belongs to technical field of bridge engineering, is specifically related to the Sarasota anchor structure of a kind of corrugated sheet steel and concrete combination.

Background technology

The Sarasota anchor structure of cable stayed bridge is an important stress structure that stay cable force is distributed to concrete king-post total cross-section.Sarasota anchor type commonly used mainly contains three kinds: ring orientation prestress anchor type, steel anchor box anchor type and steel anchor beam anchor type.

Traditional design mainly is to adopt the ring orientation prestress anchor type, promptly arranges ring orientation prestress rib in the Sarasota anchorage zone, thereby reaches the purpose of bearing the drag-line horizontal component.But the footpath increases, Suo Li increases, Sarasota increases along with cable stayed bridge is striden, and needs the more ring orientation prestress rib of configuration could satisfy force request, and construction and later maintenance difficulty also strengthen thereupon.In recent years, long span stayed-cable bridge adopts steel anchor box or steel anchor beam to combine with the concrete towers wall more, forms combination Sarasota anchor structure.Utilize steel work to bear the suspension cable horizontal pull, the concrete towers wall is born vertical pressure, gives full play to steel and concrete material property advantage separately, is more rational Sarasota anchor structure form, is particularly suitable for being applied to long span stayed-cable bridge.

Though existing combination Sarasota anchor structure has greatly improved the stress performance of Sarasota anchorage zone, can't avoid the concrete towers wall to be drawn fully.Combining closely in steel anchor box and concrete towers wall two ends, will bear whole horizontal Suo Li jointly between the two; Though the steel anchor beam can be born bridge tower both ends horizontal rope equilibrium of forces part, uneven horizontal Suo Li still will share with the concrete towers wall jointly.The concrete towers wall is under horizontal force action, and head tower wall outer rim and side tower wall inner edge are drawn, and just possibly cause corrosion of steel bar in case crackle appears in concrete, influence the durability of bridge construction.In addition, under the influence of effects such as shrinking, creep, combination Sarasota anchor structure will receive the effect of time internal force as a statically-indeterminate structure, and the stressed generation between steel work and the concrete is heavily distributed, and causes the stressed unfavoured state that is tending towards of concrete.Therefore, be necessary to improve existing combination Sarasota anchor structure, develop a kind of novel combination Sarasota anchor structure that more helps bringing into play material behavior, improves bridge durability.

Summary of the invention

The utility model provides the Sarasota anchor structure of a kind of corrugated sheet steel and concrete combination, and it is stressed that this structure adopts rational compound mode to optimize structure, and improves the durability of combination Sarasota anchorage zone, thereby has improved bridge durability.

The Sarasota anchor structure of a kind of corrugated sheet steel and concrete combination; Comprise the concrete periphery of sealing and be fixed on the steel windlass structure that is used for fixing suspension cable in the concrete periphery; Be distributed with the steel bar stress of some closures in the concrete periphery; Pouring concrete section after described concrete periphery comprises two preceding pouring concrete sections that are symmetricly set in steel windlass structure two ends and is symmetricly set in two of steel windlass structure both sides, the two ends of each back pouring concrete section combine with two adjacent preceding pouring concrete section ends respectively; Pouring concrete section both sides, described back sidewall is respectively equipped with a corrugated sheet, and corrugated sheet internal face both sides and two adjacent two ends sidewalls of preceding pouring concrete section are fitted, and fits with back pouring concrete section sidewall in corrugated sheet internal face middle part.

In the optimized technical scheme, described corrugated sheet is made up of 5 block plates, and two ends two block plates and a middle block plate are arranged in parallel, and all the other two block plates are obliquely installed; Be the form formation of every corrugated sheet with straight plate-swash plate-straight plate-swash plate-straight plate; Corrugated sheet steel has " fold back effect ", under the concrete shrinkage and creep effect, can suitably be out of shape, and reduces the adverse effect of shrinkage and creep secondary stress to concrete structure.Further in the optimized technical scheme, a side of two corrugated sheets depressions of described each pouring concrete section both sides, back each other near; The fold back effect that so both can keep corrugated sheet, the bulk strength of pouring concrete section after guaranteeing also can be saved back pouring concrete use amount simultaneously.

For further strengthening the bond strength between corrugated sheet and the concrete segment, in the optimized technical scheme, described corrugated sheet is fixed with preceding pouring concrete section and back pouring concrete section respectively through connector.In like manner, for strengthening the bond strength between steel windlass structure and the concrete segment, can adopt described steel windlass structure is fixed through connector and preceding pouring concrete section.Above-mentioned connector can be selected steel work and concrete strengthening connector commonly used in the building field for use, and connector commonly used can be selected weldering nail or perforated panel or both combinations for use.

Described steel windlass structure can be selected steel anchor beam or steel anchor box, is used for the layout of suspension cable and fixing.

In the actual design process, the overall length of corrugated sheet affects the vertical bridge of concrete towers wall to rigidity, and the ratio of rigidity between steel work and the concrete towers wall is depended in the distribution of suspension cable power.Therefore, when confirming the total length of corrugated sheet, can at first suppose the horizontal Suo Li allocation proportion of steel work and concrete Sarasota expection, the vertical bridge that is converted into steel work and concrete towers wall then calculates at last the overall length of corrugated sheet again to ratio of rigidity.

In addition, the length of back pouring concrete should not be shorter than the groove longitudinal length of corrugated sheet steel, freely stretches in order to avoid influence the vertical of corrugated sheet steel.But also unsuitable long, cause the connector lazy weight that the corrugated sheet steel two ends arrange and fail to combine closely with the concrete towers wall.Also to consider of the influence of the volume of back pouring concrete simultaneously to construction speed.

The manufacturing process of the utility model can adopt: the colligation steel bar stress, corrugated sheet steel is installed, and build first pouring concrete section then; After treating first pouring concrete section sclerosis, steel anchor beam or steel anchor box, stretch-draw suspension cable then are installed; Treat that inclined guy cable stretching finishes, and first pouring concrete section accomplishes after most of shrinkage and creep, build back pouring concrete section again, make the Sarasota anchorage zone form the cross section of a sealing.

The utlity model has following beneficial effect:

(1) corrugated sheet steel can reduce the vertical bridge of concrete towers wall to rigidity, when inclined guy cable stretching, helps steel anchor beam or steel anchor box and bears more horizontal Suo Li, reduces the suffered pulling force of concrete towers wall.

(2) corrugated sheet steel has " fold back effect ", under the concrete shrinkage and creep effect, can suitably be out of shape, and reduces the adverse effect of shrinkage and creep secondary stress to concrete structure.

(3) corrugated sheet steel covers the external surface of concrete towers wall position easy to crack, can avoid crackle directly to contact with atmosphere, delays the corrosion of steel bar development, improves durability of structures.

(4) corrugated sheet steel can be used as the template use of concreting, helps reducing template number, increases economic efficiency.

(5) the wave moulding of corrugated sheet steel helps to create the curve aesthetic feeling, improves the landscape effect of bridge tower.

Description of drawings

Fig. 1 is the corrugated sheet steel of the utility model and the structural representation of the Sarasota anchor structure that concrete makes up;

Fig. 2 be in the Sarasota anchor structure of corrugated sheet steel and concrete combination of the utility model steel bar stress be connected sketch map;

Fig. 3 is the structural representation of the corrugated tube of the utility model;

Fig. 4 is the structural representation of the steel windlass structure of the utility model.

The specific embodiment

As depicted in figs. 1 and 2; The Sarasota anchor structure of a kind of corrugated sheet steel and concrete combination; Comprise the concrete peripheral 1 of sealing and be fixed on the steel windlass structure 2 that is used for fixing suspension cable in the concrete peripheral 1; Be distributed with the steel bar stress 6 of some closures in the concrete peripheral 1; Pouring concrete section 4 after concrete peripheral 1 comprises two preceding pouring concrete sections 3 that are symmetricly set in steel windlass structure 2 two ends and is symmetricly set in two of steel windlass structure 2 both sides, the two ends of each back pouring concrete section 4 combine with two adjacent preceding pouring concrete section 3 ends respectively; Back pouring concrete section 4 both sides sidewalls are respectively equipped with a corrugated sheet 5, and corrugated sheet 5 internal face both sides and two preceding pouring concrete section 3 adjacent two ends sidewalls are fitted, and fit with back pouring concrete section 4 sidewalls in corrugated sheet 5 internal faces middle part.

As shown in Figure 3, corrugated sheet 5 is made up of 5 block plates, and two ends two block plate 5-1,5-2 and a middle block plate 5-3 are arranged in parallel, and all the other two block plate 5-4 and 5-5 are obliquely installed; Be the form formation of every corrugated sheet with straight plate-swash plate-straight plate-swash plate-straight plate.One side of two corrugated sheets, 5 depressions of each pouring concrete section 4 both sides, back each other near; The fold back effect that so both can keep corrugated sheet 5, the bulk strength of pouring concrete section 4 after guaranteeing also can be saved back pouring concrete use amount simultaneously.

Corrugated sheet 5 is fixing with back pouring concrete section 4 with preceding pouring concrete section 3 respectively through weldering nail 7 with steel bar stress 6.The number that weldering nail 7 is provided with generally determines according to the area of corrugated sheet 5, and general even setting.Steel windlass structure 2 is a steel anchor box, and steel anchor box is fixing with perforated panel 8 and preceding pouring concrete section 3 through weldering nail 7; Weldering nail 7 will be confirmed according to actual needs with the number needs that perforated panel 8 is provided with, and evenly distribute.

As shown in Figure 4, this embodiment steel anchor box mainly is made up of side plate 2-9, steel casing that end plate 2-2 constitutes and the anchor head 2-3 at two ends.On the steel box side 2-9 2-10 that vertically puts more energy into is set, has strengthened anti-unstability ability.Operation platform when diaphragm 2-1 both can be used as inclined guy cable stretching can strengthen the globality of steel anchor box again.The anchor head 2-3 at two ends mainly partly is made up of anchor plate 2-7, bearing plate 2-8, gripper shoe 2-4, stiffener etc.To placing the concrete cable inner wall of tower or embedding in the Sarasota cross section, suspension cable 2-6 is anchored at through rope pipe 2-5 on the anchor plate 2-7 at steel anchor box two ends steel anchor box, through gripper shoe 2-4 Suo Li is passed to steel anchor box side plate 2-9 and end plate 2-2 along suitable bridge.Wherein horizontal force is mainly born by steel anchor box side plate 2-9, and the tower wall only bears less a part of horizontal Suo Li; Vertical force component passes to the concrete towers wall through the connector on end plate 2-2 or the sidewall paneling, if the steel anchor box bottom is connected with king-post, then the part vertical force component passes to the concrete king-post through steel anchor box bottom pressure-bearing.

In the above-mentioned embodiment, steel windlass structure 2 also can be selected steel anchor beam structure for use, and the structure of steel anchor beam also can adopt prior art, and concrete structure can be 200720107376.8 Chinese patent document referring to application number.

The manufacturing process of the Sarasota anchor structure of above-mentioned corrugated sheet steel and concrete combination is: before suspension cable 2-6 stretch-draw, colligation steel bar stress 6 is installed corrugated sheet steel 5, builds first pouring concrete section 3 then; After treating first pouring concrete section 3 sclerosis, steel anchor beam or steel anchor box, stretch-draw suspension cable 2-6 then are installed; Treat that suspension cable 2-6 stretch-draw finishes, and after the most of shrinkage and creep of first pouring concrete section 3 completion, build back pouring concrete section 4 again, make the Sarasota anchorage zone form the cross section of a sealing.

The Sarasota anchor structure of corrugated sheet steel of the utility model and concrete combination can improve Sarasota anchorage zone stress, improves the bridge construction durability, and has certain landscape effect.Be applicable to the Cable-stayed Bridge Pylon anchor structure.

The above-mentioned description to embodiment is can understand and use the utility model for ease of the those of ordinary skill of this technical field.The personnel of skilled 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 utility model is not limited to the embodiment here, and those skilled in the art should be within the protection domain of the utility model for improvement and modification that the utility model is made according to the announcement of the utility model.

Claims (7)

1. the Sarasota anchor structure of corrugated sheet steel and concrete combination; Comprise the concrete peripheral (1) of sealing and be fixed on the steel windlass structure (2) that is used for fixing suspension cable in the concrete periphery (1); Be distributed with the steel bar stress (6) of some closures in the concrete peripheral (1); It is characterized in that; Pouring concrete section (4) after described concrete peripheral (1) comprises two the preceding pouring concrete sections (3) that are symmetricly set in steel windlass structure (2) two ends and is symmetricly set in two of steel windlass structure (2) both sides, the two ends of each back pouring concrete section (4) combine with adjacent two preceding pouring concrete sections (3) end respectively; Pouring concrete section (4) both sides, described back sidewall is respectively equipped with a corrugated sheet (5), and corrugated sheet (5) the internal face both sides two ends sidewall adjacent with two preceding pouring concrete sections (3) fitted, and fits with back pouring concrete section (4) sidewall in corrugated sheet (5) internal face middle part.
2. the Sarasota anchor structure of corrugated sheet steel according to claim 1 and concrete combination is characterized in that described corrugated sheet (5) is made up of 5 block plates, and two ends two block plates and a middle block plate are arranged in parallel, and all the other two block plates are obliquely installed.
3. the Sarasota anchor structure of corrugated sheet steel according to claim 1 and 2 and concrete combination is characterized in that, a side of two corrugated sheets (5) depression of described each pouring concrete section (4) both sides, back each other near.
4. the Sarasota anchor structure of corrugated sheet steel according to claim 1 and concrete combination is characterized in that, described corrugated sheet (5) is fixing with preceding pouring concrete section (3) and back pouring concrete section (4) respectively through connector.
5. the Sarasota anchor structure of corrugated sheet steel according to claim 1 and concrete combination is characterized in that, described steel windlass structure (2) is fixing through connector and preceding pouring concrete section (3).
6. according to the Sarasota anchor structure of claim 4 or 5 described corrugated sheet steels and concrete combination, it is characterized in that described connector is weldering nail (7) or perforated panel (8) or both combinations.
7. the Sarasota anchor structure of corrugated sheet steel according to claim 1 and concrete combination is characterized in that described steel windlass structure (2) is steel anchor beam or steel anchor box.
CN201120179609U 2011-05-31 2011-05-31 Bridge tower anchoring structure combined by corrugated steel plates and concrete CN202131566U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201120179609U CN202131566U (en) 2011-05-31 2011-05-31 Bridge tower anchoring structure combined by corrugated steel plates and concrete

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201120179609U CN202131566U (en) 2011-05-31 2011-05-31 Bridge tower anchoring structure combined by corrugated steel plates and concrete

Publications (1)

Publication Number Publication Date
CN202131566U true CN202131566U (en) 2012-02-01

Family

ID=45520339

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201120179609U CN202131566U (en) 2011-05-31 2011-05-31 Bridge tower anchoring structure combined by corrugated steel plates and concrete

Country Status (1)

Country Link
CN (1) CN202131566U (en)

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102864742A (en) * 2012-09-05 2013-01-09 广东省公路勘察规划设计院股份有限公司 Anchor device of first sliding and then fixing type combined steel anchor boxes of cable stayed bridge and construction method thereof
CN102912721A (en) * 2012-11-21 2013-02-06 中铁第四勘察设计院集团有限公司 Double-outrigger type cable beam anchoring structure of bridge steel box girder
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
CN104452602A (en) * 2014-12-17 2015-03-25 中交第二航务工程局有限公司 First steel anchor beam elevation control method
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
CN105040589A (en) * 2015-07-29 2015-11-11 北京市市政专业设计院股份公司 Stayed-cable steel anchor beam structure
CN106400675A (en) * 2016-08-31 2017-02-15 中交公局第三工程有限公司 Steel anchor box and mounting method thereof
CN109596329A (en) * 2018-12-11 2019-04-09 佛山科学技术学院 A kind of Anchorage Zone of Cable-stayed Bridge Pylon stress distribution test self-balanced loading device

Cited By (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102864742A (en) * 2012-09-05 2013-01-09 广东省公路勘察规划设计院股份有限公司 Anchor device of first sliding and then fixing type combined steel anchor boxes of cable stayed bridge and construction method thereof
CN102912721A (en) * 2012-11-21 2013-02-06 中铁第四勘察设计院集团有限公司 Double-outrigger type cable beam anchoring structure of bridge steel box girder
CN102912721B (en) * 2012-11-21 2014-11-12 中铁第四勘察设计院集团有限公司 Double-outrigger type cable beam anchoring structure of bridge steel box girder
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
CN104452602A (en) * 2014-12-17 2015-03-25 中交第二航务工程局有限公司 First steel anchor beam elevation control method
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
CN105040589A (en) * 2015-07-29 2015-11-11 北京市市政专业设计院股份公司 Stayed-cable steel anchor beam structure
CN105040589B (en) * 2015-07-29 2020-05-08 北京市市政专业设计院股份公司 Stay cable steel anchor beam structure
CN106400675A (en) * 2016-08-31 2017-02-15 中交公局第三工程有限公司 Steel anchor box and mounting method thereof
CN106400675B (en) * 2016-08-31 2018-08-03 中交一公局第三工程有限公司 A kind of steel anchor box and its installation method
CN109596329A (en) * 2018-12-11 2019-04-09 佛山科学技术学院 A kind of Anchorage Zone of Cable-stayed Bridge Pylon stress distribution test self-balanced loading device

Similar Documents

Publication Publication Date Title
CN104831617B (en) Steel-ultra-high performance concrete combination beam based on fin-plate type bridge floor and construction method
CN200996127Y (en) Stayed-cable arched assembled bridge
CN102296724B (en) Inclined double-layer folded plate steel plate shear wall
CN105926444B (en) A kind of concrete arch-type bridge arching method
CN101545289B (en) All-steel buckling-preventing energy-consuming brace
CN102352597B (en) Prestressed ultrahigh-performance concrete continuous box girder bridge and construction method thereof
CN104453093B (en) Prefabricated steel reinforced concrete beam with transversal high-strength concrete clapboard, and construction method
CN102154992B (en) Dislocation installation method of corrugated steel web
CN201649438U (en) FRP sea sand concrete beam slab
CN203129026U (en) Reinforced concrete arch bridge reinforced structure
CN103161168A (en) Detachable prestress supporting frame system
CN201679014U (en) Novel type sheet-pile retaining wall
CN104631303B (en) A kind of single ribbed arch is put more energy into V-type support rigid-lid hypothesis bridge and construction method thereof
CN203097017U (en) Connecting structure between prefabricated infilled wall and prefabricated column or prefabricated shear wall
CN103938552B (en) Steel truss arched bridge self-balancing cantilever construction method and the spacing bearing of main pier
CN104480862B (en) A kind of erection method of cable stayed bridge end bay steel truss girder
CN103088750B (en) Especial-big span suspension bridge of uniparted hyperboloid space rope net main cable and construction method thereof
CN103835311B (en) Post-tensioned prestressing underground diaphragm wall and construction method
CN202730788U (en) Reinforced concrete frame prefabricated assembled-type combined foundation
CN204059109U (en) Modern tram solid concrete roabed integral structure
CN206256614U (en) A kind of prefabricated assembled concrete wallboard for fabricated construction
CN101054791A (en) Joist type cable arch bridge structure and its construction method
CN105113425A (en) Novel construction method for efficient fabricated steel-concrete composite beam
CN103276662B (en) Large-cantilever steel web spinal box beam segment
WO2010021428A1 (en) Opening steel composite girder and method for manufacturing the same

Legal Events

Date Code Title Description
C14 Grant of patent or utility model
GR01 Patent grant
CP01 Change in the name or title of a patent holder
CP01 Change in the name or title of a patent holder

Address after: No. 89 round City West Road, Xihu District, Hangzhou, Zhejiang

Patentee after: Zhejiang transportation planning and Design Research Institute Co., Ltd.

Address before: No. 89 round City West Road, Xihu District, Hangzhou, Zhejiang

Patentee before: Zhejiang Provincial Plan Design&Research Institute of Communications