Large-span continuous-span steel beam belt buckle tower top pushing construction device and method
By adopting a large span continuous span steel beam with buckle tower overhead construction device in the construction of large span bridges and using a self-balancing system to control the under-deflection of guide beams, the problems of large under-deflection and structural instability in the large span over-deflection of steel beams are solved, and structural stability and construction efficiency are improved.
Patent Information
- Application Number
- CN202411907810.5
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-12-24
- Publication Date
- 2025-03-07
AI Technical Summary
During the overhead construction of large-span bridges, the steel beams are now deflected at the maximum cantilever state, resulting in local deformation and instability, increasing the length and weight of the guide beam structure, reducing wind resistance and stability, and increasing construction difficulty and cost.
A large span continuous span steel beam with buckle tower overhead construction device is adopted. Through the combination of the push platform, guide beam and steel beam, several anchor connecting seats, cable anchor boxes, cable conduits and cables are used to form a self-balancing system, control the deflection under the front end of the guide beam, and adjust the cable force value to optimize the structural force.
The deflection of the front end of the guide beam is reduced, the local stress on the steel beam is improved, the overall stability and wind resistance of the structure are increased, the construction difficulty and cost are reduced, and the construction efficiency is improved.
Smart Images
Figure CN119571733A_ABST
Abstract
Description
Technical Field
[0001] The invention relates to the technical field of bridge erection construction, and in particular to a large-span continuous-span steel beam buckle tower top-pushing construction device and method. Background Art
[0002] With the development of bridge technology, the span of steel-concrete composite continuous beams is gradually increasing. In its erection, the walking continuous jacking construction method is often used. This method avoids the "beam crawling" site, overcomes the problem of large horizontal force in traditional dragging and sliding construction, improves the stress condition of the pier body, and improves the efficiency and safety of bridge construction. However, with the increase of the span of the bridge, the steel beam will deflect greatly in the maximum cantilever state during the jacking construction process, and the local bending and load will be large, causing deformation and instability; it will increase the length and weight of the guide beam structure and reduce the wind resistance and stability of the structure, increasing the design difficulty of the guide beam; it will also increase the difficulty and risk of the guide beam pier, and at the same time increase the control and operation difficulty of the jacking equipment. This will increase the construction difficulty and increase the construction cost. Based on this, it is urgent to design and study a more scientific and reasonable jacking construction method. Summary of the invention
[0003] 1. Technical problems solved: In view of the shortcomings of the prior art, the present invention provides a large-span continuous-span steel beam buckle tower top-pushing construction device and method, which has the advantages of saving construction costs and increasing construction efficiency, and solves the problems in the prior art that in the large-span top-pushing construction process, the steel beam will deflect greatly in the maximum cantilever state, and the local bending and load will be large, causing deformation and instability; it will increase the length and weight of the guide beam structure and reduce the wind resistance and stability of the structure, increasing the design difficulty of the guide beam; it will also increase the difficulty and risk of the guide beam pier, and at the same time, it will increase the control and operation difficulty of the top-pushing equipment. This will increase the construction difficulty and the construction cost.
[0004] (II) Technical solution: The technical solution of the present invention for solving the above-mentioned technical problems is as follows: a large-span continuous-span steel beam with buckle tower jacking construction device, comprising a jacking platform, a guide beam and a steel beam, the top of the jacking platform is slidably connected with the steel beam, one end of the guide beam is fixedly connected to the steel beam, the guide beam and the top of the steel beam are fixedly connected with a plurality of anchor connection seats, a plurality of the anchor connection seats are rotatably connected with cable anchor boxes, a plurality of the cable anchor boxes are fixedly connected with cable guide tubes, a plurality of the cable guide tubes are fixedly connected with buckle cables, the top of the guide beam is fixedly connected with a buckle tower, and a plurality of the buckle cables are fixedly connected to the top of the buckle tower at one end away from the cable guide tube.
[0005] Based on the above technical solution, the present invention can also be improved as follows.
[0006] Furthermore, the number of the anchor connection seat, the cable anchor box, the cable guide tube and the buckle cable is at least four groups arranged symmetrically, and the plurality of cable guide tubes are respectively arranged into a group of inner cable guide tubes with the bottom end close to the buckle tower and symmetrically arranged, and a group of outer cable guide tubes with the bottom end away from the buckle tower and symmetrically arranged; The two cable ducts on the inner side close to the guide beam are the first cable ducts, the two cable ducts on the inner side close to the steel beam are the second cable ducts, the two cable ducts on the outer side close to the guide beam are the third cable ducts, and the two cable ducts on the outer side close to the steel beam are the fourth cable ducts.
[0007] Furthermore, the buckle cable includes a main buckle cable, a secondary buckle cable, a main back cable and a secondary back cable, the main buckle cable is fixedly connected to the third cable guide tube, the secondary buckle cable is fixedly connected to the first cable guide tube, the main back cable is fixedly connected to the fourth cable guide tube, and the secondary back cable is fixedly connected to the second cable guide tube.
[0008] Another technical problem to be solved by the present invention is to provide a method for top-pushing a construction device for a large-span continuous-span steel beam with a buckle tower, comprising the following steps: S1: Build a jacking platform, install a steel beam on the jacking platform, and fix a connecting guide beam at the front end of the steel beam; S2: The buckle tower is assembled symmetrically on both sides of the front end of the steel beam push-up using hoisting equipment; S3: When the height of the tower segment reaches H, temporarily fix the bottom of the tower; S4: Continue to assemble the tower so that the segment height reaches H1, install temporary wind cables, and remove the temporary bottom support; S5: Continue to assemble the tower so that the segment height reaches H2, install the cable, remove the temporary wind cable, and adjust the cable force value to the design value; S6: Continuously adjust the cable tension to control the downward deflection of the front end of the guide beam until the downward deflection of the front end of the guide beam is 0, and then stop adjusting the cable tension.
[0009] Further, the method further comprises the following steps: S01: Set up temporary piers and jacking platforms, and complete the installation and commissioning of jacking equipment; S02: Lift and install the first section of steel beam in sections on the jacking platform; S03: Push the guide beam forward to a predetermined distance while keeping the center line of the web of the steel beam between -50MM and 50MM of the center axis of the push; S04: Assemble the second section of steel beam on the jacking platform.
[0010] Further, the method further comprises the following steps: S001: Push the guide beam forward to a certain distance while keeping the center line of the web of the steel beam between -50MM and 50MM of the center axis of the push; S002: Assemble the third segment steel beam on the jacking platform; S003: Repeat steps 0001 and 0002 to cycle assembly and jacking until the steel beam is pushed into place; S004: Reversely dismantle the pylons and guide beams as described in S1 to S6; S005: Assemble the first span beam section in situ, cast the pad stone, and install the bearing; S006: Accurately adjust the steel beam so that it falls into contact with the support; S007: Grout the bearings, and when the strength reaches the predetermined value, a permanent bearing is formed; S008: Lower the steel beam onto the permanent support according to the designed elevation.
[0011] Furthermore, the distance that the guide beam is pushed forward is the length of a third-section steel beam, and the length of the third-section steel beam is greater than the distance between the pushing platform and the temporary pier.
[0012] Furthermore, when the guide beam is in the maximum cantilever state, the buckle tower is installed on the top of the frontmost load-bearing pier.
[0013] Furthermore, the height of H2 is greater than H1, and the height of H1 is greater than H.
[0014] The beneficial effects of the construction method of the present invention are: During the construction process, it is first necessary to use lifting equipment to assemble the buckle towers symmetrically from both sides. First, make the guide beam in the maximum cantilever state, and then use the lifting equipment at the top of the temporary pier at the front end to assemble the buckle tower symmetrically from both sides. When the height of the buckle tower reaches the first preset height, temporarily fix the bottom of the buckle tower on the steel beam, and then continue to assemble the buckle tower until the height of the buckle tower reaches the second preset height, release the temporary fixation of the bottom of the buckle tower, and install temporary wind cables to increase traction on the buckle tower to prevent it from collapsing; continue to assemble the buckle tower to the third preset height, at this time, the main buckle cable, secondary buckle cable, main back cable and The secondary back cable is connected to the top of the buckle tower, and the temporary wind cable is released, and the cable force value of the buckle cable is adjusted. In the maximum cantilever state, the deflection of the front end of the guide beam is controlled by continuously adjusting the cable force. When the front end deflects, the cable force adjustment is stopped. A self-balancing system is formed by connecting the buckle tower, the steel beam and the guide beam through the buckle cable. The deflection of the front end of the guide beam is reduced to facilitate the pier construction, reduce the influence of the bending moment at the maximum cantilever on the steel beam, improve the local force of the steel beam, and increase the overall stability and wind resistance of the structure, thereby reducing the difficulty of the guide beam on the pier, saving construction costs and increasing construction efficiency. BRIEF DESCRIPTION OF THE DRAWINGS
[0015] Figure 1 This is a front view of the structure of the present invention; Figure 2It is a left view of the fulcrum structure of the present invention; Figure 3 It is a schematic diagram of the structure of the present invention; Figure 4 The structure of the present invention Figure 1 A partial enlarged view of point A in the middle.
[0016] In the figure: 100, guide beam; 200, anchor connection seat; 300, cable anchor box; 400, cable guide tube; main buckle cable; 502, secondary buckle cable; 600, steel beam; 700, buckle tower; 503, main back cable; 504, secondary back cable. DETAILED DESCRIPTION
[0017] The following will be combined with the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.
[0018] Embodiment 1, by Figure 1-3A large-span continuous-span steel beam buckle tower jacking construction device is provided. The present invention comprises a jacking platform, a guide beam 100 and a steel beam 600. The top of the jacking platform is slidably connected to the steel beam 600, and the top of the jacking platform is fixedly connected to a jacking device. The steel beam 600 is placed on the sliding surface of the jacking device, and one end of the guide beam 100 is fixedly connected to the steel beam 600. During work, step S01 is implemented: temporary piers and jacking platforms are erected, and installation and commissioning of the jacking device are completed; after installation and commissioning are completed, step S02 is implemented: the first segment steel beam 600 is hoisted and installed on the jacking platform in sections; after the installation of the first segment steel beam 600 is completed, the jacking device is started, and step S03 is implemented: the guide beam 100 is jacked forward to a predetermined distance while the center line of the steel beam web is kept between -50MM and 50MM of the jacking center axis; when the guide beam 100 is jacked to the predetermined distance, step S04 is implemented: the second Segmental steel beam 600; the guide beam 100 and the top of the steel beam 600 are fixedly connected with a plurality of anchoring connection seats 200, the interiors of the plurality of anchoring connection seats 200 are rotatably connected with cable anchor boxes 300, the interiors of the plurality of cable anchor boxes 300 are fixedly connected with cable guide tubes 400, the interiors of the plurality of cable guide tubes 400 are fixedly connected with buckle cables 500, the top of the guide beam 100 is fixedly connected with a buckle tower 700, when the guide beam 100 is in the maximum cantilever state, the buckle tower 700 is installed on the top of the front end load-bearing pier, the ends of the plurality of buckle cables away from the cable guide tubes 400 are fixedly connected to the tops of the buckle towers 700, the number of the anchoring connection seats 200, the cable anchor boxes 300, the cable guide tubes 400 and the buckle cables 500 are at least four groups symmetrically arranged, and the plurality of cable guide tubes 400 are respectively arranged into a group of inner cable guide tube groups whose bottom ends are close to the buckle towers 700 and are symmetrically arranged, and a group of outer cable guide tube groups whose bottom ends are away from the buckle towers 700 and are symmetrically arranged; The two cables of the inner cable duct group close to the guide beam 100 are the first cable duct, the two cables of the inner cable duct group close to the steel beam 600 are the second cable duct, the two cables of the outer cable duct group close to the guide beam 100 are the third cable duct, and the two cables of the outer cable duct group close to the steel beam 600 are the fourth cable duct. The buckle cable 500 includes a main buckle cable 501, a secondary buckle cable 502, a main back cable 503 and a secondary back cable 504. The main buckle cable 501 is fixedly connected to the third cable duct, the secondary buckle cable 502 is fixedly connected to the first cable duct, the main back cable 503 is fixedly connected to the fourth cable duct, and the secondary back cable 504 is fixedly connected to the second cable duct.
[0019] During the construction process, first build a jacking platform and temporary piers, and complete the debugging of the jacking equipment on the jacking platform. After the debugging is completed, build the steel beam 600 of the first section. After the steel beam 600 is built, weld the forward end of the steel beam 600 to the guide beam 100, and then place the steel beam 600 on the sliding surface of the jacking equipment. Start the jacking equipment and send the steel beam 600 and the guide beam 100 to a certain distance. At this time, the center line of the steel beam web needs to be kept between -50MM and 50MM of the jacking center axis. When the jacking equipment is extended to a certain distance, start to build the second section of the steel beam 60 0, and so on, all the steel beams 600 can be successfully built and gradually pushed out of the jacking platform. After the steel beams 600 are pushed out, they are placed on the temporary piers to ensure that the steel beams 600 are not affected by gravity and cause bending and deformation. Four groups of buckle cables 500 are set, wherein the main buckle cables 501 and the secondary buckle cables 502 are fixedly connected to the guide beam 100, and the buckle towers 700 are used to generate tension on the guide beam 100. By adjusting the cable force value of the buckle cables 500, the deflection value of the guide beam 100 can be adjusted. At the same time, in actual construction, sensors are set to monitor the fulcrum reaction force and structural stress in real time and set early warning values to ensure that the structure is stressed.
[0020] Embodiment 2: After the second segment steel beam 600 is spliced, it is pushed forward again for a certain distance, and then the following steps are performed in sequence: S2: Use lifting equipment to symmetrically assemble the buckle tower 700 on both sides of the front end of the steel beam 600; S3: When the height of the segment of the buckle tower 700 reaches H, temporarily fix the bottom of the buckle tower 700; S4: Continue to assemble the tower 700 to make the segment height reach H1, install temporary wind cables, and remove the temporary bottom support; The height of H1 is greater than H; S5: Continue to assemble the buckle tower 700 to make the segment height reach H2, install the buckle cable 500, remove the temporary wind cable, and adjust the cable force value of the buckle cable 500 to the design value; The height of H2 is greater than H1; S6: The cable force is continuously adjusted to control the downward deflection of the front end of the guide beam 100 until the downward deflection of the front end of the guide beam 100 is 0, and the cable force adjustment is stopped.
[0021] When installing the buckle tower 700, it is necessary to use lifting equipment to assemble the buckle tower 700 symmetrically from both sides. First, make the guide beam 100 in the maximum cantilever state, and then use the lifting equipment at the top of the temporary pier at the front end to assemble the buckle tower 700 symmetrically from both sides. When the height of the buckle tower 700 reaches the first preset height H, temporarily fix the bottom of the buckle tower on the steel beam 600, and then continue to assemble the buckle tower 700 until the height of the buckle tower 700 reaches the second preset height H1, release the temporary fixation of the bottom of the buckle tower 700, and install a temporary wind cable to increase the traction force of the buckle tower 700 to prevent it from collapsing; continue to assemble the buckle tower 700 to the third preset height H2, at this time, the main buckle cable 501 and the secondary buckle cable 502 can be 02. The main back cable 503 and the secondary back cable 504 are connected to the top of the buckle tower 700, and the temporary wind cable is released. The cable force value of the buckle cable is adjusted. In the maximum cantilever state, the cable force is continuously adjusted to control the deflection of the front end of the guide beam 100. When the front end deflection is measured to be 0, the cable force adjustment is stopped. The buckle tower 700, the steel beam 600 and the guide beam 100 are connected by buckle cables to form a self-balancing system, which reduces the deflection of the front end of the guide beam 100 to facilitate the pier construction, reduces the influence of the bending moment at the maximum cantilever on the steel beam 600, improves the local force of the steel beam, and increases the overall stability and wind resistance of the structure, thereby reducing the difficulty of the guide beam pier, saving construction costs and increasing construction efficiency.
[0022] Embodiment 3: After the buckle tower 700 is built, the overall structure can be guaranteed to be stable, and then the following steps are continued: S001: Push the guide beam forward 100 to a certain distance while keeping the center line of the web of the steel beam between -50MM and 50MM of the center axis of the push; S002: Assembling the third segment steel beam 600 on the jacking platform; The distance that the guide beam is pushed forward is the length of a third-segment steel beam 600, and the length of the third-segment steel beam 600 is greater than the distance between the pushing platform and the temporary pier.
[0023] S003: Repeat steps 0001 and 0002 to perform assembly and jacking cycles until the steel beam 600 is jacked into place; S004: dismantle the buckle tower 700 and the guide beam 100 in reverse according to S1 to S6; S005: Assemble the first span beam section in situ, cast the pad stone, and install the bearing; S006: Accurately adjust the position of the steel beam 600 so that the steel beam 600 falls to contact the support; S007: Grout the bearings, and when the strength reaches the predetermined value, a permanent bearing is formed; S008: Lower the steel beam 600 onto the permanent support according to the designed elevation.
[0024] After the buckle tower 700 is built and the buckle cables are installed, the construction and jacking work of the steel beam 600 is continued. For each subsequent jacking, the jacking distance is the fixed length of the third section steel beam 600, and the jacking distance is slightly larger than the distance between the jacking platform and the temporary pier and the distance between the two temporary piers, to ensure that the force point of the buckle tower 700 is located on the temporary pier after each jacking. When the steel beam 600 is pushed into place, the main buckle cables 501, the secondary buckle cables 502, the main back cables 503 and the secondary back cables 504 are removed, and then the buckle tower 700 is dismantled in sections, and finally the guide beam 100 is dismantled, the steel beam 600 of the first span beam section is assembled in situ, and the pad stone is poured, the temporary support is installed, and then the position and angle of the steel beam 600 are accurately adjusted to make the steel beam 600 fall accurately on the temporary pier. The temporary support is contacted with it when the steel beam is in contact with it, and then the temporary support is grouting. After the grouting is completed and air-dried, when the strength reaches the predetermined value, the temporary support becomes a permanent support, and then the steel beam 600 is dropped onto the permanent support according to the design elevation and fixed, and then the construction method is completed. Therefore, the large-span continuous-span steel beam buckle tower top-pushing construction method achieves the purpose of saving construction costs and increasing construction efficiency, and solves the problem in the prior art that in the large-span top-pushing construction process, the steel beam will have a large downward deflection in the maximum cantilever state, and the local bending and load will be large, causing deformation and instability; it will increase the length and weight of the guide beam structure and reduce the wind resistance and stability of the structure, increasing the design difficulty of the guide beam; it will also increase the difficulty and risk of the guide beam pier, and at the same time, it will increase the difficulty of controlling and operating the top-pushing equipment. The problem that the construction difficulty is increased and the construction cost is increased.
[0025] It should be noted that, in this article, relational terms such as first and second, etc. are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, the elements defined by the sentence "comprise a ..." do not exclude the existence of other identical elements in the process, method, article or device including the elements.
[0026] Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions and variations may be made to the embodiments without departing from the principles and spirit of the present invention, and that the scope of the present invention is defined by the appended claims and their equivalents.
Claims
1. A large-span continuous-span steel beam buckle tower jacking construction device, comprising a jacking platform, a guide beam (100) and a steel beam (600), wherein the top of the jacking platform is slidably connected to the steel beam (600), one end of the guide beam (100) is fixedly connected to the steel beam (600), and the tops of the guide beam (100) and the steel beam (600) are fixedly connected to a plurality of anchor connection seats (200), characterized in that: A plurality of the anchor connection seats (200) are rotatably connected to a cable anchor box (300), a plurality of the cable anchor boxes (300) are fixedly connected to a cable guide tube (400), a plurality of the cable guide tubes (400) are fixedly connected to a buckle cable (500), a buckle tower (700) is fixedly connected to the top of the guide beam (100), and an end of the plurality of buckle cables away from the cable guide tube (400) is fixedly connected to the top of the buckle tower (700).
2. According to claim 1, a large-span continuous-span steel beam buckle tower top-pushing construction device is characterized in that: The number of the anchor connection seat (200), the cable anchor box (300), the cable guide tube (400) and the buckle cable (500) is at least four symmetrically arranged groups, and the plurality of cable guide tubes (400) are respectively arranged into a group of inner cable guide tubes with their bottom ends close to the buckle tower (700) and symmetrically arranged, and a group of outer cable guide tubes with their bottom ends away from the buckle tower (700) and symmetrically arranged; The two cables of the inner cable duct group close to the guide beam (100) are the first cable duct, the two cables of the inner cable duct group close to the steel beam (600) are the second cable duct, the two cables of the outer cable duct group close to the guide beam (100) are the third cable duct, and the two cables of the outer cable duct group close to the steel beam (600) are the fourth cable duct.
3. According to claim 2, a large-span continuous-span steel beam buckle tower top-pushing construction device is characterized in that: The buckle cable (500) comprises a main buckle cable (501), a secondary buckle cable (502), a main back cable (503) and a secondary back cable (504); the main buckle cable (501) is fixedly connected to the third cable guide tube, the secondary buckle cable (502) is fixedly connected to the first cable guide tube, the main back cable (503) is fixedly connected to the fourth cable guide tube, and the secondary back cable (504) is fixedly connected to the second cable guide tube.
4. A method for using the large-span continuous-span steel beam buckle tower top-pushing construction device according to claims 1-3, characterized in that: The following steps are involved: S1: Building a jacking platform, installing a steel beam (600) on the jacking platform, and fixing a connecting guide beam (100) at the front end of the steel beam (600); S2: The buckle tower (700) is symmetrically assembled on both sides of the front end of the steel beam (600) by using a lifting device; S3: When the height of the segment of the buckle tower (700) reaches H, temporarily fixing the bottom of the buckle tower (700); S4: Continue to assemble the tower (700) to make the segment height reach H1, install temporary wind cables, and remove the temporary bottom support; S5: Continue to assemble the buckle tower (700) so that the segment height reaches H2, install the buckle cable (500), remove the temporary wind cable, and adjust the cable force value of the buckle cable (500) to the design value; S6: The cable force is continuously adjusted to control the downward deflection of the front end of the guide beam (100), and the cable force adjustment is stopped when the downward deflection of the front end of the guide beam (100) is 0.
5. The method for constructing a large-span continuous-span steel beam buckle tower top-pushing device according to claim 4 is characterized in that: The step S1 comprises: S01: Set up temporary piers and jacking platforms, and complete the installation and commissioning of jacking equipment; S02: Lift and install the first section of steel beam (600) in sections on the jacking platform; S03: Push the guide beam (100) forward to a predetermined distance while keeping the center line of the web of the steel beam between -50MM and 50MM of the center axis of the push; S04: Assemble the second segment steel beam (600) on the jacking platform.
6. The method for constructing a large-span continuous-span steel beam buckle tower top-pushing device according to claim 4 is characterized in that: The following steps are also included: S001: Push the guide beam (100) forward to a certain distance while keeping the center line of the web of the steel beam between -50MM and 50MM of the center axis of the push; S002: Assemble the third segment steel beam (600) on the jacking platform; S003: Repeat steps 0001 and 0002 to cycle assembly and jacking until the steel beam (600) is jacked into place; S004: Reversely dismantle the buckle tower (700) and the guide beam (100) according to S1 to S6; S005: Assemble the first span beam section in situ, cast the pad stone, and install the bearing; S006: Accurately adjust the position of the steel beam (600) so that the steel beam (600) falls to contact the support; S007: Grout the bearings, and when the strength reaches the predetermined value, a permanent bearing is formed; S008: Lower the steel beam (600) onto the permanent support according to the designed elevation.
7. The method for top-pushing construction of a large-span continuous-span steel beam buckle tower according to claim 6 is characterized in that: The distance that the guide beam is pushed forward is the length of a third-segment steel beam (600), and the length of the third-segment steel beam (600) is greater than the distance between the pushing platform and the temporary pier.
8. The method for constructing a large-span continuous-span steel beam buckle tower top-pushing device according to claim 4 is characterized in that: When the guide beam (100) is in a maximum cantilever state, the buckle tower (700) is installed on the top of the frontmost load-bearing pier.
9. The method for top-pushing construction of a large-span continuous-span steel beam buckle tower according to claim 4 is characterized in that: The height of H2 is greater than that of H1, and the height of H1 is greater than that of H.