CN213804651U - Vibration damping plate type ballastless track structure of railway steel truss girder bridge - Google Patents
Vibration damping plate type ballastless track structure of railway steel truss girder bridge Download PDFInfo
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- CN213804651U CN213804651U CN202022663864.5U CN202022663864U CN213804651U CN 213804651 U CN213804651 U CN 213804651U CN 202022663864 U CN202022663864 U CN 202022663864U CN 213804651 U CN213804651 U CN 213804651U
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Abstract
A vibration damping plate type ballastless track structure of a railway steel truss girder bridge effectively improves the stress state of track plates, reduces the second-stage constant load of the bridge and improves the structural safety and the operation safety of ballastless tracks. The steel rail and fastener system is fixedly arranged on the track slab. The top surface of the bridge girder is fixedly provided with prefabricated bridge deck plates which are longitudinally butted through an anchoring structure, the track plates are prefabricated track plates which are longitudinally butted, and a plane displacement constraint structure is arranged between each prefabricated track plate and the prefabricated bridge deck plate below the prefabricated track plate. And a damping cushion layer is laid under the bottom surface of the prefabricated track slab.
Description
Technical Field
The utility model relates to a track traffic technical field, especially a board-like ballastless track structure of railway steel truss girder bridge damping.
Background
A high-speed railway steel truss girder bridge is usually a concrete combined girder bridge floor or an orthotropic plate steel bridge floor. Generally, the rail structure of the railway steel truss girder bridge mainly comprises a wooden sleeper open bridge floor, a synthetic resin rail, a ballast rail and the like, but the wooden sleeper is poor in durability and short in structural life; the synthetic resin sleeper has higher manufacturing cost and is not suitable for large-scale laying; the maintenance, the maintenance and the like of the ballast track are referred by mature experience, but the bridge deck system is covered by the ballast, so that the maintenance is not easy to inspect, and the ballast track has large dead weight and easily causes the deformation aggravation of the steel truss girder bridge.
The ballastless track has the characteristics of high smoothness, high stability and strong durability, and gradually becomes a large-span steel truss selection type. Engineers have developed ballastless tracks, most typically slab ballastless tracks, for use in railway steel truss bridges.
However, the existing slab ballastless track has the following problems in the use process:
firstly, the currently proposed slab ballastless tracks are all directly placed on a bridge girder by adopting prefabricated track slabs, which is extremely unfavorable for the stress of the track slabs, so that how to improve the stress mode of the track slabs becomes a problem to be solved;
secondly, the steel truss girder is light in structure and is easy to generate vibration noise, and the conventional plate-type ballastless track scheme does not consider vibration and noise reduction measures on the steel truss girder, so that the vibration and noise are large;
moreover, in order to increase the integrity of the ballastless track, a cast-in-place base is usually adopted in the traditional technology, and then a prefabricated track plate is laid on the cast-in-place base plate, but the structure height of the ballastless track can be increased by adopting the mode, and the second-stage constant load of the bridge is increased;
in addition, what kind of structure is adopted to transmit the horizontal force when the slab ballastless track is adopted is also a content that the engineering personnel need to carry out intensive research.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem that a railway steel truss bridge damping plate formula ballastless track structure is provided to effectively improve the stress state of track board, reduced the bridge second phase dead load, improved ballastless track's structural security and operation security.
The utility model provides a technical scheme as follows that above-mentioned technical problem took:
the utility model provides a railway steel truss bridge damping plate formula ballastless track structure, is including setting up the track board on the bridge longeron, and rail and fastener system are fixed to be set up on the track board, characterized by: the top surface of the bridge girder is fixedly provided with prefabricated bridge deck plates which are longitudinally butted through an anchoring structure, the track plates are prefabricated track plates which are longitudinally butted, and a plane displacement constraint structure is arranged between each prefabricated track plate and the prefabricated bridge deck plate below the prefabricated track plate; and a damping cushion layer is laid under the bottom surface of the prefabricated track slab.
And a filling layer is arranged on the top surface of the prefabricated bridge deck plate below the damping cushion layer.
The beneficial effects of the utility model are that:
when a ballastless track is adopted as a track structure of a railway steel truss girder bridge, a prefabricated bridge deck is installed on the bridge structure, then a prefabricated track slab is arranged on the prefabricated bridge deck, and the track slab is limited in the horizontal direction through a boss of the prefabricated bridge deck, so that the track slab is prevented from being directly placed on the bridge structure, the stress state of the track slab is improved, a good protection effect is achieved on the safety of the ballastless track structure, and the railway operation safety is further ensured;
secondly, in the traditional ballastless track structure, a cast-in-place base plate is usually arranged on a foundation support of a bridge structure, and then a track plate is fixedly installed on the base plate, and the method has the defects of large thickness and large weight of the base plate;
a plane displacement constraint structure is arranged between the prefabricated bridge deck and the prefabricated track slab, so that the horizontal displacement of the prefabricated track slab can be well limited, and the stability of the track structure is effectively ensured;
fourthly, adopt the mode of prefabricated track board and prefabricated decking cooperation installation, set up filling layer and damping bed course between prefabricated track board and the prefabricated decking, both reduced bridge second phase dead load, solved the track board again and directly arranged the vibration that exists on the bridge structure big, the big shortcoming of noise, have the damping and fall the function of making an uproar, and simple structure, and the boss through prefabricated decking and the notch setting of prefabricated track board, make the damping board-like ballastless track of this application have that the wholeness is strong, good characteristics of stability.
Drawings
The specification includes the following seven drawings:
FIG. 1 is a cross-sectional view of the vibration damping plate type ballastless track structure of the railway steel truss girder bridge of the utility model;
FIG. 2 is a longitudinal section view of the vibration damping plate type ballastless track structure of the railway steel truss girder bridge of the utility model;
FIG. 3 is a top view of the vibration damping plate type ballastless track structure of the railway steel truss girder bridge of the present invention;
FIG. 4 is a cross-sectional view taken along line A-A of FIG. 3;
FIG. 5 is a cross sectional view of a bridge girder in the vibration damping plate type ballastless track structure of the railway steel truss bridge of the utility model;
FIG. 6 is a top view of a prefabricated bridge deck in the vibration damping plate type ballastless track structure of the railway steel truss girder bridge of the present invention;
fig. 7 is the utility model discloses the plan view of prefabricated track board in the structure of railway steel truss girder bridge damping plate formula ballastless track.
The figures show the main component names and the corresponding labels: the prefabricated track slab comprises a prefabricated track slab 10, a limiting groove 11, a damping cushion layer 20, a filling layer 30, a steel rail and fastener system 40, a buffer layer 50, a prefabricated bridge deck slab 60, a limiting boss 61, an installation through hole 62, a shear nail 70 and a bridge longitudinal beam 80.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the invention.
Referring to fig. 1 and 4, the utility model discloses a railway steel truss bridge damping plate formula ballastless track structure, including setting up the track board on bridge longeron 80, rail and fastener system 40 are fixed to be set up on the track board. The prefabricated bridge deck 60 which is longitudinally butted is fixedly arranged on the top surface of the bridge longitudinal beam 80 through an anchoring structure, and the track plate is a prefabricated track plate 10 which is longitudinally butted. Each prefabricated track slab 10 and the prefabricated bridge deck 60 below the prefabricated track slab have a plane displacement constraint structure therebetween. Namely, the prefabricated bridge deck 60 is installed on the bridge girder 80, and the prefabricated rail plate 10 is arranged on the prefabricated bridge deck 60, so that the rail plate is prevented from being directly placed on the bridge structure, and the stress state of the rail plate is improved. And the prefabricated track slab 10 is limited to generate longitudinal and transverse displacement in the horizontal direction through the plane displacement constraint structure, so that the structural stability of the prefabricated track slab 10 is ensured. The vibration damping cushion layer 20 is laid below the bottom surface of the prefabricated track slab 10, the overall rigidity of the track can be reduced through the vibration damping cushion layer 20, and the ballastless track has better vibration damping and noise reduction effects.
Referring to fig. 1 and 2, a filler layer 30 may be further provided on the top surface of the prefabricated bridge deck 60 under the vibration-damping pad 20. The filling layer 30 is preferably cement-emulsified asphalt mortar, the filling layer 30 is used for fixing the prefabricated track slab 10 on the prefabricated bridge deck 60, and the filling layer 30 may also be ordinary modified cement mortar. The filling layer 30 is arranged, so that the adjustment and positioning of the prefabricated track slab 10 are facilitated, and the maintenance and the repair of the slab ballastless track are also facilitated.
Referring to fig. 4, when the construction form as shown in fig. 4 is adopted, the vibration damping pad 20 is directly disposed between the top surface of the prefabricated bridge deck 60 and the bottom surface of the prefabricated rail plate 10, and the prefabricated rail plate 10 and the prefabricated bridge deck 60 are connected by a connection member, for example, corresponding mounting holes are reserved on the prefabricated rail plate 10 and the prefabricated bridge deck 60, respectively, and the connection is achieved by bolts satisfying the strength.
Referring to fig. 1 to 4, the plane displacement constraint structure includes a limiting boss 61 and a limiting groove 11 adapted to the limiting boss 61, the limiting boss 61 is disposed on the top surface of the prefabricated bridge deck 60 and is fixedly connected to the prefabricated bridge deck 60 into a whole, and the limiting groove 11 is disposed at two longitudinal ends of the prefabricated bridge deck 60. A buffer layer 50 is arranged between the limiting lug boss 61 and the corresponding side wall of the limiting groove 11, and the buffer layer 50 fills the contact surface of the limiting lug boss 61 and the limiting groove 11. The buffer layer 50 may be a resin layer, a rubber layer, a plastic layer, or the like.
Referring to fig. 6, the prefabricated bridge deck 60 is an elongated plate-shaped structure, and the specific length and width of the prefabricated bridge deck are determined according to the ballastless track and the bridge structure, but in general, the width of the prefabricated bridge deck 60 is not less than the width of the track slab. The limit boss 61 is preferably disposed at a central portion of the prefabricated bridge deck 60, and preferably has a cylindrical structure, and may also have a truncated cone structure or a rectangular platform structure. When the limiting boss 61 is of a cylindrical structure, the axis of the limiting boss 61 is perpendicular to the surface of the prefabricated bridge deck 60, when the limiting boss 61 is of a cubic structure, the bottom surface of the limiting boss 61 is attached to the top surface of the prefabricated bridge deck 60, and four adjacent surfaces are perpendicular to the surface of the prefabricated bridge deck 60, so that the limiting boss 61 of the prefabricated bridge deck 60 is convenient to be matched with the limiting groove 11 of the prefabricated track slab 10.
Typically, the top surface of the limit boss 61 is flush with the upper top surface of the prefabricated track slab 10. When pouring prefabricated decking 60 plate body, set up the reservation reinforcing bar at setting up spacing boss 61 position, the quantity of reservation reinforcing bar should be confirmed according to the horizontal force that receives of spacing boss 61, and reservation reinforcing bar evenly distributed is at the position of pouring the boss. The limiting boss 61 can be integrally cast with the prefabricated bridge deck 60, the prefabricated bridge deck 60 can also be cast firstly, and the limiting boss 61 is cast in the installation process.
Referring to fig. 7, both ends of the prefabricated track slab 10 are provided with the limiting grooves 11 adapted to the limiting bosses 61, the structure of the limiting grooves 11 is a half-width structure of the limiting bosses 61, so that when two adjacent prefabricated track slabs 10 are arranged, the limiting grooves 11 at the longitudinal ends of the two prefabricated track slabs 10 are just spliced to form a structure corresponding to the complete limiting bosses 61, on one hand, joints of the prefabricated track slabs 10 are avoided from the ends of the prefabricated bridge deck 60, the structure of the prefabricated track slabs 10 is ensured to be in the middle of the prefabricated bridge deck 60, on the other hand, the stress between the prefabricated track slabs 10 and the limiting bosses 61 is also improved, the stress is prevented from being concentrated too much, and the structural safety of the prefabricated track slabs 10 is ensured.
Referring to fig. 1, 6 and 5, as a preferred embodiment, the anchoring structure includes mounting through holes 62 and corresponding shear pins 70, and in order to ensure that the prefabricated bridge deck 60 is firmly connected with the bridge girder 80, the mounting through holes 62 are arranged in a row at intervals longitudinally and transversely on the plate surface of the prefabricated bridge deck 60. The shear nails 70 are welded on the top surface of the bridge girder 80, and the gaps between the shear nails 70 and the mounting through holes 62 are filled with concrete.
The anchoring structure may also be a steel structure pre-embedded in the prefabricated bridge deck 60, which extends out of the bottom of the prefabricated bridge deck 60 and is connected to the bridge girder 80, such as by welding or by arranging threaded holes for bolting. In other embodiments, a blind hole disposed at the bottom of the prefabricated bridge deck 60 may be used as the anchoring structure, and a connecting member may be disposed in the blind hole and then connected to the bridge girder 80, and the connecting member may be fixed in the blind hole by pouring or embedding concrete.
Referring to fig. 6, the mounting through holes 62 are bar-shaped holes, and may be circular holes or other square hole structures, but do not have sharp corners, and are circular arc-shaped transitions at the corners.
The utility model discloses there is the respective shortcoming of tiny fragments of stone, coal, etc. track and ballastless track structure on to present steel truss bridge, adopt the mode of prefabricated track board 10 and prefabricated decking 60 cooperation installation, both reduced the bridge second phase dead load, it is big to have solved the vibration that the track board directly arranged exist on the bridge structure again, the shortcoming that the noise is big, this kind of structure has the damping and falls the function of making an uproar, and simple structure, and spacing boss 61 through prefabricated decking 60 on the bridge panel and the spacing groove 11 cooperation setting of prefabricated track board 10, make the damping board-like ballastless track of this application have the wholeness strong, the good characteristics of stability, and decking and track board adopt prefabricated decking 60 and prefabricated track board 10 respectively, have the characteristics that the efficiency of construction is high, this kind of assembled structure has also reduced the work load of maintenance.
The above is only used for illustrating some principles of the vibration damping plate type ballastless track structure of the railway steel truss girder bridge of the present invention, and it is not intended to limit the present invention to the specific structure and the application range shown and described, so all the corresponding modifications and equivalents that may be utilized all belong to the patent scope applied by the present invention.
Claims (5)
1. The utility model provides a railway steel truss bridge damping plate formula ballastless track structure, is including setting up the track board on bridge longeron (80), and rail and fastener system (40) are fixed to be set up on the track board, characterized by: the top surfaces of the bridge longitudinal beams (80) are fixedly provided with prefabricated bridge deck plates (60) which are longitudinally butted through an anchoring structure, the track plates adopt prefabricated track plates (10) which are longitudinally butted, and a plane displacement constraint structure is arranged between each prefabricated track plate (10) and the prefabricated bridge deck plate (60) below the prefabricated track plate; and a damping cushion layer (20) is laid under the bottom surface of the prefabricated track slab (10).
2. The vibration damping plate type ballastless track structure of the railway steel truss girder bridge, which is characterized in that: and a filling layer (30) is arranged on the top surface of the prefabricated bridge deck (60) under the vibration damping cushion layer (20).
3. The railway steel truss bridge damping plate type ballastless track structure of claim 1 or 2, which is characterized in that: the plane displacement constraint structure comprises a limit boss (61) and a limit groove (11) matched with the limit boss, the limit boss (61) is arranged on the top surface of the prefabricated bridge deck plate (60) and fixedly connected with the top surface of the prefabricated bridge deck plate into a whole, and the limit groove (11) is arranged at two longitudinal end parts of the prefabricated bridge deck plate (60).
4. The vibration damping plate type ballastless track structure of the railway steel truss girder bridge, which is characterized in that: and a buffer layer (50) is arranged between the corresponding side walls of the limiting lug boss (61) and the limiting groove (11).
5. The railway steel truss bridge damping plate type ballastless track structure of claim 1 or 2, which is characterized in that: the anchoring structure comprises mounting through holes (62) and shear nails (70) corresponding to the mounting through holes, the mounting through holes (62) are arranged in a row at intervals longitudinally and transversely on the plate surface of the prefabricated bridge deck (60), the shear nails (70) are welded on the top surface of a bridge longitudinal beam (80), and gaps between the shear nails (70) and the mounting through holes (62) are filled with concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022663864.5U CN213804651U (en) | 2020-11-17 | 2020-11-17 | Vibration damping plate type ballastless track structure of railway steel truss girder bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022663864.5U CN213804651U (en) | 2020-11-17 | 2020-11-17 | Vibration damping plate type ballastless track structure of railway steel truss girder bridge |
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| Publication Number | Publication Date |
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| CN213804651U true CN213804651U (en) | 2021-07-27 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202022663864.5U Active CN213804651U (en) | 2020-11-17 | 2020-11-17 | Vibration damping plate type ballastless track structure of railway steel truss girder bridge |
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| CN (1) | CN213804651U (en) |
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