A multi-tower suspension bridge combined middle tower, design method and system

Abstract

The present invention discloses a combined middle tower of a multi-tower suspension bridge, a design method and a system, wherein the combined middle tower comprises a rectangular tower column and a rigid auxiliary tower which are arranged on an intermediate foundation pedestal at intervals in parallel along the transverse direction of the bridge; the rigid auxiliary tower and the rectangular tower column are fixed by a sacrificial rigid connecting piece; the height of the rigid auxiliary tower is lower than the height of the rectangular tower column; in the longitudinal direction of the bridge, the rigid auxiliary tower and the upper surface of the foundation pedestal form an isosceles triangle; the overall structural rigidity of the multi-tower suspension bridge is improved during daily use, and the deformation of the bridge tower and the main beam is reduced; by reasonably designing the length and cross-sectional size of the sacrificial rigid connecting piece, the limit load is reached under extreme load conditions, and buckling instability occurs, the rigid auxiliary tower and the rectangular tower column are disconnected, the self-thrust stiffness of the rectangular tower column is reduced, and the anti-slip stability of the main cable on the middle tower saddle is ensured; the present invention can take into account the anti-slip safety of the main cable under both daily and extreme conditions.

Description

Technical Field

[0001] The present invention belongs to the technical field of bridge construction, and more specifically, relates to a middle tower of a multi-tower suspension bridge combination, a design method and a system. Background Art

[0002] The three-tower suspension bridge is an important type of long-span bridge that can adapt to higher navigation requirements and complex riverbed evolution. In the past decade, many long-span three-tower suspension bridges have been built at home and abroad; the most critical design parameter in the design and construction of three-tower suspension bridges is the value of the middle tower stiffness. Although the selection of a larger middle tower stiffness is beneficial to improving the overall stiffness of the structure and reducing the deflection of the bridge deck under the action of vehicle loads; however, when the middle tower stiffness is large, it will cause a large internal force difference in the main cables on both sides of the bridge tower under the action of unbalanced vehicle loads, reducing the anti-slip stability of the main cables on the middle tower saddle; therefore, from the perspective of improving the anti-slip safety of the main cables, bridge towers with smaller bending stiffness should be selected.

[0003] When designing the middle tower of a three-tower or multi-tower suspension bridge, the tower stiffness needs to meet the needs of both structural stiffness and main cable anti-slip. From the perspective of daily use, when a larger tower stiffness is used, the tower deformation under load is small, the main beam deflection and rotation angle are smaller, and driving is smoother. The situation where the main cable anti-slip may occur is that the main span on one side of the tower is fully loaded with uniformly distributed loads, and the main span on the other side is unloaded. The possibility of this situation is extremely small. However, this condition must be considered in the design, and the tower stiffness must be restricted. This is a compromise between structural performance and structural safety. In order to meet the structural safety under extreme load conditions, the existing technology can only sacrifice some daily performance.

[0004] Therefore, there is an urgent need for a suspension bridge tower that has greater rigidity during daily use, can reduce rigidity under extreme load conditions, and can meet the anti-slip requirements of the main cable. Summary of the invention

[0005] In view of the above defects or improvement needs of the prior art, the present invention provides a middle tower, design method and system for a multi-tower suspension bridge combination, by arranging rectangular tower columns and rigid auxiliary towers in parallel and at intervals on an intermediate foundation pedestal along the transverse direction of the bridge, and arranging sacrificial rigid connectors between the rigid auxiliary towers and the rectangular tower columns for fixing; thereby the overall structural stiffness of the multi-tower suspension bridge is improved during daily use, and the deformation of the bridge towers and main beams is reduced; by reasonably designing the length and cross-sectional size of the sacrificial rigid connectors, the ultimate load is reached under extreme load conditions, and buckling instability occurs, the rigid auxiliary tower and the rectangular tower column are disconnected, and the self-thrust stiffness of the rectangular tower column is reduced, thereby ensuring the anti-slip stability of the main cable on the middle tower saddle.

[0006] In order to achieve the above-mentioned object, one aspect of the present invention provides a method for designing a combined middle tower of a multi-tower suspension bridge, wherein the combined middle tower comprises a rectangular tower column and a rigid auxiliary tower arranged on an intermediate foundation pedestal in parallel along the transverse direction of the bridge; the rigid auxiliary tower is fixed to the rectangular tower column by a sacrificial rigid connector; the height of the rigid auxiliary tower is lower than the height of the rectangular tower column;

[0007] In the longitudinal direction of the bridge, the rigid auxiliary tower and the upper surface of the foundation cap form an isosceles triangle;

[0008] The design method comprises the following steps:

[0009] S1: constructing a finite element model of a multi-tower suspension bridge, and calculating the deformation of the combined middle tower and the loaded span main beam under the action of a uniformly distributed load through the finite element model to obtain a deformation result;

[0010] S2: According to the deformation result, adjusting the stiffness of the middle tower until the multi-tower suspension bridge reaches the expected structural stiffness; determining the anti-thrust stiffness of the middle tower of the multi-tower suspension bridge under the condition that the multi-tower suspension bridge meets the expected structural stiffness;

[0011] S3: Calculate the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side at the middle tower saddle respectively; calculate and evaluate the main cable anti-slip safety factor according to the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side at the middle tower saddle of the combination; if the calculated main cable anti-slip safety factor is less than 2, execute the next step;

[0012] S4: preliminarily determining the cross-sectional dimensions of the rigid auxiliary tower and the rectangular bridge tower, setting a sacrificial rigid connector between the rigid auxiliary tower and the rectangular bridge tower, and adjusting the cross-sectional dimensions of the rectangular bridge tower so that the thrust-resistance stiffness of the middle tower after the combination of the rigid auxiliary tower and the rectangular bridge tower is equal to the thrust-resistance stiffness of the middle tower of the multi-tower suspension bridge under the condition that the expected structural stiffness is met;

[0013] S5: Reduce the uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model, and recalculate the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side at the middle tower saddle; recalculate the main cable anti-sliding safety factor according to the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side after the load reduction to ensure that it meets the requirements of the specification, and calculate the axial force of the sacrificial rigid connector at this time;

[0014] S6: adjusting the size of the sacrificial rigid connector so that the sacrificial rigid connector can reach a critical point of buckling under the action of the axial force;

[0015] After steps S1 to S6, the structural stiffness of the multi-tower suspension bridge meets the requirements during normal use, and the sacrificial rigid connector has not reached the critical point of buckling; under extreme load conditions, the anti-slip safety factor of the main cable of the multi-tower suspension bridge may decrease. When the anti-slip safety factor is reduced to 2, the sacrificial rigid connector buckles, and the auxiliary tower no longer provides a restraint effect; since the rectangular bridge tower itself has a small anti-thrust stiffness, the deformation of the middle tower increases after the sacrificial rigid connector buckles; the internal force of the main cable on the loaded span side decreases, and the internal force of the main cable on the unloaded span side increases, which increases the anti-slip safety factor of the main cable, thereby ensuring the anti-slip safety of the main cable on the middle tower.

[0016] Furthermore, the step S1 constructs a finite element model of a multi-tower suspension bridge, and calculates the deformation of the combined middle tower and the loaded span main beam under the uniformly distributed load through the finite element model to obtain the deformation result; including:

[0017] Determining main design parameters of the multi-tower suspension bridge, and establishing a finite element model of the multi-tower suspension bridge according to the main design parameters;

[0018] In the finite element model, a uniform load is applied to one of the spans on both sides of the middle tower, and a finite element analysis is performed to calculate the deformation of the combined middle tower and the main beam of the loaded span under the uniform load to obtain the deformation result.

[0019] Furthermore, in step S3, the anti-slip safety factor is calculated by formula (1):

[0020]

[0021] Where μ is the friction coefficient between the main cable and the saddle; α s F is the wrap angle of the main cable on the saddle; ct is the internal force of the main cable on one side of the loading span; F cl is the internal force of the main cable on one side of the unloaded span.

[0022] Furthermore, in step S5, when the anti-slip safety factor of the main cable is ≥ 2, the specification requirements are met.

[0023] Furthermore, the rigid auxiliary tower includes an integrally formed top fixing block and a first support rod and a second support rod arranged in an inverted V shape at the bottom of the top fixing block;

[0024] One end of the sacrificial rigid connector is fixedly connected to the rigid auxiliary tower, and the other end is fixedly connected to the rectangular tower column.

[0025] Furthermore, the sacrificial rigid connector is fixed to the rectangular tower column and the rigid auxiliary tower via pre-buried connectors;

[0026] The embedded connector includes an L-shaped steel plate fixed to the rectangular tower column or the rigid auxiliary tower, a connecting plate fixed to the L-shaped steel plate, and a shear connector;

[0027] The shear-resistant connector is pre-buried in the tower column reinforcement section of the rectangular tower column or in the top fixing block of the rigid auxiliary tower.

[0028] Furthermore, one side of the L-shaped steel plate is in close contact with the surface of the rectangular tower column or the rigid auxiliary tower and is fixed to the shear connector, and the other side is perpendicular to the surface of the rectangular tower column or the rigid auxiliary tower and is fixed to the connecting plate;

[0029] One end of the connecting plate is fixed to the L-shaped steel plate, and the other end is fixed to the sacrificial rigid connecting piece.

[0030] The second aspect of the present invention provides a multi-tower suspension bridge combination middle tower design system, which is used to implement the multi-tower suspension bridge combination middle tower design method, including: a first main module, a second main module, a third main module, a fourth main module, a fifth main module and a sixth main module; wherein,

[0031] The first main module is used to construct a finite element model of a multi-tower suspension bridge, and calculate the deformation of the combined middle tower and the loaded span main beam under the action of a uniformly distributed load through the finite element model to obtain the deformation result;

[0032] The second main module is used to adjust the stiffness of the middle tower according to the deformation result until the multi-tower suspension bridge reaches the expected structural stiffness; determine the anti-thrust stiffness of the middle tower of the multi-tower suspension bridge under the condition that the multi-tower suspension bridge meets the expected structural stiffness;

[0033] The third main module is used to calculate the main cable internal force on one side of the loaded span and the main cable internal force on one side of the unloaded span at the middle tower saddle respectively; calculate and evaluate the main cable anti-slip safety factor according to the main cable internal force on one side of the loaded span and the main cable internal force on one side of the unloaded span at the middle tower saddle of the combination; if the calculated main cable anti-slip safety factor is less than 2, execute the next step;

[0034] The fourth main module is used to preliminarily determine the cross-sectional dimensions of the rigid auxiliary tower and the rectangular bridge tower, set a sacrificial rigid connector between the rigid auxiliary tower and the rectangular bridge tower, and adjust the cross-sectional dimensions of the rectangular bridge tower so that the thrust-resistance stiffness of the middle tower after the combination of the rigid auxiliary tower and the rectangular bridge tower is equal to the thrust-resistance stiffness of the middle tower of the multi-tower suspension bridge under the condition that the expected structural stiffness is met;

[0035] The fifth main module is used to reduce the uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model, and recalculate the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side; recalculate the main cable anti-sliding safety factor according to the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side after the load reduction to ensure that it meets the requirements of the specification, and calculate the axial force of the sacrificial rigid connector at this time;

[0036] The sixth main module is used to adjust the size of the sacrificial rigid connector so that the sacrificial rigid connector can reach a critical point of buckling under the action of the axial force.

[0037] A third aspect of the present invention provides an electronic device, comprising a processor and a memory, wherein the processor and the memory are connected to each other;

[0038] The memory is used to store computer programs;

[0039] The processor is configured to execute the method for designing towers in a multi-tower suspension bridge assembly when calling the computer program.

[0040] A fourth aspect of the present invention provides a computer-readable storage medium storing a computer program, wherein the computer program is executed by a processor to implement the method for designing towers in a multi-tower suspension bridge assembly.

[0041] In general, the above technical solutions conceived by the present invention can achieve the following beneficial effects compared with the prior art:

[0042] The present invention discloses a combined middle tower, design method and system for a multi-tower suspension bridge. The finite element model of the multi-tower suspension bridge is used to calculate the deformation of the combined middle tower and the main beam of the loaded span under the action of a uniformly distributed load to obtain a deformation result. According to the deformation result, the stiffness of the middle tower is adjusted until the multi-tower suspension bridge reaches the expected structural stiffness. The anti-thrust stiffness of the middle tower under the condition that the multi-tower suspension bridge meets the expected structural stiffness is determined. According to the internal force of the main cable on the loaded span side and the internal force of the main cable on the unloaded span side at the saddle of the middle tower, the anti-slip safety factor of the main cable is calculated and evaluated. When the anti-slip of the main cable does not meet the requirements of the specification, a sacrificial rigid connector is provided between the rigid auxiliary tower and the rectangular bridge tower, and the cross-sectional size of the rectangular bridge tower is adjusted so that the anti-thrust stiffness of the middle tower after the middle tower and the rigid auxiliary tower are combined is equal to the anti-thrust stiffness of the middle tower under the condition that the multi-tower suspension bridge meets the expected structural stiffness. The uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model is reduced, and the internal force of the main cable on the loaded span side and the internal force of the main cable on the unloaded span side are recalculated. The anti-slip safety factor of the main cable is recalculated. The full coefficient is ensured to meet the requirements of the specification and the axial force of the sacrificial rigid connector at this time is calculated; the size of the sacrificial rigid connector is adjusted so that the sacrificial rigid connector can reach the critical point of buckling under the action of the axial force; in this way, the structural stiffness of the multi-tower suspension bridge meets the requirements during the normal use stage, and the sacrificial rigid connector does not reach the critical point of buckling; under extreme load conditions, when the anti-slip safety factor of the main cable of the multi-tower suspension bridge decreases and is equal to 2, the sacrificial rigid connector buckles, and the auxiliary tower no longer provides a constraint; at this time, the thrust stiffness of the rectangular bridge tower itself is small, and the deformation of the middle tower increases; the internal force of the main cable on one side of the loaded span is reduced, and the internal force of the main cable on the side of the unloaded span is increased, so that the anti-slip safety factor of the main cable is increased, thereby ensuring the anti-slip safety of the main cable in the middle tower; the combined bridge tower of the present invention can take into account the anti-slip safety of the main cable under daily working conditions and extreme working conditions, and can solve the problem that the middle tower design of the prior art needs to sacrifice part of the daily use performance in order to meet the structural safety under extreme load conditions. BRIEF DESCRIPTION OF THE DRAWINGS

[0043] Figure 1 It is a schematic diagram of a single main span of a tower in a multi-tower suspension bridge combination according to an embodiment of the present invention being fully loaded with uniformly distributed load;

[0044] Figure 2 This is a schematic diagram of the longitudinal structure of a tower in a multi-tower suspension bridge assembly according to an embodiment of the present invention;

[0045] Figure 3 This is a schematic diagram of the transverse structure of a tower in a multi-tower suspension bridge assembly according to an embodiment of the present invention;

[0046] Figure 4 This is a schematic diagram of a top view of a tower in a multi-tower suspension bridge assembly according to an embodiment of the present invention;

[0047] Figure 5This is a schematic diagram of the connection structure of a sacrificial rigid connector and a pre-embedded connector of a tower in a multi-tower suspension bridge assembly according to an embodiment of the present invention;

[0048] Figure 6 This is a schematic structural diagram of a pre-embedded connector for a tower in a multi-tower suspension bridge assembly according to an embodiment of the present invention;

[0049] Figure 7 A schematic diagram of a flow chart of a method for designing a middle tower of a multi-tower suspension bridge assembly according to an embodiment of the present invention;

[0050] Figure 8 A schematic structural diagram of a multi-tower suspension bridge assembly middle tower design system according to an embodiment of the present invention;

[0051] Fig. 9 The figure is a schematic diagram of the structure of an electronic device according to an embodiment of the present invention.

[0052] In all the drawings, the same figure marks represent the same technical features, specifically: 100-combined middle tower, 200-side tower, 300-main cable, 400-bridge deck stiffening beam, 500-suspender, 600-foundation pedestal, 1-rectangular tower column, 101-tower column reinforcement section, 2-rigid auxiliary tower, 21-top fixed block, 22-first support rod, 23-second support rod, 3-sacrificial rigid connector, 4-embedded connector, 41-L-shaped steel plate, 42-connecting plate, 43-shear connector, 44-bolt. DETAILED DESCRIPTION

[0053] In order to make the purpose, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention. In addition, the technical features involved in the various embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0054] In order to meet the structural safety under extreme load conditions, the existing technology can only sacrifice some daily performance. If a bridge tower has greater rigidity during daily use and can reduce rigidity under extreme load conditions, it will be a perfect solution. Based on this idea, the present invention designs a combined bridge tower; the bridge tower has higher rigidity during use, and under extreme load conditions (the span on one side of the middle tower is fully loaded, and the span on the other side is unloaded), the rigidity of the bridge tower is reduced, so that the anti-slip performance of the main cable meets the requirements; the present invention can take into account both the overall rigidity of the bridge and the anti-slip safety of the main cable under extreme load conditions.

[0055] like Figure 1-Figure 6As shown, one aspect of the present invention provides a combined middle tower structure of a multi-tower suspension bridge, the multi-tower suspension bridge comprises at least one combined middle tower 100, side towers 200 symmetrically arranged on both sides of the combined middle tower, a main cable 300 arranged between the tops of two adjacent combined middle towers 100 or between the tops of the combined middle tower 100 and the side towers 200, and a plurality of hangers 500 arranged between the main cable 300 and the bridge deck stiffening beam 400; a middle tower saddle is provided on the top of the combined middle tower 100; the main cables 300 on both sides of the combined middle tower 100 are fixed to the combined middle tower saddle; the combined middle tower 100 comprises a rectangular tower column 1 and a rigid auxiliary tower 2 arranged on an intermediate foundation pedestal 600 at intervals in parallel along the transverse direction of the bridge; the rigid auxiliary tower 2 is fixed to the rectangular tower column 1 by a sacrificial rigid connector 3.

[0056] Furthermore, if Figure 1-Figure 6 As shown, the rigid auxiliary tower 2 is arranged on the outer side of the rectangular tower column 1 (the side away from the bridge deck); the height of the rigid auxiliary tower 2 is lower than the height of the rectangular tower column 1; the rigid auxiliary tower 2 includes an integrally formed top fixing block 21 and a first support rod 22 and a second support rod 23 arranged at the bottom of the top fixing block 21; the first support rod 22 and the second support rod 23 are arranged in an inverted V shape; in the longitudinal direction of the bridge, the rigid auxiliary tower 2 and the upper surface of the foundation pedestal 100 form an isosceles triangle. The rigid auxiliary tower 2 has a large rigidity in the longitudinal direction of the bridge; the rectangular tower column 1 is similar to the traditional bridge tower structure, and the rigid auxiliary tower 2 and the rectangular tower column 1 are connected by a sacrificial rigid connector 3; the rigid auxiliary tower 2 limits the longitudinal deformation of the rectangular tower column, thereby increasing the longitudinal rigidity of the rectangular tower column.

[0057] During daily use, the rectangular tower column 2 and the rigid auxiliary tower 2 are subjected to stress together through the sacrificial rigid connector 3, wherein the rectangular tower column 1 bears the vertical load, and the rigid auxiliary tower 2 plays a role when the rectangular tower column 1 undergoes longitudinal deformation, limiting the longitudinal displacement of the rectangular tower column 1 and reducing the displacement of the top of the rectangular tower column 1, thereby reducing the deflection of the main beam caused by the displacement of the top of the rectangular tower column 1, thereby improving the structural stiffness.

[0058] Under extreme load conditions, such as when one span is fully loaded and the other span is unloaded, when the difference in internal forces of the main cables on both sides of the top of the rectangular tower column 1 reaches a certain level, the main cable is at risk of sliding on the middle tower saddle, and the rectangular tower column 1 is subjected to the maximum unbalanced load; by reasonably designing the length and cross-sectional dimensions of the sacrificial rigid connector 3, the ultimate load is reached under extreme load conditions, causing the sacrificial rigid connector 3 to buckle and become unstable. At this time, it is equivalent to disconnecting the rigid auxiliary tower 2 and the rectangular tower column 1, and the bending stiffness of the rectangular tower column 1 is reduced, and it deforms in the longitudinal direction, thereby releasing part of the unbalanced force on the top of the tower, which can solve the anti-slip problem of the main cable on the middle tower saddle.

[0059] Furthermore, the rectangular tower column 1 is similar to a traditional bridge tower; the rectangular tower column 1 and the rigid auxiliary tower 2 are reinforced concrete structures, and the cross-sections of both are hollow sections.

[0060] Furthermore, if Figure 1-Figure 6 As shown, the sacrificial rigid connector 3 is a steel member, which is a slender rod; the sacrificial rigid connector 3 is a replaceable member. Under extreme load conditions, the member buckles and loses stability, and the member can be replaced after the instability; one end of the sacrificial rigid connector 3 is fixedly connected to the rigid auxiliary tower 2, and the other end is fixedly connected to the rectangular tower column 1; a plurality of sacrificial rigid connectors 3 are arranged between the rigid auxiliary tower 2 and the single-column rectangular tower column 1; the sacrificial rigid connector 3 is fixed to the rectangular tower column 1 and the rigid auxiliary tower 2 by embedded connectors 4; the rectangular tower column 1 is provided with a tower column reinforcement section 101; the embedded connector 4 includes a connection with the rectangular tower column 1 or the rigid auxiliary tower An L-shaped steel plate 41 for fixing the auxiliary tower 2, a connecting plate 42 and a shear connector 43 fixed to the L-shaped steel plate 41; the shear connector 43 is pre-buried in the tower column reinforcement section 101 of the rectangular tower column 1 or in the top fixing block 21 of the rigid auxiliary tower 2; one side of the L-shaped steel plate 41 is close to the surface of the rectangular tower column 1 or the rigid auxiliary tower 2 and is fixed to the shear connector 43, and the other side is perpendicular to the surface of the rectangular tower column 1 or the rigid auxiliary tower 2 and is fixed to the connecting plate 42 by bolts 44; one end of the connecting plate 42 is fixed to the L-shaped steel plate 41 by bolts 44, and the other end is welded to the sacrificial rigid connector 3; the sacrificial rigid connector is a steel section or a steel pipe.

[0061] A combined middle tower of a multi-tower suspension bridge provided in an embodiment of the present invention is provided by arranging a rectangular tower column 1 and a rigid auxiliary tower 2 in parallel and at intervals on an intermediate foundation pedestal 600 along the transverse direction of the bridge, and arranging a sacrificial rigid connector 3 between the rigid auxiliary tower 2 and the rectangular tower column 1 for fixing; thereby improving the overall structural rigidity of the multi-tower suspension bridge during daily use, and reducing the deformation of the bridge tower and the main beam; by reasonably designing the length and cross-sectional dimensions of the sacrificial rigid connector 3, the sacrificial rigid connector 3 reaches the ultimate load under extreme load conditions, causing the sacrificial rigid connector 3 to buckle and become unstable, thereby disconnecting the rigid auxiliary tower 2 and the rectangular tower column 1, reducing the self-thrust stiffness of the rectangular tower column 1, and ensuring the anti-slip stability of the main cable on the middle tower saddle; the combined bridge tower of the present invention can take into account the anti-slip safety of the main cable under daily and extreme conditions, has a clear structural design concept, and can solve the problem that the middle tower design in the prior art needs to sacrifice part of the daily use performance in order to meet the structural safety under extreme load conditions.

[0062] like Figure 7 As shown, the second aspect of the present invention provides a method for designing a tower in a multi-tower suspension bridge assembly, comprising the following steps:

[0063] S1: constructing a finite element model of a multi-tower suspension bridge, and calculating the deformation of the combined middle tower and the loaded span main beam under the action of a uniformly distributed load through the finite element model to obtain a deformation result;

[0064] S2: According to the deformation result, adjusting the stiffness of the middle tower until the multi-tower suspension bridge reaches the expected structural stiffness; determining the anti-thrust stiffness of the middle tower of the multi-tower suspension bridge under the condition that the multi-tower suspension bridge meets the expected structural stiffness;

[0065] S3: Calculate the internal force F of the main cable on one side of the loading span at the saddle of the middle tower ct and the internal force F of the main cable on one side of the unloaded span cl ; According to the internal force F of the main cable loaded on one side of the span at the saddle of the middle tower ct and the internal force F of the main cable on one side of the unloaded span cl Calculate and evaluate the anti-slip safety factor K of the main cable; if the calculated anti-slip safety factor K of the main cable is less than 2, it means that the anti-slip of the main cable does not meet the specification requirements; then execute the next step;

[0066] S4: preliminarily determine the cross-sectional dimensions of the rigid auxiliary tower 2 and the rectangular bridge tower 1, set a sacrificial rigid connector 3 between the rigid auxiliary tower 2 and the rectangular bridge tower 1, and adjust the cross-sectional dimensions of the rectangular bridge tower 1 so that the thrust-resistance stiffness of the middle tower after the combination of the rigid auxiliary tower 2 and the rectangular bridge tower 1 is equal to the thrust-resistance stiffness of the middle tower of the multi-tower suspension bridge under the condition of satisfying the expected structural stiffness;

[0067] S5: Reduce the uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model in step S1, and recalculate the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side at the middle tower saddle; recalculate the main cable anti-slip safety factor according to the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side after the load reduction, to ensure that it meets the requirements of the specification, that is, the main cable anti-slip safety factor K≥2; and calculate the axial force F of the sacrificial rigid connector 3 at this time;

[0068] S6: adjusting the size of the sacrificial rigid connector 3 so that the sacrificial rigid connector 3 can reach the critical point of buckling under the action of the axial force F;

[0069] After steps S1 to S6, the structural stiffness of the multi-tower suspension bridge meets the requirements during normal use, and the sacrificial rigid connector has not reached the critical point of buckling; under extreme load conditions, the anti-slip safety factor of the main cable of the multi-tower suspension bridge may decrease. When the anti-slip safety factor is reduced to 2, the sacrificial rigid connector buckles, and the auxiliary tower no longer provides a restraint effect; since the rectangular bridge tower itself has a small anti-thrust stiffness, the deformation of the middle tower increases after the sacrificial rigid connector buckles; the internal force of the main cable on the loaded span side decreases, and the internal force of the main cable on the unloaded span side increases, so that the anti-slip safety factor of the main cable increases, which can ensure the anti-slip safety of the main cable on the middle tower.

[0070] Furthermore, in step S1, the main design parameters include tower height, tower width, main span length, side span length, main cable arrangement, bridge deck width, number of lanes, bridge towers, beam dimensions, and materials.

[0071] Furthermore, the step S1 constructs a finite element model of a multi-tower suspension bridge, and calculates the deformation of the combined middle tower and the loaded span main beam under the uniformly distributed load through the finite element model to obtain the deformation result; including:

[0072] Determining main design parameters of the multi-tower suspension bridge, and establishing a finite element model of the multi-tower suspension bridge according to the main design parameters;

[0073] In the finite element model, a uniform load is applied to one of the spans on both sides of the middle tower, and a finite element analysis is performed to calculate the deformation of the combined middle tower and the main beam of the loaded span under the uniform load to obtain the deformation result.

[0074] Furthermore, in step S3, the anti-slip safety factor K is calculated by formula (1):

[0075]

[0076] Among them, μ is the friction coefficient between the main cable and the saddle, α s The angle of the main cable on the saddle.

[0077] In step S5, when the anti-sliding safety factor of the main cable K≥2, the specification requirements are met.

[0078] like Figure 8 As shown, an embodiment of the present invention further provides a multi-tower suspension bridge combined middle tower design system for implementing the above-mentioned design method, comprising: a first main module, a second main module, a third main module, a fourth main module, a fifth main module and a sixth main module; wherein,

[0079] The first main module is used to construct a finite element model of a multi-tower suspension bridge, and calculate the deformation of the combined middle tower and the loaded span main beam under the action of a uniformly distributed load through the finite element model to obtain the deformation result;

[0080] The second main module is used to adjust the stiffness of the middle tower according to the deformation result until the multi-tower suspension bridge reaches the expected structural stiffness; determine the anti-thrust stiffness of the middle tower of the multi-tower suspension bridge under the condition that the multi-tower suspension bridge meets the expected structural stiffness;

[0081] The third main module is used to calculate the main cable internal force on one side of the loaded span and the main cable internal force on one side of the unloaded span at the middle tower saddle respectively; calculate and evaluate the main cable anti-slip safety factor according to the main cable internal force on one side of the loaded span and the main cable internal force on one side of the unloaded span at the middle tower saddle of the combination; if the calculated main cable anti-slip safety factor is less than 2, execute the next step;

[0082] The fourth main module is used to preliminarily determine the cross-sectional dimensions of the rigid auxiliary tower 2 and the rectangular bridge tower 1, set a sacrificial rigid connector 3 between the rigid auxiliary tower 2 and the rectangular bridge tower 1, and adjust the cross-sectional dimensions of the rectangular bridge tower 1 so that the thrust-resistant stiffness of the middle tower after the combination of the rigid auxiliary tower 2 and the rectangular bridge tower 1 is equal to the thrust-resistant stiffness of the middle tower of the multi-tower suspension bridge under the condition that the expected structural stiffness is met;

[0083] The fifth main module is used to reduce the uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model, and recalculate the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side; recalculate the main cable anti-sliding safety factor according to the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side after the load reduction to ensure that it meets the requirements of the specification, and calculate the axial force of the sacrificial rigid connector 3 at this time;

[0084] The sixth main module is used to adjust the size of the sacrificial rigid connector 3 so that the sacrificial rigid connector 3 can reach the critical point of buckling under the action of the axial force.

[0085] It should be noted that the middle tower design system for a multi-tower suspension bridge combination provided in this embodiment can be a computer program (including program code) running in a computer device, for example, the middle tower design system for a multi-tower suspension bridge combination is an application software; the middle tower design system for a multi-tower suspension bridge combination can be used to execute the corresponding steps in the above method provided in the embodiment of the present application.

[0086] In some feasible implementations, the middle tower design system for a multi-tower suspension bridge combination provided in this embodiment can be implemented by a combination of software and hardware. As an example, the middle tower design system for a multi-tower suspension bridge combination provided in this embodiment of the application can be a processor in the form of a hardware decoding processor, which is programmed to execute the middle tower design method for a multi-tower suspension bridge combination provided in this embodiment of the application. For example, the processor in the form of a hardware decoding processor can adopt one or more application specific integrated circuits (ASICs), digital signal processors (DSPs), programmable logic devices (PLDs), complex programmable logic devices (CPLDs), field programmable gate arrays (FPGAs) or other electronic components.

[0087] In some feasible implementations, the middle tower design system for a multi-tower suspension bridge combination provided in this embodiment can be implemented in a software manner, which can be software in the form of programs and plug-ins, and includes a series of modules to implement the middle tower design method for a multi-tower suspension bridge combination provided in an embodiment of the present invention.

[0088] The combined middle tower design system of a multi-tower suspension bridge provided in this embodiment calculates the deformation of the combined middle tower and the main beam of the loaded span under the action of a uniformly distributed load through a finite element model of the multi-tower suspension bridge to obtain a deformation result; according to the deformation result, adjust the stiffness of the middle tower until the multi-tower suspension bridge reaches the expected structural stiffness; determine the anti-thrust stiffness of the middle tower under the condition that the multi-tower suspension bridge meets the expected structural stiffness; calculate and evaluate the anti-slip safety factor of the main cable according to the internal force of the main cable on the loaded span side and the internal force of the main cable on the unloaded span side at the saddle of the middle tower; when the anti-slip of the main cable does not meet the requirements of the specification, a sacrificial rigid connector is provided between the rigid auxiliary tower and the rectangular bridge tower, and the cross-sectional size of the rectangular bridge tower is adjusted so that the anti-thrust stiffness of the middle tower after it is combined with the rigid auxiliary tower is equal to the anti-thrust stiffness of the middle tower under the condition that the multi-tower suspension bridge meets the expected structural stiffness; reduce the uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model, recalculate the internal force of the main cable on the loaded span side and the internal force of the main cable on the unloaded span side; recalculate the anti-slip safety factor of the main cable number, ensure that it meets the requirements of the specification and calculate the axial force of the sacrificial rigid connector at this time; adjust the size of the sacrificial rigid connector so that the sacrificial rigid connector can reach the critical point of buckling under the action of the axial force; in this way, the structural stiffness of the multi-tower suspension bridge meets the requirements during the normal use stage, and the sacrificial rigid connector does not reach the critical point of buckling; under extreme load conditions, when the anti-slip safety factor of the main cable of the multi-tower suspension bridge decreases and is equal to 2, the sacrificial rigid connector buckles, and the auxiliary tower no longer provides a constraint; at this time, the thrust stiffness of the rectangular bridge tower itself is small, and the deformation of the middle tower increases; the internal force of the main cable on the loaded span side is reduced, and the internal force of the main cable on the unloaded span side is increased, so that the anti-slip safety factor of the main cable is increased, thereby ensuring the anti-slip safety of the main cable in the middle tower; the combined bridge tower of the present invention can take into account the anti-slip safety of the main cable under daily working conditions and extreme working conditions, and can solve the problem that the middle tower design of the prior art needs to sacrifice part of the daily use performance in order to meet the structural safety under extreme load conditions.

[0089] A third aspect of the present invention further provides an electronic device, Fig. 9 Schematic diagram of the structure of the electronic device of this embodiment. Fig. 9As shown, the electronic device 1000 in this embodiment may include: a processor 1001, a network interface 1004 and a memory 1005. In addition, the above-mentioned electronic device 1000 may also include: a user interface 1003, and at least one communication bus 1002. Among them, the communication bus 1002 is used to realize the connection and communication between these components. Among them, the user interface 1003 may include a display screen (Display), a keyboard (Keyboard), and the user interface 1003 may optionally include a standard wired interface and a wireless interface. The network interface 1004 may optionally include a standard wired interface and a wireless interface (such as a WI-FI interface). The memory 1004 may be a high-speed RAM memory, or it may be a non-volatile memory (non-volatile memory), such as at least one disk storage. The memory 1005 may optionally also be at least one storage device located away from the aforementioned processor 1001. As Fig. 9 As shown, the memory 1005 as a computer-readable storage medium may include an operating system, a network communication module, a user interface module, and a device control application program.

[0090] like Fig. 9 In the electronic device 1000 shown, the network interface 1004 can provide a network communication function; the user interface 1003 is mainly used to provide an input interface for the user; and the processor 1001 can be used to call the device control application stored in the memory 1005 to achieve:

[0091] Constructing a finite element model of a multi-tower suspension bridge, calculating the deformation of a combined middle tower and a loaded span main beam under a uniformly distributed load through the finite element model, and obtaining a deformation result;

[0092] According to the deformation results, the stiffness of the middle tower is adjusted until the multi-tower suspension bridge reaches the expected structural stiffness; and the anti-thrust stiffness of the middle tower of the multi-tower suspension bridge is determined under the condition that the multi-tower suspension bridge meets the expected structural stiffness;

[0093] Calculate the main cable internal force on one side of the loaded span and the main cable internal force on one side of the unloaded span at the middle tower saddle respectively; calculate and evaluate the main cable anti-sliding safety factor according to the main cable internal force on one side of the loaded span and the main cable internal force on one side of the unloaded span at the middle tower saddle of the combination; if the calculated main cable anti-sliding safety factor is less than 2, execute the next step;

[0094] Preliminarily determine the cross-sectional dimensions of the rigid auxiliary tower 2 and the rectangular bridge tower 1, set a sacrificial rigid connector 3 between the rigid auxiliary tower 2 and the rectangular bridge tower 1, and adjust the cross-sectional dimensions of the rectangular bridge tower 1 so that the thrust-resistance stiffness of the middle tower after the combination of the rigid auxiliary tower 2 and the rectangular bridge tower 1 is equal to the thrust-resistance stiffness of the middle tower of the multi-tower suspension bridge under the condition of satisfying the expected structural stiffness;

[0095] Reduce the uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model, and recalculate the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side at the middle tower saddle; recalculate the main cable anti-sliding safety factor according to the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side after the load reduction to ensure that it meets the requirements of the specification, and calculate the axial force of the sacrificial rigid connector 3 at this time;

[0096] The size of the sacrificial rigid connector 3 is adjusted so that the sacrificial rigid connector 3 can reach the critical point of buckling under the action of the axial force.

[0097] It should be understood that in some feasible implementations, the processor 1001 may be a central processing unit (CPU), or other general-purpose processors, DSPs, ASICs, FPGAs or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. A general-purpose processor may be a microprocessor or the processor may be any conventional processor, etc. The memory may include a read-only memory and a random access memory, and provide instructions and data to the processor. A portion of the memory may also include a non-volatile random access memory. For example, the memory may also store information about the device type.

[0098] In a specific implementation, the electronic device 1000 can execute the above-mentioned functions through its built-in functional modules. Figure 7 For the implementation methods provided in each step, please refer to the implementation methods provided in the above steps for details, which will not be repeated here.

[0099] The electronic device provided in this embodiment calculates the deformation of the combined middle tower and the main beam of the loaded span under the action of the uniformly distributed load through the finite element model of the multi-tower suspension bridge to obtain the deformation result; according to the deformation result, adjust the stiffness of the middle tower until the multi-tower suspension bridge reaches the expected structural stiffness; determine the anti-thrust stiffness of the middle tower under the condition that the multi-tower suspension bridge meets the expected structural stiffness; calculate and evaluate the anti-slip safety factor of the main cable according to the internal force of the main cable on the loaded span side and the internal force of the main cable on the unloaded span side at the saddle of the middle tower; when the anti-slip of the main cable does not meet the requirements of the specification, a sacrificial rigid connector is set between the rigid auxiliary tower and the rectangular bridge tower, and the cross-sectional size of the rectangular bridge tower is adjusted so that the anti-thrust stiffness of the middle tower after it is combined with the rigid auxiliary tower is equal to the anti-thrust stiffness of the middle tower under the condition that the multi-tower suspension bridge meets the expected structural stiffness; reduce the uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model, recalculate the internal force of the main cable on the loaded span side and the internal force of the main cable on the unloaded span side; recalculate the anti-slip safety factor of the main cable to ensure that The requirements of the specification are met and the axial force of the sacrificial rigid connector at this time is calculated; the size of the sacrificial rigid connector is adjusted so that the sacrificial rigid connector can reach the critical point of buckling under the action of the axial force; in this way, the structural stiffness of the multi-tower suspension bridge meets the requirements during the normal use stage, and the sacrificial rigid connector does not reach the critical point of buckling; under extreme load conditions, when the anti-slip safety factor of the main cable of the multi-tower suspension bridge decreases and is equal to 2, the sacrificial rigid connector buckles, and the auxiliary tower no longer provides a constraint; at this time, the thrust stiffness of the rectangular bridge tower itself is small, and the deformation of the middle tower increases; the internal force of the main cable on the loaded span side is reduced, and the internal force of the main cable on the unloaded span side is increased, so that the anti-slip safety factor of the main cable is increased, thereby ensuring the anti-slip safety of the main cable in the middle tower; the combined bridge tower of the present invention can take into account the anti-slip safety of the main cable under daily working conditions and extreme working conditions, and can solve the problem that the middle tower design in the prior art needs to sacrifice part of the daily use performance in order to meet the structural safety under extreme load conditions.

[0100] The present application also provides a computer-readable storage medium, which stores a computer program and is executed by a processor to implement Figure 1 For the methods provided in each step, please refer to the implementation methods provided in the above steps for details, which will not be repeated here.

[0101] The computer-readable storage medium provided in this embodiment calculates the deformation of the combined middle tower and the main beam of the loaded span under the action of the uniformly distributed load through the finite element model of the multi-tower suspension bridge to obtain the deformation result; according to the deformation result, adjust the stiffness of the middle tower until the multi-tower suspension bridge reaches the expected structural stiffness; determine the anti-thrust stiffness of the middle tower under the condition that the multi-tower suspension bridge meets the expected structural stiffness; calculate and evaluate the anti-slip safety factor of the main cable according to the internal force of the main cable on the loaded span side and the internal force of the main cable on the unloaded span side at the saddle of the middle tower; when the anti-slip of the main cable does not meet the requirements of the specification, a sacrificial rigid connector is set between the rigid auxiliary tower and the rectangular bridge tower, and the cross-sectional size of the rectangular bridge tower is adjusted so that the anti-thrust stiffness of the middle tower after it is combined with the rigid auxiliary tower is equal to the anti-thrust stiffness of the middle tower under the condition that the multi-tower suspension bridge meets the expected structural stiffness; reduce the uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model, recalculate the internal force of the main cable on the loaded span side and the internal force of the main cable on the unloaded span side; recalculate the anti-slip safety factor of the main cable, Ensure that it meets the requirements of the specifications and calculate the axial force of the sacrificial rigid connector at this time; adjust the size of the sacrificial rigid connector so that the sacrificial rigid connector can reach the critical point of buckling under the action of the axial force; in this way, the structural stiffness of the multi-tower suspension bridge meets the requirements during normal use, and the sacrificial rigid connector does not reach the critical point of buckling; under extreme load conditions, when the anti-slip safety factor of the main cable of the multi-tower suspension bridge decreases and is equal to 2, the sacrificial rigid connector buckles, and the auxiliary tower no longer provides a constraint; at this time, the thrust stiffness of the rectangular bridge tower itself is small, and the deformation of the middle tower increases; the internal force of the main cable on the loaded span side is reduced, and the internal force of the main cable on the unloaded span side is increased, so that the anti-slip safety factor of the main cable is increased, thereby ensuring the anti-slip safety of the main cable in the middle tower; the combined bridge tower of the present invention can take into account the anti-slip safety of the main cable under daily working conditions and extreme working conditions, and can solve the problem that the middle tower design in the prior art needs to sacrifice part of the daily use performance in order to meet the structural safety under extreme load conditions.

[0102] Any reference to memory, storage, database or other medium used in the embodiments provided in the present application may include non-volatile and / or volatile memory. Non-volatile memory may include read-only memory (ROM), programmable ROM (PROM), electrically programmable ROM (EPROM), electrically erasable programmable ROM (EEPROM) or flash memory. Volatile memory may include random access memory (RAM) or external cache memory. As an illustration and not limitation, RAM is available in various forms, such as static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), double data rate SDRAM (DDRSDRAM), enhanced SDRAM (ESDRAM), synchronous link (Synchlink) DRAM (SLDRAM), memory bus (Rambus) direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and memory bus dynamic RAM (RDRAM).

[0103] It will be easily understood by those skilled in the art that the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A method for designing a middle tower of a multi-tower suspension bridge, characterized in that: The combined middle tower (100) comprises a rectangular tower column (1) and a rigid auxiliary tower (2) which are arranged on an intermediate foundation pedestal (600) in parallel along a transverse bridge direction; the rigid auxiliary tower (2) and the rectangular tower column (1) are fixed via a sacrificial rigid connecting member (3); the height of the rigid auxiliary tower (2) is lower than the height of the rectangular tower column (1); In the longitudinal direction of the bridge, the rigid auxiliary tower (2) and the upper surface of the foundation bearing platform (600) form an isosceles triangle; The design method comprises the following steps: S1: constructing a finite element model of a multi-tower suspension bridge, and calculating the deformation of the combined middle tower and the loaded span main beam under the action of a uniformly distributed load through the finite element model to obtain a deformation result; S2: According to the deformation result, adjusting the stiffness of the middle tower until the multi-tower suspension bridge reaches the expected structural stiffness; determining the anti-thrust stiffness of the middle tower of the multi-tower suspension bridge under the condition that the multi-tower suspension bridge meets the expected structural stiffness; S3: Calculate the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side at the middle tower saddle respectively; calculate and evaluate the main cable anti-slip safety factor according to the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side at the middle tower saddle of the combination; if the calculated main cable anti-slip safety factor is less than 2, execute the next step; S4: Preliminarily determine the cross-sectional dimensions of the rigid auxiliary tower (2) and the rectangular tower column (1), set a sacrificial rigid connector (3) between the rigid auxiliary tower (2) and the rectangular tower column (1), and adjust the cross-sectional dimensions of the rectangular tower column (1) so that the thrust-resistant stiffness of the middle tower after the rectangular tower column (1) and the rigid auxiliary tower (2) are combined to be equal to the thrust-resistant stiffness of the middle tower of the multi-tower suspension bridge under the condition that the expected structural stiffness is met; S5: Reduce the uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model, recalculate the internal force of the main cable on the loaded span side and the internal force of the main cable on the unloaded span side at the saddle of the middle tower; recalculate the anti-sliding safety factor of the main cable to ensure that it meets the requirements of the specification, and calculate the axial force of the sacrificial rigid connector (3) at this time; S6: adjusting the size of the sacrificial rigid connection member (3) so that the sacrificial rigid connection member (3) can reach a critical point of buckling under the action of the axial force; After steps S1 to S6, the structural stiffness of the multi-tower suspension bridge meets the requirements during normal use, and the sacrificial rigid connector has not reached the critical point of buckling; under extreme load conditions, the anti-slip safety factor of the main cable of the multi-tower suspension bridge may decrease. When the anti-slip safety factor is reduced to 2, the sacrificial rigid connector buckles, and the auxiliary tower no longer provides a restraint effect; since the rectangular tower column itself has a small anti-thrust stiffness, the deformation of the middle tower increases after the sacrificial rigid connector buckles; the internal force of the main cable on the loaded span side decreases, and the internal force of the main cable on the unloaded span side increases, which increases the anti-slip safety factor of the main cable, thereby ensuring the anti-slip safety of the main cable on the middle tower.

2. The method for designing a middle tower of a multi-tower suspension bridge assembly according to claim 1, characterized in that: The step S1 constructs a finite element model of a multi-tower suspension bridge, and calculates the deformation of the combined middle tower and the loaded span main beam under the uniformly distributed load through the finite element model to obtain the deformation result; including: Determining main design parameters of the multi-tower suspension bridge, and establishing a finite element model of the multi-tower suspension bridge according to the main design parameters; In the finite element model, a uniform load is applied to one of the spans on both sides of the middle tower, and a finite element analysis is performed to calculate the deformation of the combined middle tower and the main beam of the loaded span under the uniform load to obtain the deformation result.

3. The method for designing a middle tower of a multi-tower suspension bridge assembly according to claim 1, characterized in that: In step S3, the anti-slip safety factor is calculated by formula (1): （1） in, is the friction coefficient between the main cable and the saddle; The angle of the main cable on the saddle; To load the internal force of the main cable on one side of the span; is the internal force of the main cable on one side of the unloaded span.

4. The method for designing a middle tower of a multi-tower suspension bridge assembly according to claim 1, characterized in that: In step S5, when the anti-sliding safety factor of the main cable is ≥ 2, the specification requirements are met.

5. A method for designing a middle tower of a multi-tower suspension bridge assembly according to any one of claims 1 to 4, characterized in that: The rigid auxiliary tower (2) comprises an integrally formed top fixing block (21) and a first support rod (22) and a second support rod (23) arranged in an inverted V shape at the bottom of the top fixing block (21); One end of the sacrificial rigid connector (3) is fixedly connected to the rigid auxiliary tower (2), and the other end is fixedly connected to the rectangular tower column (1).

6. A method for designing a middle tower of a multi-tower suspension bridge assembly according to any one of claims 1 to 4, characterized in that: The sacrificial rigid connecting piece (3) is fixed to the rectangular tower column (1) and the rigid auxiliary tower (2) via a pre-buried connecting piece (4); The embedded connection piece (4) comprises an L-shaped steel plate (41) fixed to the rectangular tower column (1) or the rigid auxiliary tower (2), a connection plate (42) fixed to the L-shaped steel plate (41), and a shear connection piece (43); The shear-resistant connector (43) is pre-buried in a tower column reinforcement section (101) of the rectangular tower column (1) or in a top fixing block (21) of the rigid auxiliary tower (2).

7. The method for designing a middle tower of a multi-tower suspension bridge assembly according to claim 6, characterized in that: One side of the L-shaped steel plate (41) is in close contact with the surface of the rectangular tower column (1) or the rigid auxiliary tower (2) and is fixed to the shear connector (43), and the other side is perpendicular to the surface of the rectangular tower column (1) or the rigid auxiliary tower (2) and is fixed to the connecting plate (42); One end of the connecting plate (42) is fixed to the L-shaped steel plate (41), and the other end is fixed to the sacrificial rigid connecting member (3).

8. A multi-tower suspension bridge combined middle tower design system, characterized in that: The method for designing a middle tower of a multi-tower suspension bridge assembly according to any one of claims 1 to 7 comprises: a first main module, a second main module, a third main module, a fourth main module, a fifth main module and a sixth main module; wherein: The first main module is used to construct a finite element model of a multi-tower suspension bridge, and calculate the deformation of the combined middle tower and the loaded span main beam under the action of a uniformly distributed load through the finite element model to obtain the deformation result; The second main module is used to adjust the stiffness of the middle tower according to the deformation result until the multi-tower suspension bridge reaches the expected structural stiffness; determine the anti-thrust stiffness of the middle tower of the multi-tower suspension bridge under the condition that the multi-tower suspension bridge meets the expected structural stiffness; The third main module is used to calculate the main cable internal force on one side of the loaded span and the main cable internal force on one side of the unloaded span at the middle tower saddle respectively; calculate and evaluate the main cable anti-slip safety factor according to the main cable internal force on one side of the loaded span and the main cable internal force on one side of the unloaded span at the middle tower saddle of the combination; if the calculated main cable anti-slip safety factor is less than 2, execute the next step; The fourth main module is used to preliminarily determine the cross-sectional dimensions of the rigid auxiliary tower (2) and the rectangular tower column (1), to provide a sacrificial rigid connector (3) between the rigid auxiliary tower (2) and the rectangular tower column (1), and to adjust the cross-sectional dimensions of the rectangular tower column (1) so that the thrust-resistant stiffness of the middle tower after the rectangular tower column (1) and the rigid auxiliary tower (2) are combined to be equal to the thrust-resistant stiffness of the middle tower of the multi-tower suspension bridge when the expected structural stiffness is met; The fifth main module is used to reduce the uniformly distributed load applied to one of the spans on both sides of the middle tower in the finite element model, and recalculate the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side; recalculate the main cable anti-sliding safety factor based on the main cable internal force on the loaded span side and the main cable internal force on the unloaded span side after the load reduction to ensure that it meets the requirements of the specification, and calculate the axial force of the sacrificial rigid connector (3) at this time; The sixth main module is used to adjust the size of the sacrificial rigid connection member (3) so that the sacrificial rigid connection member (3) can reach a critical point of buckling under the action of the axial force.

9. An electronic device, characterized in that: comprising a processor and a memory, wherein the processor and the memory are connected to each other; The memory is used to store computer programs; The processor is configured to execute the method for designing towers in a multi-tower suspension bridge assembly as claimed in any one of claims 1 to 7 when calling the computer program.

10. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores a computer program, and the computer program is executed by a processor to implement the method for designing towers in a multi-tower suspension bridge assembly according to any one of claims 1 to 7.

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