Structure for changing existing railroad bridge into rigid roadbed

Abstract

The utility model relates to a structure for changing an existing railway bridge into a rigid roadbed. The structure comprises a pile foundation, a bearing platform, a bearing platform top retaining wall and a filling steel plate. The pile foundation and the bearing platform are located below an existing bridge girder, the existing bridge girder is separated from an original support after being lifted, and a filling steel plate is inserted between the bottom of the existing bridge girder and the bearing platform. The bearing platform top retaining walls are located on the two transverse sides of the existing bridge girder and located on the top of the bearing platform, and early-strength micro-expansion concrete is poured on the upper portion of the bearing platform, the inner sides of the bearing platform top retaining walls and the lower portion of the existing bridge girder. According to the utility model, two structures of a bridge and a roadbed are reasonably integrated, the structure is novel, the stress is reasonable, the improved structure has better overall performance, the stress and deformation requirements of the turnout structure can be better met, the purpose of inserting the turnout into the existing railway bridge transition area can be completed under the condition of not interrupting the railway operation, and the construction efficiency is improved. The influence of the existing railway wiring reconstruction project on traffic operation is greatly reduced, and the construction period is shortened.

Description

TECHNICAL FIELD

[0001] The utility model relates to bridge construction technical field, concretely relates to a structure of existing railway bridge rigid subgrade. BACKGROUND

[0002] Railway turnout area is a specific area on railway line, including turnout and related track circuit equipment. Among them, turnout is the core component of railway turnout area, and is the line connection equipment for making locomotive and vehicle turn into another track.

[0003] According to the technical requirements of railway turnout area line, turnout cannot be set in road-bridge transition area. But existing railway connection engineering often needs to insert turnout in road-bridge transition area. According to the previous reconstruction experience, the existing railway operation needs to be interrupted, the existing bridge in the influence range of turnout is removed, and then the roadbed engineering is reconstructed, and the line operation is restored by inserting turnout. Such reconstruction engineering not only has long construction period and high construction cost, but also needs to interrupt the existing railway operation, seriously affects traffic, and has large social negative influence.

[0004] Therefore, it is necessary to put forward new measures to overcome the above defects. SUMMARY

[0005] The utility model aims at providing a structure of existing railway bridge rigid subgrade to solve the problems of long construction period, high cost and interrupting existing railway operation in the existing railway connection engineering of road-bridge transition area.

[0006] In order to achieve the above object, the utility model adopts the technical scheme that:

[0007] A structure of existing railway bridge rigid subgrade, the structure includes pile foundation, pile cap, pile cap top retaining wall and filling steel plate.

[0008] The pile foundation and pile cap are located below the existing bridge girder, the existing bridge girder is lifted and separated from the original support, and the filling steel plate is inserted between the bottom and the pile cap.

[0009] The pile cap top retaining wall is located on the transverse two sides of the existing bridge girder and the top of the pile cap, and the early strength micro-expansion concrete is poured above the pile cap, the inner side of the pile cap top retaining wall and below the existing bridge girder.

[0010] Further, the longitudinal side of the pile foundation is provided with pile side retaining wall.

[0011] Further, the pile cap and the ground below have backfilling light concrete.

[0012] Further, the pile cap top surface is provided with embedded steel plate corresponding to the position of the bottom of the existing bridge girder.

[0013] Further, the top of the early strength micro-expansion concrete and the top of the top retaining wall of the bearing platform are embedded with drain pipes in communication with each other, the drain pipes are arranged transversely, one end of each of the drain pipes is connected to the top of the main beam of the existing bridge, and the other end of each of the drain pipes is connected to the outside of the top retaining wall of the bearing platform.

[0014] Further, the top of the early strength micro-expansion concrete and the top of the top retaining wall of the bearing platform are embedded with drain pipes in communication with each other, the drain pipes are arranged transversely, one end of each of the drain pipes is connected to the top of the main beam of the existing bridge, and the other end of each of the drain pipes is connected to the outside of the top retaining wall of the bearing platform.

[0015] Further, the top of the early strength micro-expansion concrete and the top of the top retaining wall of the bearing platform are embedded with drain pipes in communication with each other, the drain pipes are arranged transversely, one end of each of the drain pipes is connected to the top of the main beam of the existing bridge, and the other end of each of the drain pipes is connected to the outside of the top retaining wall of the bearing platform.

[0016] Further, the bottom of the pile retaining wall is provided with an enlarged base.

[0017] Further, the top of the early strength micro-expansion concrete and the top of the top retaining wall of the bearing platform are embedded with drain pipes in communication with each other, the drain pipes are arranged transversely, one end of each of the drain pipes is connected to the top of the main beam of the existing bridge, and the other end of each of the drain pipes is connected to the outside of the top retaining wall of the bearing platform.

[0018] Further, the top of the early strength micro-expansion concrete and the top of the top retaining wall of the bearing platform are embedded with drain pipes in communication with each other, the drain pipes are arranged transversely, one end of each of the drain pipes is connected to the top of the main beam of the existing bridge, and the other end of each of the drain pipes is connected to the outside of the top retaining wall of the bearing platform.

[0019] Compared with the prior art, the utility model has the advantages of the following:

[0020] The utility model provides a structure of existing railway bridge rigid subgrade, which reasonably combines the bridge and the subgrade, has novel structure, reasonable stress, good overall performance after reconstruction, better adaptability to the stress and deformation requirements of the turnout structure, can achieve the purpose of inserting the turnout in the existing railway bridge transition area without interrupting the railway operation, greatly reduces the influence of the existing railway wiring reconstruction project on the traffic operation, and shortens the construction period. DRAWINGS

[0021] In order to more clearly illustrate the technical scheme in the embodiments of the utility model or the prior art, the drawings needed to be used in the following embodiment or prior art description will be briefly introduced. Obviously, the drawings in the following description are only some embodiments of the utility model, and those skilled in the art can obtain the drawings of other embodiments according to these drawings without any creative effort.

[0022] Figure 1 It is the elevation arrangement drawing of the structure of the utility model.

[0023] Figure 2The utility model discloses a cross section layout.

[0024] Figure 3 The utility model discloses a beam bottom steel sheet layout.

[0025] Figure 4 The utility model discloses a pile side retaining wall structure diagram.

[0026] Figure 5 The utility model discloses a construction method schematic diagram.

[0027] Marked as in the drawing:

[0028] 1-pile foundation, 2-pile cap, 3-pile cap top retaining wall, 4-pile side retaining wall, 5-existing bridge girder, 6-backfill light concrete, 7-embedded steel plate, 8-stuff steel plate, 9-II period early strength microexpansion concrete, 10-III period early strength microexpansion concrete, 11-railing, 12-cable trough, 13-drain pipe. DETAILED DESCRIPTION

[0029] In order to facilitate understanding of the utility model, the utility model will be described more comprehensively below with reference to relevant drawings. Preferred embodiments of the utility model are shown in the drawings. However, the utility model can be realized in many different forms, and is not limited to the embodiments described herein. On the contrary, the purpose of providing these embodiments is to make the disclosure of the utility model more thorough and comprehensive.

[0030] In the description of the utility model, it is understood that the terms "upper", "lower", "longitudinal", "transverse", "top", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the utility model and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the utility model.

[0031] In the description of the utility model, it should be explained that, unless otherwise explicitly specified and limited, the terms "connection", "arrangement" and the like should be understood broadly, for example, can be fixedly connected, arranged, or can be detachably connected, arranged, or integrally connected, arranged. For ordinary skilled in the art, the specific meaning of the above terms in the utility model can be understood according to the specific circumstances.

[0032] It should also be noted that, although the order of steps is involved in the method description, in some cases, it can be performed in an order different from here, and should not be understood as a limitation on the order of steps.

[0033] In the embodiment, the length direction of the existing bridge main beam 5, i.e. the direction of the existing line, is defined as the longitudinal direction, and the direction perpendicular to the longitudinal direction is defined as the transverse direction.

[0034] In the existing railway connection engineering, if a turnout needs to be inserted in the road-bridge transition area, it is not in line with the technical requirements of the railway turnout area line, and therefore the road-bridge transition area needs to be transformed into a rigid roadbed structure and then the turnout is inserted. The utility model provides a construction structure for transforming an existing railway bridge into a rigid roadbed in view of such engineering requirements, and the construction speed is obviously accelerated without the need for long-term closure of the traffic of the existing line.

[0035] As Figure 2 In some embodiments, the existing bridge main beam 5 is a T-beam structural system and has two T-beam horseshoes supported by original pier columns and bearings. As Figure 5 The construction method of the utility model comprises the following steps:

[0036] S1: pile foundations 1 are constructed below the existing bridge main beam 5 hole span, and the pile foundations 1 are arranged in multiple columns in the longitudinal direction.

[0037] Specifically, the pile foundations 1 are constructed below the ground by means of, but not limited to, manual hole digging, and when the hole-digging pile protection wall reaches the design strength, the next step of excavation work is performed, and a steel protection cylinder is added above the ground to pour the hole-digging pile.

[0038] S2: light-weight concrete is backfilled around the pile foundations 1.

[0039] S3: a bearing platform 2 (Ⅰ-phase C40 concrete is poured) is constructed on the top of the pile foundations 1 and above the backfilled light-weight concrete 6, a gap is left between the top surface of the bearing platform 2 and the bottom surface of the existing bridge main beam 5, and a pre-embedded steel plate 7 is arranged on the top surface of the bearing platform 2.

[0040] Specifically, the pile foundations 1 are constructed below the ground by means of, but not limited to, manual hole digging, and when the hole-digging pile protection wall reaches the design strength, the next step of excavation work is performed, and a steel protection cylinder is added above the ground to pour the hole-digging pile.

[0041] Specifically, the pile foundations 1 are constructed below the ground by means of, but not limited to, manual hole digging, and when the hole-digging pile protection wall reaches the design strength, the next step of excavation work is performed, and a steel protection cylinder is added above the ground to pour the hole-digging pile.

[0042] The bearing platform 2 is tied with reinforcement, the top pre-embedded steel plate 7 of the bearing platform is positioned, and the bearing platform concrete is poured.

[0043] The specification of the pre-embedded steel plate 7 can be 900mm*1300mm*10mm (in the bridge direction*in the transverse direction*thickness), the steel plate is 10mm higher than the top surface of the bearing platform, the vertical clearance between the top surface of the bearing platform steel plate and the bottom surface of the T-beam horseshoe is controlled to be 5mm. The vibration of the concrete between the top surface of the bearing platform 2 and the bottom surface of the pre-embedded steel plate 7 must be strengthened during the construction process to avoid defects such as air bubbles, cavities and floating slurry under the pre-embedded steel plate 7.

[0044] S4: bearing platform top retaining walls 3 are constructed on the transverse two sides of the bearing platform 2.

[0045] S5: Deploy the lifting beam equipment under the existing bridge main beam 5, lift the beam and remove the support of the existing bridge main beam 5, insert the filling steel plate 8 between the bottom of the existing bridge main beam 5 and the embedded steel plate 7, and convert the existing bridge main beam 5 to be supported by the pile foundation 1 and the pile cap 2.

[0046] Specifically includes:

[0047] Clean the existing bridge main beam 5, arrange and debug the lifting beam equipment, prepare for lifting the beam, accurately measure the relative height difference δ between the beam bottom and the top surface of the embedded steel plate 7 during the skylight point, lift the beam but not limited to 5mm, remove the support of the existing bridge main beam 5, insert the filling steel plate 8 on the top surface of the embedded steel plate 7, drop the beam, complete the stress system conversion, and effectively transfer the upper load to the pile cap 2 and the pile foundation 1. The lifting beam equipment in the method can use synchronous jacks.

[0048] The specification of the filling steel plate 8 is 700mm*1100mm*(δ+3)mm (bridge direction*bridge direction*thickness), and the position is accurately positioned.

[0049] S6: Pour early strength and micro-expansion concrete in the area surrounded by the pile cap 2, the pile cap top retaining wall 3 and the existing bridge main beam 5.

[0050] The early strength and micro-expansion concrete is poured in two batches, after the existing bridge main beam 5 is converted to be supported by the pile foundation 1 and the pile cap 2, the II phase early strength and micro-expansion concrete 9 is poured in the area surrounded by the pile cap 2, the pile cap top retaining wall 3 and the existing bridge main beam 5, and then the III phase early strength and micro-expansion concrete 10 is poured above the II phase early strength and micro-expansion concrete 9. The construction method of two batches of pouring can adapt to the actual construction limit of short skylight point, and generally it is difficult to complete pouring at one time during the skylight point. In addition, pouring in two times can reduce the hydration heat effect of mass concrete pouring.

[0051] Then start to install the railings 11, cable troughs 12, drainage pipes 13 and other auxiliary facilities, and remove the existing bridge angle steel support railings. Part of the auxiliary facilities need to be pre-buried in the construction process.

[0052] The method of the utility model can transform the existing bridge structure into a rigid subgrade structure without affecting the operation of the existing railway, make the vertical rigidity of the bridge hole span and the abutment tend to be consistent, eliminate the corner of the abutment beam end, improve the rigidity of the turnout area, meet the technical requirements of the turnout area, ensure the safety of the high-speed railway in the turnout area and the comfort of the passengers, and provide technical support for similar projects in the future.

[0053] The above construction method constructs a special existing railway bridge rigid subgrade structure, which comprises a pile foundation 1, a pile cap 2, a pile cap top retaining wall 3, a pile side retaining wall 4, a backfilling light concrete 6, an embedded steel plate 7, a filling steel plate 8, early strength and micro-expansion concrete, an existing bridge structure and auxiliary facilities.

[0054] Specifically, as Figures 1-4 , the pile foundation 1 and the pile cap 2 are located below the hole span of the existing bridge girder 5, and a pre-embedded steel plate 7 is arranged on the top surface of the pile cap 2 corresponding to the position of the bottom of the existing bridge girder 5, that is, corresponding to the position of the T-beam horseshoe, for leveling the upper surface of the pile cap 2 and improving the flatness of the contact surface between the bottom of the existing bridge girder 5 and the top of the pile cap 2. After the existing bridge girder 5 is lifted and separated from the original support, the filler steel plate 8 is inserted between the bottom of the existing bridge girder 5 and the pre-embedded steel plate 7. The thickness of the filler steel plate 8 is determined according to the measured gap data between the top of the pre-embedded steel plate 7 and the bottom of the existing bridge girder 5 after lifting. The top of the pre-embedded steel plate 7 is exposed to the pile cap 2 and higher than the top surface of the pile cap 2, the planar area of the pre-embedded steel plate 7 is larger than the planar area of the filler steel plate 8, and the filler operation is smoother due to the smooth and flat surface of the steel plate.

[0055] In addition, the pile cap 2 and the ground below have backfilling lightweight concrete 6 for improving the bearing capacity of the foundation and reducing the settlement and deformation of the foundation.

[0056] As Figure 1 and Figure 4 , the pile side retaining wall 4 is located on one longitudinal side of the pile foundation 1 for resisting the lateral earth pressure of the pile. The bottom of the pile side retaining wall 4 has an enlarged base and an inclined outer side, which is more stable and reliable in structure. The pile top retaining wall 3 is located on both sides of the existing bridge girder 5 in the transverse direction and on the top of the pile cap 2, which can be used to resist the lateral pressure of the concrete during concrete pouring and also can be used to form the formwork for pouring concrete. The side of the pile top retaining wall 3 away from the existing bridge girder 5 is a vertical plane, and the side close to the existing bridge girder 5 is an inclined plane and inclines inward from top to bottom, which can better resist the lateral pressure.

[0057] Early strength micro-expansive concrete is poured above the pile cap 2, the inner side of the pile top retaining wall 3 and below the existing bridge girder 5 in two batches. The II phase early strength micro-expansive concrete 9 is poured in a certain range below the existing bridge girder 5 and is poured immediately after the stress transfer is completed, which plays a role in temporarily fixing the existing bridge girder 5 and ensures normal operation during train construction. The III phase early strength micro-expansive concrete 10 is poured in the gap between the II phase early strength micro-expansive concrete 9, the existing bridge girder 5 and the pile top retaining wall 3, forming the structure of the rigid subgrade.

[0058] New auxiliary facilities are arranged in the middle of the reconstructed structure, and drainage pipes 13 are embedded in the top of the early strength micro-expansive concrete on both sides and the top of the pile top retaining wall 3, which are connected to each other, and are arranged transversely, one end leading to the top of the existing bridge girder 5 and the other end leading to the outside of the pile top retaining wall 3. Cable slots 12 are embedded in the top of the early strength micro-expansive concrete on both sides or the top of the pile top retaining wall 3. The foundations and anchoring structures of the catenary support posts are also embedded in the top of the early strength micro-expansive concrete on both sides.

[0059] The utility model discloses a rigid subgrade is constructed below the existing bridge girder, provides structural rigidity, effectively reduces railway line turnout area deformation, guarantees the driving safety and the riding comfort degree, realizes the insertion turnout in the existing railway bridge transition area under the condition of not interrupting the railway operation, greatly reduces the influence of the existing railway connection reconstruction project to traffic operation, has higher social benefit, reasonably fuses two kinds of infrastructure of bridge and subgrade, novel structure, reasonable stress, avoids the engineering waste caused by the demolition existing bridge structure to reduce the engineering cost, has the obvious economic advantage.

[0060] The above application of specific examples is used to illustrate the utility model, and is only used to help understanding the utility model, and does not limit the utility model. For the skilled person in the art to which the utility model belongs, according to the idea of the utility model, a number of simple deductions, deformations or substitutions can be made.

Claims

1. A structure for converting an existing railway bridge into a rigid roadbed, characterized by: The structure comprises a pile foundation (1), a cap (2), a cap top retaining wall (3), and a filling steel plate (8); The pile foundation (1) and the pedestal (2) are located below the existing bridge main beam (5); the existing bridge main beam (5) is lifted and separated from the original support, and the filling steel plate (8) is inserted between the bottom and the pedestal (2); The pedestal top retaining wall (3) is located on both lateral sides of the existing bridge main beam (5) and on the top of the pedestal (2); early-strength slightly expansive concrete is poured above the pedestal (2), on the inner side of the pedestal top retaining wall (3) and below the existing bridge main beam (5).

2. The structure for converting an existing railway bridge into a rigid roadbed according to claim 1, characterized in that: A pile side retaining wall (4) is provided on one longitudinal side of the pile foundation (1).

3. The structure for converting an existing railway bridge into a rigid roadbed according to claim 1, characterized in that: There is backfilled lightweight concrete (6) between the base (2) and the ground below.

4. The structure for converting an existing railway bridge into a rigid roadbed according to claim 1, characterized in that: A pre-buried steel plate (7) is provided on the top surface of the pedestal (2) at a position corresponding to the bottom of the existing bridge main beam (5).

5. The structure for converting an existing railway bridge into a rigid roadbed according to claim 1 is characterized by: Drain pipes (13) that are interconnected are pre-buried on both sides of the top of the early-strength slightly expansive concrete and the top of the pedestal top retaining wall (3). The drain pipes (13) are arranged transversely, with one end leading to the top of the existing bridge main beam (5) and the other end leading to the outside of the pedestal top retaining wall (3).

6. The structure for converting an existing railway bridge into a rigid roadbed according to claim 1, characterized in that: Cable troughs (12) are pre-buried on both sides of the top of the early-strength slightly expansive concrete or on the top of the cap top retaining wall (3).

7. The structure for converting an existing railway bridge into a rigid roadbed according to claim 1, characterized in that: The foundation and anchoring structure of the contact network support are pre-buried on both sides of the top of the early-strength slightly expansive concrete.

8. The structure for converting an existing railway bridge into a rigid roadbed according to claim 2, characterized in that: The bottom of the pile side retaining wall (4) is provided with an enlarged base.

9. The structure for converting an existing railway bridge into a rigid roadbed according to claim 4, characterized in that: The top of the embedded steel plate (7) is exposed on the support platform (2) and is higher than the top surface of the support platform (2), and the plane area of ​​the embedded steel plate (7) is larger than the plane area of ​​the filling steel plate (8).

10. The structure for converting an existing railway bridge into a rigid roadbed according to claim 1, characterized in that: The side of the pedestal top retaining wall (3) away from the existing bridge main beam (5) is a vertical plane, and the side of the pedestal top retaining wall (3) close to the existing bridge main beam (5) is an inclined surface and tilts inward from top to bottom.

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