Temporary pushing buttress structure suitable for arrangement of dense railway track system

Abstract

The utility model belongs to the technical field of railway-crossing bridge incremental launching construction, and particularly relates to an incremental launching temporary buttress structure suitable for dense railway track system arrangement. The device comprises a railway track installed on the top of a railway roadbed, a stand column fixing foundation, a steel pipe stand column, a bearing beam, a pushing cushion block and a pushing device. The stand column fixing foundation is buried in a roadbed between two adjacent railway tracks, and a steel plate embedded part is arranged in the stand column fixing foundation. The steel pipe stand columns are arranged in the station track direction and are vertically and fixedly connected with steel plate embedded parts arranged in the stand column fixing foundations. The bearing beam is placed at the top ends of the steel pipe stand columns, and limiting devices are arranged on the steel pipe stand columns on the two sides of the bearing beam in the bridge direction and the transverse bridge direction. The pushing cushion block and the pushing device are installed on the two sides of the top face of the bearing beam respectively. According to the utility model, the conflict with railway structures is effectively avoided, the construction risk is reduced, the road occupation construction cost is saved, and the bending moment downwards transmitted by the horizontal force at the top end in the pushing process is effectively released.

Description

Technical Field

[0001] This utility model belongs to the field of jacking construction technology for railway bridges, specifically relating to a jacking temporary support structure suitable for dense railway track systems. Background Technology

[0002] With the continuous development of bridge jacking technology in my country, a key issue that bridge engineers need to address in the research of bridge jacking structural systems is how to provide a reliable and optimally arranged temporary jacking support structure for bridge jacking construction. When constructing railway bridges, selecting a suitable, structurally sound, and optimally designed temporary jacking support for the railway track system is particularly important.

[0003] The layout of temporary jacking piers for conventional projects is generally determined by a comprehensive consideration of the guide beam length and stiffness, the negative bending moment under the maximum cantilever condition, the jacking equipment capacity, and the cost of the temporary piers. However, for temporary jacking pier structures that cross dense railway track systems, additional consideration must be given to the minimum construction clearance requirements of the railway tracks, including minimum clearance and clearance requirements. If these requirements are not met, additional track occupation fees must be paid, which not only increases the construction cost but also wastes time and effort.

[0004] In addition, the top of the column of the traditional jacking support is usually fixed to the load-bearing beam by welding. The horizontal component force generated during the bridge jacking process will be transmitted from the top of the support to the root of the steel pipe. This design will lead to an increase in the material specifications of the temporary support steel pipe column and a higher structural risk. Utility Model Content

[0005] To solve the above-mentioned technical problems, this utility model provides a jacking temporary support structure suitable for dense railway track system layout.

[0006] The technical solution adopted in this utility model is:

[0007] A jacking temporary support structure suitable for dense railway track systems includes at least railway tracks installed on top of the railway subgrade; and also includes...

[0008] The column fixing foundation is buried in the roadbed between two adjacent railway tracks, and steel plate embedded parts are installed in the column fixing foundation;

[0009] Steel pipe columns are installed along the direction of the track and are vertically fixed to the column foundation with steel plate embedded parts.

[0010] The load-bearing beam is placed on the top of the steel pipe column, and the load-bearing beam is equipped with limiting devices on the steel pipe columns on both sides of the bridge in the longitudinal and transverse directions.

[0011] A jacking pad, wherein the jacking pad is installed on one side of the top surface of the load-bearing beam;

[0012] A jacking device, installed on the other side of the top surface of the load-bearing beam, is used to provide power for the overall jacking process of the arch bridge.

[0013] Each group of steel pipe columns includes 8 steel pipes, inter-column connection mechanisms, and column heads; the 8 steel pipes are evenly distributed on two opposite sides of a parallelogram; two steel pipes arranged opposite each other on the two opposite sides form a group, and there are four groups; the lower ends of all steel pipes are fixedly connected to the embedded parts in the column fixing foundation through a grid-shaped stiffening plate; the steel pipes are filled with self-compacting micro-expansion concrete to improve the structural stress stability; the two steel pipes in each group are connected by multiple sets of inter-column connection mechanisms arranged vertically; a steel plate column head is installed on the top surface of the two steel pipes in each group.

[0014] The steel pipe used is a 500×10 / 16mm Q355B steel pipe.

[0015] The inside of the steel pipe is filled with C40 self-compacting micro-expansion concrete.

[0016] The column fixing foundation is arranged in a parallelogram shape; the column fixing foundation is a C30 reinforced concrete structure; the column fixing foundation is equipped with embedded parts consisting of multiple anchor bars and anchor plates; the anchor plates are provided with circular vibration holes.

[0017] The column connection mechanism is a steel box structure consisting of a top plate, a bottom plate, and two web plates, with multiple partitions inside the web plates.

[0018] The column head is composed of a top plate and a grid-shaped stiffening plate at the bottom; a slot is opened on the top surface of each steel pipe, and the stiffening plate on the column head passes through the slot and is fixedly connected to the steel pipe column; the load-bearing beam is placed in the middle of the top of the column head; the load-bearing beam is a steel box structure made of steel plates, and multiple partitions are set inside the steel box, with manholes opened in the middle of the partitions.

[0019] A limiting device for restricting the planar movement of the load-bearing beam is fixedly connected to the column head; the limiting device is arranged on both sides of the load-bearing beam in the longitudinal and transverse directions of the bridge.

[0020] The limiting device includes an L-shaped limiting member and an I-shaped limiting member; the L-shaped limiting member is used in the longitudinal direction of the bridge, and the I-shaped limiting member is used in the transverse direction of the bridge.

[0021] The jacking pad includes at least three types of rectangular blocks with high, medium and low thicknesses; the three types of rectangular blocks are used in combination to meet different height requirements; each rectangular block includes a steel section and a steel plate; the steel section is fixedly connected to the steel plate.

[0022] Beneficial effects:

[0023] (1) This utility model takes into account the minimum construction clearance requirements with railway tracks, including clearance and clearance requirements. Based on the railway construction clearance requirements, the layout and structural system of temporary jacking piers for railway track jacking are studied. Temporary jacking piers are arranged in a way that fits into the gaps between dense railway tracks, which not only effectively avoids conflicts with railway structures and reduces construction risks, but also saves track occupation construction costs and brings good economic benefits to the project.

[0024] (2) The top load-bearing beam of this utility model is designed to be bolt-free and weld-free between the column head and the top load-bearing beam. Only the limiting device is installed around the load-bearing beam to limit the displacement. This can effectively release the bending moment transmitted downward by the top horizontal force during the jacking process. This can not only reduce the specifications of the support material, but also greatly reduce the structural risk.

[0025] The above description is only an overview of the technical solution of this utility model. In order to better understand the technical means of this utility model and to implement it in accordance with the contents of the specification, the preferred embodiments of this utility model are described in detail below with reference to the accompanying drawings. Attached Figure Description

[0026] To more clearly illustrate the technical solutions in the embodiments of this utility model or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0027] Figure 1 This is the main view of the structure of this utility model.

[0028] Figure 2 for Figure 1 Side view.

[0029] Figure 3 yes Figure 1 Top view.

[0030] Figure 4 yes Figure 1 The structural diagram of the column capital.

[0031] Figure 5 yes Figure 4 Side view.

[0032] Figure 6 yes Figure 1 Construction diagram of the load-bearing beam in the middle;

[0033] Figure 7 yes Figure 6 Side view.

[0034] Figure 8 yes Figure 1The structural diagram of the jacking pad block.

[0035] Figure 9 yes Figure 1 The structural diagram of the jacking device.

[0036] In the above diagram: 1. Railway track; 2. Column fixing foundation; 3. Steel pipe column; 4. Column connection mechanism; 5. Column head; 6. Load-bearing beam; 7. Limiting device; 8. Jacking pad; 9. Jacking equipment. Detailed Implementation

[0037] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0038] Example 1:

[0039] according to Figures 1-9 The illustrated temporary jacking support structure for dense railway track systems includes at least a railway track 1 installed on top of the railway subgrade; and also includes...

[0040] The column fixing foundation 2 is buried in the roadbed between two adjacent railway tracks 1, and steel plate embedded parts are provided in the column fixing foundation 2;

[0041] Steel pipe column 3 is installed along the direction of track 1 and is vertically fixedly connected to the column fixing foundation 2 with steel plate embedded parts.

[0042] The load-bearing beam 6 is placed on the top of the steel pipe column 3. Limiting devices 7 are provided on the steel pipe columns 3 on both sides of the load-bearing beam 6 in the longitudinal and transverse directions of the bridge.

[0043] Push pad 8, which is installed on one side of the top surface of the load-bearing beam 6;

[0044] The jacking device 9 is installed on the other side of the top surface of the load-bearing beam 6 and is used to provide power for the overall jacking process of the arch bridge.

[0045] This utility model relates to temporary supports arranged within a dense railway track system. Compared to conventional temporary supports for jacking projects, it additionally considers the minimum construction clearance requirements with the railway tracks, including clearance and clearance requirements. Based on railway construction clearance requirements, the layout and structural system of temporary supports for jacking projects involving railway tracks are studied. By strategically placing these temporary supports within the gaps in the dense railway tracks, conflicts with railway structures are effectively avoided, construction risks are reduced, and track occupation construction costs are saved, resulting in significant economic benefits for the project. Furthermore, the top load-bearing beam 6 and the steel pipe column 3 are designed as bolt-free and weld-free structures, effectively releasing the bending moment transmitted downwards by the horizontal force at the top during the jacking process. This not only reduces the specifications of the support materials but also significantly lowers structural risks.

[0046] In some embodiments, each group of steel pipe columns 3 includes 8 steel pipes, inter-column connection mechanisms 4, and column heads 5; the 8 steel pipes are evenly distributed on two opposite sides of a parallelogram; two steel pipes arranged opposite each other on opposite sides form a group, and there are four groups; the lower ends of all steel pipes are welded and fixed to the embedded parts in the column fixing foundation 2 through a grid-shaped stiffening plate, and the steel pipes are filled with self-compacting micro-expansion concrete to improve the structural stress stability; the two steel pipes in each group are connected by multiple groups of inter-column connection mechanisms 4 arranged vertically; a steel plate column head 5 is installed on the top surface of the two steel pipes in each group.

[0047] In some embodiments, the steel pipe used is a 500×10 / 16mm Q355B steel pipe.

[0048] To improve the structural stability and ensure the safety of this invention, the inside of the steel pipe is filled with C40 self-compacting micro-expansion concrete.

[0049] In some embodiments, the column fixing foundation 2 is arranged in a parallelogram shape; the column fixing foundation 2 is a C30 reinforced concrete structure to ensure strength requirements; the column fixing foundation 2 is internally arranged with embedded parts consisting of multiple anchor bars and anchor plates; the anchor plates are provided with circular vibration holes for easy construction.

[0050] In some embodiments, the inter-column connection mechanism 4 is a steel box structure composed of a top plate, a bottom plate, and two web plates, with multiple partitions inside the web plates. This design ensures both strength requirements and effective connection.

[0051] In some embodiments, the column head 5 is composed of a top plate and a grid-shaped stiffening plate at the bottom; a slot is provided on the top surface of each steel pipe, and the stiffening plate on the column head 5 is inserted into the slot and welded to the steel pipe column 3; the load-bearing beam 6 is placed in the middle position at the top of the column head 5; the load-bearing beam 6 is a steel box structure made of steel plates, and multiple partitions are provided inside the steel box, with manholes opened in the middle of the partitions.

[0052] In some embodiments, a limiting device 7 for restricting the planar movement of the load-bearing beam 6 is fixedly connected to the column head 5; the limiting device 7 is arranged on both sides of the load-bearing beam 6 in the longitudinal and transverse directions.

[0053] The load-bearing beam 6 and the column head 5 are designed as bolt-free and weld-free structures. Limiting devices are only installed on the load-bearing beam 6 in the longitudinal and transverse directions to restrict its displacement. This can effectively release the bending moment transmitted downward by the horizontal force at the top during the jacking process. This not only reduces the specifications of the pier material, but also greatly reduces the structural risk.

[0054] Furthermore, the limiting device 7 includes an L-shaped limiting member and an I-shaped limiting member; the L-shaped limiting member is used in the longitudinal direction of the bridge, and the I-shaped limiting member is used in the transverse direction of the bridge, thereby ensuring the limiting effect on the load-bearing beam 6.

[0055] In some embodiments, the push pad 8 includes at least three types of rectangular blocks of high, medium and low thickness; the three types of rectangular blocks are used in combination to adapt to different height requirements; each rectangular block includes a steel section and a steel plate, with the steel section fixedly connected to the steel plate.

[0056] Example 2:

[0057] according to Figures 1-9 The diagram illustrates a jacking temporary support structure suitable for dense railway track systems. The column fixing foundation 2 is an embedded enlarged column fixing foundation structure with a parallelogram design. It is buried under the railway subgrade, 1.5m below the top surface of the railway track 1. The column fixing foundation is 1.5m high and constructed of C30 concrete. Φ12mm structural steel bars are installed inside the column fixing foundation 2. Embedded parts, consisting of multiple anchor bars and anchor plates, are arranged inside the foundation. Circular vibration holes are provided on the anchor plates. The top surface elevation of the column fixing foundation 2 is designed to be lower than the bottom surface elevation of railway drainage ditches, cable trenches, and track-crossing pipelines, ensuring no interference with railway construction structures in terms of both planar and elevation positions. The column fixing foundation 2 is constructed using the open excavation method. When excavating the foundation pit, the base width is 0.5m wider than the column fixing foundation size. The slope is 1:0.5. The main procedures include steel bar binding, formwork installation, concrete pouring and curing. After the column fixing foundation 2 is completed, the excavated foundation pit is backfilled and compacted according to the original topography.

[0058] Example 3:

[0059] according to Figures 1-9The diagram illustrates a temporary jacking support structure suitable for dense railway track systems. The steel pipe columns 3 and the inter-column connection mechanism 4 together form the jacking load-bearing frame system, with a net distance of 2.45mm from the railway track 1. The steel pipe columns 3 are designed using 500×10 / 16mm Q355B steel pipes. Each column 3 consists of 8 steel pipes arranged in a parallelogram pattern, with 2 pipes per group. The four steel pipes below the jacking device 9 are 500×10mm, and the four steel pipes on the jacking pad 8 are 500×16mm. The steel pipes are filled with C40 self-compacting micro-expansion concrete. The inter-column connection mechanism 4 is arranged between the steel pipe columns 3 at a standard spacing of 3.2m, with a cross-sectional dimension of 640×480mm. It is designed as a steel box structure composed of steel plates, consisting of a top plate, a bottom plate, and two web plates. The web plates contain multiple partitions, and the plate thickness is 16mm. The steel pipe column 3 is made into a single piece with a row of steel pipes along the bridge direction and is made of the same height. Then, according to the production schedule, it is transported to the designated installation position on the bridge site by a flatbed truck. After being installed and positioned by a 50t truck crane, the column connection mechanism 4 is added to form a stable frame system. Finally, C40 self-compacting concrete is poured into the steel pipe column 3 by jacking and pumping.

[0060] Example 4:

[0061] according to Figures 1-9 The diagram illustrates a temporary jacking support structure suitable for dense railway track systems. The load-bearing beam 6 is positioned at the center of the top of the column head 5, without connection to the column head 5. It is 4.2m long, 1m wide, and 1.2m high, and designed as a steel box structure composed of steel plates. Multiple partitions are installed inside the steel box, with manholes in the middle of the partitions. All steel plates are made of Q355B steel. Limiting devices 7 are welded and fixed to the column head 5, positioned on both sides of the load-bearing beam in the longitudinal and transverse directions. The longitudinal direction is L-shaped, and the transverse direction is I-shaped. These devices are welded from I-beams (25mm diameter steel) and are closely fitted to the load-bearing beam 6 to restrict its lateral movement. The load-bearing beam 6 is lifted to the top of the column head 5 using a crane. After adjusting the installation posture, the limiting devices 7 are welded around the load-bearing beam 6.

[0062] Example 5:

[0063] according to Figures 1-9The diagram illustrates a temporary jacking support structure suitable for dense railway track systems. The jacking blocks 8 are installed on the left side of the top surface of the load-bearing beam 6. They are designed with high, medium, and low thicknesses to accommodate different heights. The high-thickness blocks have a planar dimension of 1000×630mm and a height of 840mm, made of 630×12mm steel pipe and 20mm steel plate. The medium-thickness blocks have a planar dimension of 900×150mm and a height of 150mm, made by welding 20mm stiffening plates to the underside of the side flanges of HW150×150 steel. The low-thickness blocks are 400×300mm in planar dimension and 20mm thick steel plates. During construction, the three types of blocks are used in combination to achieve bridge jacking and beam lowering. The jacking blocks 8 are hoisted using a suspended platform and a 50t crane.

[0064] The jacking device 9 utilizes existing technology and is installed on the right side of the top surface of the load-bearing beam 6. In this embodiment, the jacking device 9 is a 1000t walking jacking machine. Under the combined action of the walking jacking machine, the external frequency-controlled synchronous hydraulic pump station, and the electrical control system, the structure can be moved or adjusted longitudinally, vertically, and laterally along the bridge, with synchronization accuracy controlled within 2mm. To avoid excessive stress concentration on the bridge, a 2000mm long steel cap and a 3-5cm thick rubber pad are installed between the jacking device 9 and the bridge bottom to jointly bear the load, disperse the stress at the beam bottom, and ensure structural safety.

[0065] Example 6:

[0066] Application of this utility model in the jacking construction of railway bridges.

[0067] The jacking pier in this invention serves as the load-bearing support point for force conversion during bridge jacking. Its function is to reduce the jacking span of the bridge, decrease the stress and deflection of the bridge structure, and ensure construction safety during the jacking process. During bridge jacking, the jacking pad 8 on top of the temporary pier and the jacking device 9 alternately replace each other to achieve vertical and horizontal movement of the bridge. Specifically, the vertical jacks of the jacking device 9 lift the entire bridge by about 5cm. The control system then controls the horizontal jacks of the jacking device 9 to extend their cylinders, moving the entire bridge forward to the set piston stroke position. Then, the vertical jacks of the jacking device 9 retract their cylinders, allowing the bridge to fall onto the jacking pad 8 for force conversion. Finally, the horizontal jacks of the jacking device 9 retract their cylinders to their original state, completing one bridge jacking stroke. This construction cycle is repeated until the bridge is pushed to the designed position.

[0068] The launching piers adopt an enlarged column fixed foundation + rigid pier structure. Four temporary piers are set up throughout the bridge, all located within the railway track gap between the main spans of the arch bridge. The temporary piers are constructed using Φ500×10 / 16mm and Φ820×10mm steel pipes, with each pier designed with eight steel pipe columns. The steel pipe columns of the left temporary pier D are fully filled with C40 self-compacting concrete. Φ350×10mm horizontal connecting pipes and Φ273×6mm diagonal bracing pipes are installed between the steel pipe columns. A 1200×1000mm box girder, launching equipment 9, and launching pads 8 are installed on top of the steel pipes. The steel pipe column 3 is designed with an embedded reinforced concrete enlarged column fixed foundation structure. The top elevation of the column fixed foundation 2 within the main span is 1.5m above the top of railway track 1. The column fixed foundation 2 is 1.5m high and is constructed of C30 concrete, with Φ12mm structural steel reinforcement inside.

[0069] The column fixing foundation 2 is designed as a C30 reinforced concrete enlarged column fixing foundation, and is constructed using the open excavation method. When excavating the foundation pit 2, the base width exceeds the column fixing foundation size by 0.5m, and the excavation is carried out with a slope of 1:0.5. The construction of the column fixing foundation 2 mainly includes the construction procedures of steel bar binding, formwork installation, concrete pouring and curing. After the column fixing foundation is completed, the excavated foundation pit is backfilled and compacted according to the original topography soil.

[0070] In this embodiment, the pier height ranges from 7.02 to 15.40 meters. According to the construction organization plan, the piers are centrally fabricated in the temporary structure processing yard planned on the long-mileage side of the bridge. Each support is fabricated as a single piece with a total height, consisting of one row of steel pipes along the bridge direction (when using Φ820×10mm as columns) or two rows of steel pipes (when using Φ500×10 / 16mm as columns). Then, according to the production schedule, the pieces are transported by flatbed truck to the designated installation location on the bridge site. A 50t truck crane is used for installation and positioning, followed by lateral connections to form a stable frame system. The steel pipe column of the left temporary pier D needs to be fully filled with C40 self-compacting concrete. Finally, a load-bearing beam 6, a jacking device 9, and jacking pads 8 are installed on top of the steel pipe column 3.

[0071] Where there is no conflict, those skilled in the art can combine the relevant technical features in the above examples according to the actual situation to achieve the corresponding technical effects. Specific details of the various combinations will not be elaborated here.

[0072] It should be noted that all directional indicators (such as up, down, left, right, front, back, etc.) in this utility model embodiment are only used to explain the relative positional relationship and movement of each component in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indicator will also change accordingly.

[0073] Furthermore, the use of terms such as "first" and "second" in this utility model is for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features.

[0074] The above description is merely a preferred embodiment of the present invention. The present invention is not limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein. Any simple modifications, equivalent variations, and alterations made to the above embodiments based on the technical essence of the present invention shall still fall within the scope of the present invention.

Claims

1. A jacking temporary support structure suitable for dense railway track systems, comprising at least a railway track (1) installed on top of the railway subgrade; characterized in that: Also includes The column fixing foundation (2) is buried in the roadbed between two adjacent railway tracks (1), and steel plate embedded parts are provided in the column fixing foundation (2); Steel pipe column (3) is set along the direction of track (1) and is vertically fixed to the column fixed foundation (2) with steel plate embedded parts. The load-bearing beam (6) is placed on the top of the steel pipe column (3). The load-bearing beam (6) is equipped with a limiting device (7) on both the steel pipe column (3) in the longitudinal and transverse directions of the bridge. A jacking pad (8) is installed on one side of the top surface of the load-bearing beam (6); The jacking device (9) is installed on the other side of the top surface of the load-bearing beam (6) and is used to provide power for the overall jacking process of the arch bridge.

2. The jacking temporary support structure for dense railway track systems as described in claim 1, characterized in that: Each group of steel pipe columns (3) includes 8 steel pipes, inter-column connection mechanism (4) and column head (5); the 8 steel pipes are evenly distributed on two opposite sides of a parallelogram; the two steel pipes arranged opposite each other on the opposite sides form a group, which is divided into four groups; the lower ends of all steel pipes are fixedly connected to the embedded parts in the column fixing foundation (2) through a grid-shaped stiffening plate, and the steel pipes are filled with self-compacting micro-expansion concrete to improve the stress stability of the structure; the two steel pipes in each group are connected by multiple inter-column connection mechanisms (4) arranged above and below; a steel plate column head (5) is installed on the top surface of the two steel pipes in each group.

3. The jacking temporary support structure for dense railway track systems as described in claim 2, characterized in that: The steel pipe used is a 500×10 / 16mm Q355B steel pipe.

4. A jacking temporary support structure suitable for dense railway track system layout as described in claim 2 or 3, characterized in that: The inside of the steel pipe is filled with C40 self-compacting micro-expansion concrete.

5. A jacking temporary support structure suitable for dense railway track system layout as described in claim 1, 2, or 3, characterized in that: The column fixing foundation (2) is arranged in a parallelogram shape; the column fixing foundation (2) is a C30 reinforced concrete structure; the column fixing foundation (2) is equipped with embedded parts consisting of multiple anchor bars and anchor plates; the anchor plates are provided with circular vibration holes.

6. A jacking temporary support structure suitable for dense railway track system layout as described in claim 2, characterized in that: The column connection mechanism (4) is a steel box structure composed of a top plate, a bottom plate and two web plates, with multiple partitions inside the web plates.

7. A jacking temporary support structure suitable for dense railway track system layout as described in claim 2, characterized in that: The column head (5) is composed of a top plate and a grid-shaped stiffening plate at the bottom; a slot is provided on the top surface of each steel pipe, and the stiffening plate on the column head (5) is inserted into the slot and fixedly connected to the steel pipe column (3); the load-bearing beam (6) is placed in the middle position at the top of the column head (5); the load-bearing beam (6) is a steel box structure made of steel plates, and multiple partitions are set inside the steel box, with manholes opened in the middle of the partitions.

8. A jacking temporary support structure suitable for dense railway track system layout as described in claim 2 or 7, characterized in that: The column head (5) is fixedly connected to a limiting device (7) for restricting the planar movement of the load-bearing beam (6); the limiting device (7) is arranged on both sides of the load-bearing beam (6) in the longitudinal and transverse directions.

9. A jacking temporary support structure suitable for dense railway track system layout as described in claim 8, characterized in that: The limiting device (7) includes an L-shaped limiting member and an I-shaped limiting member; the L-shaped limiting member is used in the longitudinal direction of the bridge, and the I-shaped limiting member is used in the transverse direction of the bridge.

10. A jacking temporary support structure suitable for dense railway track system layout as described in claim 1, characterized in that: The push pad (8) includes at least three types of rectangular blocks of high, medium and low thickness; the three types of rectangular blocks are used in combination to meet different height requirements; each rectangular block includes a steel section and a steel plate, and the steel section is fixedly connected to the steel plate.

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