Bridge arrangement method suitable for ballastless track bed track laying and bridge

Abstract

The invention provides a bridge arrangement method suitable for ballastless track bed track laying and a bridge. The method comprises the steps that the included angle between the center line of a beam seam and the center line of a line is preset as the included angle between the center line of a bent cap and the center line of the line; according to a preset included angle between a beam seam center line and a line center line, calculating the distance between track plates at the beam seam; whether the distance between the track plates at the beam seam meets the requirement or not is judged, if yes, it is determined that the distance between the track plates at the beam seam is the designed distance, and the included angle between the center line of the beam seam corresponding to the distance between the track plates at the beam seam and the center line of the line is the designed included angle, and if not, the next step is executed; and increasing the included angle between the beam seam center line and the line center line, calculating the distance between the track plates at the beam seam according to the increased included angle between the beam seam center line and the line center line, and then returning to the previous step. The method can prevent the distance between the track plates at the beam seam from exceeding a limit value to affect the safety of a train.

Description

Technical Field

[0001] The present invention relates to the technical field of urban rail transit and railway bridges, and in particular to a bridge arrangement method and a bridge suitable for track laying on a ballastless roadbed. Background Art

[0002] Urban rail transit and railway bridges typically utilize ballastless track, with the track slabs typically perpendicular to the line. Ballastless track utilizes elastic fasteners, and to ensure dynamic track smoothness and train safety, the fastener spacing (and therefore track slab spacing) is strictly controlled.

[0003] When urban rail transit and railways cross highways or urban roads, limited by site conditions, frame piers are often used. This inevitably leads to skewed intersections between the frame piers and the track. When the skew angle is small, the track slab spacing at the beam joint exceeds the specified value, compromising train safety. Therefore, improvements are needed to existing skew simply supported bridge layout methods suitable for ballastless trackbeds to prevent track slab spacing at the beam joint from exceeding the specified value, which could compromise train safety. Summary of the Invention

[0004] The object of the present invention is to provide a bridge layout method and a bridge suitable for track laying on a ballastless roadbed, so as to avoid the problem that the track plate spacing at the beam joint exceeds the limit and affects the safety of the train.

[0005] In order to solve the above technical problems, the present invention provides a bridge layout method suitable for track laying on a ballastless track bed, comprising: presetting the angle between the center line of the beam joint and the center line of the track as the angle between the center line of the cap beam and the center line of the track; calculating the track plate spacing at the beam joint according to the preset angle between the center line of the beam joint and the center line of the track; judging whether the track plate spacing at the beam joint meets the requirements; if so, determining that the track plate spacing at the beam joint is the design spacing, and the angle between the center line of the beam joint and the center line of the track corresponding to the track plate spacing at the beam joint is the design angle; if not, proceeding to the next step; increasing the angle between the center line of the beam joint and the center line of the track, calculating the track plate spacing at the beam joint according to the increased angle between the center line of the beam joint and the center line of the track, and then returning to the previous step.

[0006] Optionally, the angle between the beam seam centerline and the line centerline ranges from 84° to 90°.

[0007] Optionally, the angle between the center line of the beam joint and the center line of the line is increased to 1°~2°.

[0008] Optionally, the track plate spacing at the beam gap is calculated based on the preset angle between the beam gap centerline and the track centerline using the following formula: L2=a+2*c+Δ / sinβ+b / tanβ Among them, L2 is the distance between the track plates at the beam joint; a is the width of the track plate; b is the length of the track plate; c is the minimum width between the track plate and the beam joint; Δ is the vertical width of the beam joint; β is the angle between the center line of the cap beam and the center line of the track.

[0009] Optionally, the track slab spacing at the beam gap is calculated based on the increased angle between the beam gap centerline and the track centerline using the following formula: L2=a+2*c+Δ / sinθ+b / tanθ Wherein, L2 is the distance between the track plates at the beam joint; a is the width of the track plate; b is the length of the track plate; c is the minimum width between the track plate and the beam joint; Δ is the vertical width of the beam joint; θ is the angle between the centerline of the beam joint and the centerline of the track.

[0010] Optionally, also include: Calculate the minimum width of the pier cap beam based on the designed angle between the beam joint centerline and the line centerline; And, determine the cap beam width.

[0011] Optionally, the minimum width of the pier cap beam can be calculated based on the design angle between the centerline of the beam joint and the centerline of the line using the following formula: B min =2*{[L3 / 2 / sinθ+L4 / 2-(Δ / 2+L5) / tanθ]*tan(θ-β)+Δ / 2+L5+L4 / 2+d}*cos(θ-β) Among them, B min is the minimum width of the cap beam, in cm; L3 is the vertical spacing of the main beam supports, in cm; L4 is the width of the pad stone, in cm; L5 is the vertical distance from the support center to the beam joint, in cm; Δ is the vertical width of the beam joint, in cm; d is the minimum distance from the support pad stone to the beam joint, in cm; θ is the angle between the center line of the beam joint and the center line of the line; β is the angle between the center line of the cap beam and the center line of the line.

[0012] Optionally, the cap beam width is determined using the following formula: B= ,in, Indicates rounding up.

[0013] The present invention also provides a bridge arranged using the above-mentioned bridge arrangement method suitable for track laying on a ballastless trackbed, comprising: a pile foundation, a cap, a portal pier column, a portal pier cap beam, a concrete box beam, a support pedestal, a support, a track base and a track plate, wherein the cap is arranged on the pile foundation, the portal pier column is arranged on the cap, the portal pier cap beam is arranged on the portal pier column, the support pedestal is arranged on the portal pier cap beam, the support is arranged on the support pedestal, the concrete box beam is arranged on the support, the track base is arranged on the concrete box beam, and the track plate is arranged on the track base, wherein the line centerline and the beam seam centerline have an angle θ, and the line centerline and the centerline of the portal pier cap beam have an angle β, wherein θ is greater than or equal to β.

[0014] Optional, 84° θ 90°.

[0015] The present invention provides a bridge layout method and a bridge suitable for track laying on a ballastless track bed, which have the following beneficial effects: By increasing the angle between the center line of the beam joint and the center line of the line, the design spacing that meets the track plate spacing requirements is gradually found. That is, by adjusting the oblique angle of the simply supported beam end, the problem of excessive track plate spacing when the oblique angle of the cap beam is small is solved to ensure the safety of train driving. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 is an elevation view of a bridge according to an embodiment of the present invention; Figure 2 is a plan view of a bridge according to an embodiment of the present invention; Figure 3 1 is a schematic plan view of the arrangement of the ballastless track bed before bridge adjustment in an embodiment of the present invention; Figure 4 This is a schematic diagram of the planar arrangement of the piers and beams after the bridge is adjusted according to an embodiment of the present invention; Figure 5 It is a schematic diagram of calculating the width of the bridge cap beam after adjustment in an embodiment of the present invention.

[0017] Description of reference numerals: 110-pile foundation; 120-capping platform; 130-portal pier column; 140-portal pier cap beam; 150-concrete box beam; 160-support shim; 170-support; 180-track base; 190-track plate; 210-track centerline; 220-box beam centerline; 230-cap beam centerline; 240-beam joint centerline; 250-beam end edge line. DETAILED DESCRIPTION

[0018] The following is a further description of specific embodiments of the present invention in conjunction with the accompanying drawings. It should be noted that the description of these embodiments is intended to facilitate understanding of the present invention and does not constitute a limitation of the present invention. In addition, the technical features involved in the various embodiments of the present invention described below may be combined with each other as long as they do not conflict with each other.

[0019] This embodiment provides a bridge layout method suitable for track laying on a ballastless roadbed, comprising: The preset angle between the beam seam centerline 240 and the line centerline 210 is the angle between the cap beam centerline 230 and the line centerline 210; Calculate the track plate 190 spacing at the beam joint based on the preset angle between the beam joint centerline 240 and the track centerline 210; Determine whether the track plate 190 spacing at the beam joint meets the requirements. If so, determine that the track plate 190 spacing at the beam joint is the design spacing, and that the angle between the beam joint centerline 240 and the track centerline 210 corresponding to the track plate 190 spacing at the beam joint is the design angle. If not, proceed to the next step. Increase the angle between the beam gap centerline 240 and the track centerline 210, calculate the track plate 190 spacing at the beam gap based on the increased angle between the beam gap centerline 240 and the track centerline 210, and then return to the previous step.

[0020] In this way, by increasing the angle between the beam seam centerline 240 and the line centerline 210, the design spacing that meets the 190 spacing requirement of the track plates is gradually found. That is, by adjusting the oblique angle of the simply supported beam end, the problem of excessive 190 spacing of the track plates when the oblique angle of the cap beam is small is solved, thereby ensuring the safety of train driving.

[0021] In this embodiment, the angle between the beam seam centerline 240 and the line centerline 210 ranges from 84° to 90°.

[0022] In this embodiment, the angle between the beam seam centerline 240 and the line centerline 210 is increased to 1° to 2°.

[0023] The spacing of the track plates 190 at the beam gap is calculated based on the preset angle between the beam gap centerline 240 and the track centerline 210 using the following formula: L2=a+2*c+Δ / sinβ+b / tanβ Wherein, L2 is the distance between the track slab 190 at the beam joint, in cm; a is the width of the track slab 190, in cm; b is the length of the track slab 190, in cm; c is the minimum width between the track slab 190 and the beam joint, in cm; Δ is the vertical width of the beam joint, in cm; β is the angle between the centerline 230 of the cap beam and the centerline 210 of the track.

[0024] The distance between the track plates 190 at the beam gap is calculated based on the increased angle between the beam gap centerline 240 and the track centerline 210 using the following formula: L2=a+2*c+Δ / sinθ+b / tanθ Where L2 is the distance between the track slabs 190 at the beam joint, in cm; a is the width of the track slab 190, in cm; b is the length of the track slab 190, in cm; c is the minimum distance between the track slab 190 and the beam joint, in cm; Δ is the vertical width of the beam joint, in cm; and θ is the angle between the beam joint centerline 240 and the track centerline 210. The beam joint refers to the gap between the ends of adjacent concrete box girders 150.

[0025] The bridge layout method adapted for track laying on a ballastless roadbed further comprises: The minimum width of the pier cap beam is calculated based on the design angle between the beam seam centerline 240 and the line centerline 210; And, determine the cap beam width.

[0026] In this way, the minimum width of the frame pier cap beam is obtained, which saves engineering costs and has significant economic benefits.

[0027] The minimum width of the pier cap beam is calculated based on the design angle between the beam seam centerline 240 and the line centerline 210 using the following formula: B min =2*{[L3 / 2 / sinθ+L4 / 2-(Δ / 2+L5) / tanθ]*tan(θ-β)+Δ / 2+L5+L4 / 2+d}*cos(θ-β) Among them, B min is the minimum width of the cap beam, in cm; L3 is the vertical spacing of the main beam support 170, in cm; L4 is the width of the pad stone, in cm; L5 is the vertical distance from the center of the support 170 to the beam joint, in cm; Δ is the vertical width of the beam joint, in cm; d is the minimum distance between the support pad stone 160 and the beam joint, in cm; θ is the angle between the center line 240 of the beam joint and the center line 210 of the line; β is the angle between the center line 230 of the cap beam and the center line 210 of the line.

[0028] The width of the cap beam is determined by the following formula: B= ,in, For example, when B min If it is a decimal, then B is B min The integer part of plus one.

[0029] refer to Figure 1 、 Figure 2 、 Figure 3 、 Figure 4 and Figure 5 , Figure 1 is an elevation view of a bridge in an embodiment of the present invention, Figure 2 is a plan view of a bridge according to an embodiment of the present invention, Figure 3 1 is a schematic plan view of the arrangement of the ballastless track bed before the bridge is adjusted in an embodiment of the present invention. Figure 4 This is a schematic diagram of the planar arrangement of the beams and piers after the bridge is adjusted according to an embodiment of the present invention. Figure 5 1 is a schematic diagram of calculating the width of the bridge cap beam after adjustment in an embodiment of the present invention. This embodiment also provides a bridge arranged using the above-mentioned bridge arrangement method for track laying on a ballastless roadbed, comprising: a pile foundation 110, a cap 120, a portal pier column 130, a portal pier cap beam 140, a concrete box beam 150, a support pedestal 160, a support 170, a track base 180 and a track plate 190, wherein the cap 120 is arranged on the pile foundation 110, the portal pier column 130 is arranged on the cap 120, and the portal pier cap beam 140 is arranged on the portal pier. On the column 130, the support pedestal 160 is arranged on the portal pier cap beam 140, the support 170 is arranged on the support pedestal 160, the concrete box beam 150 is arranged on the support 170, the track base 180 is arranged on the concrete box beam 150, and the track plate 190 is arranged on the track base 180, wherein the line centerline 210 and the beam seam centerline 240 have an angle θ, and the line centerline 210 and the centerline of the portal pier cap beam 140 have an angle β, wherein θ is greater than or equal to β.

[0030] Preferably, 84° θ 90°.

[0031] The above description is only a description of the preferred embodiments of the present invention and does not limit the scope of the present invention. Any changes and modifications made by ordinary technicians in the field of the present invention based on the above disclosure shall fall within the scope of protection of the claims.

Claims

1. A bridge layout method suitable for track laying on ballastless roadbed, characterized in that: include: The preset angle between the center line of the beam seam and the center line of the line is the angle between the center line of the cap beam and the center line of the line; Calculate the track plate spacing at the beam joint based on the preset angle between the beam joint centerline and the track centerline; Determine whether the track plate spacing at the beam joint meets the requirements. If so, determine that the track plate spacing at the beam joint is the design spacing, and the angle between the beam joint centerline and the track centerline corresponding to the track plate spacing at the beam joint is the design angle. If not, proceed to the next step. Increase the angle between the centerline of the beam gap and the centerline of the track, calculate the track plate spacing at the beam gap based on the increased angle between the centerline of the beam gap and the centerline of the track, and then return to the previous step.

2. The bridge layout method for track laying on ballastless track as claimed in claim 1, characterized in that: The angle between the center line of the beam joint and the center line of the line ranges from 84° to 90°.

3. The bridge layout method adapted for track laying on ballastless track bed according to claim 1, characterized in that: Increase the angle between the center line of the beam joint and the center line of the line to 1°~2°.

4. The bridge layout method for track laying on ballastless track as claimed in claim 1, characterized in that: The track plate spacing at the beam joint is calculated based on the preset angle between the beam joint centerline and the track centerline using the following formula: L2=a+2*c+Δ / sinβ+b / tanβ Among them, L2 is the distance between the track plates at the beam joint; a is the width of the track plate; b is the length of the track plate; c is the minimum width between the track plate and the beam joint; Δ is the vertical width of the beam joint; β is the angle between the center line of the cap beam and the center line of the track.

5. The bridge layout method adapted for track laying on ballastless track bed according to claim 1, characterized in that: The track slab spacing at the beam joint is calculated based on the increased angle between the beam joint centerline and the track centerline using the following formula: L2=a+2*c+Δ / sinθ+b / tanθ Wherein, L2 is the distance between the track plates at the beam joint; a is the width of the track plate; b is the length of the track plate; c is the minimum width between the track plate and the beam joint; Δ is the vertical width of the beam joint; θ is the angle between the centerline of the beam joint and the centerline of the track.

6. The bridge layout method for track laying on ballastless track as claimed in claim 1, characterized in that: Also includes: Calculate the minimum width of the pier cap beam based on the designed angle between the beam joint centerline and the line centerline; And, determine the cap beam width.

7. The bridge layout method adapted for track laying on ballastless track as claimed in claim 6, characterized in that: in, The minimum width of the pier cap beam is calculated based on the design angle between the center line of the beam joint and the center line of the line using the following formula: B min =2*{[L3 / 2 / sinθ+L4 / 2-(Δ / 2+L5) / tanθ]*tan(θ-β)+Δ / 2+L5+L4 / 2+d}*cos(θ-β) Among them, B min is the minimum width of the cap beam, in cm; L3 is the vertical spacing of the main beam supports, in cm; L4 is the width of the pad stone, in cm; L5 is the vertical distance from the support center to the beam joint, in cm; Δ is the vertical width of the beam joint, in cm; d is the minimum distance from the support pad stone to the beam joint, in cm; θ is the angle between the center line of the beam joint and the center line of the line; β is the angle between the center line of the cap beam and the center line of the line.

8. The bridge layout method adapted for track laying on ballastless track as claimed in claim 6, characterized in that: The width of the cap beam is determined by the following formula: B= ,in, Indicates rounding up.

9. A bridge arranged using the bridge arrangement method for track laying on a ballastless track bed according to any one of claims 1 to 8, characterized in that: include: Pile foundation, cap, portal pier column, portal pier cap beam, concrete box beam, support pedestal, support, track base and track plate, the cap is arranged on the pile foundation, the portal pier column is arranged on the cap, the portal pier cap beam is arranged on the portal pier column, the support pedestal is arranged on the portal pier cap beam, the support is arranged on the support pedestal, the concrete box beam is arranged on the support, the track base is arranged on the concrete box beam, and the track plate is arranged on the track base, wherein the line centerline and the beam seam centerline have an angle θ, the line centerline and the centerline of the portal pier cap beam have an angle β, wherein θ is greater than or equal to β.

10. The bridge according to claim 9, characterized in that: 84° i 90°.

Images