CN204151663U - A kind of hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge - Google Patents
A kind of hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge Download PDFInfo
- Publication number
- CN204151663U CN204151663U CN201420596679.0U CN201420596679U CN204151663U CN 204151663 U CN204151663 U CN 204151663U CN 201420596679 U CN201420596679 U CN 201420596679U CN 204151663 U CN204151663 U CN 204151663U
- Authority
- CN
- China
- Prior art keywords
- girder
- bridge
- sarasota
- box hat
- steel
- Prior art date
- Legal status (The legal status 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 status listed.)
- Expired - Fee Related
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a kind of hybrid beam without dorsal funciculus low-pylon cable-stayed bridge, comprise bridge pier, girder and to be positioned at above described bridge pier and obtuse-angulate Sarasota mutual with the girder of main span, described Sarasota is connected by the girder of some drag-lines with described main span, the girder of described main span is the curved beam bending towards bridge side, Sarasota comprises two symmetrically arranged king-posts, and king-post direction across bridge described in two opens in arc-shaped outward.Urban Bridge needs to adapt to the linear change of road plane, traditional straight tower straight beam cable stayed bridge is difficult to adapt to, the utility model adopts hybrid beam without dorsal funciculus low-pylon cable-stayed bridge structure, has superiority in adaptive zone bend radius road alignment, appearance effect, structural system, convenient construction etc.
Description
Technical field
The utility model is used for bridge construction engineering field, particularly relates to a kind of hybrid beam without dorsal funciculus low-pylon cable-stayed bridge.
Background technology
Back-cable-free cable-stayed bridge is established in Spain Alamillo bridge, is characterized in utilizing Sarasota to tilt, does not establish dorsal funciculus, and outstanding aesthstic effect, has broken traditional Design of Cable-Stayed Bridge theory thus.The sensation that this bridge type is found everything fresh and new to people, becomes the landmark of this area after building up, noticeable.Leaning tower, without dorsal funciculus structure, is exactly in fact the force transfer system utilizing the bridge tower of inclination deadweight effect to balance a kind of uniqueness of girder vertical load effect.From current case history, back-cable-free cable-stayed bridge form of structure is relatively more fixing, single, is difficult to the real requirement under the complicated landform of adaptation.
Utility model content
For solving the problem, the utility model provides a kind of road line style that adapts to change, meet the hybrid beam of complicated applied force without dorsal funciculus low-pylon cable-stayed bridge.
The utility model solves the technical scheme that its technical problem adopts: a kind of hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge, comprise bridge pier, girder and to be positioned at above described bridge pier and obtuse-angulate Sarasota mutual with the girder of main span, described Sarasota is connected with the girder of main span by some drag-lines, the girder of main span is the curved beam bending towards bridge side, described Sarasota comprises two symmetrically arranged king-posts, and king-post direction across bridge described in two opens in arc-shaped outward.
Be further used as the improvement of technical solutions of the utility model, described girder is steel-concrete hybrid beam, the girder stage casing of main span is steel box-girder, described steel box-girder section form is the flat closed case beam of band cantilever, variable cross-section deck-molding, toughened internal stress is respectively established in the two ends of described steel box-girder, girder end bay is variable cross-section prestressed concrete box girder, and prestressed concrete box girder extends through bridge pier respectively, is connected with steel box-girder by toughened internal stress.
Be further used as the improvement of technical solutions of the utility model, the upper end of described drag-line is anchored in Sarasota antetheca by steel anchor box, lower end is anchored on steel box-girder side plate by steel anchor box, and one end that drag-line is connected with Sarasota is stretching end, and one end that drag-line is connected with steel box-girder is fixed end.
Be further used as the improvement of technical solutions of the utility model, described girder arranges roadway at the end face of bridge and is positioned at the sidewalk of roadway both sides, king-post described in two is between described roadway and sidewalk, the horizontal drag-line of twice is set between two king-posts, be anchored in two king-post sidewalls, two king-posts arrange rope hole for subsequent use between two horizontal drag-lines.
Be further used as the improvement of technical solutions of the utility model, described Sarasota comprises outer box hat and is positioned at the box hat of described outer box hat inside, the cast inner chamber of annular is formed between described interior box hat and outer box hat, be connected with some to endosternum parallel to each other between the outer wall of described interior box hat and the inwall of outer box hat, each described endosternum is all longitudinally arranged, and described cast inner chamber is divided into multiple points of chambeies, all just to offering some first through holes on often pair of endosternum, often pair of endosternum is by being horizontally through the first bar connecting of described first through hole, filling concrete in each described point chamber, and in concrete longitudinally stretch-draw prestressing force steel bundle.
Be further used as the improvement of technical solutions of the utility model, the outer wall of described interior box hat, the inwall of outer box hat and the both sides of endosternum are equipped with some longitudinal stiffening ribs.
Be further used as the improvement of technical solutions of the utility model, the inwall in each described point chamber is provided with some annular diaphragms longitudinally distributed, be provided with some second through holes along each described annular diaphragm, be provided with some the second reinforcing bars longitudinally arranged through the second through hole on described annular diaphragm.
Be further used as the improvement of technical solutions of the utility model, described outer box hat and interior box hat stretch into girder, the outer box hat and the interior box hat that stretch into girder all arrange some circular holes, circular hole interpolation the 3rd reinforcing bar, Sarasota inner concrete and girder consolidation form entirety, described prestressed strand, through girder and bridge pier anchoring, forms the rigid-lid hypothesis system of Sarasota, bridge pier, girder consolidation.
The beneficial effects of the utility model: the utility model adopts hybrid beam without dorsal funciculus low-pylon cable-stayed bridge structure, at adaptive zone bend radius road alignment, appearance effect, structural system, the aspects such as convenient construction have superiority, one is that Urban Bridge needs to adapt to the linear change of road plane, traditional straight tower straight beam cable stayed bridge is difficult to adapt to, technical solutions of the utility model are linear for the band bend radius road plane be connected mutually with bridge, bridge main beam horizontal alignment is also set to shaped form, for meeting force request and obtaining good modeling effect, again Sarasota is designed to open toward external arc, bridge construction is comparatively attractive in appearance on the whole, on the other hand, short Sarasota, introducing without dorsal funciculus proposes new requirement to structure design, the girder of this utility model structure main span adopts steel box girder, reduce deck-molding, when not increasing extra input, easily meet navigation requirement, steel box-girder is from heavy and light simultaneously, reduce the engineering quantity of Sarasota, end bay and part end main span adopt concrete structure to be convenient to and Sarasota, bridge pier partial consolidation, also reduce cost, steel box-girder and concrete box girder bound fraction solve by arranging toughened internal stress the problem that both are connected transition, this bridge type tends to the architectural feature of short tower section cable stayed bridge on stressed more like this, it is the new development of the low-pylon cable-stayed bridge to traditional complete rope face of two king-tower bands, the utility model adopts the steel-concrete combined structure of concrete pylon outsourcing box hat besides, have superiority in box hat lifting location, concreting etc., interior box hat and outer box hat are as the construction formwork of bending Sarasota, enormously simplify the manufacture and installation of template, improve lifting positioning precision, and interior box hat and outer box hat and inner concrete coaction, improve integral rigidity and the intensity of Sarasota.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the utility model is described in further detail:
Fig. 1 is the utility model embodiment overall structure front view;
Fig. 2 is the utility model embodiment overall structure top view;
Fig. 3 is the utility model embodiment overall structure lateral view;
Fig. 4 is the utility model embodiment Sarasota outer box hat, interior box hat and endosternum syndeton schematic diagram;
Fig. 5 is the utility model embodiment Sarasota outer box hat, interior box hat, endosternum and diaphragm syndeton schematic diagram.
Detailed description of the invention
Referring to figs. 1 through Fig. 5, the utility model provides a kind of hybrid beam without dorsal funciculus low-pylon cable-stayed bridge, comprise bridge pier 1, girder 2 and to be positioned at above described bridge pier 1 and obtuse-angulate Sarasota 3 mutual with the girder 2 of main span, described Sarasota 3 is connected with the girder 2 of main span by some drag-lines 4, the girder 2 of main span is for bending towards the curved beam of bridge side, described Sarasota 3 comprises two symmetrically arranged king-posts, and king-post direction across bridge described in two opens in arc-shaped outward.
Wherein, described girder 2 is steel-concrete hybrid beam, girder 2 main span stage casing is steel box-girder 21, described steel box-girder 21 section form is the flat closed case beam of band cantilever, variable cross-section deck-molding, toughened internal stress 22 is respectively established at the two ends of described steel box-girder 21, girder 2 end bay is variable cross-section prestressed concrete box girder 23, and prestressed concrete box girder 23 extends through bridge pier 1 respectively, is connected with steel box-girder 21 by toughened internal stress 22.
The upper end of described drag-line 4 is anchored in Sarasota 3 antetheca by steel anchor box, and lower end is anchored on steel box-girder 21 side plate by steel anchor box, and one end that drag-line 4 is connected with Sarasota 3 is stretching end, and one end that drag-line 4 is connected with steel box-girder 21 is fixed end.
Described girder 2 arranges roadway 24 at the end face of bridge and is positioned at the sidewalk 25 of roadway 24 both sides, king-post described in two is between described roadway 24 and sidewalk 25, the horizontal drag-line 5 of twice is set between two king-posts, be anchored in two king-post sidewalls, two king-posts arrange rope hole for subsequent use between two horizontal drag-lines 5.
Described Sarasota 3 comprises outer box hat 31 and is positioned at the box hat 32 of described outer box hat 31 inside, the cast inner chamber 33 of annular is formed between described interior box hat 32 and outer box hat 31, be connected with some to endosternum 34 parallel to each other between the outer wall of described interior box hat 32 and the inwall of outer box hat 31, each described endosternum 34 is all longitudinally arranged, and described cast inner chamber 33 is divided into multiple points of chambeies, all just to offering some first through holes on often pair of endosternum 34, often pair of endosternum 34 is by being horizontally through the first bar connecting of described first through hole, filling C50 slightly expanded concrete in each described point chamber, and in concrete longitudinally stretch-draw prestressing force steel bundle 35.The both sides of the outer wall of described interior box hat 32, the inwall of outer box hat 31 and endosternum 34 are equipped with some longitudinal stiffening ribs, and stiffening rib adopts I type band steel.For meet box hat construction rank and operation stage force request, the inwall in each described point chamber is provided with some annular diaphragms 36 longitudinally distributed, the profile design convenient construction personnel of annular pass in and out operation, be provided with some second through holes 37 along each described annular diaphragm 36, be provided with some the second reinforcing bars longitudinally arranged through the second through hole 37 on described annular diaphragm 36.Described outer box hat 31 and interior box hat 32 stretch into girder 2, the outer box hat 31 and the interior box hat 32 that stretch into girder 2 all arrange some circular holes, circular hole interpolation the 3rd reinforcing bar, Sarasota 3 inner concrete and girder 2 consolidation form entirety, described prestressed strand 35, through girder 2 and bridge pier 1 anchoring, forms the rigid-lid hypothesis system of Sarasota 3, bridge pier 1, girder 2 consolidation.
In structure stress system, girder 2 and Sarasota 3 combine together, the short Sarasota tilted, bending flat closed steel box-girder and drag-line 4 form main closed-under-force triangle system, and the powerful axial compression of girder 2 balances at the horizontal component of tower beam consolidation point place and Sarasota 3 axial compression.
The present invention is different from general cable stayed bridge in construction, after adopting that steel kingpost cantalever is assembled and closing up, then carries out the lifting of Sarasota box hat, concreting and cable tension.
Concrete technical scheme is: Concrete Beam Segment of the present invention adopts fully prestressed concrete design, adopts three dimension prestressing, steel Shu Caiyong large-tonnage group anchor system; The flat anchor system of the horizontal steel Shu Caiyong of top board; Vertical prestressing adopts two times tensioning prestressing tendon.
Steel box-girder 21 adopts overall section, and both sides are along connecing concrete box girder 23; Adopt that second-degree parabola uprises the top of steel box-girder, base plate adopts that U rib is closed puts more energy into, bridge floor top board is orthotropic plate, adopts different thickness of slab according to the stressed difference of panel; Base plate different thickness of slab ensures that plate upper limb flushes when connecting.Side plate the most directly bears in casing and transmits the component of stay cable force, has Z-direction force request.Steel box-girder 21 laterally establishes diaphragm, mainly provides direction across bridge rigidity, reduces distortion distortion, simultaneously for cross bridge floor board provides support.
Steel box-girder 21 and prestressed concrete box girder 23 tunneling boring of toughened internal stress 22 are combined into one.Toughened internal stress 22 girder steel end adopts the scheme of bearing plate.For the effective connection and bonding surface that ensure toughened internal stress 22 are in uniform pressured state, arrange longitudinal prestressing steel strand along case beam surrounding and vertical web, be anchored on steel bearing plate in steel box-girder 21 side.Top, base plate are arranged stiffening rib and ensure stiffness transition between prestressed concrete box girder 23 and steel box-girder 22.
Tower construction method after first beam is adopted during construction, first to construct pier footing, abutment pier, and then build steel pipe pile Bailey beam rack platform, construction prestressed concrete beam section and toughened internal stress, adopt erection crane free cantilever erection construction steel box-girder to closing up, the finally segmented Sarasota of lifting construction piecemeal afterwards, when constructing each sections Sarasota, concrete perfusion in box hat, treat that concrete reaches intensity post-stress bundle and drag-line, full-bridge agent structure completes.
Certainly, the invention is not limited to above-mentioned embodiment, those of ordinary skill in the art also can make equivalent variations or replacement under the prerequisite without prejudice to the utility model spirit, and these equivalent modification or replacement are all included in the application's claim limited range.
Claims (8)
1. a hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge, it is characterized in that: comprise bridge pier, girder and to be positioned at above described bridge pier and obtuse-angulate Sarasota mutual with the girder of main span, described Sarasota is connected with the girder of main span by some drag-lines, the girder of main span is the curved beam bending towards bridge side, described Sarasota comprises two symmetrically arranged king-posts, and king-post direction across bridge described in two opens in arc-shaped outward.
2. hybrid beam according to claim 1 is without dorsal funciculus low-pylon cable-stayed bridge, it is characterized in that: described girder is steel-concrete hybrid beam, the girder stage casing of main span is steel box-girder, described steel box-girder section form is the flat closed case beam of band cantilever, variable cross-section deck-molding, toughened internal stress is respectively established in the two ends of described steel box-girder, girder end bay is variable cross-section prestressed concrete box girder, and prestressed concrete box girder extends through bridge pier respectively, is connected with steel box-girder by toughened internal stress.
3. hybrid beam according to claim 2 is without dorsal funciculus low-pylon cable-stayed bridge, it is characterized in that: the upper end of described drag-line is anchored in Sarasota antetheca by steel anchor box, lower end is anchored on steel box-girder side plate by steel anchor box, one end that drag-line is connected with Sarasota is stretching end, and one end that drag-line is connected with steel box-girder is fixed end.
4. hybrid beam according to claim 1 is without dorsal funciculus low-pylon cable-stayed bridge, it is characterized in that: described girder arranges roadway at the end face of bridge and is positioned at the sidewalk of roadway both sides, king-post described in two is between described roadway and sidewalk, the horizontal drag-line of twice is set between two king-posts, be anchored in two king-post sidewalls, two king-posts arrange rope hole for subsequent use between two horizontal drag-lines.
5. hybrid beam according to claim 1 is without dorsal funciculus low-pylon cable-stayed bridge, it is characterized in that: described Sarasota comprises outer box hat and is positioned at the box hat of described outer box hat inside, the cast inner chamber of annular is formed between described interior box hat and outer box hat, be connected with some to endosternum parallel to each other between the outer wall of described interior box hat and the inwall of outer box hat, each described endosternum is all longitudinally arranged, and described cast inner chamber is divided into multiple points of chambeies, all just to offering some first through holes on often pair of endosternum, often pair of endosternum is by being horizontally through the first bar connecting of described first through hole, filling concrete in each described point chamber, and in concrete longitudinally stretch-draw prestressing force steel bundle.
6. hybrid beam according to claim 5 is without dorsal funciculus low-pylon cable-stayed bridge, it is characterized in that: the outer wall of described interior box hat, the inwall of outer box hat and the both sides of endosternum are equipped with some longitudinal stiffening ribs.
7. hybrid beam according to claim 5 is without dorsal funciculus low-pylon cable-stayed bridge, it is characterized in that: the inwall in each described point chamber is provided with some annular diaphragms longitudinally distributed, be provided with some second through holes along each described annular diaphragm, be provided with some the second reinforcing bars longitudinally arranged through the second through hole on described annular diaphragm.
8. hybrid beam according to claim 7 is without dorsal funciculus low-pylon cable-stayed bridge, it is characterized in that: described outer box hat and interior box hat stretch into girder, the outer box hat and the interior box hat that stretch into girder all arrange some circular holes, circular hole interpolation the 3rd reinforcing bar, Sarasota inner concrete and girder consolidation form entirety, described prestressed strand, through girder and bridge pier anchoring, forms the rigid-lid hypothesis system of Sarasota, bridge pier, girder consolidation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420596679.0U CN204151663U (en) | 2014-10-15 | 2014-10-15 | A kind of hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420596679.0U CN204151663U (en) | 2014-10-15 | 2014-10-15 | A kind of hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN204151663U true CN204151663U (en) | 2015-02-11 |
Family
ID=52509791
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420596679.0U Expired - Fee Related CN204151663U (en) | 2014-10-15 | 2014-10-15 | A kind of hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN204151663U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104313994A (en) * | 2014-10-15 | 2015-01-28 | 广东省冶金建筑设计研究院 | Hybrid girder and extradossed cable-stayed bridge without back-cables |
| CN105421232A (en) * | 2015-12-30 | 2016-03-23 | 中国建筑第七工程局有限公司 | Round steel tower structure of bridge |
| CN113062200A (en) * | 2021-03-18 | 2021-07-02 | 中冶南方城市建设工程技术有限公司 | Composite type back-cable-free cable-stayed bridge and construction method thereof |
-
2014
- 2014-10-15 CN CN201420596679.0U patent/CN204151663U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104313994A (en) * | 2014-10-15 | 2015-01-28 | 广东省冶金建筑设计研究院 | Hybrid girder and extradossed cable-stayed bridge without back-cables |
| CN105421232A (en) * | 2015-12-30 | 2016-03-23 | 中国建筑第七工程局有限公司 | Round steel tower structure of bridge |
| CN113062200A (en) * | 2021-03-18 | 2021-07-02 | 中冶南方城市建设工程技术有限公司 | Composite type back-cable-free cable-stayed bridge and construction method thereof |
| CN113062200B (en) * | 2021-03-18 | 2022-09-16 | 中冶南方城市建设工程技术有限公司 | Composite type back-cable-free cable-stayed bridge and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104313994A (en) | Hybrid girder and extradossed cable-stayed bridge without back-cables | |
| CN108677685B (en) | Ultra-high-performance concrete-part steel beam combined bent cap and construction method thereof | |
| CN108978471B (en) | Supporting device for increasing rigidity of cable-stayed bridge special-shaped cable tower and mounting method thereof | |
| CN102535327B (en) | Through prestress steel truss and concrete combined continuous steel structure bridge and construction method thereof | |
| CN103046463B (en) | Assembly type saddle-shell-shaped bottom plate continuous box girder bridge and construction method thereof | |
| CN103290784B (en) | Arched girder conjugative bridge construction method for hanging | |
| CN102535328B (en) | In-pipe prestressed steel-pipe truss composite simply-supported beam structure | |
| CN104762871A (en) | Prestressed concrete-steel tank beam bond beam continuous beam bridge | |
| CN103938546A (en) | Simple-supported continuous construction method and structure thereof | |
| CN102535348B (en) | Method for tensioning stayed cables of hinged tower cable stayed bridge | |
| CN107841934B (en) | Wing-spreading arch cable-stayed bridge | |
| CN103266574A (en) | Simply-supported box girder bridge strengthening method with oblique cables | |
| CN104695341A (en) | Non-self-balanced beam string structure for reinforcing large-span continuous beam bridge | |
| CN110593101A (en) | Rapid assembling construction method of composite beam cable-stayed bridge | |
| CN104032668A (en) | Half-through steel truss-concrete combined continuous steel bridge | |
| KR20160150155A (en) | Fcm construction method using divided pouring light weight concrete for segment | |
| CN208105008U (en) | A kind of urban viaduct prestress steel bundle arrangement structure | |
| CN204151663U (en) | A kind of hybrid beam is without dorsal funciculus low-pylon cable-stayed bridge | |
| CN113882238A (en) | Large-span deck cable-auxiliary beam arch combined rigid frame bridge and construction method thereof | |
| CN103898834A (en) | Concrete-filled steel tube composite beam and trussed cable tower cable-stayed bridge and construction method thereof | |
| CN100427683C (en) | Wide pier with canopy beam | |
| CN105064195A (en) | Internal prestress steel and concrete combined simply supported girder bridge of prefabricated and assembled fish-bellied corrugated steel web and construction method thereof | |
| CN103669193B (en) | A kind of laterally assembled Wavelike steel webplate combination T beam and construction method | |
| CN111424521A (en) | V-shaped supporting continuous rigid frame bridge of steel-concrete beam | |
| CN105648898A (en) | Prefabricated ultra-high-performance concrete half-through beam units, bridge beam structure and construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150211 Termination date: 20181015 |