CN203080401U - Cable-stayed bridge with same-direction rotation stayed cable system - Google Patents
Cable-stayed bridge with same-direction rotation stayed cable system Download PDFInfo
- Publication number
- CN203080401U CN203080401U CN 201320039003 CN201320039003U CN203080401U CN 203080401 U CN203080401 U CN 203080401U CN 201320039003 CN201320039003 CN 201320039003 CN 201320039003 U CN201320039003 U CN 201320039003U CN 203080401 U CN203080401 U CN 203080401U
- Authority
- CN
- China
- Prior art keywords
- cable
- saddle
- main span
- bridge
- stayed
- 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 - Lifetime
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model relates to a cable-stayed bridge with a same-direction rotation stayed cable system. The cable-stayed bridge comprises a main span girder, a side span girder, a bridge tower and a stayed cable. A saddle is arranged on the upper portion of the bridge tower. The saddle comprises a main span saddle body and a side span saddle body which are arranged in pairs. The main span saddle body and the side span saddle body which are arranged in pairs are arranged on the bridge tower in a surrounding and intersecting mode with a central line of the bridge tower as a shaft. The stayed cable comprises a main span stayed cable body and a side span stayed cable body. Cable force is transferred to the cable tower in a form of radial pressure. The intersecting same-direction rotation stayed cable system can not only avoid generating pulling force inside the cable tower, but also replace circumferential pre-stress of an original tower post. Thus, fundamental change of a stress mechanism of the structure is achieved. Due to the fact that cable force difference of cables with the same cross section is just formed by unbalance loading of live load, the cable force difference is small. The same-direction rotation stayed cable system ingeniously avoids limitation of the large cable force difference on use of the saddle. A steel girder and a concrete girder are anchored in a form of an anchoring-pulling plate, so stretch-draw can be carried out on a bridge face, and construction is convenient.
Description
Technical field
The utility model belongs to the bridge engineering field, is specifically related to cable stayed bridge.
Background technology
Cable stayed bridge is a kind of bridge type more common in the bridge engineering, and cable stayed bridge comprises parts such as basis, bridge tower, girder, suspension cable, and the anchoring between suspension cable and girder, the bridge tower is an important aspect of whole bridge security.The guy system that cable stayed bridge is commonly used has two kinds, a kind of is the point symmetry anchor cable, promptly an end is anchored on the girder, one end is anchored on the bridge tower, the drag-line of bridge tower both sides is independently, and the anchoring of drag-line on bridge tower is normal uses the traditional anchoring on internal tooth piece, steel anchor box or the steel anchor beam of being located in the tower to carry out anchor cable.The internal tooth block mode directly is anchored at drag-line on the Sarasota internal-wall concrete tooth piece with ground tackle, and applies ring orientation prestress in the tower wall of anchorage zone.The steel anchor box mode is anchored at drag-line by on WELDING STUDS and the steel anchor box that the tower wall is connected with ground tackle.Steel anchor beam mode is anchored at drag-line on the steel anchor beam that places tower wall bracket place with ground tackle.These all require to adopt a large amount of steel and prestressed strand to come huge pulling force between the ground tackle of balance bridge tower both sides, otherwise make the bridge tower tensile failure easily.Another kind is a great-leap-forward, be that drag-line one end is anchored on the girder of bridge tower one side, pass the cable saddle of being located on the bridge tower then, the other end is anchored on the girder of bridge tower opposite side, suspension cable does not disconnect in the bridge tower position, and this kind guy system is anchored at respectively on the girder of bridge tower both sides owing to same drag-line, and the distribution of the carload of both sides girder can cause the pulling force difference of both sides suspension cable bigger, therefore drag-line slides easily in cable saddle inside, and is unfavorable to bridge security; And this kind system easily produces splitting power at the location of saddle support place of bridge tower, and bridge tower is separated toward both sides, makes that bridge tower is inner to produce the crack, thereby influences the safety of Sarasota.
More than two kinds of structural systems all fundamentally do not solve tower wall pulling force problem, be subjected to the influence of malformation, material variation and model distortion etc., the Sarasota anchor cable district stress state of two kinds of guy systems usually is difficult to obtain reliable and lasting control, and concrete towers wall crack happens occasionally.
The utility model content
The security hidden trouble that the tower wall tension that exists for the guy system that solves above-mentioned two kinds of cable stayed bridges exists, the utility model provides a kind of cable stayed bridge that turns round guy system in the same way that has.
Have the cable stayed bridge that turns round guy system in the same way and comprise main span girder 6, end bay girder 7, bridge tower 5 and suspension cable, the top of bridge tower 5 is provided with saddle, it is characterized in that: described saddle comprises main span saddle 1 and end bay saddle 3, and is provided with in pairs; It is shaft-like that described main span saddle 1 and end bay saddle 3 are the U type, and the openend of main span saddle 1 is corresponding with main span girder 6, and the openend of end bay saddle 3 is corresponding with end bay girder 7; Main span saddle 1 and end bay saddle 3 are skewed on bridge tower, the plane and the vertical guide at saddle place are angle, and in pairs main span saddle 1 that is provided with and end bay saddle 3 serve as that axle is and encircles arranged crosswise with the bridge tower center line on bridge tower 5; Described suspension cable comprises main span suspension cable 2 and end bay suspension cable 4, and after described main span suspension cable 2 passed main span saddle 1, two ends were connecting the both sides of main span girder 6 respectively by cable beam anchoring mechanism; After described end bay suspension cable 4 passed end bay saddle 3, two ends were connecting the both sides of end bay girder 7 respectively by cable beam anchoring mechanism.
Useful technique effect of the present utility model embodies in the following areas:
1. the utility model adopts oblique staggered mode with paired saddle, be anchored in the bridge tower, Suo Li passes to bridge tower with the form of radial pressure, staggered turn round guy system in the same way and not only avoided in bridge tower, producing pulling force, and replaced former king-post ring orientation prestress, realized the fundamental change of structure on force mechanism;
2. the utility model has been simplified the traditional form of structure of bridge tower, has saved wherein numerous and diverse anchor cable structure such as steel anchor beam, steel anchor box;
3. owing to the Suo Li difference of turning round guy system is in the same way just formed by the unbalance loading of mobile load, the Suo Li difference is less, turns round guy system in the same way and has avoided the restriction that hawser power difference problem is used saddle dexterously.
Description of drawings
Fig. 1 is the utility model structural representation.
Fig. 2 is the structural representation of drag-line and bridge tower anchoring place among Fig. 1.
Fig. 3 is for cutting the structural representation behind the bridge tower among Fig. 2 open.
Fig. 4 is single structural representation to drag-line among Fig. 2.
Sequence number among the last figure: main span saddle 1, main span suspension cable 2, end bay saddle 3, end bay suspension cable 4, bridge tower 5, main span girder 6, end bay girder 7, cable beam anchoring mechanism 8.
The specific embodiment
Below in conjunction with accompanying drawing, the utility model will be further described by embodiment.
Referring to Fig. 1, have the cable stayed bridge that turns round guy system in the same way and comprise main span girder 6, end bay girder 7, bridge tower 5 and suspension cable, the top of bridge tower 5 is provided with saddle.Saddle comprises main span saddle 1 and end bay saddle 3, and is provided with in pairs; It is shaft-like that main span saddle 1 and end bay saddle 3 are the U type, and the openend of main span saddle 1 is corresponding with main span girder 6, and the openend of end bay saddle 3 is corresponding with end bay girder 7.By Fig. 2～4 as seen, main span saddle 1 and end bay saddle 3 are skewed on bridge tower, and the plane and the vertical guide at saddle place are angle, and in pairs main span saddle 1 that is provided with and end bay saddle 3 serve as that axle is and encircles arranged crosswise with the bridge tower center line on bridge tower 5.Suspension cable comprises main span suspension cable 2 and end bay suspension cable 4, and after main span suspension cable 2 passed main span saddle 1, two ends were connecting the both sides of main span girder 6 respectively by cable beam anchoring mechanism; After described end bay suspension cable 4 passed end bay saddle 3, two ends were connecting the both sides of end bay girder 7 respectively by cable beam anchoring mechanism.
Load on the main span girder 6 passes to main span suspension cable 2 by cable beam anchoring mechanism 8 on the girder, Suo Lizai is through main span saddle 1, form with radial pressure is delivered on the bridge tower 5, load passes to end bay suspension cable 4 by cable beam anchoring mechanism 8 on the girder on the end bay girder 7, Suo Lizai is through end bay saddle 3, form with radial pressure is delivered on the bridge tower 5, saddle directly passes to bridge tower 5 with the form of radial pressure with Suo Li, and farthest balance opposite saddle radial pressure, the saddle-shaped of two interlaced arrangement becomes natural circumference stress, substituted the function of former king-post ring orientation prestress, make the more reasonable stress of bridge tower, avoided in bridge tower 5, producing pulling force, realized the fundamental change of structure on force mechanism; Because main span suspension cable 2 and end bay suspension cable 4 are anchored at the same sectional position of girder, the out-of-balance force at drag-line two ends reduces greatly, makes that the scope of application of saddle is wider in addition.
Claims (1)
1. has the cable stayed bridge that turns round guy system in the same way, comprise main span girder (6), end bay girder (7), bridge tower (5) and suspension cable, the top of bridge tower (5) is provided with saddle, it is characterized in that: described saddle comprises main span saddle (1) and end bay saddle (3), and is provided with in pairs; It is shaft-like that described main span saddle (1) and end bay saddle (3) are the U type, and the openend of main span saddle (1) is corresponding with main span girder (6), and the openend of end bay saddle (3) is corresponding with end bay girder (7); Main span saddle (1) and end bay saddle (3) are skewed on bridge tower, the plane and the vertical guide at saddle place are angle, and in pairs to go up with the bridge tower center line at bridge tower (5) serve as spool to be to encircle arranged crosswise for main span saddle (1) that is provided with and end bay saddle (3); Described suspension cable comprises main span suspension cable (2) and end bay suspension cable (4), and after described main span suspension cable (2) passed main span saddle (1), two ends were connecting the both sides of main span girder (6) respectively by cable beam anchoring mechanism; After described end bay suspension cable (4) passed end bay saddle (3), two ends were connecting the both sides of end bay girder (7) respectively by cable beam anchoring mechanism.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320039003 CN203080401U (en) | 2013-01-25 | 2013-01-25 | Cable-stayed bridge with same-direction rotation stayed cable system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320039003 CN203080401U (en) | 2013-01-25 | 2013-01-25 | Cable-stayed bridge with same-direction rotation stayed cable system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203080401U true CN203080401U (en) | 2013-07-24 |
Family
ID=48826257
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201320039003 Expired - Lifetime CN203080401U (en) | 2013-01-25 | 2013-01-25 | Cable-stayed bridge with same-direction rotation stayed cable system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203080401U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103061245A (en) * | 2013-01-25 | 2013-04-24 | 安徽省交通投资集团有限责任公司 | Cable-stayed bridge with same-direction rotation stayed cable system |
| CN104264584A (en) * | 2014-10-14 | 2015-01-07 | 中铁二院工程集团有限责任公司 | Combined cable-girder anchoring structure of pre-stressed concrete cable-stayed bridge top |
| CN107916617A (en) * | 2017-10-31 | 2018-04-17 | 浙江大学 | A kind of spacial special-shaped oblique pull combined bridge of rapid construction three stride continuous and construction method |
| CN109826083A (en) * | 2019-03-08 | 2019-05-31 | 北京工业大学 | A kind of CFRP sheet type drag-line low-pylon cable-stayed bridge |
| CN112908143A (en) * | 2021-01-26 | 2021-06-04 | 无锡市市政设施基础建设有限公司 | Municipal administration road and bridge design that length can be adjusted is with concatenation model |
-
2013
- 2013-01-25 CN CN 201320039003 patent/CN203080401U/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103061245A (en) * | 2013-01-25 | 2013-04-24 | 安徽省交通投资集团有限责任公司 | Cable-stayed bridge with same-direction rotation stayed cable system |
| CN104264584A (en) * | 2014-10-14 | 2015-01-07 | 中铁二院工程集团有限责任公司 | Combined cable-girder anchoring structure of pre-stressed concrete cable-stayed bridge top |
| CN104264584B (en) * | 2014-10-14 | 2017-01-18 | 中铁二院工程集团有限责任公司 | Combined cable-girder anchoring structure of pre-stressed concrete cable-stayed bridge top |
| CN107916617A (en) * | 2017-10-31 | 2018-04-17 | 浙江大学 | A kind of spacial special-shaped oblique pull combined bridge of rapid construction three stride continuous and construction method |
| CN109826083A (en) * | 2019-03-08 | 2019-05-31 | 北京工业大学 | A kind of CFRP sheet type drag-line low-pylon cable-stayed bridge |
| CN112908143A (en) * | 2021-01-26 | 2021-06-04 | 无锡市市政设施基础建设有限公司 | Municipal administration road and bridge design that length can be adjusted is with concatenation model |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103061245A (en) | Cable-stayed bridge with same-direction rotation stayed cable system | |
| CN203080401U (en) | Cable-stayed bridge with same-direction rotation stayed cable system | |
| CN206917805U (en) | The antifatigue combination steel construction wind tower of omnidirectional's prestressing force | |
| CN110820533B (en) | Bridge design method capable of realizing repeated disassembly and assembly and bridge thereof | |
| CN111172864A (en) | Assembly type integrated pier column and capping beam combined structure and construction method thereof | |
| CN102330428B (en) | Rigidity-adjusting deformation box type compression-dispersion anchor cable | |
| CN105179183A (en) | Prestressed concrete wind power tower system and construction method thereof | |
| CN103866698A (en) | Symmetrical suspension splicing bridge support seat end pseudo-suspension splicing construction method | |
| CN101858053A (en) | Stayed-cable anchor plate type anchoring structure of stayed-cable bridge cable tower | |
| CN104060545B (en) | Can be used for the suspension trestle waterborne of pumping of concrete and construction method thereof and purposes | |
| CN103950100B (en) | The production technology of high strength post tensioned steel concurrent and electric pole | |
| CN104264578A (en) | Steel-concrete combining bridge of self-anchored suspension cable-cable-stayed cooperative system | |
| CN106948263B (en) | A kind of cable-stayed bridge concrete pylon anchor tie plate | |
| CN106087759A (en) | A kind of prestressed strand threader and the threading method of prestressed strand | |
| CN103556862B (en) | Multitube suspension type chimney internal cylinder system of support structures | |
| CN103018115A (en) | Device for testing shear strength of joint of external prestressing prefabrication and assembly concrete member | |
| CN201883612U (en) | Anchor device | |
| CN203174516U (en) | Suspension bridge closure segment construction beam segment traction pre-deflection device | |
| CN201738238U (en) | Cable stayed anchor plate type anchor of cable stayed bridge cable tower | |
| CN108755739B (en) | Wind generating set foundation ring | |
| CN204039898U (en) | Can be used for the suspension trestle waterborne of pumping of concrete | |
| CN202492845U (en) | Ground anchor capable of serially anchoring | |
| CN206800195U (en) | A kind of cable-stayed bridge concrete pylon anchor tie plate | |
| CN202595638U (en) | Rapid reinforcing structure system of bridge and pile combining part | |
| CN201250449Y (en) | Cast steel joint suitable for double-cable tension of truss string strut |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20130724 |