Steel guide beam structure suitable for pushing steel box beam and construction method

Abstract

The invention discloses a steel guide beam structure suitable for steel box beam pushing and a construction method, and belongs to the field of steel box beam pushing construction in bridge engineering. The horizontal jack is arranged at the front end of a steel main beam and comprises a main section, a telescopic section, a horizontal jack supporting rod and a height adjusting assembly, and the main section is fixedly connected with the steel main beam; the telescopic section adopts a modular design, the telescopic section comprises a telescopic steel guide beam module and a nesting module, the nesting module is fixedly connected with the main section, and the telescopic steel guide beam module and the nesting module are in sliding connection through a sliding rail pair; the horizontal jack supporting rod is used for pushing the telescopic steel guide beam module to slide along the nesting module, and longitudinal stretching and retracting of the telescopic section are achieved. The height adjusting assembly is arranged at the end, away from the main section, of the bottom of the telescopic steel guide beam module and used for adjusting the vertical elevation of the guide beam. The device is used for solving the problems of universality and adjustability of the steel guide beam in steel box beam incremental launching construction, and is simple in structure, reasonable in design and convenient to construct.

Description

Technical Field

[0001] The present invention relates to the field of steel box girder incremental launching construction in bridge engineering, and particularly relates to a steel guide girder structure and construction method suitable for steel box girder incremental launching. Background Art

[0002] In bridge engineering, incremental launching construction is a main girder construction method widely used in scenarios such as crossing highways, railways, waterways, as well as important buildings and complex terrains. By means of gradual incremental launching, the main girder is pushed from one end to the other, effectively reducing the impact of on-site construction on traffic and the surrounding environment. During the incremental launching process, the front end of the steel main girder is in a cantilever state. By setting a guide girder, the peak value of the negative bending moment during incremental launching of the main girder can be significantly reduced, making the stress state of the main girder more reasonable during the incremental launching process and the stress distribution of the main girder more uniform. Since the stiffness of the guide girder is usually 1 / 15 - 1 / 9 of that of the main girder, it can bear most of the stress changes during the incremental launching process, thus protecting the safety of the main girder structure.

[0003] The steel guide girder plays a crucial role in incremental launching construction, but there are significant limitations in the actual application of existing steel guide girders, mainly including the following points.

[0004] Poor versatility: The width of the truss connecting frame of the traditional steel guide girder is fixed, and different specifications of guide girders need to be customized for steel box girders of different widths, which cannot achieve general standardized design, resulting in material waste and low construction efficiency.

[0005] Non-adjustable length: The length of the guide girder is usually calculated and determined according to the maximum incremental launching span, mostly 0.6 - 0.8 times the maximum incremental launching span. Once processed in the factory, the length cannot be adjusted on-site, making it difficult to meet the requirements of different incremental launching spans.

[0006] Non-adjustable height of the front end of the guide girder when going onto the pier: The front end of the traditional guide girder is a fixed structure, mostly set in a stepped or arc shape to adapt to the deflection deformation of the large cantilever structure before going onto the pier during incremental launching. However, it relies on manual padding of cushions or installation of jacks on the walking incremental launching jack to complete the support, so that the front end of the guide girder is effectively supported on the walking incremental launching jack, and it cannot adapt to the deflection deformation of different incremental launching spans, and the structure cannot automatically adjust the elevation.

[0007] Single monitoring means, low degree of automation and intelligence: Most existing guide girders are directly formed by steel structure processing. The monitoring of the deformation at the front end of incremental launching and the incremental launching alignment can only be measured by traditional measuring instruments, lacking a multi-dimensional monitoring system for real-time stress, alignment and displacement, and it is difficult to achieve precise control.

[0008] In view of the above limitations of the guide beam and the common requirements of incremental launching construction, the following core problems need to be solved: First, the connection between the guide beam and the steel box girder needs to withstand the bending moment, shear force and horizontal load during incremental launching. The traditional connection method is prone to local stress concentration. During incremental launching, it is necessary to dynamically adjust the elevation of the guide beam and the alignment of the steel box girder. The traditional method relies on manual experience and it is difficult to guarantee the accuracy. In addition, the repeated utilization rate of the guide beam assembly, disassembly and incremental launching equipment is low, which affects the overall construction period.

[0009] In summary, there are many limitations in the existing steel guide beam during the incremental launching construction of steel box girders. There is an urgent need for a new type of steel guide beam structure and construction method to solve the above problems, improve the versatility, adjustability, automation and intelligence level of the guide beam, reduce the workload of personnel, and reduce the operation safety risk. Summary of the Invention

[0010] The present invention provides a steel guide beam structure and construction method suitable for incremental launching of steel box girders, which can solve the problems of versatility and adjustability in the prior art, and has a simple structure, reasonable design and convenient construction.

[0011] A steel guide beam structure suitable for incremental launching of steel box girders is provided at the front end of the steel main girder, and includes:

[0012] The main section, which is fixedly connected to the steel main girder;

[0013] The telescopic section, which adopts a modular design. The telescopic section includes a telescopic steel guide beam module and a nested module. The nested module is fixedly connected to the main section, and the telescopic steel guide beam module and the nested module are slidably connected through a slide rail pair;

[0014] The horizontal jack strut is used to push the telescopic steel guide beam module to slide along the nested module to realize the longitudinal expansion and contraction of the telescopic section;

[0015] The height adjustment assembly is arranged at one end of the bottom of the telescopic steel guide beam module far from the main section, and the height adjustment assembly is used to adjust the vertical elevation of the guide beam.

[0016] Further, the cross-sectional height of the main section continuously decreases until it is connected to the telescopic section.

[0017] Further, the telescopic section steel guide beam module includes a plurality of standard length segments, the segments are connected by high-strength bolts, the segment length is 6m or 9m, and stiffening rib plates are arranged between adjacent segments.

[0018] Further, the horizontal jack strut is installed at one end of the telescopic steel guide beam module close to the main section.

[0019] Further, the horizontal jack strut is detachably connected to the retraction reaction seat.

[0020] Further, the height adjustment assembly includes a vertical jack strut and a steel pipe leg. The vertical jack strut is connected to the bottom of the telescopic steel guide beam module, and the steel pipe leg is connected to the bottom of the vertical jack strut, and the axis of the steel pipe leg coincides with the axis of the vertical jack strut.

[0021] Further, it further includes a multi-dimensional detection module. The multi-dimensional detection module includes a fiber Bragg grating sensor, a displacement sensor and a GIS positioning sensor. The multi-dimensional detection module is signal-connected to the jacking control system for real-time monitoring of the stress, displacement and spatial attitude of the steel guide beam.

[0022] Further, the jacking control system is signal-connected to the horizontal jack strut and the height adjustment assembly.

[0023] A construction method provides the above-mentioned steel guide beam structure suitable for steel box girder jacking, as well as temporary piers and walking jacks. The walking jacks are arranged on the temporary piers and include the following steps:

[0024] The steel box girder is jacked until the front end of the guide beam is less than the maximum stroke of the telescopic section from the temporary pier;

[0025] Start the horizontal jack strut to drive the telescopic section to extend above the walking jack;

[0026] Lower the steel pipe leg through the vertical jack strut in the height adjustment assembly so that the steel pipe leg supports on the top surface of the walking jack;

[0027] Start the walking jack to cyclically jack the steel box girder forward. During the process, the multi-dimensional detection module feeds back data to the jacking control system in real time to dynamically correct the jacking direction and load distribution;

[0028] After the jacking is completed, retract the telescopic section to the initial position and remove the temporary connection components.

[0029] Further, in the step, connect the horizontal jack strut to the retraction reaction seat, switch the horizontal jack strut to the retraction mode, provide a reverse fulcrum through the retraction reaction seat, and contract the telescopic section in stages.

[0030] The beneficial effects of the present invention are:

[0031] 1. In the present invention, the telescopic section adopts a modular design, and standard length segments can be flexibly combined. For different steel beam specifications and jacking spans, the overall design of the guide beam can be conveniently carried out. Other length guide beams can be transitioned to the standard section steel guide beam by means such as changing the height, and there are various connection methods between the steel guide beam and other sections of the guide beam. Compared with the traditional steel guide beam with a fixed width of the truss connection frame and the need to customize different specifications of guide beams for different widths of steel box girders, the present invention realizes a general standardized design, greatly reducing material waste and significantly improving construction efficiency.

[0032] 2. According to the actual jacking span requirements, the present invention can push the telescopic steel guide beam module to slide along the nested module through the horizontal jack strut to achieve longitudinal expansion. It is no longer limited to the dilemma that the length of the traditional guide beam cannot be adjusted on-site once it is processed, and can easily adapt to the changes in different jacking spans, improving the flexibility of the guide beam.

[0033] 3. At one end of the bottom of the telescopic steel guide beam module far from the main section, the present invention is provided with a height adjustment component, including a vertical jack strut and a steel pipe leg. Through the vertical jack strut, the elevation of the front end of the guide beam can be adjusted, without relying on manual padding of pads or installing jacks on the walking jacking device, and can adapt to the downward deflection of different jacking spans, realizing the automatic adjustment of the structural elevation, saving manpower and time.

[0034] 4. When the front end of the guide beam has not reached the maximum cantilever state, the present invention can extend the guide beam through the horizontal jack strut, and support the front end of the guide beam on the temporary pier in advance, converting the structure from the stress state of a cantilever beam to that of a continuous beam, effectively reducing the construction risk of steel beam jacking and ensuring construction safety; in addition, the steel guide beam structure and construction method of the present invention fully consider the repeated use of guide beam assembly, disassembly and jacking equipment in the design, reducing the construction period and further improving the overall construction efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] Figure 1 It is a front elevation schematic diagram before the elongation of a steel guide beam structure suitable for steel box girder jacking provided by the present invention;

[0036] Figure 2 It is a front sectional view before the elongation of a steel guide beam structure suitable for steel box girder jacking provided by the present invention;

[0037] Figure 3 It is a front elevation schematic diagram after the elongation of a steel guide beam structure suitable for steel box girder jacking provided by the present invention;

[0038] Figure 4 It is a front sectional view after the elongation of a steel guide beam structure suitable for steel box girder jacking provided by the present invention;

[0039] Figure 5 is Figure 3Enlarged view of part A;

[0040] Figure 6 It is the cross-section of the front end of the telescopic section in the normal state provided by the present invention;

[0041] Figure 7 It is the cross-section of the front end of the steel pipe leg of the telescopic section in the extended state provided by the present invention;

[0042] Figure 8 It is a schematic diagram before the steel guide beam gets on the pier;

[0043] Figure 9 It is a schematic diagram of the extension of the steel guide beam before getting on the pier;

[0044] Figure 10 It is a schematic diagram of the vertical extension of the steel pipe leg of the steel guide beam before getting on the pier.

[0045] Explanation of reference numerals:

[0046] 1. Steel main girder; 2. Main section; 3. Telescopic section; 4. Horizontal jack strut; 5. Height adjustment component; 6. Retraction reaction seat; 7. Fiber Bragg grating sensor; 8. Displacement sensor; 9. Temporary pier; 10. Walking jacking device; 31. Nesting module; 32. Telescopic steel guide beam module; 51. Vertical jack strut; 52. Steel pipe leg. Detailed implementation manners

[0047] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0048] Embodiment 1

[0049] A steel guide beam structure suitable for steel box girder jacking is provided at the front end of the steel main girder 1, and includes a main section 2, a telescopic section 3, a horizontal jack strut 4, and a height adjustment component 5.

[0050] The main section 2 is fixedly connected to the steel main girder 1, and the connection method is the same as the conventional design, generally welding or high-strength bolt connection. In this embodiment, high-strength bolt connection is adopted; the cross-sectional height of the main section 2 continuously decreases from the connection end with the steel main girder 1 at a certain slope until it is connected to the telescopic section 3. This gradual change design helps the smooth transition of stress, reduces the stress concentration problem caused by structural mutation, and saves materials at the same time.

[0051] The telescopic section 3 adopts a modular design. The telescopic section 3 includes a telescopic steel guide beam module 32 and a nested module 31. The nested module 31 is fixedly connected to the main section 2 by welding. The telescopic steel guide beam module 32 includes multiple standard-length segments, and each segment is connected by high-strength bolts. Since the standard steel section size is 6m or 9m, the segment length is 6m or 9m to save materials. Stiffening ribs are arranged between adjacent segments to enhance the structural strength of the segment connection part. The telescopic steel guide beam module 32 and the nested module 31 are slidably connected through a slide rail pair. The slide rail is installed inside the nested module 31, and a matching slider is arranged at the bottom of the telescopic steel guide beam module 32. The slider is welded to the telescopic steel guide beam module 32 as a whole to ensure that the telescopic steel guide beam module 32 can slide longitudinally smoothly within the nested module 31.

[0052] Specifically, the horizontal jack strut 4 is used to push the telescopic steel guide beam module 32 to slide along the nested module 31 to realize the longitudinal expansion and contraction of the telescopic section 3. The horizontal jack strut 4 is installed at one end of the telescopic steel guide beam module 32 close to the main section 2. The piston rod end of the horizontal jack strut 4 is detachably connected to the retraction reaction seat 6 through a pin shaft, and the retraction reaction seat 6 is fixed to the top of the telescopic steel guide beam module 32 by bolts.

[0053] Specifically, the height adjustment assembly 5 is arranged at one end of the bottom of the telescopic steel guide beam module 32 far from the main section 2. The height adjustment assembly 5 is used to adjust the vertical elevation of the guide beam. The height adjustment assembly 5 includes a vertical jack strut 51 and a steel pipe leg 52. The vertical jack strut 51 is connected to the bottom of the telescopic steel guide beam module 32. The steel pipe leg 52 is connected to the bottom of the vertical jack strut 51 by welding, and the axis of the steel pipe leg 52 coincides with the axis of the vertical jack strut 51. A steel plate is arranged at the bottom of the steel pipe leg 52 as a base to increase the contact area with the support surface and improve stability.

[0054] Specifically, it further includes a multi-dimensional detection module. The multi-dimensional detection module includes a fiber Bragg grating sensor 7, a displacement sensor 8, and a GIS positioning sensor. The fiber Bragg grating sensor 7 is arranged at the key stress-bearing parts of the telescopic steel guide beam module 32, such as the segment connection parts, support points, etc., for real-time monitoring of the stress condition of the steel guide beam. The displacement sensor 8 is arranged at the end of the telescopic steel guide beam module 32. The displacement sensor 8 adopts a laser displacement sensor 8 and is fixed on the structure through a bracket for real-time monitoring of the displacement change of the steel guide beam. The GIS positioning sensor is installed at the center position on the top of the steel guide beam for real-time monitoring of the spatial attitude of the steel guide beam, including the plane position and elevation information. The multi-dimensional detection module is signal-connected to the jacking control system through a wireless network, and transmits the monitoring data to the jacking control system in real time to achieve dynamic elevation monitoring and construction safety warning. At the same time, the jacking control system is signal-connected to the horizontal jack strut 4 and the height adjustment component 5 to achieve remote control and improve the automation and intelligence level of the equipment.

[0055] Embodiment 2

[0056] A construction method includes the following steps.

[0057] 1. Construction preparation: Provide the steel guide beam structure, temporary pier 9, and walking jack 10 applicable to the steel box girder jacking in Embodiment 1. The temporary pier 9 adopts a steel pipe pile foundation, with a concrete cap on the upper part, and the walking jack 10 is installed on the cap. The model of the walking jack 10 is selected according to the weight and jacking distance of the steel box girder to ensure that its jacking capacity meets the construction requirements.

[0058] 2. Steel box girder jacking:

[0059] a. Jack the steel box girder until the front end of the guide beam is less than the maximum stroke of the telescopic section 3 from the temporary pier 9, and then stop jacking.

[0060] b. Start the horizontal jack strut 4, drive the piston rod to extend through the hydraulic system, and push the telescopic steel guide beam module 32 to slide along the nested module 31 until the telescopic section 3 extends above the walking jack 10; during the jacking process, the extension length of the telescopic section 3 is monitored in real time through the displacement sensor 8 to ensure its accurate position.

[0061] c. Operate the vertical jack strut 51 in the height adjustment component 5, lower the piston rod through the hydraulic system, and drive the steel pipe leg 52 to descend until the steel pipe leg 52 supports on the top surface of the walking jack 10.

[0062] d Start the walking jacking device 10 and cyclically jack the steel box girder forward according to the set jacking speed and stroke; during the jacking process, the multi-dimensional detection module real-time collects the stress, displacement and spatial attitude data of the steel guide girder and transmits them to the jacking control system. The jacking control system dynamically corrects the jacking direction and load distribution according to the feedback data to ensure the safety and stability of the steel box girder jacking process.

[0063] e After the jacking is completed, connect the horizontal jack strut 4 to the retraction reaction seat 6, switch the horizontal jack strut 4 to the retraction mode, provide a reverse fulcrum through the retraction reaction seat 6, and stagewise contract the telescopic section 3. First, start the hydraulic system of the horizontal jack strut 4 to retract the piston rod, drive the telescopic steel guide girder module 32 to slide and retract along the nested module 31. During the retraction process, the retraction length of the telescopic section 3 is real-time monitored by the displacement sensor 8 to ensure that it accurately returns to the initial position. Then, remove the temporary connection components to complete the entire construction process.

[0064] The above has described the embodiments of the present invention in detail, but the content is only the preferred embodiments of the present invention and cannot be considered as used to limit the scope of implementation of the present invention. All equivalent changes and improvements made according to the scope of the present invention application shall still fall within the scope covered by the patent of the present invention.

Claims

1. A steel guide beam structure suitable for jacking of a steel box beam, arranged at the front end of a steel main beam (1), characterized in that: include: A main section (2), wherein the main section (2) is fixedly connected to the steel main beam (1); A telescopic section (3), wherein the telescopic section (3) adopts a modular design, and comprises a telescopic steel guide beam module (32) and a nesting module (31), wherein the nesting module (31) is fixedly connected to the main section (2), and the telescopic steel guide beam module (32) and the nesting module (31) are slidably connected via a slide rail pair; A horizontal jack support rod (4), the horizontal jack support rod (4) is used to push the telescopic steel guide beam module (32) to slide along the nesting module (31) to achieve longitudinal telescoping of the telescopic section (3); A height adjustment component (5) is arranged at one end of the bottom of the telescopic steel guide beam module (32) away from the main section (2), and the height adjustment component (5) is used to adjust the vertical elevation of the guide beam.

2. The steel guide beam structure suitable for jacking of steel box beams as claimed in claim 1, characterized in that: The cross-sectional height of the main section (2) continuously decreases until it is connected to the telescopic section (3).

3. A steel guide beam structure suitable for jacking of steel box beams as claimed in claim 1, characterized in that: The telescopic section (3) steel guide beam module comprises a plurality of standard length segments, the segments are connected by high-strength bolts, the segment length is 6m or 9m, and stiffening rib plates are arranged between adjacent segments.

4. The steel guide beam structure suitable for jacking of steel box beams as claimed in claim 1, characterized in that: The horizontal jack support rod (4) is installed on one end of the telescopic steel guide beam module (32) close to the main section (2).

5. The steel guide beam structure suitable for jacking of steel box beams as claimed in claim 4, characterized in that: The horizontal jack support rod (4) is detachably connected to the retreat reaction seat (6).

6. The steel guide beam structure suitable for jacking of steel box beams as claimed in claim 1, characterized in that: The height adjustment assembly (5) comprises a vertical jack support rod (51) and a steel pipe support leg (52), wherein the vertical jack support rod (51) is connected to the bottom of the telescopic steel guide beam module (32), and the steel pipe support leg (52) is connected to the bottom of the vertical jack support rod (51), and the axis of the steel pipe support leg (52) coincides with the axis of the vertical jack support rod (51).

7. The steel guide beam structure suitable for jacking of steel box beams as claimed in claim 1, characterized in that: It also includes a multi-dimensional detection module, which includes a fiber grating sensor (7), a displacement sensor (8) and a GIS positioning sensor. The multi-dimensional detection module is connected to the push control system signal and is used to monitor the stress, displacement and spatial posture of the steel guide beam in real time.

8. The steel guide beam structure suitable for jacking of steel box beams as claimed in claim 6, characterized in that: The push control system is signal-connected to the horizontal jack support rod (4) and the height adjustment component (5).

9. A construction method, characterized in that: Provided is a steel guide beam structure suitable for jacking of a steel box beam as claimed in any one of claims 1 to 8, as well as a temporary pier (9) and a walking jacking device (10), wherein the walking jacking device (10) is arranged on the temporary pier (9), and comprises the following steps: (a) the steel box girder is pushed up until the distance between the front end of the guide girder and the temporary pier (9) is less than the maximum travel of the telescopic section (3); (b) activating the horizontal jack support rod (4) to drive the telescopic section (3) to extend above the walking type jacking device (10); (c) lowering the steel pipe legs (52) through the vertical jack support rod (51) in the height adjustment assembly (5) so that the steel pipe legs (52) are supported on the top surface of the walking type jacking device (10); (d) starting the walking pusher (10) to push the steel box girder forward in a cyclic manner, and during the process, the multi-dimensional detection module feeds back data to the pushing control system in real time to dynamically correct the pushing direction and load distribution; (e) After the jacking is completed, the telescopic section (3) is retracted to the initial position and the temporary connection components are removed.

10. A construction method according to claim 9, characterized in that: In step (e), the horizontal jack support rod (4) is connected to the retraction reaction seat (6), and the horizontal jack support rod (4) is switched to the retraction mode, and the retractable section (3) is retracted in stages by providing a reverse fulcrum through the retraction reaction seat (6).

Images