CN103966942A - Structure system used for controlling longitudinal response of girder of cable-stayed bridge with three towers and pylon - Google Patents
Structure system used for controlling longitudinal response of girder of cable-stayed bridge with three towers and pylon Download PDFInfo
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Abstract
The invention discloses a structure system used for controlling longitudinal response of a girder of a cable-stayed bridge with three towers and a pylon. The cable-stayed bridge with the three towers comprises the girder, a middle tower, and a first side tower and a second side tower located on two sides of the middle tower; the structure system comprises a middle tower elastic support and a middle tower power damping device which are arranged between the middle tower and the girder in the longitudinal direction, a first power damping device which is arranged between the first side tower and the girder in the longitudinal direction, and a second power damping device which is arranged between the second side tower and the girder in the longitudinal direction; a threshold value is set in the middle tower elastic support; the threshold value ensures that the middle tower elastic support works normally under actions of a static force, automobile braking, wind, small and medium-sized earthquake lower than 7 magnitude, and the like, but stops working under the action of a violent earthquake with magnitude equal to or higher than 7, under which condition the middle tower power damping device starts to work to control the longitudinal earthquake response between the girder and the middle tower. The structure system provided by the invention can effectively control the longitudinal response of the girder of the cable-stayed bridge with three towers and the pylon.
Description
Technical field
The present invention relates to technical field of bridge engineering, be specifically related to a kind of for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response.
Background technology
Cable stayed bridge is a kind of modern bridge type, good economy performance, wide adaptability, the present main flow bridge type that has developed into Loads of Long-span Bridges.In the face of the complicated construction condition such as deep water, soft base, many Navigation in Navigables, multi pylon cable stayed bridge has very strong competitiveness.At present, three pylon cable-stayed bridges are widely applied in engineering, as spit of fland, Hong Kong nine bridges, Yueyang Dongting Lake Bridge, smooth mound, the Hubei Yangtze Bridge, Wuhan two or seven Yangtze Bridge etc.
The realization of general arrangement, structural safety and the function of the structural system direct relation bridge of three pylon cable-stayed bridges.Compared with double pylon cable stayed bridge, the Zhong Ta both sides of three pylon cable-stayed bridges lack effective longitudinal restraint, make that structural flexibility is larger, damping is lower, more responsive to the static(al)s such as automobile, temperature, wind and earthquake and dynamic action, at the bottom of girder length travel, girder vertical deflection, suspension cable Fatigue Stress Amplitude and tower, internal force geometric ratio double pylon cable stayed bridge is much bigger.
Three pylon cable-stayed bridges have in longitudinal structural system: the complete fixed system of (1) girder and bridge tower; (2) the full float system of girder and bridge tower; (3) fixed, the girder of girder and middle tower and limit tower float system; (4) the damping system of damper is set between girder and bridge tower; (5) cable system etc. of putting more energy into is set between middle column overhead and limit column overhead, or between middle column overhead and limit tower lower king-post strut.
Between girder and bridge tower, adopt complete fixed system, the rigidity of structure is large, is conducive to the installation of bridge tower district girder.But bridge tower and girder produce very large moment of flexure under temperature and geological process.
Between girder and bridge tower, adopt full float system, can release temperature effect under the internal force of structure.But under longitudinal wind effect, girder beam-ends causes generation over-large displacement beam section stretching device to maximize, and bridge tower top displacement also can be very large simultaneously.In addition,, because bridge longitudinal damping is very little, under geological process, the interior force-responsive of girder and bridge tower is larger.
Girder and middle tower are fixed, girder and limit tower float system can be controlled structure under temperature action displacement and interior force-responsive, but under geological process, displacement and the interior force-responsive of girder and bridge tower is larger.
Between girder and bridge tower, arrange the damping system of damper can release temperature effect under the internal force of structure, and displacement and the interior force-responsive of structure under Earthquake occurrence control effect effectively.But moment of flexure is excessive simultaneously at the bottom of longitudinally can producing over-large displacement and cause beam section stretching device to maximize at girder beam-ends under wind effect, also can causing bridge tower top displacement and tower.
Between middle column overhead and limit column overhead, or the cable system of putting more energy into is set between middle column overhead and limit tower lower king-post strut can effectively controls the longitudinal quiet dynamic response of bridge, but this class system causes the view poor-performing of bridge, and vibration problem, the fatigue durability problem etc. of the drag-line itself of putting more energy into are more outstanding, need further investigation.
Summary of the invention
(1) technical problem that will solve
In view of this, main purpose of the present invention is for the vertical response problem of three pylon cable-stayed bridges girder and bridge tower under the effect such as temperature, automobile brake, wind and earthquake, provides a kind of for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response.
(2) technical scheme
For achieving the above object, the invention provides a kind of for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, this three pylon cable-stayed bridge has girder 1, middle tower 2 and is arranged in first side tower 3 and the Second Edge tower 4 of tower 1 both sides, and this structural system comprises:
The multiple middle tower resiliency supported 5 and the multiple middle tower dynamic damping devices 6 that between girder 1 and middle tower 2, longitudinally arrange;
Multiple the first dynamic damping devices 7 that longitudinally arrange between girder 1 and first side tower 3; And
Multiple the second dynamic damping devices 8 that longitudinally arrange between girder 1 and Second Edge tower 4.
In such scheme, described multiple middle tower resiliency supported 5 are longitudinal static(al) and dynamic responses of controlling girder 1 and middle tower 2 with described multiple middle tower dynamic damping devices 6.
In such scheme, described multiple middle tower resiliency supported 5 are steel, marmem, rubber, polymer composite or this four kinds of elastic devices that combination of materials is made.
In such scheme, described multiple middle tower dynamic damping devices 6, multiple the first dynamic damping device 7 and multiple the first dynamic damping device 8 are metal damper, polymer composite damper, frcition damper, viscous damper, viscoelastic damper or composite damper.In such scheme, described multiple middle tower resiliency supported 5 are all equipped with a tension or compressive strength threshold values K Pascal (Pa), and K is natural number; Under the effect of static(al), automobile braking force, wind and 7 grades of following small earthquakes, the force intensity that is subject to of described multiple middle tower resiliency supported 5 is less than this tension or compressive strength threshold values K Pascal (Pa), and described multiple middle tower resiliency supported 5 are normally worked; More than 7 grades and 7 grades under violent earthquake effect, the force intensity that is subject to of described multiple middle tower resiliency supported 5 is greater than this tension or compressive strength threshold values K Pascal (Pa), described multiple middle tower resiliency supported 5 is deactivated, now, described multiple middle tower dynamic damping device 6 startup work, control the Longitudinal response of girder 1 and middle tower 2.
In such scheme, described multiple the first dynamic damping devices 7 are Longitudinal responses of controlling girder 1 and first side tower 3.
In such scheme, described multiple the second dynamic damping devices 8 are Longitudinal responses of controlling girder 1 and Second Edge tower 4.
(3) beneficial effect
Can find out from technique scheme, the present invention has following beneficial effect:
1, provided by the invention this for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, by multiple middle tower resiliency supported 5, multiple middle tower dynamic damping device 6, multiple the first dynamic damping device 7, multiple the second dynamic damping device 8 are rationally set, so can effectively increase vertical structure rigidity and the structural damping of three pylon cable-stayed bridges, thereby can effectively control three pylon cable-stayed bridge girders and bridge tower displacement and the interior force-responsive under static(al) and dynamic action, ensure structural safety and the functional requirement of bridge, reduced the construction cost of bridge.
2, provided by the invention this for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, because installation, inspection, maintenance, the replacing of multiple middle tower resiliency supported 5, multiple middle tower dynamic damping device 6, multiple the first dynamic damping devices 7 and multiple the second dynamic damping devices 8 are convenient, good economy performance, can promote the use of other bridge types such as three tower suspension bridges.
Brief description of the drawings
Fig. 1 is provided by the invention for controlling the structural representation of structural system of three pylon cable-stayed bridge girders and bridge tower vertical response.
Reference numeral:
Girder 1; Middle tower 2; First side tower 3; Second Edge tower 4; Middle tower resiliency supported 5; Middle tower dynamic damping device 6; The first dynamic damping device 7; The second dynamic damping device 8.
Detailed description of the invention
For making the object, technical solutions and advantages of the present invention clearer, below in conjunction with specific embodiment, and with reference to accompanying drawing, the present invention is described in more detail.
As shown in Figure 1, Fig. 1 is provided by the invention for controlling the structural representation of structural system of three pylon cable-stayed bridge girders and bridge tower vertical response.Three pylon cable-stayed bridges shown in Fig. 1 have girder 1, middle tower 2 and are arranged in first side tower 3 and the Second Edge tower 4 of tower 1 both sides, and this structural system that is used for controlling three pylon cable-stayed bridge girders and bridge tower vertical response comprises:
The multiple middle tower resiliency supported 5 and the multiple middle tower dynamic damping devices 6 that between girder 1 and middle tower 2, longitudinally arrange; Multiple the first dynamic damping devices 7 that longitudinally arrange between first side tower 3 and girder 1; And multiple the second dynamic damping devices 8 that longitudinally arrange between Second Edge tower 4 and girder 1.Described multiple middle tower resiliency supported 5 is steel, marmem, rubber, polymer composite or this four kinds of elastic devices that combination of materials is made; Described multiple middle tower dynamic damping device 6, multiple the first dynamic damping device 7 and multiple the first dynamic damping device 8 are metal damper, polymer composite damper, frcition damper, viscous damper, viscoelastic damper or composite damper.
Wherein, described multiple middle tower resiliency supported 5 is longitudinal static(al) and dynamic responses of controlling girder 1 and middle tower 2 with described multiple middle tower dynamic damping devices 6.Described multiple middle tower resiliency supported 5 is all equipped with a tension or compressive strength threshold values K Pascal (Pa), and K is natural number.Under the effect of static(al), automobile braking force, wind and 7 grades of following small earthquakes etc., the force intensity that is subject to of described multiple middle tower resiliency supported 5 is less than this tension or compressive strength threshold values K Pascal (Pa), and described multiple middle tower resiliency supported 5 are normally worked; More than 7 grades and 7 grades under violent earthquake effect, the force intensity that is subject to of described multiple middle tower resiliency supported 5 is greater than this tension or compressive strength threshold values K Pascal (Pa), described multiple middle tower resiliency supported 5 is deactivated, now, described multiple middle tower dynamic damping device 6 startup work, control the Longitudinal response of girder 1 and middle tower 2.
Described multiple the first dynamic damping device 7 is Longitudinal responses of controlling girder 1 and first side tower 3, and described multiple the second dynamic damping devices 8 are Longitudinal responses of controlling girder 1 and Second Edge tower 4.
Provided by the invention this for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, by multiple middle tower resiliency supported 5, multiple middle tower dynamic damping device 6, multiple the first dynamic damping device 7, multiple the second dynamic damping device 8 are rationally set, can effectively increase vertical structure rigidity and the structural damping of three pylon cable-stayed bridges, thereby can effectively control three pylon cable-stayed bridge girders and bridge tower displacement and the interior force-responsive under static(al) and dynamic action, ensure structural safety and the functional requirement of bridge, reduced the construction cost of bridge.
Provided by the invention this for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, because installation, inspection, maintenance, the replacing of multiple middle tower resiliency supported 5, multiple middle tower dynamic damping device 6, multiple the first dynamic damping devices 7 and multiple the second dynamic damping devices 8 are convenient, good economy performance, can promote the use of other bridge types such as three tower suspension bridges.
In addition, provided by the invention this for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, also can be called as a kind ofly for controlling system, equipment or the device of three pylon cable-stayed bridge girders and bridge tower vertical response, " structural system " is equal to " system, equipment or device " here.
Above-described specific embodiment; object of the present invention, technical scheme and beneficial effect are further described; institute is understood that; the foregoing is only specific embodiments of the invention; be not limited to the present invention; within the spirit and principles in the present invention all, any amendment of making, be equal to replacement, improvement etc., within all should being included in protection scope of the present invention.
Claims (7)
1. one kind for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, this three pylon cable-stayed bridge has girder (1), middle tower (2) and is arranged in first side tower (3) and the Second Edge tower (4) of tower (1) both sides, it is characterized in that, this structural system comprises:
The multiple middle tower resiliency supported (5) longitudinally arranging between girder (1) and middle tower (2) and multiple middle tower dynamic damping devices (6);
Multiple the first dynamic damping devices (7) that longitudinally arrange between girder (1) and first side tower (3); And
Multiple the second dynamic damping devices (8) that longitudinally arrange between girder (1) and Second Edge tower (4).
2. according to claim 1 for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, it is characterized in that, described multiple middle tower resiliency supported (5) are steel, marmem, rubber, polymer composite or this four kinds of elastic devices that combination of materials is made.
3. according to claim 1 for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, it is characterized in that, described multiple middle tower dynamic damping devices (6), multiple the first dynamic damping device (7) and multiple the first dynamic damping device (8) are metal damper, polymer composite damper, frcition damper, viscous damper, viscoelastic damper or composite damper.
4. according to claim 1 for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, it is characterized in that, described multiple middle tower resiliency supported (5) are longitudinal static(al) and the dynamic responses of controlling girder (1) He Zhongta (2) with described multiple middle tower dynamic damping devices (6).
5. according to claim 4 for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, it is characterized in that, described multiple middle tower resiliency supported (5) are all equipped with a tension or compressive strength threshold values K Pascal (Pa), and K is natural number; Under the effect of static(al), automobile braking force, wind and 7 grades of following small earthquakes, the force intensity that is subject to of described multiple middle tower resiliency supported (5) is less than this tension or compressive strength threshold values K Pascal (Pa), and described multiple middle tower resiliency supported (5) are normally worked; More than 7 grades and 7 grades under violent earthquake effect, the force intensity that is subject to of described multiple middle tower resiliency supported (5) is greater than this tension or compressive strength threshold values K Pascal (Pa), described multiple middle tower resiliency supported (5) are deactivated, now, described multiple middle tower dynamic damping devices (6) startup work, controls the Longitudinal response of girder (1) He Zhongta (2).
6. according to claim 1 for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, it is characterized in that, described multiple the first dynamic damping devices (7) are the Longitudinal responses of controlling girder (1) and first side tower (3).
7. according to claim 1 for controlling the structural system of three pylon cable-stayed bridge girders and bridge tower vertical response, it is characterized in that, described multiple the second dynamic damping devices (8) are the Longitudinal responses of controlling girder (1) and Second Edge tower (4).
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| CN201310027571.XA CN103966942B (en) | 2013-01-24 | 2013-01-24 | A kind of structural system for controlling three pylon cable-stayed bridge girders and bridge tower vertical response |
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| CN201310027571.XA CN103966942B (en) | 2013-01-24 | 2013-01-24 | A kind of structural system for controlling three pylon cable-stayed bridge girders and bridge tower vertical response |
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| CN103966942B CN103966942B (en) | 2016-03-02 |
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Cited By (4)
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| CN108677739A (en) * | 2018-07-20 | 2018-10-19 | 长沙理工大学 | Temperature deformation correction method and system for cable-stayed bridge and suspension bridge cable tower construction process |
| CN110219234A (en) * | 2019-06-20 | 2019-09-10 | 中铁大桥勘测设计院集团有限公司 | Temperature self-adaptation tower Liang Shunqiao is to constant temperature reinforcing pull rod constrained procedure and system |
| CN111778839A (en) * | 2020-07-16 | 2020-10-16 | 福州大学 | Composite material filled O-shaped metal plate damper and arrangement and parameter optimization method thereof |
| CN112948921A (en) * | 2021-02-02 | 2021-06-11 | 中铁大桥勘测设计院集团有限公司 | Method for determining longitudinal constraint rigidity of tower beam of three-tower cable-stayed bridge and optimizing foundation |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110219234A (en) * | 2019-06-20 | 2019-09-10 | 中铁大桥勘测设计院集团有限公司 | Temperature self-adaptation tower Liang Shunqiao is to constant temperature reinforcing pull rod constrained procedure and system |
| CN111778839A (en) * | 2020-07-16 | 2020-10-16 | 福州大学 | Composite material filled O-shaped metal plate damper and arrangement and parameter optimization method thereof |
| CN112948921A (en) * | 2021-02-02 | 2021-06-11 | 中铁大桥勘测设计院集团有限公司 | Method for determining longitudinal constraint rigidity of tower beam of three-tower cable-stayed bridge and optimizing foundation |
| WO2022165983A1 (en) * | 2021-02-02 | 2022-08-11 | 中铁大桥勘测设计院集团有限公司 | Method for determining longitudinal restraint stiffness between tower beams of three-tower cable-stayed bridge and for optimizing foundation |
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