A construction method of a basket handle tied arch bridge
Patent Information
- Application Number
- CN202611037844.2
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2026-07-13
- Publication Date
- 2026-10-09
AI Technical Summary
首先，由于提篮拱拱肋自身高度大，对浮吊的起吊能力、起升高度和工作半径均提出了极高要求；其次，大吨位浮吊、大型浮吊费用高，显著增加了桥梁建设的施工成本
本发明中，主梁拼装及滑移支架、拱肋低位拼装支架和提升塔三者协同布置。在施工前期，先通过滑移支架将边跨主梁精准就位，随后依次安装边纵梁节段并焊接，形成连续的永久边纵梁系杆箱；同时，利用低位拼装支架在低空完成拱肋节段的拼装焊接。在此基础上，借助提升塔将拱肋中间大节段整体垂直提升至设计高程，并与已经焊接完成的永久边纵梁系杆箱固定连接，从而实现拱肋与主梁的快速、安全合龙。该方法充分利用永久结构——边纵梁系杆箱在施工阶段承受拱肋水平推力，实现永临结合，无需设置复杂的临时系杆体系或动用大型浮吊进行高空整体吊装，拱肋中间大节段在提升到位并与拱脚段合龙后，荷载立即传递至永久边纵梁系杆箱及下部结构，并非长时间悬吊于提升设备上，大大减轻了对临时提升体系的负担，施工简单，作业速度卡，作业时间短，无需长时间封航，对水上交通影响小、安全可控，施工费用极大缩小。
Smart Images
Figure CN122880080A_ABST
Abstract
Description
Technical Field
[0001] This application relates to the field of bridge construction technology, specifically to a method for constructing a basket-tied arch bridge. Background Technology
[0002] In water conservancy, shipping, and the construction of bridges spanning seas and rivers, tied-arch bridges are widely used due to their aesthetic appeal, strong spanning capacity, and high structural rigidity. The superstructure of this type of bridge typically consists of arch ribs, tie rods, longitudinal beams, and bridge deck. When constructing such bridges in a water environment, the installation of the steel arch ribs (arch bridge ribs) is a crucial and challenging aspect.
[0003] Currently, the commonly used technical solution for the installation of steel arch ribs (arch ribs of arch bridges) on water is as follows: First, the arch ribs are prefabricated in sections in the factory or on the shore. Then, they are transported to the bridge site by a large floating crane. The large sections of the arch ribs are lifted directly from the water surface or transport barge to the design elevation using a single floating crane or a double floating crane lifting method, and then positioned and fixed.
[0004] The aforementioned existing technical solutions have significant limitations in practical applications. First, due to the large height of the basket arch ribs, extremely high requirements are placed on the lifting capacity, lifting height, and working radius of the floating crane. Second, large-tonnage and large-scale floating cranes are expensive, significantly increasing the construction cost of bridges. Furthermore, when using floating cranes for high-altitude lifting operations, they are greatly affected by hydrological and meteorological conditions such as wind, waves, and water flow, resulting in high safety risks.
[0005] Against this backdrop, the applicant proposed a new technical solution. Summary of the Invention
[0006] This invention aims to at least solve one of the technical problems existing in the prior art. To this end, this invention proposes a construction method for a basket-tied arch bridge, the technical solution of which includes: A method for constructing a basket-tied arch bridge includes the following steps: S1. Construct the substructure of the main bridge, and erect the main beam assembly and sliding support, arch rib assembly support, side longitudinal beam assembly support and lifting tower below the bridge site; S2. Install the side span main beam; S3. Install the upstream side arch rib, downstream side arch rib and arch foot; install the side longitudinal beam segments and weld them to form a permanent side longitudinal beam tie box; assemble the arch rib segments at a low position on the arch rib assembly support. S4. Install the middle large segment of the arch rib; install temporary tie rods for the arch rib, pre-tension the middle large segment of the arch rib before lifting, and apply pre-tension force through the temporary tie rods to pre-control the deformation and internal force distribution during the lifting process of the arch rib; The middle section of the arch rib is lifted to the design elevation by the lifting tower and joined with the arch foot section, so that it is fixedly connected with the already installed tie rod box of the side longitudinal beam to form a stable arch-beam composite structure. S5. Remove the temporary tie rods, lifting towers, and arch rib assembly supports for the arch ribs; install bridge deck segments. S6. Install hangers and adjust cable tension; dismantle main beam assembly and sliding supports; construct bridge deck system and ancillary structures.
[0007] According to an embodiment of the present invention, in step S1, a navigation area is reserved in the middle of the bridge site, the main beam assembly and sliding support is set in the sliding installation area and the beam feeding area on both sides of the navigation area, and the arch rib assembly support is set in the low area above the navigation area.
[0008] According to an embodiment of the present invention, in step S2, the main beam segments are first transported by water to the installation area at the bridge site, and then the main beam segments are lifted by a floating crane to the starting position of the main beam assembly and sliding support. Next, the main beam segments are slid to the design position, and finally the position and elevation of the main beam are finely adjusted. Welding is then carried out between the segments to complete the installation of the side span main beam.
[0009] According to an embodiment of the present invention, a method for constructing a basket-tied arch bridge, wherein step S3 specifically includes: First, install the upstream arch rib of segment A5; Install the upstream side longitudinal beam segments ZL7-9, ZL10-13, and ZL14-17-14' of the main beam in sequence; Install the downstream arch rib and cross brace of arch rib segment A5; Install the downstream side longitudinal beams of the main girder ZL7-9 segment and the corresponding bridge deck of ZL7-8 segment; Erect scaffolding on the A7-A6 segment beams of the arch ribs, and install the A7-A6 segments of the arch ribs in sequence; Install arch rib segments A4+A3 and A2+A1+A0 in sequence; The downstream side longitudinal beams of the main beam segments ZL10-13 and ZL14-17-14' are installed in sequence and welded to form a permanent side longitudinal beam tie box.
[0010] According to an embodiment of the present invention, in a method for constructing a basket-tied arch bridge, in step S6, after the suspenders are installed, they are tensioned in stages and the cable force is adjusted to the design value.
[0011] In step S4 of the construction method for a basket-tied arch bridge according to an embodiment of the present invention, the pretensioning adopts a graded tensioning method, and the pretensioning force value is determined based on the self-weight of the middle large segment of the arch rib, the dynamic coefficient of the lifting process, and the structural finite element calculation results.
[0012] Compared with the prior art, the beneficial effects of the present invention are: In this invention, the main beam assembly and sliding support, the low-position assembly support for the arch rib, and the lifting tower are arranged in a coordinated manner. In the early stages of construction, the sliding support is used to precisely position the side span main beam, followed by the sequential installation and welding of the side longitudinal beam segments to form a continuous permanent side longitudinal beam tie box. Simultaneously, the low-position assembly support is used to complete the assembly and welding of the arch rib segments at low altitude. Based on this, the lifting tower is used to vertically lift the large middle segment of the arch rib to the design elevation and fix it to the already welded permanent side longitudinal beam tie box, thereby achieving rapid and safe closure of the arch rib and main beam. This method fully utilizes the permanent structure—the tie box of the side longitudinal beam—to bear the horizontal thrust of the arch rib during the construction phase, achieving a combination of permanent and temporary structures. It eliminates the need for complex temporary tie systems or the use of large floating cranes for high-altitude hoisting. After the large middle section of the arch rib is lifted into place and joined with the arch foot section, the load is immediately transferred to the permanent tie box of the side longitudinal beam and the substructure. Instead of being suspended on the lifting equipment for a long time, it greatly reduces the burden on the temporary lifting system. The construction is simple, the operation speed is fast, the operation time is short, there is no need for long-term navigation closures, the impact on water traffic is small, safety is controllable, and construction costs are greatly reduced. Attached Figure Description
[0013] The above and / or additional aspects and advantages of the present invention will become apparent and readily understood from the description of the embodiments taken in conjunction with the following drawings, in which: Figure 1 This is an elevation view of step S1 in an embodiment of the present invention; Figure 2 This is a plan view of step S1 in an embodiment of the present invention; Figure 3 This is an elevation view of step S2 in an embodiment of the present invention; Figure 4 This is a plan view of step S2 in an embodiment of the present invention; Figure 5 This is an elevation view of step S3 in an embodiment of the present invention; Figure 6 This is a plan view of step S3 in an embodiment of the present invention; Figure 7 This is an elevation view of step S4 in an embodiment of the present invention; Figure 8 This is an elevation view of step S5 in an embodiment of the present invention; Figure 9 This is an elevation view of step S6 in an embodiment of the present invention.
[0014] Explanation of key component symbols: 10. Main beam assembly and sliding support; 20. Arch rib assembly support; 30. Lifting tower; 40. Main beam segment; 50. Arch foot; 60. Side longitudinal beam tie rod box; 70. Arch rib segment; 80. Temporary tie rod; 90. Bridge deck; 100. Hanger; 110. Side longitudinal beam assembly support. Detailed Implementation
[0015] This section will describe in detail specific embodiments of the present invention. Preferred embodiments of the present invention are shown in the accompanying drawings. The purpose of the drawings is to supplement the textual description with graphics, so that people can intuitively and vividly understand each technical feature and overall technical solution of the present invention, but they should not be construed as limiting the scope of protection of the present invention.
[0016] In the description of this invention, "multiple" means two or more; "greater than," "less than," and "exceeding" are understood to exclude the stated number; "above," "below," and "within" are understood to include the stated number. The use of "first" and "second" in the description is merely for distinguishing technical features and should not be construed as indicating or implying relative importance, or implicitly indicating the number of indicated technical features, or implicitly indicating the order of the indicated technical features.
[0017] In the description of this invention, it should be understood that the orientation descriptions, such as up, down, front, back, left, right, etc., are based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limiting this invention.
[0018] In this invention, unless otherwise explicitly defined, the terms "setting," "installing," and "connecting" should be interpreted broadly. For example, they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to a fixed connection, a detachable connection, or an integrally formed connection; they can refer to a mechanical connection; they can refer to the internal connection of two components or the interaction between two components. Those skilled in the art can reasonably determine the specific meaning of the above terms in this invention in conjunction with the specific content of the technical solution.
[0019] This invention provides a construction method for a basket-lift tied arch bridge, particularly suitable for construction of basket-lift tied arch bridges over water or crossing existing traffic lines. Utilizing the spatial relationship between the arch ribs and tie rods, this invention proposes a method for constructing a low-position arch rib, tie beam assembly support, and arch rib lifting support below the bridge site. A pre-tensioning and deformation control system is created before lifting. After the arch ribs are lifted into position, they form a stable structure with the tie rods, and then the bridge deck 90 is installed, completing the superstructure installation of the arch bridge. This method reduces the arch rib hoisting height while fully utilizing the permanent structure—the side longitudinal beam tie rod box 60—to bear the construction stage load—the horizontal thrust of the arch ribs, forming a stable structure before installing the bridge deck structure. This method offers high construction safety and saves costs.
[0020] The following provides a detailed explanation of the specific steps.
[0021] Step S1: Substructure construction and scaffolding erection First, complete the construction of the substructure of the main bridge, including piers and foundations, according to the design drawings; Subsequently, temporary construction facilities were erected at the designed location below the bridge site, including the main beam assembly and sliding support 10, the arch rib assembly support 20, the side longitudinal beam assembly support 110 and the lifting tower 30. The lifting tower 30 was erected at both ends of the arch rib assembly support 20. Step S2: Install the side span main beam; The installation of the side span main beam adopts a multi-faceted approach involving "water transport, floating crane lifting, and sliding positioning"; Specifically, the main beam of the side span is first divided into several segments, which are transported by water to the bridge site installation area one by one. Then, the main beam segment 40 is lifted by a floating crane to the starting position of the main beam assembly and sliding support 10. Next, the main beam segment 40 is slid along the main beam assembly and sliding support 10 one by one to the design position. Finally, the position and elevation of the main beam are finely adjusted, and the segments are welded to complete the installation of the side span main beam. Step S3: Install the upstream side arch rib, downstream side arch rib, and arch foot 50; install the side longitudinal beam segments and weld them to form a permanent side longitudinal beam tie box 60; assemble the arch rib segments 70 at a low position on the arch rib assembly bracket 20. This step is one of the key steps in realizing the "low-level assembly" and "permanent-temporary combination" of this invention; it is carried out in the following order: Install the upstream side arch rib and arch foot 50: First, install the upstream side arch rib of arch rib segment A5 and its corresponding arch foot segment 50. Install upstream side longitudinal beams: Install the upstream side longitudinal beam segments of the main beam in sequence, in the following order: ZL7-9 segment → ZL10-13 segment → ZL14-17-14' segment. Note that these side longitudinal beam segments adopt a box-shaped cross-section design, and their internal cavity and steel plate thickness are sufficient to withstand the horizontal thrust generated by the subsequent arch ribs. Install downstream side arch ribs and cross braces: Install the downstream side arch ribs of arch rib segment A5 and the cross braces between the upstream and downstream sides to enhance the lateral stability of the arch ribs. Install the downstream side longitudinal beam and part of the bridge deck 90: Install the downstream side longitudinal beam of the main beam ZL7-9 segment, and at the same time install the corresponding ZL7-8 segment bridge deck 90. The early installation of this part of the bridge deck 90 can increase the overall rigidity of the structure. Installation of arch ribs A7-A6 segments: Erect a beam assembly support on the already installed side longitudinal beam, and then install arch ribs A7 and A6 segments in sequence on the beam assembly support; Install the remaining 70 arch rib segments: install the A4+A3 combined segment and the A2+A1+A0 combined segment in sequence. At this point, the arch ribs except for the large middle segment are basically installed. Install the downstream side longitudinal beams and weld them to form a permanent side longitudinal beam tie rod box 60: Install the downstream side longitudinal beams of the main beam ZL10-13 segment and the downstream side longitudinal beams of the ZL14-17-14' segment in sequence. After all the side longitudinal beam segments are installed and finely adjusted, weld the joints between the segments so that all the side longitudinal beam segments are connected into a continuous, box-shaped section whole - that is, the permanent side longitudinal beam tie rod box 60. This permanent side longitudinal beam tie rod box 60 will serve as a tie rod to bear the horizontal thrust of the arch rib in subsequent steps. Step S4: Install the middle section of the arch rib; install temporary tie rods 80 for the arch rib, lift the middle section of the arch rib and close the gap. Using the erected arch rib assembly support 20 (low-position support), the middle large segment of the arch rib to be lifted (e.g., A5-A0-A5' segment) can be assembled simultaneously at a low position above the water or at a low altitude. Due to the low assembly height, the operation is safe and no large floating crane is required. After the low-level assembly of the large middle segment (A5-A0-A5') of the arch rib is completed, temporary tie rods 80 are first installed between segments A5 and A5' of the arch rib. These temporary tie rods 80 are steel structure tie rods or steel strands, and their function is to prevent deformation or instability at the opening end of the arch rib during subsequent lifting. Then, the temporary tie rods are pre-tensioned in stages. The pre-tensioning force is determined based on the self-weight of the large middle segment of the arch rib, the dynamic coefficient of the lifting process, and the results of structural finite element calculations. The tensioning is carried out in three stages to 100% of the design pre-tensioning force. After each stage of tensioning, the load is held for 5 minutes and the deformation of the arch rib is monitored, so that the arch rib is in the preset ideal stress and alignment state before lifting. After the pre-tensioning is completed, the temporary tie rods 80 will participate in the entire process of arch rib lifting and closure, and jointly bear the structural internal forces during the lifting stage. Then, using the lifting tower 30, the large section in the middle of the arch rib is vertically lifted to the design elevation. After the middle section of the arch rib is raised to the design elevation, its two ends are precisely aligned and welded with the installed arch foot 50 section (or A6 section) to fix it to the installed side longitudinal beam tie rod box 60, forming a stable arch-beam composite structure. After the connection is completed, the horizontal thrust of the arch rib is transmitted to the side longitudinal beam tie rod box 60 through the nodes, and the two together form a stable arch-beam composite structure. At this time, even if the temporary tie rod 80 and part of the support are removed later, the structure itself has sufficient stability. Step S5: Remove temporary facilities and install bridge deck 90 After the arch-beam composite structure is formed, the temporary tie rod 80, lifting tower 30 and arch rib assembly support 20 are removed in sequence. The removal of these temporary facilities frees up the waterway and also releases some temporary constraints, allowing the structure to gradually transition to the design state under stress. Subsequently, the 90 prefabricated bridge deck segments were transported by waterway to the bridge site for installation. Floating cranes (single or two cranes) were used to hoist the 90 bridge deck segments one by one onto the main beams and side longitudinal beams, and then positioned and connected according to design requirements. Step S6: Install hanger 100, adjust cable tension, remove remaining supports, and construct bridge deck system. After the bridge deck 90 is installed, the hangers 100 are installed. After the hangers 100 are installed, they are tensioned in stages according to the tensioning sequence and tensioning control force required by the design, and the cable force of each hanger 100 is adjusted to the design allowable error range. Finally, the remaining main beam assembly and sliding support 10 were dismantled, and the bridge deck system (such as crash barriers, drainage system, expansion joints) and ancillary structures (such as lighting and traffic signs) were constructed to complete the construction of the entire bridge superstructure.
[0022] Of course, the present invention is not limited to the above-described embodiments. Those skilled in the art can make equivalent modifications or substitutions without departing from the spirit of the present invention. All such equivalent modifications and substitutions are included within the scope defined by the claims of this application.
Claims
1. A construction method for a basket-tied arch bridge, characterized in that, Includes the following steps: S1. Construct the substructure of the main bridge, and erect the main beam assembly and sliding support (10), the side longitudinal beam assembly support (110), the arch rib assembly support (20) and the lifting tower (30) below the bridge site. S2. Install the side span main beam; S3. Install the upstream side arch rib, downstream side arch rib and arch foot (50); install the side longitudinal beam segment and weld to form a permanent side longitudinal beam tie box (60); assemble the arch rib segment (70) at a low position on the arch rib assembly bracket (20). S4. Install the middle section of the arch rib; install the temporary tie rod (80) of the arch rib, pre-tension the middle section of the arch rib before lifting, and apply pre-tension force through the temporary tie rod to pre-control the deformation and internal force distribution during the lifting process of the arch rib; lift the middle section of the arch rib to the design elevation and merge it with the arch foot (50) section through the lifting tower (30), so that it is fixedly connected with the installed tie rod box (60) of the side longitudinal beam to form a stable arch-beam combination structure; S5. Remove the temporary tie rods (80), lifting tower (30) and arch rib assembly bracket (20) of the arch rib; install the bridge deck (90) segment; S6. Install the suspenders (100) and adjust the cable tension; dismantle the main beam assembly and sliding support (10); construct the bridge deck system and auxiliary structures.
2. The construction method for a basket-tied arch bridge according to claim 1, characterized in that, In step S1, a navigation area is reserved in the middle of the bridge site. The main beam assembly and sliding support (10) is set in the sliding installation area and the beam feeding area on both sides of the navigation area. The arch rib assembly support (20) is set in the low area above the navigation area.
3. The construction method for a basket-tied arch bridge according to claim 1, characterized in that, In step S2, the main beam segments (40) are first transported by water to the bridge site installation area section by section. Then, the main beam segments (40) are lifted by a floating crane to the starting position of the main beam assembly and sliding support (10). Next, the main beam segments (40) are slid to the design position. Finally, the position and elevation of the main beam are finely adjusted, and welding is carried out between the segments to complete the installation of the side span main beam.
4. The construction method for a basket-tied arch bridge according to claim 1, characterized in that, Step S3 specifically includes: First, install the upstream arch rib of segment A5; Install the upstream side longitudinal beam segments ZL7-9, ZL10-13, and ZL14-17-14' of the main beam in sequence; Install the downstream arch rib and cross brace of arch rib segment A5; Install the downstream side longitudinal beam of the main beam segment ZL7-9 and the corresponding bridge deck of segment ZL7-8 (90). Erect scaffolding on the A7-A6 segment beams of the arch ribs, and install the A7-A6 segments of the arch ribs in sequence; Install arch rib segments A4+A3 and A2+A1+A0 in sequence; Install the downstream side longitudinal beams of the main beam segments ZL10-13 and ZL14-17-14' in sequence, and weld them to form a permanent side longitudinal beam tie box (60).
5. The construction method for a basket-tied arch bridge according to claim 1, characterized in that, In step S6, after the suspender (100) is installed, it is tensioned in stages and the cable force is adjusted to the design value.
6. The construction method for a basket-tied arch bridge according to claim 1, characterized in that, In step S4, the pretensioning adopts a graded tensioning method, and the pretensioning force value is determined based on the self-weight of the middle large segment of the arch rib, the dynamic coefficient of the lifting process, and the structural finite element calculation results.