Suspension bridge capable of preventing vortex vibration

Abstract

The invention discloses a suspension bridge capable of preventing vortex-induced vibration, and belongs to the field of vortex-induced vibration control. According to the suspension bridge capable of preventing vortex vibration, a sling at the midspan part of a main span of the suspension bridge is in anchoring connection with a main beam, so that a first lifting point and a second lifting point are both fixed supporting points; other slings on the main beam of the main span of the suspension bridge are slidably connected with the main beam through the sliding bearing connecting device, so that other lifting points are movable bearing points.

Description

Technical Field

[0001] The present application belongs to the field of vortex vibration control, and specifically relates to a suspension bridge that prevents vortex vibration. Background Art

[0002] Compared with other structural forms of bridges, suspension bridges use less materials and can span mountains and rivers. Compared with concrete simply supported beam bridge structures, they have a lighter weight and are a typical structural form of long-span bridges. The existing suspension bridge main span cables and main beams are anchored together. In actual use, temperature changes caused by seasonal changes, vehicle loads or foundation settlements will cause the main span beams of the suspension bridge to stretch longitudinally. The main span cables and main beams of the suspension bridge are anchored together. The anchoring method between the main span cables and the main beams will cause the main beams to undergo compressive buckling effect under the action of temperature stress, that is, the cables limit the longitudinal deformation of the main span beams of the suspension bridge main span. The cables exert longitudinal restraint on the main span beams of the suspension bridge main span, causing the main span beams of the suspension bridge to approach a compressive instability state, and then produce vortex vibration under the disturbance of lateral loads such as wind loads. The following is combined with Figures 1 to 7 The vortex-vibration phenomenon caused by the compressive buckling effect of the main beam under the influence of temperature and the various structural components of the main span of the suspension bridge are explained. Figures 1 to 7 Middle: Hanging point O i and O' i Both indicate the position of the sling lifting point; si and l' si is the length of each suspender cable before the longitudinal deformation of the main beam of the main span of the suspension bridge; β i and β' i △L is the inclination angle of each cable along the Z axis after the longitudinal deformation of the main beam of the main span of the suspension bridge; i and △L' i is the longitudinal displacement of the main beam of the main span of the suspension bridge, i is the number of the hanging point; F z and F' z The tension on the main cable; Figures 1 to 7 The coordinate axes in the diagram are all positive. Figures 2 to 7 In the middle: X axis represents the horizontal direction of the bridge, Y axis represents the longitudinal direction of the bridge, and Z axis represents the vertical direction of the bridge; ZL represents the main cable, and DS represents the sling. Figure 2 Middle: The dotted line indicates the position of the suspender cables before the main span girder of the suspension bridge is deformed, and the solid line indicates the position of the suspender cables after the main span girder of the suspension bridge is deformed. Figure 4 and Figure 7 Middle: The undulating solid line shows the deformation of the main span girder of the suspension bridge after being subjected to longitudinal compression force, and the dashed line shows the deformation of the main span girder of the suspension bridge before being subjected to longitudinal compression force.

[0003] Depend on Figure 1 From the structural point of view, the sling DS-01 is anchored on the main beam L-01 of the main span of the suspension bridge, and the connection between the two is the sling point O iand O' i .

[0004] In terms of stress and deformation, due to the different positions of the hanging points, it can be divided into the following two situations:

[0005] 1. When the lifting point O i and O' i When it is located at the centroidal axis of the main beam of the main span of the suspension bridge, Figure 2 As shown in the figure, when the main beam is subjected to temperature deformation, foundation settlement or vehicle load, it will produce longitudinal elongation deformation △L from the mid-span to both ends. i or △L' i When the sling has an inclination angle β along the Z axis i or β' i Since the slings are anchored together with the main beam of the main span of the suspension bridge, each sling will constrain the longitudinal elongation and deformation of the main beam of the main span of the suspension bridge. i or O' i The longitudinal extrusion force F will be generated on the main beam of the main span of the suspension bridge. yi or F' yi , Figure 3 shown. Figure 3 Taking the right half span for stress analysis, we can see that the longitudinal extrusion force on the main beam at the first hanging point O1 is: The longitudinal extrusion force on the main beam at other lifting point O2 is: The longitudinal extrusion force on the main beam at another lifting point O3 is: F y =F y3 Therefore, the closer to the middle of the main span of the suspension bridge, the greater the longitudinal extrusion force. y Approaching the critical instability load F of the main beam cr Time: F y →F cr The main span girder of the suspension bridge is close to the state of compressive instability. Under the disturbance of lateral wind load or vehicle load, the main span girder of the suspension bridge will appear Figure 4 The vortex-induced vibration phenomenon shown in the figure is the ups and downs of the main beam of the main span of the suspension bridge with the hanging point as the center, which is referred to as vortex vibration.

[0006] 2. When the hanging point deviates from the centroidal axis of the main span main beam of the suspension bridge, Figure 5 As shown in the figure, when the main beam is subjected to temperature deformation, foundation settlement or vehicle load, it will produce longitudinal elongation deformation △L from the mid-span to both ends. i or △L' i When the sling has an inclination angle β along the Z axis i or β' i Since the slings are anchored together with the main beam of the main span of the suspension bridge, each sling will constrain the longitudinal elongation and deformation of the main beam of the main span of the suspension bridge. i or O' iThe longitudinal extrusion force F will be generated on the main beam of the main span of the suspension bridge. yi or F' yi , Figure 5 As shown. Figure 6 As shown, the extrusion force F at each hanging point i Move to the centroid axis BB', then at point B i and B' i The main girder of the main span of the suspension bridge is subjected to the combined effects of the longitudinal extrusion force and bending moment of the suspender cable. The longitudinal extrusion force at point B1 is: The bending moment is: At point B2, the main span girder of the suspension bridge is subjected to the combined effects of longitudinal extrusion force and bending moment. The longitudinal extrusion force is: The bending moment is: At point B3, the main beam is subjected to the combined effects of longitudinal extrusion force and bending moment. The longitudinal extrusion force is: The bending moment is: From the above, we can see that the closer to the middle of the main span of the suspension bridge, the greater the longitudinal extrusion force and bending moment. y Tends to the critical instability load F of the main beam cr Time: F y →F cr The main span girder of the suspension bridge is close to the state of compressive instability. Under the disturbance of lateral wind load or vehicle load, Figure 7 The vortex-induced vibration phenomenon shown in the figure is the ups and downs of the main beam of the main span of the suspension bridge with the hanging point as the center, which is referred to as vortex vibration.

[0007] The existing technology controls vortex vibration in the following ways:

[0008] (1) Installing dampers in the main span girder structure or components of the suspension bridge is a method that is expensive and often suffers from fatigue damage during long-term use.

[0009] (2) Install diversion devices, etc.

[0010] Although the above measures can play a certain role in controlling the vortex-induced vibration of the main span girder of the suspension bridge, none of them takes into account the longitudinal restraint effect of the slings on the main span girder of the suspension bridge when the main span girder of the suspension bridge is subjected to temperature deformation, foundation settlement or vehicle load, which causes longitudinal elongation deformation from the mid-span to the ends. Therefore, they cannot solve the vortex-induced vibration phenomenon of the main span girder of the suspension bridge caused by the longitudinal extrusion force generated by the slings on the main span girder of the suspension bridge.

[0011] Existing patents, such as patent number CN211180825U, disclose a suspended prestressing device for roof steel structures used in large-span curtain wall construction. This device is primarily used in the curtain wall engineering field of building structures to address the deflection problem of roof steel structures during large-span curtain wall construction. This device differs from the present application in terms of the application field and the problem it solves. Patent application number CN111463741A discloses a suspended protective structure and construction method for construction contractors. This device is primarily used in the field of underground engineering construction technology. This patent application aims to protect power cables and signal pipelines. This patent application differs from the present application in terms of the application field, the problem it solves, and the underlying principles.

[0012] In response to the above-mentioned problem, namely, the vortex vibration problem of the main span main beam of the suspension bridge caused by the longitudinal squeezing force of the sling on the main span main beam of the suspension bridge due to the anchoring of the sling and the main span main beam of the suspension bridge, the inventor has conducted extensive research and analysis, based on existing theories and practical experience, and started from the basic force principle of the main span main beam of the suspension bridge, and finally proposed this application. Summary of the Invention

[0013] In view of this, the main purpose of the present application is to provide a suspension bridge that prevents vortex vibration, so as to at least partially solve the above technical problems.

[0014] In order to achieve the above-mentioned purpose, the present application provides a suspension bridge that prevents vortex vibration, wherein the cables in the mid-span part of the main span of the suspension bridge are anchored to the main beam, so that the first suspension point and the second suspension point are both fixed support points; the other cables on the main beam of the main span of the suspension bridge are slidably connected to the main beam through a sliding support connection device, so that the other suspension points are all movable support points.

[0015] Furthermore, the other slings are full-length slings; the sliding support connection device includes channels for allowing the other slings to pass through, and the channels are arranged in pairs at the lateral ends of the main beam and penetrate the main beam in the vertical direction, so that the other slings extend downward through one of the paired channels, extend laterally through the bottom of the main beam, and then pass upward from the other channel in the paired channels.

[0016] Furthermore, the other slings are full-length slings; the sliding support connection device includes a roller support arranged at the bottom of the main beam, wherein the other slings extend downward through the end of the main beam and extend laterally through the roller support to extend across the bottom of the main beam and then extend upward through the other end of the main beam.

[0017] Furthermore, the roller supports are arranged in pairs on the bottom of the two transverse ends of the main beam.

[0018] Furthermore, the roller support includes a top plate, a bottom plate, a sliding roller and a circumferential limit plate.

[0019] Among them, the top plate is a plate-shaped component, the bottom plate is a wedge-shaped component, the circumferential limit plate, the bottom plate and the top plate form a cavity for accommodating the sliding roller, a U-shaped groove is provided on the upper part of the bottom plate for placing the sliding roller, and an inverted U-shaped groove is provided at the bottom of the bottom plate so that the other slings can be embedded in the inverted U-shaped groove.

[0020] Furthermore, the sliding support connection device includes a joist arranged at the bottom of the main beam along the transverse direction of the main beam, and the joist extends beyond the end of the main beam so that the other slings are respectively connected to the two ends of the joist.

[0021] Furthermore, the sliding support connection device also includes a support arranged between the support beam and the bottom of the main beam.

[0022] Furthermore, the sliding support connection device also includes a support arranged between the support beam and the bottom of the main beam, so that the other slings extend downward through one of the paired channels and extend laterally through the bottom of the support, thereby laterally crossing the bottom of the main beam and then passing upward from the other channel in the paired channels.

[0023] Furthermore, the supports are arranged in pairs on the bottom of the transverse ends of the main beam.

[0024] Furthermore, the sling and the other slings are all fixed on the main cable of the suspension bridge.

[0025] A method for preventing vortex vibration in suspension bridges. When the main beam undergoes temperature deformation, foundation settlement, or vehicle loads, which causes longitudinal elongation deformation from the mid-span to both ends, the anchoring constraint force of the suspension bridge main span cables on the main beam is released, thereby reducing the longitudinal squeezing force of the cables on the main beam of the suspension bridge main span, thereby reducing or eliminating the vortex vibration phenomenon in the suspension bridge.

[0026] A method for preventing vortex vibration in a suspension bridge. The method for releasing the anchoring constraint force of the suspension bridge main span cables on the main beam is to convert the cable-beam anchoring system on the main beam of the suspension bridge main span into a movable system, and to convert the anchoring connection between the suspension cables and the main beam into a sliding support connection between the suspension cables and the main beam, thereby releasing the longitudinal squeezing force of the suspension cables on the main beam of the suspension bridge main span caused by the cable-beam anchoring.

[0027] A method for preventing vortex vibration in a suspension bridge. A fixed anchoring section can be provided in the middle section of the main span of the suspension bridge, that is, the slings and main beams in the middle section of the main span of the suspension bridge can be provided with an anchoring connection, and the slings and main beams on both sides of the middle section of the main span of the suspension bridge are provided with a sliding support connection.

[0028] A method for preventing vortex vibration from occurring in a suspension bridge. The cable-beam anchoring activity system on the main beam of the main span of the suspension bridge includes a single cable system or a double cable system. The single cable system is set up by passing a single full-length cable through the bottom of the main beam, and anchoring the two ends of the full-length cable to the main cable above the main beam, thereby forming a flexible sliding support connection for the main beam. The double cable system is set up by arranging a steel support beam at the bottom of the main beam, rigidly supporting the main beam through the steel support beam, anchoring one end of each of the two cables to the two ends of the steel support beam, and anchoring the other ends of the two cables to the main cable above the main beam.

[0029] A method for preventing vortex vibration of a suspension bridge. A single suspension cable system can be arranged inside or outside a main beam.

[0030] A method for preventing vortex vibration in a suspension bridge, wherein the sling point is moved from h / 6 to h / 2 of the main girder height of the main span of the suspension bridge to h, thereby improving the bending resistance, shear resistance and torsional deformation resistance of the main girder of the main span of the suspension bridge; wherein h is the main girder height, h = 5 to 100 meters.

[0031] Compared with the prior art, the present invention has the following advantages:

[0032] 1. The present application describes a method for preventing vortex vibration in a suspension bridge. The method changes the anchor connection between the slings in the suspension bridge and the main beam of the main span of the suspension bridge into a form in which the slings support the main beam, so that the cable-beam anchorage becomes a movable point. The slings no longer constrain the main beam of the main span of the suspension bridge from longitudinal elongation deformation from the mid-span to both ends when subjected to temperature deformation, foundation settlement or vehicle loads, thereby eliminating the anchoring effect of the slings on the main beam of the main span of the suspension bridge, releasing the longitudinal squeezing force of the slings on the main beam of the main span of the suspension bridge, and preventing the occurrence of vortex vibration in the suspension bridge.

[0033] 2. The present application describes a method for preventing vortex vibration in a suspension bridge, which increases the bending stiffness by about 1 to 125 times by moving the hanging point from h / 6 to h / 2 of the main beam height to improve the bending resistance of the main beam.

[0034] 3. The method described in this application for preventing vortex vibration in a suspension bridge increases the shear stiffness by about 1 to 5 times by moving the hanging point from h / 6 to h / 2 of the main beam height to improve the shear capacity of the main beam.

[0035] 4. The method described in this application for preventing vortex vibration in a suspension bridge increases the torsional stiffness by about 1 to 5 times by moving the hanging point from h / 6 to h / 2 of the main beam height to h, thereby enhancing the main beam's ability to resist torsional deformation. BRIEF DESCRIPTION OF THE DRAWINGS

[0036] Figure 1 This is a schematic diagram of the main span girder structure of an existing suspension bridge;

[0037] Figure 2 This is a schematic diagram of the longitudinal deformation of the main span girder and the changes in the hanging point positions of an existing suspension bridge;

[0038] Figure 3 This is a force analysis diagram of the main beam of the main span of a suspension bridge when the existing hanging point is located at the centroid axis;

[0039] Figure 4 It is a schematic diagram of the deformation of the main span girder of a suspension bridge when the existing hanging point is located at the centroid axis under the influence of temperature deformation, foundation settlement or vehicle load;

[0040] Figure 5 This is a force analysis diagram of the main beam of the main span of a suspension bridge when the existing hanging point deviates from the centroidal axis;

[0041] Figure 6 The existing Figure 5 The main beam stress analysis diagram after the longitudinal extrusion force is transferred to the centroidal axis of the main beam of the main span of the suspension bridge;

[0042] Figure 7 It is a schematic diagram of the deformation of the main span girder of a suspension bridge when the existing hanging point deviates from the centroid axis and is subjected to temperature deformation, foundation settlement or vehicle load;

[0043] Figure 8 is a schematic diagram of the main span main beam structure of a suspension bridge with a sling system according to an embodiment of the present application;

[0044] Figure 9 Schematic diagram of longitudinal elongation deformation and changes in suspension point positions of a main girder of a main span of a suspension bridge with a sling system according to an embodiment of the present application;

[0045] Figure 10 This is a force analysis diagram of the main beam of the main span of a suspension bridge with a sling system according to an embodiment of the present application when the main beam is longitudinally elongated and deformed;

[0046] Figure 11 Schematic diagram of a main span girder of a suspension bridge with a single sling system according to Example 1 of the embodiments of the present application;

[0047] Figure 12 is a schematic diagram of a single sling system according to part A of an embodiment of the present application;

[0048] Figure 13 According to the embodiment of the present application Figure 12 Ⅰ-Ⅰ cross-sectional structural diagram;

[0049] Figure 14 Schematic diagram of the main span girder of a suspension bridge with a single sling system according to Example 2 of the embodiment of the present application;

[0050] Figure 15 is a schematic diagram of a single sling system of part B according to an embodiment of the present application;

[0051] Figure 16 According to the embodiment of the present application Figure 15 Schematic diagram of the cross-sectional structure of II-II;

[0052] Figure 17 is a schematic diagram of a main span main beam of a suspension bridge with a double sling system according to Example 3 of an embodiment of the present application;

[0053] Figure 18 is a schematic diagram of a C-section double sling system according to an embodiment of the present application;

[0054] Figure 19 According to the embodiment of the present application Figure 18 Schematic diagram of the III-III cross-section structure;

[0055] Figure 20 is a schematic diagram of a main span main beam of a suspension bridge with a double sling system according to a fourth embodiment of the present application;

[0056] Figure 21 is a schematic diagram of a double sling system of section D according to an embodiment of the present application;

[0057] Figure 22 According to the embodiment of the present application Figure 21 Schematic diagram of the IV-IV cross-section structure;

[0058] Figure 23 is a schematic diagram of a main span main beam of a suspension bridge with a single sling system according to Example 5 of the embodiments of the present application;

[0059] Figure 24 is a schematic diagram of a single sling system of section E according to an embodiment of the present application;

[0060] Figure 25 According to the embodiment of the present application Figure 24 Schematic diagram of the V-V cross-section structure. DETAILED DESCRIPTION

[0061] In order to make the objectives, technical solutions and advantages of this application more clear, this application is further described in detail below in combination with specific embodiments and with reference to the accompanying drawings.

[0062] The terms used in this application are as follows:

[0063] The "main span girder of a suspension bridge" includes steel box girders and bridge decks, which are components that bear vehicle, wind and other lateral loads.

[0064] The "hanging point" refers to the place where the sling is connected to the main beam of the main span of a suspension bridge.

[0065] The "anchoring system" refers to the anchoring connection between the slings and the main beams of the main span in a suspension bridge through some special methods, such as anchor box type, ear plate type, etc. After the slings are connected to the main beams of the main span, anchor points are formed at the hanging points, thus forming an anchoring system.

[0066] The "movable system," which includes a "single-cable system" and a "double-cable system," is used to release the anchorage constraints between the slings and the main span girders of a suspension bridge. By configuring the sling system, the anchorage points between the slings and the main span girders of the suspension bridge can be made movable, thereby releasing the deformation constraints imposed by the slings on the main span girders and eliminating the anchorage effect between the slings and the main span girders.

[0067] The "single-cable system" refers to passing the entire sling through the bottom of the main beam of the main span of the suspension bridge and using a full-length sling to support the main beam.

[0068] The "double cable system" consists of two cables and a steel support beam. A steel support beam is set at the bottom of the main beam of the main span of the suspension bridge. One end of each cable is anchored to the two ends of the steel support beam, and the other ends of the two cables are anchored to the main cable above the main beam of the main span of the suspension bridge. The main beam of the main span of the suspension bridge is supported by the steel support beam.

[0069] The present application provides a suspension bridge that solves the technical problem that the main beams of the main span of the suspension bridge are subjected to longitudinal compression by the slings when they are subjected to temperature deformation, foundation settlement or vehicle loads, resulting in longitudinal elongation deformation from the mid-span to both ends, and vortex vibration is caused by the disturbance of lateral wind loads or vehicle loads.

[0070] Description of the working principle of this application

[0071] The following is an analysis of the working principle of a suspension bridge for preventing vortex vibration proposed in this application in conjunction with the accompanying drawings. Before this, it should be pointed out that the embodiments described in the accompanying drawings are only used as demonstrations to illustrate the principles and cannot be understood as limitations on this application.

[0072] Combine Figures 8 to 10 As shown, Figures 8 to 10 Medium: O i and O' i Indicates the position of the hanging point, β i and β' i The angle of inclination of each sling along the Z axis after the main beam produces longitudinal displacement, i is a natural number; the coordinate axes in the figure are all positive. Figures 9 and 10 In the middle: X axis represents the horizontal direction of the bridge, Y axis represents the longitudinal direction of the bridge, and Z axis represents the vertical direction of the bridge; ZL represents the main cable, and DS represents the sling. Figure 9Middle: The dotted line indicates the position of the slings before the longitudinal deformation of the main beam, and the solid line indicates the position of the slings after the longitudinal deformation of the main beam. Figure 10 Chinese: f i and f' i is the friction force between the cable-beam movable system and the main beam, F yi and F' yi It is the longitudinal extrusion force exerted by each sling on the main beam.

[0073] According to an embodiment of the present application, the suspension cables at the mid-span portion of the main span of the suspension bridge for preventing vortex vibration are anchored to the main beam, so that the first suspension point O1 and the second suspension point O'1 are both fixed support points; the other suspension cables on the main beam of the main span of the suspension bridge are slidably connected to the main beam through a sliding support connection device, so that the other suspension points O2, O3, O4, ..., O i、 O'2、O'3、O'4、……、O' i In this application, the slings corresponding to the first sling point O1 and the second sling point O'1 are called slings, while the slings corresponding to the other sling points O2, O3, O4, ..., O i、 O'2、O'3、O'4、……、O' i The corresponding slings are referred to as other slings.

[0074] Depend on Figure 8 It can be seen that the suspension cable DS-03 in the middle of the main span of the suspension bridge is anchored to the main beam L-02. That is, the first suspension point O1 and the second suspension point O'1 are both fixed support points. In addition, the connection between the suspension cable DS-02 on the main beam of the main span of the suspension bridge and the main beam L-02 is a sliding support connection. That is, the other suspension points O2, O3, O4, O'2, O'3, and O'4 are all movable points. In terms of force and deformation, the analysis Figures 9 and 10 When the main beam is affected by external factors and produces a longitudinal displacement △L along the Y axis i or △L' i When the suspension bridge is in the middle of the main span, the slings are connected to the main beam. At the first hanging point O1 and the second hanging point O'1, the slings will generate a longitudinal constraint force F on the main beam. yi , and the cable-beam anchorage system outside the mid-span of the main girder of the main span of the suspension bridge becomes a movable system. The connection points between the sling and the main girder of the main span of the suspension bridge, that is, the other sling points O2, O3, O'2, and O'3 are all movable support points. In the longitudinal direction, the sling no longer exerts a restraining force on the main girder of the main span of the suspension bridge, and an interactive friction force f is generated between the main girder and the cable-beam anchorage movable system. i or f' i , f1=f2=f'1=f'2. At the same time, each sling is tilted along the Z axis. Due to the same friction force, the angle of inclination of each sling along the Z axis is also equal, that is, β2=β3=β'2=β'3. The longitudinal force on the main beam at the first lifting point O1 is: The longitudinal force on the main beam at other lifting point O2 is: The longitudinal force on the main beam at another lifting point O3 is: F y3 =f2. According to the above analysis, the maximum longitudinal force on the main beam section is Therefore, through the method introduced in this application, the longitudinal force on the main beam is reduced so that the longitudinal extrusion force on the main beam of the main span of the suspension bridge is much smaller than the critical instability load of the main beam of the main span of the suspension bridge, that is, F y < <F cr , reducing or eliminating the occurrence of vortex vibration in suspension bridges.

[0075] The following is a further explanation of the method for preventing vortex vibration in a suspension bridge and its principle described in this application in combination with the drawings and examples. Before this, it should be pointed out that the embodiments described in the drawings are only for demonstration and cannot be understood as limiting the present application.

[0076] Example 1 Suspension bridge with a single cable system

[0077] According to this embodiment, the other slings are full-length slings. A full-length sling is a single sling with its ends connected to the main cable. In this embodiment, the sliding support connection device includes holes for passing the other slings. The holes are arranged in pairs at the lateral ends of the main beam and extend vertically through the main beam, allowing the other slings to extend downward through one of the paired holes, extend laterally across the bottom of the main beam, and then exit upward through the other of the paired holes.

[0078] According to this embodiment, specifically, a ground-anchored suspension bridge with a main span of 888m has the following structural parameters: the main cable span ratio is 1:10.5, the main cable diameter d is 1:10.5, and the main cable diameter d is 1:10.5. 11 =0.68m, sling diameter d 12 =0.05m, sling spacing d 13 =12m, number of slings n 11 =288, number of clips n 12 =144, the number of precast main beam segments n 13 =39, each standard segment is 24m long, the main beam is a flat streamlined steel box beam, and the main beam height at the hanging point is h 11 ≈2.67m, beam height at the center of the bridge axis h 12 =3.01m, full width of main beam section b 11 =35.6m, the sling is anchored in the box through the main beam nozzle, the position of the sling point is h 13 ≈0.45m.

[0079] When the main beam is subjected to temperature deformation, foundation settlement or vehicle load, which causes longitudinal elongation deformation from the mid-span to both ends, the slings and the main beam are anchored together, and the slings will restrain the longitudinal deformation of the main beam, thereby generating a longitudinal restraining force F on the main beam. y From the calculation, we know that the longitudinal critical instability load F of the main beam of this bridge is cr ≈6200t, the maximum longitudinal extrusion force F generated by the anchoring of each sling on the main beam y ≈5600t, at this time F y / F cr =90.32%, i.e. longitudinal extrusion force F y Approaching the critical instability load F of the main beam cr 90.32% of the total wind speed was 12m / s. Under the disturbance of wind speed of 12m / s, vortex vibration occurred in the main beam of the main span of the suspension bridge, and the amplitude of the main beam of the main span of the suspension bridge could reach 45cm.

[0080] like Figure 11 As shown, in order to prevent the main span of the suspension bridge from shifting as a whole due to earthquakes and other factors, the slings DS-11 and DS-12 are anchored to the main beam at the mid-span of the main span, and single sling systems are set on both sides of the mid-span of the main span.

[0081] Combine Figures 12 and 13 As shown, Figures 12 and 13 In the figure, the X-axis represents the horizontal direction of the bridge, the Y-axis represents the longitudinal direction of the bridge, and the Z-axis represents the vertical direction of the bridge. The single-cable system in this embodiment includes a main beam L-11, a full-length sling DS-13, two elliptical strip channels, KD-11 and KD-12, two main cables, ZL-11 and ZL-12, and two cable clamps, SJ-11 and SJ-12.

[0082] In this embodiment, the specific setting method of the single sling system is as follows: Figures 12 and 13 As shown, an elliptical strip channel KD-11 and an elliptical strip channel KD-12 are set in the main beam L-11. The long semi-axes of the elliptical strip channel KD-11 and the elliptical strip channel KD-12 are set along the longitudinal direction of the bridge. The long semi-axes of the elliptical strip channel KD-11 and the elliptical strip channel KD-12 are defined as S1-1. The long semi-axes S1-1 must be larger than the diameter d of the sling. 12 One end of the sling DS-13 is connected to the main cable ZL-11 through the cable clamp SJ-11, and the other end passes through the long channel KD-11, then passes through the bottom of the main beam L-11, and exits along the elliptical long channel KD-12. The other end of the sling DS-12 is connected to the main cable ZL-12 through the cable clamp SJ-12, thus forming a suspension bridge with a single cable system.

[0083] In this embodiment, steel box girder segments are welded together. CO2 gas shielded welding and semi-automatic welding techniques can be used to ensure weld quality and minimize weld deformation, thereby reducing the possibility of fatigue failure. The bridge was also seismically designed in accordance with the "Specifications for Seismic Design of Highway Bridges" (JTG / T B02-01-2008).

[0084] In this embodiment, the single-cable system is set up to decouple the cable from the displacement of the main beam of the main span of the suspension bridge. The cable no longer constrains the longitudinal deformation of the main beam. In the longitudinal direction of the bridge, only the friction force between the single-cable system and the main beam remains. The total longitudinal force F acting on the main beam can be calculated. y ≈524.61t. At the same time, the height of the main beam of the main span of the suspension bridge is the largest at the mid-span, which increases the critical instability load F of the main beam in the mid-span of the suspension bridge. cr , after calculation F cr ≈5950t, at this time F y / F cr =8.82%, F y < <F cr , thereby eliminating vortex-induced vibrations in the main girder of the main span of the suspension bridge. Bridge deck vibrations were significantly reduced. At a wind speed of 12 m / s, the maximum vertical displacement of the main girder was approximately 20 cm, less than the permitted value specified in the regulations, meeting the requirements for normal traffic flow and significantly improving the bridge's stability and operational safety. Furthermore, by placing the suspension point at the bottom of the beam in the single-cable system, the beam's bending stiffness increased by approximately 125 times, and its shear and torsional stiffness increased by approximately 5 times, significantly enhancing the bridge's structural load-bearing capacity.

[0085] Example 2: Suspension bridge with a single sling system and roller supports arranged between the single sling system and the main beam

[0086] According to this embodiment, the other slings are full-length slings. In this embodiment, the sliding support connection device includes a roller support arranged at the bottom of the main beam. The other slings extend downward through the end of the main beam and extend laterally through the roller support to extend across the bottom of the main beam and then extend upward through the other end of the main beam. Preferably, the roller supports are arranged in pairs on the bottom of the two lateral ends of the main beam. Preferably, the roller support includes a top plate, a bottom plate, a sliding roller and a circumferential limit plate. The top plate is a plate-shaped component, the bottom plate is a wedge-shaped component, the circumferential limit plate, the bottom plate and the top plate form a cavity for accommodating the sliding roller, a U-shaped groove is provided on the upper part of the bottom plate for placing the sliding roller, and an inverted U-shaped groove is provided on the bottom of the bottom plate so that the other slings can be embedded in the inverted U-shaped groove. The sliding roller accommodated in the roller support is used to reduce the friction between the roller support and the main beam.

[0087] According to this embodiment, specifically, a ground-anchored suspension bridge with a main span of 888m has the following structural parameters: the main cable span ratio is 1:10.5, the main cable diameter d is 1:10.5, and the main cable diameter d is 1:10.5.21 =0.68m, sling diameter d 22 =0.05m, sling spacing d 23 =12m, number of hanging points n 21 =288, the number of clips is n 22 =144, the number of precast main beam segments n 23 =39, each standard segment is 24m long, the main beam is a flat streamlined steel box beam, and the main beam height at the hanging point is h 21 ≈2.67m, full width of main beam section b 21 =35.6m, beam height at the center of the main beam bridge axis h 22 =3.01m, the sling is anchored in the box through the main beam nozzle, the position of the sling point is h 23 ≈0.45m.

[0088] When the main beam is subjected to temperature deformation, foundation settlement or vehicle load, which causes longitudinal elongation deformation from the mid-span to both ends, the slings and the main beam are anchored together, and the slings will restrain the longitudinal deformation of the main beam, thereby generating a longitudinal restraining force F on the main beam. y From the calculation, we know that the longitudinal critical instability load F of the main beam of this bridge is cr ≈6200t, the maximum longitudinal extrusion force F generated by the anchoring of each sling on the main beam y ≈5600t, at this time F y / F cr =90.32%, i.e. longitudinal extrusion force F y The critical instability load F of the main beam is reached cr 90.32% of the total wind speed. Under a slight disturbance of 12m / s wind speed, vortex vibration occurs in the suspension bridge, and the amplitude of the main span of the main beam of the suspension bridge can reach 45cm.

[0089] In response to the vortex vibration phenomenon in the above-mentioned suspension bridge, this embodiment adopts a method of setting a single cable system in the suspension bridge. At the same time, a roller support is set between the single cable system and the main beam to reduce friction. Figure 14 As shown, in order to prevent the main span of the suspension bridge from shifting as a whole due to earthquakes and other factors, the slings DS-21 and DS-22 are anchored to the main beam at the mid-span of the main span, and a single sling system is set on both sides of the mid-span of the main beam of the main span of the suspension bridge.

[0090] Combine Figures 15 and 16 As shown, the single sling system in this embodiment includes a main beam L-21; a sling DS-23; two roller supports, including roller support ZZ-21 and roller support ZZ-22; two main cables, including main cable ZL-21 and main cable ZL-22; and two cable clamps, including cable clamp SJ-21 and cable clamp SJ-22.

[0091] In this embodiment, the specific steps for setting up the single sling system are as follows:

[0092] 1. Installation of roller support: Weld the roller support to the bottom of the main beam. The welding process can be selected from CO2 gas shielded welding and semi-automatic welding to ensure the quality of the weld and the deformation of the welding, so as to reduce the possibility of fatigue damage. The roller support is composed of a top plate, a bottom plate, a sliding roller and a circumferential limit plate, among which: the top plate is a plate-shaped component, the bottom plate is a wedge-shaped component, the circumferential limit plate, the bottom plate and the top plate form a cavity to accommodate the sliding roller, a U-shaped groove is provided on the upper part of the bottom plate to facilitate the placement of the sliding roller, and an inverted U-shaped groove is provided at the bottom of the bottom plate, and the sling can be embedded in the inverted U-shaped groove. The specific size and anti-corrosion coating of the roller support can be designed according to existing specifications to ensure its safety and durability.

[0093] 2. Installation of single sling system: Combine Figures 15 and 16 As shown, one end of the full-length sling DS-23 is connected to the main cable ZL-21 through the cable clamp SJ-21, and the other end of the full-length sling DS-23 is embedded in the inverted U-shaped grooves at the bottom of the roller support ZZ-21 and the roller support ZZ-22 in sequence, so that the full-length sling DS-23 passes through the outside of the bottom of the main beam L-21, and finally the other end of the full-length sling DS-23 is connected to the main cable ZL-22 through the cable clamp SJ-22, thereby forming a suspension bridge with a single sling system.

[0094] In this embodiment, steel box girder segments are welded together. CO2 gas shielded welding and semi-automatic welding techniques can be used to ensure weld quality and minimize weld deformation, thereby reducing the possibility of fatigue damage. The bridge was also seismically designed in accordance with the "Specifications for Seismic Design of Highway Bridges" (JTG / T B02-01-2008).

[0095] In this embodiment, the single-cable system is set up to decouple the cable from the main beam. The cable no longer constrains the longitudinal deformation of the main beam. In the longitudinal direction of the bridge, only the friction force between the cable and the main beam remains. The total longitudinal force F acting on the main beam can be calculated. y ≈453.84t. At the same time, the height of the main beam of the main span of the suspension bridge is the largest at the mid-span, which increases the critical instability load F of the main beam in the mid-span of the suspension bridge. cr , after calculation F cr ≈5950t, at this time F y / F cr =7.63%, F y < <F cr, thereby eliminating the occurrence of vortex vibration in suspension bridges. Bridge deck vibration is now significantly reduced. At a wind speed of 12 m / s, the maximum vertical displacement of the main beam is approximately 18 cm, less than the allowable value specified in the regulations, meeting the requirements for normal traffic flow and significantly improving the stability and operational safety of the bridge. Furthermore, by placing the suspension point at the bottom of the beam in the single-cable system, the beam's bending stiffness increases by approximately 125 times, and its shear and torsional stiffness increases by approximately 5 times, significantly enhancing the bridge's structural load-bearing capacity.

[0096] Example 3 Suspension bridge with double cable system

[0097] According to this embodiment, the sliding bearing connection device includes a joist disposed at the bottom of the main beam in a transverse direction thereof. The joist extends beyond the end of the main beam, allowing other slings to be connected to each end of the joist. Furthermore, the sliding bearing connection device includes a support disposed between the joist and the bottom of the main beam. In this embodiment, the slings are not continuous slings.

[0098] According to this embodiment, specifically, a ground-anchored suspension bridge with a main span of 888m has the following structural parameters: the main cable span ratio is 1:10.5, the main cable diameter d is 1:10.5, and the main cable diameter d is 1:10.5. 31 =0.68m, sling diameter d 32 =0.05m, sling spacing d 33 =12m, number of hanging points n 31 =288, the number of clips is n 32 =144, the number of precast main beam segments n 33 =39, each standard segment is 24m long, the main beam is a flat streamlined steel box beam, and the main beam height at the hanging point is h 31 ≈2.67m, full width of main beam section b 31 =35.6m, beam height at the center of the main beam bridge axis h 32 =3.01m, the sling is anchored in the box through the main beam nozzle, the position of the sling point is h 33 ≈0.45m.

[0099] When the main beam is subjected to temperature deformation, foundation settlement or vehicle load, which causes longitudinal elongation deformation from the mid-span to both ends, the slings and the main beam are anchored together, and the slings will restrain the longitudinal deformation of the main beam, thereby generating a longitudinal restraining force F on the main beam. y From the calculation, we know that the longitudinal critical instability load F of the main beam of this bridge is cr ≈6200t, the maximum longitudinal extrusion force F generated by the anchoring of each sling on the main beam y ≈5600t, at this time F y / F cr =90.32%, i.e. longitudinal extrusion force F y The critical instability load F of the main beam is reached cr90.32% of the total wind speed. Under a slight disturbance of 12m / s wind speed, vortex vibration occurs in the suspension bridge, and the amplitude of the main span of the main beam of the suspension bridge can reach 45cm.

[0100] In view of the vortex vibration phenomenon in the suspension bridge, this embodiment adopts a method of setting a double-cable system in the suspension bridge to improve it. Figure 17 As shown, in order to prevent the main span of the suspension bridge from shifting as a whole due to earthquakes and other factors, the slings DS-31 and DS-32 are anchored to the main beam at the mid-span of the main span, and single sling systems are set on both sides of the mid-span of the main span.

[0101] Combine Figures 18 and 19 As shown, the double sling system in this embodiment includes a main beam L-31; two slings, including sling DS-33 and sling DS-34; a steel joist TL-31; two main cables, including main cable ZL-31 and main cable ZL-32; and two cable clamps, including cable clamp SJ-31 and cable clamp SJ-32.

[0102] In this embodiment, the specific setting method of the double cable system is as follows: one end of the cable DS-33 is connected to the main cable ZL-31 through the cable clamp SJ-31, and the other end of the cable DS-33 is connected to one end of the joist TL-31 by an anchor head pressure-bearing method. One end of the cable DS-34 is connected to the main cable ZL-32 through the cable clamp SJ-32, and the other end of the cable DS-34 is connected to the other end of the joist TL-31 by an anchor head pressure-bearing method, thereby forming a suspension bridge with a double cable system.

[0103] In this embodiment, steel box girder segments are welded together. CO2 gas shielded welding and semi-automatic welding techniques can be used to ensure weld quality and minimize weld deformation, thereby reducing the possibility of fatigue damage. The bridge was also seismically designed in accordance with the "Specifications for Seismic Design of Highway Bridges" (JTG / T B02-01-2008).

[0104] In this embodiment, the double-cable system is set up to decouple the slings from the displacement of the main beam. The slings no longer constrain the longitudinal deformation of the main beam. In the longitudinal direction of the bridge, only the friction force between the slings and the main beam remains. The total longitudinal force F acting on the main beam can be calculated. y ≈630.77t. At the same time, the height of the main beam of the main span of the suspension bridge is the largest at the mid-span, which increases the critical instability load F of the main beam in the mid-span of the suspension bridge. cr , after calculation F cr ≈5950t, at this time F y / F cr =10.60%, F y < <F cr, thereby eliminating the occurrence of vortex vibration in suspension bridges. Bridge deck vibration is now significantly reduced. At a wind speed of 12 m / s, the maximum vertical displacement of the main beam is approximately 21 cm, less than the allowable value specified in the regulations, meeting the requirements for normal traffic flow and significantly improving the stability and operational safety of the bridge. Furthermore, the double-cable system, with the suspension point located at the bottom of the beam, increases the beam's bending stiffness by approximately 125 times and its shear and torsional stiffness by approximately 5 times, significantly enhancing the bridge's structural load-bearing capacity.

[0105] Example 4 Suspension bridge with double sling system and polytetrafluoroethylene supports arranged between the double sling system and the main beam

[0106] In this embodiment, the sliding bearing connection device includes, in addition to the joist beams of the third embodiment, support brackets disposed between the joist beams and the bottom of the main beam, allowing the other slings to extend downward through one of the paired holes, extend transversely through the bottom of the support brackets, thereby spanning the bottom of the main beam, and then exit upward through the other of the paired holes. The support brackets are disposed in pairs at the bottom of the transverse ends of the main beam.

[0107] According to this embodiment, specifically, a ground-anchored suspension bridge with a main span of 888m has the following structural parameters: the main cable span ratio is 1:10.5, the main cable diameter d is 1:10.5, and the main cable diameter d is 1:10.5. 41 =0.68m, sling diameter d 42 =0.05m, sling spacing d 43 =12m, number of hanging points n 41 =288, the number of clips is n 42 =144, the number of precast main beam segments n 43 =39, each standard segment is 24m long, the main beam is a flat streamlined steel box beam, and the main beam height at the hanging point is h 41 ≈2.67m, full width of main beam section b 41 =35.6m, beam height at the center of the main beam bridge axis h 42 =3.01m, the sling is anchored in the box through the main beam nozzle, the position of the sling point is h 43 ≈0.45m.

[0108] When the main beam is subjected to temperature deformation, foundation settlement or vehicle load, which causes longitudinal elongation deformation from the mid-span to both ends, the slings and the main beam are anchored together, and the slings will restrain the longitudinal deformation of the main beam, thereby generating a longitudinal restraining force F on the main beam. y From the calculation, we know that the longitudinal critical instability load F of the main beam of this bridge is cr ≈6200t, the maximum longitudinal extrusion force F generated by the anchoring of each sling on the main beam y ≈5600t, at this time F y / F cr =90.32%, i.e. longitudinal extrusion force F yThe critical instability load F of the main beam is reached cr 90.32% of the total wind speed. Under a slight disturbance of 12m / s wind speed, the suspension bridge produces vortex vibration, and the amplitude of the main span of the main beam of the suspension bridge can reach 45cm.

[0109] In response to the vortex vibration phenomenon in the suspension bridge, this embodiment adopts the method of setting up a double-cable system in the suspension bridge to improve it. A polytetrafluoroethylene support is set between the double-cable system and the main beam to reduce friction. Figure 20 As shown, in order to prevent the main span of the suspension bridge from shifting as a whole due to earthquakes and other factors, the slings DS-41 and DS-42 are anchored to the main beam at the mid-span of the main span, and single sling systems are set on both sides of the mid-span of the main span.

[0110] Combine Figures 21 and 22 As shown, the double sling system in this embodiment includes a main beam L-41; two slings, including sling DS-43 and sling DS-44; a steel joist TL-41; two polytetrafluoroethylene supports, including polytetrafluoroethylene support JSF-41 and polytetrafluoroethylene support JSF-42; two main cables, including main cable ZL-41 and main cable ZL-42; and two cable clamps, including cable clamp SJ-41 and cable clamp SJ-42.

[0111] In this embodiment, the specific steps for setting up the double sling system are as follows:

[0112] 1. Setting of PTFE supports: Weld the PTFE supports between the main beam L-41 and the steel support beam TL-41. The welding process can be CO2 gas shielded welding and semi-automatic welding to ensure the quality of the weld and the amount of welding deformation, so as to reduce the possibility of fatigue damage.

[0113] 2. Installation of the double-cable system: Connect one end of the sling DS-43 to the main cable ZL-31 through the cable clamp SJ-41, and connect the other end of the sling DS-43 to one end of the joist TL-41 with an anchor head pressure-bearing connection. Connect one end of the sling DS-44 to the main cable ZL-42 through the cable clamp SJ-42, and connect the other end of the sling DS-44 to the other end of the joist TL-41 with an anchor head pressure-bearing connection, thus forming a suspension bridge with a double-cable system.

[0114] In this embodiment, steel box girder segments are welded together. CO2 gas shielded welding and semi-automatic welding techniques can be used to ensure weld quality and minimize weld deformation, thereby reducing the possibility of fatigue failure. The bridge was also seismically designed in accordance with the "Specifications for Seismic Design of Highway Bridges" (JTG / T B02-01-2008).

[0115] In this embodiment, the double-cable system is set up to decouple the slings from the displacement of the main beam. The slings no longer constrain the longitudinal deformation of the main beam. In the longitudinal direction of the bridge, only the friction force between the slings and the main beam remains. The total longitudinal force F acting on the main beam can be calculated. y ≈277.12t. At the same time, the height of the main beam of the main span of the suspension bridge is the largest at the mid-span, which increases the critical instability load F of the main beam in the mid-span of the suspension bridge. cr , after calculation F cr ≈5950t, at this time F y / F cr =4.66%, F y < <F cr , thereby eliminating the occurrence of vortex vibration in suspension bridges. Bridge deck vibration is now significantly reduced. At a wind speed of 12 m / s, the maximum vertical displacement of the main beam is approximately 16 cm, less than the allowable value specified in the regulations, meeting the requirements for normal traffic flow and significantly improving the stability and operational safety of the bridge. Furthermore, the double-cable system, with the suspension point located at the bottom of the beam, increases the beam's bending stiffness by approximately 125 times and its shear and torsional stiffness by approximately 5 times, significantly enhancing the bridge's structural load-bearing capacity.

[0116] Example 5 Suspension bridge with a single cable system installed inside the main beam

[0117] The sliding support connection device of this embodiment is substantially the same as that of the first embodiment. The difference is that the sliding support connection device further includes a support disposed between the joist and the bottom of the main beam, so that the other slings extend downwardly through one of the paired holes, extend transversely through the bottom of the support, thereby transversely crossing the bottom of the main beam, and then pass upwardly through the other of the paired holes.

[0118] According to this embodiment, specifically, a ground-anchored suspension bridge with a main span of 888m has the following structural parameters: the main cable span ratio is 1:10.5, the main cable diameter d is 1:10.5, and the main cable diameter d is 1:10.5. 51 =0.68m, sling diameter d 52 =0.05m, sling spacing d 53 =12m, number of slings n 51 =288, number of clips n 52 =144, the number of precast main beam segments n 53 =39, each standard segment is 24m long, the main beam is a flat streamlined steel box beam, and the main beam height at the hanging point is h 51 ≈2.67m, beam height at the center of the bridge axis h 52 =3.01m, full width of main beam section b 51 =35.6m, the sling is anchored in the box through the main beam nozzle, the position of the sling point is h 53 ≈0.45m.

[0119] When the main beam is subjected to temperature deformation, foundation settlement or vehicle load, which causes longitudinal elongation deformation from the mid-span to both ends, the slings and the main beam are anchored together, and the slings will restrain the longitudinal deformation of the main beam, thereby generating a longitudinal restraining force F on the main beam. y From the calculation, we know that the longitudinal critical instability load F of the main beam of this bridge is cr ≈6200t, the maximum longitudinal extrusion force F generated by the anchoring of each sling on the main beam y ≈5600t, at this time F y / F cr =90.32%, i.e. longitudinal extrusion force F y Approaching the critical instability load F of the main beam cr 90.32% of the total wind speed was 12m / s. Under the disturbance of wind speed of 12m / s, vortex vibration occurred in the main beam of the main span of the suspension bridge, and the amplitude of the main beam of the main span of the suspension bridge could reach 45cm.

[0120] In response to the vortex vibration phenomenon in the above-mentioned suspension bridge, this embodiment adopts a method of setting a single cable system in the suspension bridge. At the same time, a polytetrafluoroethylene support is set between the single cable system and the main beam to reduce friction. Figure 23 As shown in the figure, in order to prevent the main span of the suspension bridge from shifting as a whole due to earthquakes and other effects, the slings DS-51 and DS-52 are anchored to the main beam at the mid-span of the main span, and a single sling system is set on both sides of the mid-span of the main beam of the main span of the suspension bridge.

[0121] Combine Figures 24 and 25 As shown, the single sling system in this embodiment includes a main beam L-51; a full-length sling DS-53; two elliptical long channels, including an elliptical long channel KD-51 and an elliptical long channel KD-52; two polytetrafluoroethylene supports, including a polytetrafluoroethylene support JSF-51 and a polytetrafluoroethylene support JSF-52; two main cables, including a main cable ZL-51 and a main cable ZL-52; and two cable clamps, including a cable clamp SJ-51 and a cable clamp SJ-52.

[0122] In this embodiment, the specific setting method of the single sling system is as follows: Figures 24 and 25 As shown, an elliptical strip channel KD-51 and an elliptical strip channel KD-52 are set in the main beam L-51. The long semi-axis of the elliptical strip channel KD-51 and the elliptical strip channel KD-52 are set along the longitudinal direction of the bridge. The long semi-axis of the elliptical strip channel KD-51 and the elliptical strip channel KD-52 is defined as S5-1. The long semi-axis S5-1 must be larger than the diameter d of the sling. 52One end of the sling DS-53 is connected to the main cable ZL-51 through the cable clamp SJ-51, and the other end passes through the long channel KD-51, then passes through the bottom of the main beam L-51, and exits along the elliptical long channel KD-52. The other end of the sling DS-52 is connected to the main cable ZL-52 through the cable clamp SJ-52, thus forming a suspension bridge with a single sling system.

[0123] In this embodiment, steel box girder segments are welded together. CO2 gas shielded welding and semi-automatic welding techniques can be used to ensure weld quality and minimize weld deformation, thereby reducing the possibility of fatigue failure. The bridge was also seismically designed in accordance with the "Specifications for Seismic Design of Highway Bridges" (JTG / T B02-01-2008).

[0124] In this embodiment, the single-cable system is set up to decouple the cable from the main beam. The cable no longer constrains the longitudinal deformation of the main beam. In the longitudinal direction of the bridge, only the friction force between the cable and the main beam remains. The total longitudinal force F acting on the main beam can be calculated. y ≈277.12t. At the same time, the height of the main beam of the main span of the suspension bridge is the largest at the mid-span, which increases the critical instability load F of the main beam in the mid-span of the suspension bridge. cr , after calculation F cr ≈5950t, at this time F y / F cr =4.66%, F y < <F cr , thereby eliminating the occurrence of vortex vibration in suspension bridges. Bridge deck vibration is now significantly reduced. At a wind speed of 12 m / s, the maximum vertical displacement of the main beam is approximately 16 cm, less than the allowable value specified in the regulations, meeting the requirements for normal traffic flow and significantly improving the stability and operational safety of the bridge. Furthermore, the double-cable system, with the suspension point located at the bottom of the beam, increases the beam's bending stiffness by approximately 125 times and its shear and torsional stiffness by approximately 5 times, significantly enhancing the bridge's structural load-bearing capacity.

[0125] It should be noted that the directional terms mentioned in this embodiment, such as "X-axis", "Y-axis", "Z-axis", etc., are only for reference to the directions of the drawings and are not intended to limit the scope of protection of this application.

[0126] In addition, the shapes and sizes of various parts in the drawings do not reflect the actual sizes and proportions.

[0127] Furthermore, the word "two" does not exclude the presence of a plurality of such elements.

[0128] The specific implementation method described above illustrates the principles and technical solutions for preventing vortex vibrations in suspension bridges. It should be emphasized that the above description is merely a specific embodiment of this application and is not intended to limit the scope of this application. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of this application shall be included within the scope of protection of this application.

Claims

1. A suspension bridge for preventing vortex vibration, characterized in that: The slings in the mid-span part of the main span of the suspension bridge are anchored to the main beam so that the first sling point and the second sling point are both fixed support points; the other slings on the main beam of the main span of the suspension bridge are slidably connected to the main beam through a sliding support connection device, so that the other sling points are all movable support points.

2. The suspension bridge according to claim 1, characterized in that: The other slings are full-length slings; the sliding support connection device includes channels for allowing the other slings to pass through, and the channels are arranged in pairs at the lateral ends of the main beam and penetrate the main beam in the vertical direction, so that the other slings extend downward through one of the paired channels, extend horizontally through the bottom of the main beam, and then pass upward from the other channel in the paired channels.

3. The suspension bridge according to claim 1, characterized in that: The other slings are full-length slings; the sliding support connection device includes a roller support arranged at the bottom of the main beam, wherein the other slings extend downward through the end of the main beam and extend laterally through the roller support to extend across the bottom of the main beam and then extend upward through the other end of the main beam.

4. The suspension bridge according to claim 3, characterized in that: The roller supports are arranged in pairs on the bottoms of the two transverse ends of the main beam.

5. The suspension bridge according to claim 3, characterized in that: The roller support includes a top plate, a bottom plate, a sliding roller and a circumferential limit plate; Among them, the top plate is a plate-shaped component, the bottom plate is a wedge-shaped component, the circumferential limit plate, the bottom plate and the top plate form a cavity for accommodating the sliding roller, a U-shaped groove is provided on the upper part of the bottom plate for placing the sliding roller, and an inverted U-shaped groove is provided at the bottom of the bottom plate so that the other slings can be embedded in the inverted U-shaped groove.

6. The suspension bridge according to claim 1 or 2, characterized in that: The sliding support connection device includes a joist arranged at the bottom of the main beam along the transverse direction of the main beam, and the joist extends beyond the end of the main beam so that the other slings are respectively connected to the two ends of the joist.

7. The suspension bridge according to claim 6, characterized in that: The sliding bearing connection device also includes a support arranged between the support beam and the bottom of the main beam.

8. The suspension bridge according to claim 2, characterized in that: The sliding support connection device also includes a support arranged between the support beam and the bottom of the main beam, so that the other slings extend downwardly through one of the paired channels and extend laterally through the bottom of the support, thereby transversely crossing the bottom of the main beam and then passing upwardly from the other channel in the paired channels.

9. The suspension bridge according to claim 7 or 8, characterized in that: The supports are arranged in pairs on the bottom of the transverse ends of the main beam.

10. The suspension bridge according to claim 1, characterized in that: The sling and the other slings are all fixed on the main cable of the suspension bridge.

Images