阅读说明：本技术 一种无砟轨道钢桁梁桥 (Ballastless track steel truss girder bridge ) 是由 徐升桥 金令 任为东 杨永明 高静青 简方梁 焦亚萌 魏峰 于 2020-07-21 设计创作，主要内容包括：本发明涉及桥梁施工技术领域,具体而言,涉及一种无砟轨道钢桁梁桥。所述无砟轨道钢桁梁桥包括桥墩、梁体和加劲弦。本发明通过将公路桥面的桥面板设置成公路桥面混凝土板,可以有效提高钢桁梁桥的刚度；加劲弦的设置,进一步提高了钢桁梁桥的整体强度,减小了列车通过钢桁梁桥时桥梁的上下振动幅度,同时,也使得桥梁的跨度增大；通过将无砟轨道与钢桁梁桥的有机结合,动态控制轨道变形,使桥上高速铁路设计速度达到350km/h,使千米级长联大跨钢桥不再成为高速铁路运营速度的制约点,提高线路运行效率,降低行车控制难度。本发明十分适合跨越如黄河这种防洪标准高、通航要求较低的大江大河。(The invention relates to the technical field of bridge construction, in particular to a ballastless track steel truss girder bridge. The ballastless track steel truss girder bridge comprises a bridge pier, a girder body and a stiffening chord. The rigidity of the steel truss girder bridge can be effectively improved by arranging the bridge deck slab of the highway bridge deck into the concrete slab of the highway bridge deck; the arrangement of the stiffening chord further improves the overall strength of the steel truss girder bridge, reduces the vertical vibration amplitude of the bridge when a train passes through the steel truss girder bridge, and simultaneously increases the span of the bridge; by organically combining the ballastless track and the steel truss girder bridge, the deformation of the track is dynamically controlled, so that the design speed of the high-speed railway on the bridge reaches 350km/h, the kilometer-level long-span steel bridge is not a restriction point of the operation speed of the high-speed railway, the running efficiency of the line is improved, and the difficulty of driving control is reduced. The invention is very suitable for crossing over the large rivers with high flood control standard and lower navigation requirement, such as yellow river.)

1. The utility model provides a ballastless track steel truss girder bridge which characterized in that includes:

a bridge pier (1);

the bridge body (2) is arranged above the pier (1), the bridge body (2) comprises a highway bridge floor (21) and a railway bridge floor (22), the highway bridge floor (21) is arranged above the railway bridge floor (22), a bridge deck of the highway bridge floor (21) is a highway bridge floor concrete slab (28), and ballastless tracks are laid above the railway bridge floor (22); and

and the stiffening chord (4) is arranged between the beam body (2) and the bridge piers (1), and the bottoms of flanges on two sides of the stiffening chord (4) are arc-shaped.

2. The ballastless track steel truss girder bridge of claim 1, wherein: the ballastless track is arranged on the railway bridge deck (22) through a track mounting mechanism (29), and the track mounting mechanism (29) comprises a reinforced concrete bridge deck (292), a reinforced concrete base (293) and a track plate (295); the reinforced concrete bridge deck is characterized in that the reinforced concrete base (293) is arranged at the top of the reinforced concrete bridge deck (292), the reinforced concrete base (293) is fixedly connected with the reinforced concrete bridge deck (292), the track plate (295) is arranged above the reinforced concrete base (293), a sleeper (297) is arranged above the track plate (295), and a railway track is arranged above the sleeper (297).

3. The ballastless track steel truss girder bridge of claim 2, wherein: the reinforced concrete bridge deck (292) is arranged above the lower truss girder (25) of the girder body (2), a shear nail (291) is arranged in the reinforced concrete bridge deck (292), and the bottom of the shear nail (291) is fixedly connected with the lower truss girder (25).

4. The ballastless track steel truss girder bridge of claim 2, wherein: and a damping pad (294) is arranged between the reinforced concrete base (293) and the track plate (295).

5. The ballastless track steel truss girder bridge of claim 2, wherein: the reinforced concrete base (293) is provided with a groove at the top, the bottom of the track plate (295) is provided with a convex block corresponding to the groove, a first pattern formed by the cross section of the convex block and a second pattern formed by the cross section of the groove are similar patterns, and the convex block is arranged in the groove.

6. The ballastless track steel truss girder bridge of claim 2, wherein: the sleeper (297) is a short sleeper, the track plate (295) is further provided with a positioning piece (296), the positioning piece (296) is embedded in the track plate (295), and the positioning piece (296) is provided with a pair of sleepers (297).

7. The ballastless track steel truss girder bridge of claim 1, wherein: the two sides of the beam body (2) are respectively provided with an edge truss (26), the middle part of the beam body (2) is provided with a middle truss (27), and the height of the middle truss (27) is higher than that of the edge truss (26); the side girders (26) comprise first side girders and second side girders, the middle parts of the highway bridge deck concrete slabs (28) are connected with the top parts of the middle girders (27), and the two sides of the highway bridge deck concrete slabs (28) are respectively connected with the top parts of the first side girders and the second side girders.

8. The ballastless track steel truss girder bridge of claim 7, wherein: well purlin (27) with the top of limit purlin (26) all is provided with the cluster formula shear force nail, highway bridge face concrete slab (28) be provided with cluster formula shear force nail matched with concrete pouring hole, the cluster formula shear force nail sets up in the concrete pouring hole, pour into the concrete in the concrete pouring hole.

9. The ballastless track steel truss girder bridge of claim 7, wherein: the top of railway deck (22) is provided with horizontal antithetical couplet (23), horizontal antithetical couplet (23) are including first horizontal antithetical couplet and second horizontal antithetical couplet, the one end of first horizontal antithetical couplet with first limit purlin links to each other, the other end with well purlin (27) link to each other, the one end of second horizontal antithetical couplet with well purlin (27) link to each other, the other end with second limit purlin links to each other.

10. The ballastless track steel truss girder bridge of claim 1, wherein: a seismic isolation and reduction support (3) is arranged between the stiffening chord (4) and the pier (1); the seismic isolation and reduction support (3) comprises an upper connecting plate (301), an upper support plate (302), a spherical crown (304), a lower support plate (308) and a lower connecting plate (310); the upper part of the upper connecting plate (301) is connected with the stiffening chord (4), the lower part of the upper connecting plate (301) is connected with the upper support plate (302), the bottom of the lower connecting plate (310) is connected with the pier (1), the top of the lower connecting plate (310) is provided with a sliding groove, and the lower support plate (308) is arranged in the sliding groove; the upper surface and the lower surface of spherical crown (304) are the sphere, the lower terminal surface of upper bracket board (302) be provided with the upper surface matched with sphere of spherical crown (304), the up end of lower support board (308) be provided with the lower surface matched with sphere of spherical crown (304).

Technical Field

The invention relates to the technical field of bridge construction, in particular to a ballastless track steel truss girder bridge.

Background

Compared with a ballast track, the ballastless track has good stability, smoothness and durability, and the ballastless track structure has light dead weight and less maintenance workload. By introducing technology and digestion and absorption, the experiences of structural design, dynamic analysis, construction and operation management of ballastless track application are successfully mastered in China, and the ballastless track is generally applied to concrete bridges, but breakthrough progress is not always obtained in long-connection large-span steel structure bridges spanning large rivers. At present, large-scale steel structure bridge engineering at home and abroad adopts a ballast track structure. After the train operation speed reaches 300km/h, railway ballasts can be splashed, pulverization of a railway bed is accelerated, aging of vehicles is accelerated, maintenance workload is increased, and the design speed of a steel bridge with a ballast track is not more than 250km/h, so that the train operation speed in a high-speed railway interval is limited.

Disclosure of Invention

The invention aims to provide a ballastless track steel truss girder bridge to improve the problems. In order to achieve the purpose, the technical scheme adopted by the invention is as follows:

the embodiment of the application provides a ballastless track steel truss girder bridge, which comprises piers, a girder body and stiffening strings, wherein the girder body is arranged above the piers, the girder body comprises a highway bridge floor and a railway bridge floor, the highway bridge floor is arranged above the railway bridge floor, a bridge deck of the highway bridge floor is a highway bridge floor concrete slab, and ballastless tracks are laid above the railway bridge floor; the stiffening chord is arranged between the beam body and the bridge pier, and the bottoms of flanges on two sides of the stiffening chord are arc-shaped.

The ballastless track steel truss girder bridge can comprise a plurality of main hole spans with equal span in the middle, and the two ends of the main hole spans are provided with side hole spans smaller than the main hole spans to form a long-connection multi-span steel truss girder bridge. By adopting the structural form of the ballastless track steel truss girder bridge, the joint length and the total length can exceed the level of thousands of meters.

Optionally, the ballastless track is arranged on the railway bridge deck through a track mounting mechanism, and the track mounting mechanism comprises a reinforced concrete bridge deck, a reinforced concrete base and a track slab; the reinforced concrete bridge deck is characterized in that the reinforced concrete base is arranged at the top of the reinforced concrete bridge deck, the reinforced concrete base is fixedly connected with the reinforced concrete bridge deck, the track plate is arranged above the reinforced concrete base, a sleeper is arranged above the track plate, and a railway track is arranged above the sleeper.

Optionally, the reinforced concrete bridge deck is disposed above the lower truss girder of the girder, a shear nail is disposed in the reinforced concrete bridge deck, and the bottom of the shear nail is fixedly connected to the lower truss girder.

Optionally, a shock absorbing pad is arranged between the reinforced concrete base and the track plate.

Optionally, a groove is formed in the top of the reinforced concrete base, a protruding block corresponding to the groove is arranged at the bottom of the track slab, a first pattern formed by the cross section of the protruding block and a second pattern formed by the cross section of the groove are similar patterns, and the protruding block is arranged in the groove.

Optionally, the sleeper is a short sleeper, the track plate is further provided with a positioning element, the positioning element is buried in the track plate, and the positioning element is provided with a pair of sleepers.

Optionally, the two sides of the beam body are respectively provided with an edge girder, the middle part of the beam body is provided with a middle girder, and the height of the middle girder is higher than that of the edge girders; the side purlin includes first side purlin and second side purlin, the middle part of highway bridge face concrete slab with the top of well purlin links to each other, the both sides of highway bridge face concrete slab respectively with the top of first side purlin with the top of second side purlin links to each other.

Optionally, the top of the middle truss and the top of the side truss are both provided with a cluster type shear nail, the highway bridge deck concrete slab is provided with a concrete pouring hole matched with the cluster type shear nail, the cluster type shear nail is arranged in the concrete pouring hole, and concrete is poured in the concrete pouring hole.

Optionally, a cross-link is arranged above the railway deck, the cross-link comprises a first cross-link and a second cross-link, one end of the first cross-link is connected with the first side truss, the other end of the first cross-link is connected with the middle truss, one end of the second cross-link is connected with the middle truss, and the other end of the second cross-link is connected with the second side truss.

Optionally, a seismic isolation and reduction support is further arranged between the stiffening chord and the pier; the shock absorption and isolation support comprises an upper connecting plate, an upper support plate, a spherical crown, a lower support plate and a lower connecting plate; the upper part of the upper connecting plate is connected with the stiffening chord, the lower part of the upper connecting plate is connected with the upper support plate, the bottom of the lower connecting plate is connected with the pier, the top of the lower connecting plate is provided with a sliding groove, and the lower support plate is arranged in the sliding groove; the upper surface and the lower surface of spherical crown are the sphere, the lower terminal surface of upper bracket board be provided with the upper surface matched with sphere of spherical crown, the up end of bottom suspension bedplate be provided with the lower surface matched with sphere of spherical crown.

The invention has the beneficial effects that:

the rigidity of the steel truss girder bridge can be effectively improved by arranging the bridge deck slab of the highway bridge deck into the concrete slab of the highway bridge deck; the arrangement of the stiffening chord further improves the overall strength of the steel truss girder bridge, reduces the vertical vibration amplitude of the bridge when a train passes through the steel truss girder bridge, and simultaneously increases the span of the bridge; by organically combining the ballastless track and the steel truss girder bridge, the deformation of the track is dynamically controlled, so that the design speed of the high-speed railway on the bridge reaches 350km/h, the kilometer-level long-span steel bridge is not a restriction point of the operation speed of the high-speed railway, the running efficiency of the line is improved, and the difficulty of driving control is reduced. The invention is very suitable for crossing over the large rivers with high flood control standard and lower navigation requirement, such as yellow river.

Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by the practice of the embodiments of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and claims hereof as well as the appended drawings.

Drawings

In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.

Fig. 1 is a schematic structural view of a ballastless track steel truss girder bridge according to an embodiment of the invention;

FIG. 2 is a schematic sectional view of a seismic mitigation and isolation bearing structure according to an embodiment of the invention;

FIG. 3 is a schematic cross-sectional view of a beam structure according to an embodiment of the present invention;

fig. 4 is a schematic structural diagram of a rail mounting mechanism according to an embodiment of the present invention.

The labels in the figure are: 1. a bridge pier; 2. a beam body; 21. a highway deck; 22. a railway deck; 23. transverse connection; 24. an upper truss beam; 25. a lower truss beam; 26. a side rail; 27. a middle truss; 28. concrete slab of highway bridge deck; 29. a rail mounting mechanism; 291. shear nails; 292. a reinforced concrete deck slab; 293. a reinforced concrete base; 294. a shock pad; 295. a track plate; 296. a positioning member; 297. a sleeper; 3. a seismic isolation and reduction support; 301. an upper connecting plate; 302. an upper support plate; 303. a first wear plate; 304. a spherical cap; 305. a first dust ring; 306. a baffle plate; 307. a second wear plate; 308. a lower support plate; 309. a third wear plate; 310. a lower connecting plate; 311. a second dust ring; 312. a shear pin; 4. and (6) stiffening the chord.

Detailed Description

In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.

It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures. Meanwhile, in the description of the present invention, the terms "first", "second", and the like are used only for distinguishing the description, and are not to be construed as indicating or implying relative importance.

As shown in fig. 1 to 4, the present embodiment provides a ballastless track steel truss girder bridge, which includes piers 1, girder bodies 2 and stiffening strings 4, wherein the girder bodies 2 are arranged above the piers 1, the girder bodies 2 include highway bridge floors 21 and railway bridge floors 22, the highway bridge floors 21 are arranged above the railway bridge floors 22, bridge decks of the highway bridge floors 21 are highway bridge deck concrete slabs 28, and ballastless tracks are laid above the railway bridge floors 22; the stiffening chord 4 is arranged between the beam body 2 and the bridge pier 1, the bottom of the flange at two sides of the stiffening chord 4 is arc-shaped, and the vertical plate shape of the stiffening chord 4 is adjusted to enable the vertical surface of the bridge to be in an arch-shaped structure, so that the rigidity of the bridge is increased. The height of the stiffening chord 4 is the same as that of the beam body 2. The stiffening chord 4 and the beam body 2 form a whole, the thickness of the beam body 2 is increased, and the shearing force of the top of the beam body 2 right above the pier 1 can be effectively reduced when the height of the stiffening chord 4 is the same as that of the beam body 2, so that the rigidity of the bridge is improved. The ballastless track steel truss girder bridge can comprise a plurality of main hole spans with equal span in the middle, and the two ends of the main hole spans are provided with side hole spans smaller than the main hole spans to form a long-connection multi-span steel truss girder bridge. By adopting the structural form of the ballastless track steel truss girder bridge, the joint length and the total length can exceed the level of thousands of meters.

Optionally, the ballastless track is disposed on the railway deck 22 through a track mounting mechanism 29, where the track mounting mechanism 29 includes a reinforced concrete deck 292, a reinforced concrete base 293, and a track plate 295; the reinforced concrete base 293 is arranged at the top of the reinforced concrete bridge deck 292, the reinforced concrete base 293 is fixedly connected with the reinforced concrete bridge deck 292, the track plate 295 is arranged above the reinforced concrete base 293, a sleeper 297 is arranged above the track plate 295, and a railway track is arranged above the sleeper 297.

Optionally, the reinforced concrete bridge deck 292 is disposed above the lower truss girder 25 of the girder 2, a shear pin 291 is disposed in the reinforced concrete bridge deck 292, and a bottom of the shear pin 291 is fixedly connected to the lower truss girder 25.

Optionally, a shock absorbing pad 294 is disposed between the reinforced concrete base 293 and the track plate 295. The shock absorbing pad 294 may be an ethylene propylene diene monomer strip.

Optionally, a groove is formed in the top of the reinforced concrete base 293, a protrusion corresponding to the groove is formed at the bottom of the track plate 295, a first pattern formed by a cross section of the protrusion and a second pattern formed by a cross section of the groove are similar patterns, and the protrusion is disposed in the groove. The arrangement of the grooves and the projections can effectively limit the positions of the reinforced concrete base 293 and the track plate 295, so that the reinforced concrete base 293 and the track plate 295 cannot be displaced laterally.

Optionally, the sleepers 297 are short sleepers, the track plate 295 is further provided with a positioning member 296, the positioning member 296 is embedded in the track plate 295, and the positioning member 296 is provided with a pair of sleepers 297.

Optionally, the two sides of the beam body 2 are respectively provided with an edge girder 26, the middle part of the beam body 2 is provided with a middle girder 27, and the height of the middle girder 27 is higher than that of the edge girder 26; the side girders 26 comprise first side girders and second side girders, the middle parts of the highway bridge deck concrete slabs 28 are connected with the top parts of the middle girders 27, and the two sides of the highway bridge deck concrete slabs 28 are respectively connected with the top parts of the first side girders and the second side girders. The height of middle purlin 27 is higher than the height of side purlin 26, can make the height that highly is less than the middle part of the both sides of highway bridge face concrete slab 28, makes highway bridge face concrete slab 28 form certain slope, makes things convenient for highway bridge face concrete slab 28 drainage.

Optionally, the top of the middle truss 27 and the top of the side truss 26 are both provided with cluster shear nails, the highway bridge deck concrete slab 28 is provided with concrete pouring holes matched with the cluster shear nails, the cluster shear nails are arranged in the concrete pouring holes, and concrete is poured in the concrete pouring holes.

Optionally, a cross-link 23 is arranged above the railway deck 22, the cross-link 23 includes a first cross-link and a second cross-link, one end of the first cross-link is connected to the first side girder, the other end of the first cross-link is connected to the middle girder 27, one end of the second cross-link is connected to the middle girder 27, and the other end of the second cross-link is connected to the second side girder. Above the cross beam 23 is an upper truss beam 24.

Optionally, an earthquake reduction and isolation support 3 is further arranged between the stiffening chord 4 and the pier 1; the seismic isolation and reduction support 3 comprises an upper connecting plate 301, an upper support plate 302, a spherical crown 304, a lower support plate 308 and a lower connecting plate 310; the upper part of the upper connecting plate 301 is connected with the stiffening chord 4, the lower part of the upper connecting plate 301 is connected with the upper support plate 302, the bottom of the lower connecting plate 310 is connected with the pier 1, the top of the lower connecting plate 310 is provided with a sliding groove, and the lower support plate 308 is arranged in the sliding groove; the upper surface and the lower surface of the spherical crown 304 are both spherical surfaces, the lower end surface of the upper support plate 302 is provided with a spherical surface matched with the upper surface of the spherical crown 304, and the upper end surface of the lower support plate 308 is provided with a spherical surface matched with the lower surface of the spherical crown 304.

Optionally, a first dust ring 305 is arranged above the lower support plate 308, the first dust ring 305 is arranged around the outer side of the spherical crown 304, the upper end of the first dust ring 305 is connected with the upper side of the side wall of the spherical crown 304, and the lower end of the first dust ring 305 is connected with the upper end face of the lower support plate 308.

Optionally, the sliding groove is circular, the lower support plate 308 is circular, and the diameter of the lower support plate 308 is smaller than that of the sliding groove.

Optionally, a first wear plate 303 is disposed above the spherical crown 304, the first wear plate 303 is arc-shaped, and the arc degree of the first wear plate 303 is equal to the arc degree of the upper surface of the spherical crown 304; a second wear-resisting plate 307 is arranged below the spherical crown 304, the second wear-resisting plate 307 is arc-shaped, and the radian of the second wear-resisting plate 307 is equal to that of the lower surface of the spherical crown 304; the lower end of the lower seat plate 308 is provided with a third wear plate 309. The first wear plate 303, the second wear plate 307 and the third wear plate 309 are all non-metallic wear plates.

Optionally, a baffle 306 is disposed around the outer side of the lower support plate 308, the baffle 306 is fixedly disposed on the lower section of the upper support plate 302, and a shear pin 312 is disposed in the baffle 306; a second dust ring 311 is arranged between the upper support plate 302 and the lower connecting plate 310 in a surrounding manner, the upper end of the second dust ring 311 is connected with the outer side wall of the upper support plate 302, and the lower end of the second dust ring is connected with the outer side wall of the lower connecting plate 310. Through first dust ring 305 and second dust ring 311, can constitute twice dustproof construction, can effectively improve dustproof effect.

The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

The above description is only for the specific embodiments of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of the changes or substitutions within the technical scope of the present invention, and all the changes or substitutions should be covered within the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.