A double-lateral I-beam composite beam cable-stayed bridge and a permanent-temporary combined constraint system thereof

Abstract

This invention provides a double-sided H-beam composite girder cable-stayed bridge and its permanent and temporary combined restraint system, relating to the field of bridge engineering technology, and solving the problem of high difficulty in the design and construction of existing double-sided H-beam composite girder cable-stayed bridges. The permanent and temporary combined restraint system includes a steel main girder providing rotational restraint about the longitudinal axis and rotational restraint about the vertical axis, a transverse wind-resistant bearing providing transverse sliding restraint, a steel tie rod providing longitudinal sliding restraint, a first vertical support providing vertical sliding restraint, and temporary concrete pads, temporary steel pads, anchoring steel benches, and vertical prestressed steel strands providing rotational restraint about the transverse axis. After the installation of the bridge tower bearing pads, longitudinal damper base pads, stops, and longitudinal damper bases is completed, the steel tie rods are installed through the stops, longitudinal damper base pads, and damper bases. The temporary concrete pads, temporary steel pads, anchoring steel benches, and vertical prestressed steel strands are respectively set at the bearing pads near the first vertical support of the bridge tower.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering technology, and in particular to a double-sided I-beam composite girder cable-stayed bridge and its permanent and temporary combined restraint system. Background Technology

[0002] The statements in this section are merely background information related to the present invention and do not necessarily constitute prior art.

[0003] A double-sided H-beam composite girder cable-stayed bridge is a structure consisting of two I-beams (located on either side of the bridge deck) as the main beams, combined with precast concrete bridge deck panels, stay cables, and towers. The main beams utilize reinforcing components such as I-beams, steel crossbeams, and longitudinal small beams to enhance overall stiffness and torsional resistance. The I-beams and precast concrete bridge deck panels work together via high-strength bolts or welding to form a steel-concrete composite beam. This double-sided H-beam composite girder structure allows the bridge to maintain good wind and flutter resistance even in ultra-large span cable-stayed bridges with spans ≥700m and widths ≥60m. Due to its simplicity, lightweight design, and moderate cost, the double-sided H-beam composite girder structure has a significant competitive advantage compared to flat steel box girders and concrete main beams.

[0004] Conventional steel box girder cable-stayed bridges employ an integral steel box girder structure with ample bottom plate width. The longitudinal and transverse spaces of the bridge towers and other supporting areas are relatively spacious, allowing for the flexible arrangement of bearings, seismic isolation systems, dampers, and various ancillary structures. The placement of various components can be rationally planned according to stress requirements and installation specifications, reserving sufficient space for installation, operation, and future maintenance. This effectively avoids interference between structures and ensures the normal functioning of each component. Similarly, prestressed concrete main girder cable-stayed bridges have larger main girder cross-sections, and the bottom plate width and internal space also provide excellent layout conditions. Whether it's the installation of the bearing system or the arrangement of seismic isolation and damping devices, everything can be completed within a relatively spacious environment. Temporary consolidation systems can also be flexibly positioned according to construction needs, without excessive concern about space constraints.

[0005] In contrast, the main girder of the double-sided I-beam composite cable-stayed bridge adopts a double-sided I-beam splicing method. The width of the bottom plate of its steel main girder (only 1.0-1.5m) is much smaller than that of the steel box girder and concrete main girder. This results in an inherent shortage of available space in the critical area where the bridge towers and piers are supported, creating a prominent contradiction of "limited space and concentrated demand." As the core node of the bridge's stress, this area requires the simultaneous and concentrated placement of multiple key structures, including supports to bear vertical loads, lateral vibration damping and isolation systems to resist lateral vibrations, longitudinal limiting blocks to restrict the longitudinal displacement of the main girder, and longitudinal viscous dampers to dissipate longitudinal vibration energy. These structures each have specific dimensional requirements, stress requirements, and installation accuracy requirements. Moreover, some components are large in size and require a lot of installation space. Within the narrow bottom plate space, the placement of various structures overlaps and encroaches on each other, resulting in extremely obvious spatial conflicts.

[0006] Besides the challenges of permanent structural placement, double-sided I-beam composite cable-stayed bridges also face the challenge of temporary consolidation arrangements during the cantilever construction phase. During cantilever construction, to balance the unbalanced bending moments generated at the cantilever ends of the main girder, resist horizontal loads and vibrations during construction, and ensure construction safety and structural stability, a reliable temporary consolidation system must be established between the bridge towers and the main girder. This system includes key components such as temporary supports, prestressed anchorage devices, and restraint connectors. These temporary consolidation structures also require a certain amount of space and must maintain a reasonable distance from permanent supports, seismic isolation systems, and other structures to avoid mutual interference during construction. This severely restricts the anchorage positions and installation methods of the temporary consolidation devices, forcing the reduction in size or adjustment of the placement angle. This not only increases construction difficulty but may also affect the reliability of the temporary consolidation system, thereby impacting the safety and stability of the entire cantilever construction process. This has become a key issue that needs to be addressed in the design and construction of this type of bridge.

[0007] Therefore, due to the special nature of its main beam structure, the double-sided I-beam composite cable-stayed bridge faces more prominent challenges in the spatial arrangement of key areas. The most critical issue is that the bottom plate of the steel main beam is significantly narrow, which severely restricts the space when multiple key structures are concentrated. At the same time, the temporary consolidation arrangement during the cantilever construction stage is also difficult to achieve a reasonable layout due to space constraints, which greatly increases the difficulty of design and construction. Summary of the Invention

[0008] In view of this, the purpose of the present invention is to provide a double-sided I-beam composite girder cable-stayed bridge and its permanent and temporary combined restraint system that can solve or at least alleviate the above problems, so as to reduce the design and construction difficulty of the double-sided I-beam composite girder cable-stayed bridge.

[0009] To achieve the above objectives, the present invention adopts the following technical solution: In a first aspect, the present invention provides a permanent and temporary combined constraint system for a double-sided H-beam composite cable-stayed bridge, comprising a steel main beam providing rotational constraints about the longitudinal axis and rotational constraints about the vertical axis, a transverse wind-resistant bearing providing transverse bridge sliding constraints, a steel tie rod providing longitudinal bridge sliding constraints, a first vertical support providing vertical sliding constraints, and temporary concrete pads, temporary steel pads, anchoring steel benches, and vertical prestressed steel strands providing rotational constraints about the transverse axis. During construction, after the installation of the bridge tower support pads, the damper base pads of the longitudinal damper, the stop blocks, and the damper base of the longitudinal damper is completed, the steel tie rods are installed through the stop blocks, the damper base pads of the longitudinal damper, and the damper base. The temporary concrete pads, temporary steel pads, anchoring steel benches, and vertical prestressed steel strands are respectively set at the support pads near the first vertical support of the bridge tower.

[0010] Preferably, a first permanent support system is provided at the bridge tower location. The first permanent support system is provided on the steel main beam and includes the first vertical support, longitudinal damper, stop block and transverse wind-resistant support.

[0011] Preferably, the first vertical support is arranged directly below the main steel beam and can slide longitudinally and laterally; the damper base of the longitudinal damper is welded from steel plates, one end of the damper base is installed on the damper base pad on the bridge tower crossbeam by pre-embedded anchor bolts, and the other end of the damper base is installed on the main steel beam by high-strength bolts. The damper base on the main steel beam spans the splice joint of the main longitudinal beam segment, and both ends of the longitudinal damper are fixed to the damper base by pins and limit nuts respectively, forming a rotatable hinge.

[0012] Preferably, the stop block is a steel stop block, which is welded from steel plates and welded to the bottom plate of the steel main beam, extending downwards to hold the support pad stone. Rubber blocks are provided on the side of the support pad stone near the stop block for cushioning.

[0013] Preferably, the transverse wind-resistant support is capable of longitudinal sliding and is located near the top plate of the steel main beam.

[0014] Preferably, it also includes a second permanent support system at the transition pier location, wherein the I-beam at the transition pier is a box-shaped end beam, and the second permanent support system includes a second vertical support and a lateral damper; the second vertical support is arranged at the box-shaped end beam and can slide longitudinally and laterally; the lateral damper is a soft steel damper and is arranged in the middle of the box-shaped end beam.

[0015] Preferably, both the temporary steel pad and the anchoring steel bench are formed by welding steel plates.

[0016] Preferably, the vertical prestressed steel strands are threaded and tensioned through pre-embedded corrugated pipes, with one end anchored to the bridge tower crossbeam and the other end anchored to the anchoring steel bench.

[0017] Secondly, the present invention provides a double-sided I-beam composite beam cable-stayed bridge, including the permanent and temporary combined restraint system of the aforementioned double-sided I-beam composite beam cable-stayed bridge.

[0018] Preferably, the double-sided I-beam composite beam includes a steel main beam, a steel crossbeam, and a small longitudinal beam. The steel main beam and the steel crossbeam are connected by welding, and the steel crossbeam and the small longitudinal beam are connected by friction-type high-strength bolts to form a steel beam grid frame, on which a precast concrete bridge deck is installed.

[0019] Compared with the prior art, the present invention has at least the following beneficial effects: by adding some temporary structures within the limited bottom plate space of the steel main beam, an effective constraint system combining permanent and temporary structures is formed, ensuring safety during the structural construction process and reducing the design and construction difficulty of the double-sided I-beam composite cable-stayed bridge. Attached Figure Description

[0020] The accompanying drawings, which form part of this invention, are used to provide a further understanding of the invention. The illustrative embodiments of the invention and their descriptions are used to explain the invention and do not constitute an improper limitation of the invention.

[0021] Figure 1 A plan view of a double-sided I-beam composite girder cable-stayed bridge according to an embodiment of the present invention is shown.

[0022] Figure 2 It shows Figure 1 The diagram shows a standard cross-section of a cable-stayed bridge with a double-sided I-beam composite girder.

[0023] Figure 3 A diagram showing the layout of the permanent support system is provided.

[0024] Figure 4 An elevation view of the support system at the location of the bridge tower is shown.

[0025] Figure 5 A plan view of the support system at the location of the bridge tower is shown.

[0026] Figure 6 The diagram shows the arrangement of wind-resistant supports and vertical supports at the tower location.

[0027] Figure 7 A structural diagram of the damper base is shown.

[0028] Figure 8 An elevation view of the support system at the location of the transition pier is shown.

[0029] Figure 9A side view of the vertical support at the location of the transition pier is shown.

[0030] Figure 10 A side view of the transverse soft steel damper at the transition pier location is shown.

[0031] Figure 11 The elevation view of the first temporary anchorage structure of the main beam is shown.

[0032] Figure 12 The elevation view of the second temporary anchorage structure of the main beam is shown.

[0033] Figure 13 A plan view of the temporary anchorage structure for the main beam is shown.

[0034] Figure 14 A side view of the temporary anchorage structure of the main beam is shown.

[0035] Figure 15 The diagram shows the construction of the temporary anchorage steel bench for the main beam.

[0036] Figure 16 The diagram shows the construction of temporary steel pads for temporary anchorage of the main beam.

[0037] Explanation of reference numerals in the attached drawings: 1-Bridge tower; 2-Bridge tower support; 3-Cable stay; 4-Double-sided I-beam composite beam; 5-Main steel beam; 6-Steel crossbeam; 7-Small longitudinal beam; 8-Precast bridge deck; 9-Transition pier support; 10-First vertical support; 11-Longitudinal damper; 12-Transverse damper; 13-Stop block; 14-Transverse wind-resistant support; 15-Support pad; 16-Rubber block; 17-Damper base; 18-Damper base pad; 19-I-shaped main longitudinal beam bottom plate; 20-Box end crossbeam; 21-Steel tie rod; 22-Temporary concrete pad; 23-Temporary steel pad; 24-Anchoring steel bench; 25-Vertical prestressed steel strand; 26-Second vertical support. Detailed Implementation

[0038] The present invention will be further described below with reference to the accompanying drawings and specific embodiments.

[0039] It should be noted that the following detailed description is illustrative and intended to provide further explanation of the invention. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0040] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of exemplary embodiments according to the invention. As used herein, the singular form is intended to include the plural form as well, unless the context clearly indicates otherwise. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof.

[0041] In this invention, terms such as "upper," "lower," "left," "right," "front," "back," "vertical," "horizontal," "side," and "bottom" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. These terms are used only to facilitate the description of the structural relationships of the various components or elements of this invention and do not specifically refer to any component or element in this invention. They should not be construed as limiting the invention.

[0042] In this invention, terms such as "fixed connection," "connected," and "linked" should be interpreted broadly, indicating a fixed connection, an integral connection, or a detachable connection; a direct connection or an indirect connection through an intermediate medium. Those skilled in the art can determine the specific meaning of these terms in this invention based on the specific circumstances, and they should not be construed as limitations on the invention.

[0043] like Figure 1 and Figure 2 As shown, the main load-bearing components of the double-sided H-beam composite cable-stayed bridge provided by this invention include bridge towers 1, stay cables 3, and double-sided H-beam composite beams 4. The double-sided H-beam composite beam 4 includes a main steel beam 5, a crossbeam 6, and longitudinal beams 7. The main steel beam 5 and the crossbeam 6 are connected by welding, and the crossbeam 6 and the longitudinal beams 7 are connected by friction-type high-strength bolts to form a steel beam grid frame. Precast concrete bridge deck panels 8 are installed on this frame. The precast concrete bridge deck panels 8 are integrated through cast-in-place micro-expansion concrete wet joints. These wet joints, connected to the steel beams by shear studs welded to the steel beams, form a composite beam structure system that shares the load. The dimensions of each component are determined by calculation. The following description uses an example with a side span tail cable zone counterweight beam segment length of 7.2 meters and a standard beam segment length of 10.8 meters.

[0044] The steel crossbeam 6 is divided into standard crossbeam sections, counterweight crossbeam sections, and end crossbeams, with a standard spacing of 3.6m. The base plate of the standard crossbeam section adopts a zigzag-shaped variable beam height design (to minimize steel consumption), and the lower flange is welded to the horizontal stiffening ribs of the side main beam web. The end crossbeams and counterweight steel crossbeams both adopt a horizontal straight line design, with the lower flange welded to the lower flange of the side main beam. The end crossbeams are single-box, double-cell box-type crossbeams. Preferably, the steel crossbeam 6 and the steel main beam 5 are connected by full penetration welding.

[0045] To facilitate the casting of the longitudinal cast-in-place joints of the concrete bridge deck and reduce the span of the precast bridge deck 8, a small longitudinal beam 7 is installed at the center line of the crossbeam. The web of the small longitudinal beam 7 is spliced ​​with the vertical stiffening ribs at the corresponding positions on the crossbeam using high-strength bolts.

[0046] To ensure that no negative reaction force occurs at the transition pier support 9 under normal operating loads, the bridge deck thickness within the side span is increased to 50cm. In addition, counterweights are applied between the crossbeams at the top of the transition pier and in the surrounding area, and iron sand concrete is poured into the end crossbeam box to the design height. The permanent support systems are located at the bridge tower 1 and the transition pier, respectively, forming the first and second permanent support systems.

[0047] Also refer to Figures 3 to 7 At the location of bridge tower 1, the first permanent support system is set on the I-shaped steel main beam 5. The first permanent support system includes a first vertical support 10, a longitudinal damper 11, a stop block 13, and a transverse wind-resistant support 14. Because the bottom plate of the steel main beam 5 is relatively narrow, and at the same time it is necessary to ensure structural safety under seismic action, the first permanent support system is set up as shown in the figure.

[0048] Specifically, the first vertical support 10 is arranged directly below the steel main beam 5, and it can slide longitudinally and laterally, mainly bearing the vertical force of the structure. Preferably, the first vertical support 10 can be a spherical steel support or other suitable support.

[0049] The longitudinal damper 11 is arranged on one side of the mid-span. During normal use, the longitudinal damper 11 can slowly extend and shorten with the steel main beam 5; under seismic action, it reduces vibration and dissipates energy, and the maximum working stroke is determined according to static and seismic calculations. Preferably, the longitudinal damper 11 is a longitudinal viscous damper. The damper base 17 of the longitudinal viscous damper is welded from steel plates. One end of the damper base 17 is installed on the damper base pad 18 on the bridge tower crossbeam by pre-embedded anchor bolts, and the other end of the damper base 17 is installed on the steel main beam 5 by high-strength bolts. The damper base 17 on the steel main beam 5 spans the splice joint of the main longitudinal beam segment. Both ends of the longitudinal damper 11 are fixed to the damper base 17 by pins and limit nuts, forming a rotatable hinge.

[0050] The stop block 13 is a steel stop block welded from steel plates. It is welded to the bottom plate of the main steel beam 5 and extends downward to hold the bearing pad 15 in place. Rubber blocks 16 are installed on the side of the bearing pad 15 near the stop block 13 for cushioning. The stop block 13 is arranged on one side of the span to prevent extreme displacement under seismic action and protect the structural safety. The gap between the stop block 13 and the bearing pad 15 is equal to the normal active displacement under static calculation.

[0051] The transverse wind-resistant bearing 14 can slide longitudinally and is installed near the top plate of the steel main beam 5. The upper and lower steel plates of the transverse wind-resistant bearing 14 are respectively installed on the stiffening plate of the main longitudinal beam and the bearing pad 15 on the inner wall of the bridge tower column. It can limit the transverse displacement of the steel main beam 5 under traffic wind and century wind conditions, and can also limit and resist the transverse displacement of the steel main beam 5 under seismic action.

[0052] Also refer to Figures 8 to 10 Typically, the supports of a double-sided I-beam composite cable-stayed bridge are located below the main steel beam 5. Since the main steel beam 5 is located on both sides of the bridge deck, the support spacing can reach 25-35 meters. The main bridge transition piers connect to the approach bridges on both sides. If the supports are still located below the main steel beam 5, the transverse dimension of the pier or the cantilever dimension of the cap beam at the transition pier location will increase significantly, and the cost of the substructure will also increase in one step. In addition, due to seismic requirements, it is also necessary to consider the installation of transverse dampers 12, and there is no space available under the bottom plate of the main steel beam 5.

[0053] To solve this problem, the I-shaped crossbeam at the transition pier is optimized into a box-shaped end crossbeam 20, such as a single-box double-cell steel crossbeam. In addition to solving the problem of difficult placement of side span counterweights in this type of system, the combination of "three crossbeam webs + cast iron sand concrete in the box" gives the end crossbeam sufficient rigidity. The second vertical support 26 can be arranged directly below the web of the end crossbeam, thereby reducing the lateral spacing of the supports and providing sufficient space for the placement of the lateral damper 12. This further reduces the engineering cost of the substructure and has a strong economic advantage.

[0054] At the transition pier location, the second permanent support system includes a second vertical support 26 and a lateral damper 12. The second vertical support 26 is arranged at a suitable position on the end crossbeam, the specific position of which can be determined based on lateral calculations. The second vertical support 26 can slide longitudinally and laterally, mainly bearing the vertical force of the structure. Preferably, the second vertical support 26 is a spherical steel support or other suitable support. The lateral damper 12 is a soft steel damper, arranged in the middle of the box-type end crossbeam 20 (at the bridge centerline). The soft steel damper itself has a certain stiffness, which can limit the lateral displacement of the steel main beam 5 during normal use; under seismic action, it can participate in structural energy dissipation and avoid extreme lateral displacement.

[0055] Also refer to Figures 11 to 16During cantilever construction, segment 0 of the main steel beam 5 needs to be temporarily fixed to the bridge tower 1, which requires restricting sliding in three directions and rotation in three directions. In this embodiment, within the limited space of the main steel beam 5's base plate, a temporary structure is added to form an effective permanent-temporary combined constraint system (an anchoring structure combining permanent and temporary components) to ensure safety during structural construction. The permanent-temporary combined constraint system includes the main steel beam 5 providing rotational constraints around the longitudinal and vertical axes, a transverse wind-resistant support 14 providing transverse bridge sliding constraints, a steel tie rod 21 providing longitudinal bridge sliding constraints, a first vertical support 10 providing vertical sliding constraints, and temporary concrete pads 22, temporary steel pads 23, anchoring steel benches 24, and vertical prestressed steel strands 25 providing rotational constraints around the transverse axis. Details are as follows.

[0056] 1) Transverse bridge sliding constraint: This is achieved through the transverse wind-resistant supports 14 on both sides of the bridge tower 1. As mentioned above, the transverse wind-resistant supports 14 can slide longitudinally and are located near the top plate of the steel main beam 5, and are permanent structures.

[0057] 2) Longitudinal bridge sliding constraint: Achieved by installing high-strength steel tie rods 21. During construction, the support pads 15 of bridge tower 1, the damper base pads 18 of longitudinal damper 11, the stop blocks 13, and the damper base 17 of longitudinal damper 11 are installed first, with the longitudinal damper 11 installed later. A through hole is made in the vertical steel plate of the stop block 13, and a reinforcing steel plate is installed around the hole. At the same time, high-strength steel tie rods 21, pins (which need to be tapped), and corresponding limit nuts are temporarily installed through the stop blocks 13, the damper base pads 18 of longitudinal damper 11, and the damper base 17 to restrict the longitudinal displacement of the main steel beam 5. The installation of steel tie rods 21 achieves a combination of permanent and temporary structures.

[0058] 3) Vertical sliding constraint: achieved through the first vertical support 10 at the bridge tower 1. As mentioned above, the first vertical support 10 is a permanent structure.

[0059] 4) Rotational constraint about the longitudinal axis: This is achieved through the inherent stiffness of the steel main beam 5. The steel main beam 5 is a permanent structure with high inherent stiffness, requiring no further constraint.

[0060] 5) Rotational constraint about the vertical axis: This is achieved through the inherent stiffness of the steel main beam 5. The steel main beam 5 is a permanent structure with high inherent stiffness, requiring no further constraint.

[0061] 6) Rotational constraint around the horizontal axis: This is achieved by setting up temporary concrete pads 22, temporary steel pads 23, anchoring steel benches 24, and vertical prestressed steel strands 25 at the position of the support pad 15 near the first vertical support 10 of the bridge tower 1. This setup combines permanent and temporary constraints, which can both restrict the rotation of the main steel beam 5 and limit the sliding of the main steel beam 5 in three directions through prestressed anchoring force, ensuring the reliability of the temporary consolidation.

[0062] Preferably, the temporary steel pads 23 and the anchoring steel benches 24 are both formed by welding steel plates, and their fabrication and installation need to be determined according to the spacing of the main beam diaphragms and the height between them and the pad stones. The concrete temporary pads 22 are designed to serve as temporary anchoring support surfaces. The vertical prestressed steel strands 25 are threaded and tensioned through pre-embedded corrugated pipes, with one end anchored to the bridge tower crossbeam and the other end anchored to the anchoring steel benches 24.

[0063] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A permanent and temporary combined restraint system for a double-sided I-beam composite cable-stayed bridge, characterized in that, The system includes a steel main beam providing rotational constraints about the longitudinal axis and about the vertical axis, a transverse wind-resistant bearing providing transverse sliding constraints, a steel tie rod providing longitudinal sliding constraints, a first vertical support providing vertical sliding constraints, and temporary concrete pads, temporary steel pads, anchoring steel benches, and vertical prestressed steel strands providing rotational constraints about the transverse axis. During construction, after the installation of the bridge tower's support pads, the damper base pads of the longitudinal damper, the stop blocks, and the damper base of the longitudinal damper is completed, the steel tie rods are installed through the stop blocks, the damper base pads of the longitudinal damper, and the damper base. The temporary concrete pads, temporary steel pads, anchoring steel benches, and vertical prestressed steel strands are respectively set at the support pads near the first vertical support of the bridge tower.

2. The permanent and temporary combined restraint system for a double-sided I-beam composite cable-stayed bridge according to claim 1, characterized in that, A first permanent support system is installed at the bridge tower location. The first permanent support system is installed on the steel main beam and includes the first vertical support, longitudinal damper, stop block and transverse wind-resistant support.

3. The permanent and temporary combined restraint system for a double-sided I-beam composite cable-stayed bridge according to claim 2, characterized in that, The first vertical support is arranged directly below the main steel beam and can slide longitudinally and laterally. The damper base of the longitudinal damper is welded from steel plates. One end of the damper base is installed on the damper base pad on the bridge tower crossbeam by pre-embedded anchor bolts, and the other end of the damper base is installed on the main steel beam by high-strength bolts. The damper base on the main steel beam spans the splice joint of the main longitudinal beam segment. Both ends of the longitudinal damper are fixed to the damper base by pins and limit nuts, respectively, forming a rotatable hinge.

4. The permanent and temporary combined restraint system for a double-sided I-beam composite cable-stayed bridge according to claim 3, characterized in that, The stop block is a steel stop block, which is welded from steel plates and welded to the bottom plate of the main steel beam. It extends downward and can hold the support pad stone. Rubber blocks are set on the side of the support pad stone near the stop block for cushioning.

5. The permanent and temporary combined restraint system for a double-sided I-beam composite cable-stayed bridge according to claim 4, characterized in that, The transverse wind-resistant support is capable of longitudinal sliding and is located near the top plate of the steel main beam.

6. The permanent and temporary combined restraint system for a double-sided I-beam composite cable-stayed bridge according to claim 2, characterized in that, It also includes a second permanent support system installed at the transition pier location. The I-beam at the transition pier is a box-shaped end beam. The second permanent support system includes a second vertical support and a lateral damper. The second vertical support is arranged at the box-shaped end beam and can slide longitudinally and laterally. The lateral damper is a soft steel damper and is arranged in the middle of the box-shaped end beam.

7. The permanent and temporary combined restraint system for a double-sided I-beam composite cable-stayed bridge according to claim 1, characterized in that, The temporary steel pads and anchoring steel benches are both formed by welding steel plates.

8. The permanent and temporary combined restraint system for a double-sided I-beam composite cable-stayed bridge according to claim 1, characterized in that, The vertical prestressed steel strands are threaded and tensioned through pre-embedded corrugated pipes, with one end anchored to the bridge tower crossbeam and the other end anchored to the anchoring steel bench.

9. A double-sided I-beam composite cable-stayed bridge, characterized in that, The permanent and temporary combined restraint system includes the double-sided I-beam composite cable-stayed bridge as described in any one of claims 1 to 8.

10. The double-sided I-beam composite girder cable-stayed bridge according to claim 9, characterized in that, The double-sided I-beam composite beam includes a steel main beam, a steel crossbeam, and a small longitudinal beam. The steel main beam and the steel crossbeam are connected by welding, and the steel crossbeam and the small longitudinal beam are connected by friction-type high-strength bolts to form a steel beam grid frame, on which a precast concrete bridge deck is installed.

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