Method, device and computer equipment for determining the node position of the bridge tower of a self-anchored suspension bridge

Abstract

The present invention relates to the technical field of self-anchored suspension bridge research, and discloses a method for determining the node position of a bridge tower of a self-anchored suspension bridge, comprising the following steps: A) establishing a numerical model of the self-anchored suspension bridge; B) determining the boundary condition connection mode between the components in the numerical model based on the bridge structure; C) determining the main acting loads of the numerical model of the self-anchored suspension bridge based on the design specification; D) simulating and calculating the completed bridge state of the background project to obtain the most suitable position of the main bridge tower node of the completed bridge. The present invention also discloses a device and computer equipment for determining the node position of a bridge tower of a self-anchored suspension bridge. The method, device and computer equipment for determining the node position of a bridge tower of a self-anchored suspension bridge of the present invention ensure the rationality of the force on the main tower, effectively reduce the axial tension of the hanger and the main cable, reduce the maximum bending moment and deflection of the main beam, ensure the balance of the force on the whole bridge and ensure the safety of the whole bridge.

Description

Technical Field

[0001] The present invention relates to the technical field of self-anchored suspension bridge research, and in particular to a method, a device and a computer device for determining the node position of a bridge tower of a self-anchored suspension bridge. Background Art

[0002] At present, large-span suspension bridges can be divided into ground-anchored suspension bridges and self-anchored suspension bridges according to the anchoring method of the main cable. Compared with ground-anchored suspension bridges, self-anchored suspension bridges have the advantages of not needing to build large-volume anchors, being less restricted by terrain and geology, having a larger span capacity, and having a beautiful appearance. The scientific research and development of self-anchored suspension bridges in my country is relatively late, but when self-anchored suspension bridges emerged in the early 21st century, my country built a large number of self-anchored suspension bridges with large spans and different stiffening beam forms. Starting from the first self-anchored suspension bridge, concrete was used as the main component material at first, such as the Jinwan Bridge in Jinshitan, Dalian. Now steel has begun to be used as the main component material, which has greatly improved the span-to-height ratio of self-anchored suspension bridges, such as the Taohuayu Yellow River Bridge.

[0003] At present, the research of scholars on long-span suspension bridges is mainly based on the self-vibration characteristics of suspension bridges, the influence of main tower stiffness on the stability of the whole bridge, the deflection of stiffening beams and their stress response, the main cable line shape, etc., focusing on the influence of the steel-concrete combined section of large-span suspension bridges on the mechanical performance, main tower stiffness, hanger tension control and main cable line shape. In terms of the mechanical performance of the steel-concrete combined section, it is greatly affected by the negative bending moment, and there is a risk of separation between the steel beam top plate and the concrete beam top plate; in terms of the main tower stiffness, the main tower stiffness plays a major role in the estimation of the fundamental frequency of the suspension bridge; in terms of hanger tension control, the optimization of the hanger tension sequence can ensure that various indicators during the construction process are safe and controllable. The static and dynamic performance of self-anchored suspension bridges is very different from that of traditional ground-anchored suspension bridges. Self-anchored suspension bridges are tower-beam-cable self-balancing structural systems. The order of bridge construction is first tower → stiffening beam (with support construction or jacking method) and then cable → sling, and finally the stiffening beam is made into a body sling. The structural construction and force of the bridge tower are more complex. As people's understanding of its mechanical properties continues to deepen, the span of self-anchored suspension bridges continues to increase, and the structural form is also varied.

[0004] The above studies mainly focus on the mechanical performance of the steel-concrete joint section, the stiffness of the main tower, the control of the tension force of the suspender rod and the forming conditions of the main cable. At present, few people have studied the effect of the node position of the self-anchored suspension bridge tower on the mechanical performance of the whole bridge. This study established a Midas model of the whole bridge in combination with the ultra-wide special-shaped tower self-anchored suspension bridge, analyzed the stress at different node positions of the main bridge tower and different angles of the tower limb of the middle tower column, derived the stress situation and stress distribution law inside the main bridge tower, analyzed the force transmission mechanism inside the main tower, and obtained the most reasonable node layout position of the main bridge tower.

[0005] However, the existing technology has the following problems and defects: the existing research mainly focuses on the stress performance of the steel-concrete combined section, the stiffness of the main tower, the control of the hanger tension force and the forming conditions of the main cable. At present, few people have studied the effect of the node position of the tower of the self-anchored suspension bridge on the stress performance of the entire bridge. Summary of the invention

[0006] The purpose of the present invention is to address the deficiencies of the above-mentioned technology and to provide a method, device and computer equipment for determining the node position of the bridge tower of a self-anchored suspension bridge, so as to ensure the rationality of the force on the main tower, effectively reduce the axial tension of the hanger and the main cable, reduce the maximum bending moment and deflection of the main beam, ensure the balance of the force on the entire bridge and ensure the safety of the entire bridge.

[0007] To achieve the above object, the method for determining the node position of a self-anchored suspension bridge tower designed by the present invention comprises the following steps:

[0008] A) Establish a numerical model of a self-anchored suspension bridge;

[0009] B) Determine the boundary condition connection mode between the components in the numerical model based on the bridge structure;

[0010] C) Determine the main acting loads of the numerical model of the self-anchored suspension bridge based on the design specifications;

[0011] D) Simulate and calculate the completed bridge status of the background project to obtain the most suitable location of the main bridge tower node.

[0012] Preferably, in the step A), a numerical model of the self-anchored suspension bridge is established using Midas Civil software.

[0013] Preferably, establishing a numerical model of a self-anchored suspension bridge includes:

[0014] Main tower modeling: C50 concrete is used for the main tower, and the elastic modulus is 3.45×107kN / m 2 , the section type is variable section, the Poisson's ratio is 0.3, and the prestressed tendons of the main tower are tensioned;

[0015] Main beam modeling: The steel main beam is made of Q345 steel, and the elastic modulus is 2.06×108kN / m 2 The cross-section type is general cross-section, Poisson's ratio is 0.31, C50 concrete is selected for the concrete main beam, and the elastic modulus is 3.45×107kN / m 2 , the section type is general section, Poisson's ratio is 0.3, and the prestressed tendons of the concrete main beam are tensioned;

[0016] Main cable and suspender modeling: The main cable uses 1860 steel strands, and the elastic modulus is 2.05×108kN / m 2, Poisson's ratio is 0.3, the cross-section type is cable-only unit, the hanger cable is 1770 steel strand, and the elastic modulus is 2.05×108kN / m 2 , Poisson's ratio is 0.3, and the section type is tension-only truss element;

[0017] Pile-soil interaction modeling: C30 concrete is selected for the pile foundation, and the elastic modulus is 3.0×107kN / m 2 The section type is general section, the Poisson's ratio is 0.2, the X-direction constraint is 2.78×106kN / m, the Y-direction constraint is 1.0×106kN / m, and the pile bottom constraint is consolidation constraint.

[0018] Preferably, in the step B), the connection mode of the support is a rigid connection, and only the vertical stiffness of the compression spring is 1.0×106 kN / m, the tower bottom is consolidated, and the main cables on both sides are consolidated; the connection mode of the main beam and the node at the lower cross beam of the main tower is a master-slave node connection, the connection mode of the upper tower column, the middle tower column, the lower tower column and the main tower are all master-slave node connections, the connection mode of the loose cable saddle and the main tower is a master-slave node connection, the connection mode of the main beam and the anchor span is a master-slave node connection, the connection mode of the main tower and the pedestal is a master-slave node connection, the connection mode of the transition pier and the main beam is a master-slave node connection, and the connection mode of the anchor pier and the main beam is a master-slave node connection, which constrains the vertical and longitudinal translational movement of the bridge.

[0019] Preferably, in the step C), in combination with the General Specification for Design of Highway Bridges and Culverts (JTGD60.2015) and the bridge design instructions, the internal forces and stresses under all loads are considered for calculation and analysis, and the bridge towers and concrete main beam sections are prestressed according to the requirements of the design drawings to determine the main loads acting on the numerical model of the self-anchored suspension bridge.

[0020] Preferably, in the step D), the completed bridge status of the background project is simulated and calculated, load combination is performed according to the provisions of the General Specification for Design of Highway Bridges and Culverts (JTGD60-2015), and the most suitable main bridge tower node position for the completed bridge is obtained through comparison based on the impact of the change in tower node height on the tower limbs and the stress behavior of the entire bridge.

[0021] Preferably, after the position of the bridge tower node is determined, the influence of the position of the bridge tower node on the mechanical behavior of the entire self-anchored suspension bridge is analyzed.

[0022] A device for determining the node position of a self-anchored suspension bridge tower comprises: a numerical modeling module for establishing a numerical model of the self-anchored suspension bridge; and a simulation calculation module for performing simulation calculations on the completed bridge state of a background project to obtain the most suitable node position of the main bridge tower for the completed bridge.

[0023] Preferably, an analysis module is also included to analyze the influence of the bridge tower node position on the mechanical behavior of the entire self-anchored suspension bridge.

[0024] A computer device comprises a memory and a processor, wherein the memory stores a computer program, and when the computer program is executed by the processor, the processor executes the steps of a method for determining a node position of a tower of a self-anchored suspension bridge.

[0025] Compared with the prior art, the present invention has the following advantages:

[0026] 1. A refined finite element model of the entire ultra-wide self-anchored suspension bridge was established, and a refined numerical analysis of the special-shaped tower nodes was performed. By changing the tower limb node height ratio, the bending moment and stress distribution of each tower limb of the main tower were solved using Midas Civil software to ensure the safety of the main cables and hangers in the entire bridge, and the internal force distribution law between each tower limb was obtained;

[0027] 2. Determine the reasonable bridge tower node position through the refined finite element model of the self-anchored suspension bridge to ensure the rationality of the force on the main tower;

[0028] 3. By setting a reasonable tower limb node height ratio, the axial tension of the hanger and the main cable can be effectively reduced, and the maximum bending moment and deflection of the main beam can be reduced;

[0029] 4. At the same time, the balance of force on the entire bridge and the safety of the entire bridge are guaranteed through reasonable bridge tower node positions. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] Figure 1 It is a flow chart of a method for determining a node position of a tower of a self-anchored suspension bridge according to the present invention;

[0031] Figure 2 is a schematic diagram of a numerical model not hidden in an embodiment of the present invention;

[0032] Figure 3 is a schematic diagram of a numerical model provided by an embodiment of the present invention in which the numerical model has been hidden;

[0033] Figure 4 is a model diagram of a bridge tower provided by an embodiment of the present invention;

[0034] Figure 5 is a schematic diagram of the maximum bending moment of the lower main tower when the tower node height ratio is 0.35 provided by an embodiment of the present invention;

[0035] Figure 6 is a schematic diagram of the maximum stress of the lower main tower when the tower node height ratio is 0.35 provided by an embodiment of the present invention;

[0036] Figure 7 is a schematic diagram of the maximum bending moment of the lower main tower when the tower node height ratio is 0.31 provided by an embodiment of the present invention;

[0037] Figure 8is a schematic diagram of the maximum stress of the lower main tower when the tower node height ratio is 0.31 provided by an embodiment of the present invention;

[0038] Fig. 9 is a schematic diagram of the maximum bending moment of the lower main tower when the tower node height ratio is 0.39 provided by an embodiment of the present invention;

[0039] Fig.10 is a schematic diagram of the maximum stress of the lower main tower when the tower node height ratio is 0.39 provided by an embodiment of the present invention;

[0040] Fig.11 is a diagram of the maximum vertical displacement of the tower top under different working conditions provided by an embodiment of the present invention;

[0041] Fig.12 is a graph showing the relationship between the tower limb node height ratio and the maximum bending moment of the tower body provided by an embodiment of the present invention;

[0042] Fig.13 is a graph showing the relationship between the tower limb node height ratio and the maximum compressive stress of the tower body provided by an embodiment of the present invention;

[0043] Fig.14 It is the maximum bending moment diagram of the main beam when the node height ratio is 0.35 provided by the embodiment of the present invention;

[0044] Fig.15 It is the maximum deflection diagram of the main beam when the node height ratio is 0.35 provided by the embodiment of the present invention;

[0045] Fig.16 is a diagram of the maximum axial force of the main cable when the node height ratio is 0.39 provided by an embodiment of the present invention;

[0046] Fig.17 This is a diagram of the maximum axial force of the suspension rod when the node height ratio is 0.39 provided by an embodiment of the present invention. DETAILED DESCRIPTION

[0047] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0048] like Figure 1 As shown, a method for determining the node position of a self-anchored suspension bridge tower comprises the following steps:

[0049] A) Establish a numerical model of a self-anchored suspension bridge;

[0050] B) Determine the boundary condition connection mode between the components in the numerical model based on the bridge structure;

[0051] C) Determine the main acting loads of the numerical model of the self-anchored suspension bridge based on the design specifications;

[0052] D) Simulate and calculate the completed bridge status of the background project to obtain the most suitable location of the main bridge tower node.

[0053] In step A), a numerical model of a self-anchored suspension bridge is established using Midas Civil software, such as Figure 2 As shown in the figure, it is a schematic diagram of the numerical model without hidden. Figure 3 As shown in the figure, it is a schematic diagram of the numerical model with hidden parts. The model diagram of the bridge tower is as follows Figure 4 As shown in Figure 2, the numerical model of the self-anchored suspension bridge includes:

[0054] Main tower modeling: C50 concrete is used for the main tower, and the elastic modulus is 3.45×107kN / m 2 , the section type is variable section, the Poisson's ratio is 0.3, and the prestressed tendons of the main tower are tensioned;

[0055] Main beam modeling: The steel main beam is made of Q345 steel, and the elastic modulus is 2.06×108kN / m 2 The cross-section type is general cross-section, Poisson's ratio is 0.31, C50 concrete is selected for the concrete main beam, and the elastic modulus is 3.45×107kN / m 2 , the section type is general section, Poisson's ratio is 0.3, and the prestressed tendons of the concrete main beam are tensioned;

[0056] Main cable and suspender modeling: The main cable uses 1860 steel strands, and the elastic modulus is 2.05×108kN / m 2 , Poisson's ratio is 0.3, the cross-section type is cable-only unit, the hanger cable is 1770 steel strand, and the elastic modulus is 2.05×108kN / m 2 , Poisson's ratio is 0.3, and the section type is tension-only truss element;

[0057] Pile-soil interaction modeling: C30 concrete is selected for the pile foundation, and the elastic modulus is 3.0×107kN / m 2 The section type is general section, the Poisson's ratio is 0.2, the X-direction constraint is 2.78×106kN / m, the Y-direction constraint is 1.0×106kN / m, and the pile bottom constraint is consolidation constraint.

[0058] In step B), the connection mode of boundary conditions between components determines the correctness and accuracy of the whole bridge numerical model. The connection mode of the support is rigid connection, and the vertical stiffness of the compression spring is 1.0×106kN / m. The tower bottom is consolidated, and the main cables on both sides are consolidated. The connection mode of the main beam and the node at the lower cross beam of the main tower is master-slave node connection. The connection modes of the upper tower column, the middle tower column, and the lower tower column and the main tower are all master-slave node connection. The connection mode of the loose cable saddle and the main tower is master-slave node connection. The connection mode of the main beam and the anchor span is master-slave node connection. The connection mode of the main tower and the abutment is master-slave node connection. The connection mode of the transition pier and the main beam is master-slave node connection. The connection mode of the anchor pier and the main beam is master-slave node connection, and the connection mode of the anchor pier and the main beam is master-slave node connection. The vertical and longitudinal translation of the bridge is constrained.

[0059] In step C), in order to conduct a detailed stress analysis on the bridge tower node position and ensure that the stress level of the key cross-section of the model under the action of prestressing, test loads, etc. is consistent with or close to that of the actual bridge, so that the test model can simulate the actual bridge more realistically, it is necessary to calculate and analyze the internal forces and stresses of the actual bridge under all loads to provide necessary reference for the design and verification of the effectiveness of the test. Combined with the General Specification for Design of Highway Bridges and Culverts (JTGD60.2015) and the bridge design instructions, the internal forces and stresses under all loads are calculated and analyzed. The bridge tower and concrete main beam sections are prestressed according to the requirements of the design drawings to determine the main acting loads of the numerical model of the self-anchored suspension bridge.

[0060] In step D), the completed bridge status of the background project is simulated and calculated, and load combinations are performed according to the provisions of the General Specifications for Design of Highway Bridges and Culverts (JTGD60-2015). Based on the influence of the change in the height of the bridge tower node on the stress behavior of the tower limbs and the entire bridge, the most suitable main bridge tower node position for the completed bridge is obtained through comparison.

[0061] In addition, this embodiment provides a device for determining the node position of the bridge tower of a self-anchored suspension bridge, including: a numerical modeling module for establishing a numerical model of the self-anchored suspension bridge; a simulation calculation module for simulating the bridge completion state of the background project to obtain the most suitable node position of the main bridge tower. The device may also include an analysis module to analyze the influence of the node position of the bridge tower on the stress behavior of the entire self-anchored suspension bridge.

[0062] This embodiment also provides a computer device, including a memory and a processor, wherein the memory stores a computer program, and when the computer program is executed by the processor, the processor executes the steps of the method for determining the node position of a bridge tower of a self-anchored suspension bridge.

[0063] In this embodiment, the Boao Lotte Bridge in Hainan is taken as an example to determine the main loads:

[0064] (1) Permanent effect

[0065] Main beam, main tower, pier: concrete density is 26.5kN / m 3 Calculation; Main cable: Line load concentration of a single main cable along the main cable direction is about 4.5kN / m; Hanger: The gravity conversion density of the hanger material is 81.64kN / m 3 ; Phase II constant load: 96.8kN / m.

[0066] (2) Variable effect

[0067] Vehicle load: Vehicle load is considered as two-way four-lane, and the load standard is urban Class A. According to the 2019 edition of the "Urban Bridge Design Code" (CJJ11-2011); lateral reduction factor is 0.67; Crowd load: determined according to the 2019 edition of the "Urban Bridge Design Code" (CJJ11-2011); interpolation: 2.9kN / m 2 ; Automobile load impact force: the standard value is the standard value of automobile load multiplied by the impact coefficient μ. The impact coefficient is taken according to Article 4.3.2 of the General Code for Design of Highway Bridges and Culverts (JTGD60-20015), and the vertical fundamental frequency of the calculated structure is f = 0.5573Hz; Automobile braking force: calculated according to Article 4.3.6 of the General Code for Design of Highway Bridges and Culverts (JTGD60-2015); Temperature effect: the material linear expansion coefficient is 1.2×10-5 for steel structure and 1.0×10-5 for concrete structure. The overall uniform temperature difference effect of the structure is ±25℃, and the local temperature difference between the steel structure and the concrete structure is ±12℃. The temperature gradient effect of the concrete main beam is loaded according to the provisions of the General Code for Design of Highway Bridges and Culverts (JTGD60-2015), and the temperature gradient effect of the steel box beam is not considered; Wind load: the value of the horizontal wind load in the transverse direction of the bridge shall be implemented in accordance with the provisions of the Code for Wind Resistance Design of Highway Bridges (JTG / T3360-01-2018). The basic wind speed in Boao Town with a return period of 100 years is 39.1m / s. When the longitudinal horizontal wind load on the bridge is combined with the vehicle load, the smaller value of the basic wind speed of 37.4 with a return period of 10 years and the bridge deck design benchmark wind speed of 25m / s is taken.

[0068] In this embodiment, after determining the position of the bridge tower node, the influence of the bridge tower node position on the mechanical behavior of the self-anchored suspension bridge is analyzed. Specifically, the bridge tower node height ratio parameter is 0.31, 0.33, 0.35, 0.37, and 0.39, and the maximum bending moment, maximum stress, and vertical displacement of the tower top of the lower, middle, and upper towers in the bridge completion stage are analyzed. The bridge tower node height ratio is the ratio of the distance between the tower limb node and the top surface of the main beam to the distance between the tower top and the top surface of the main beam.

[0069] The numerical simulation results show that when the tower node height ratio is 0.35, the lower tower column has the maximum bending moment and maximum stress (see Figure 5 and Figure 6), the maximum bending moment is 187458.9 kN·m, and the maximum stress is -20018.4 MPa; when the tower node height ratio is 0.31, the maximum bending moment and maximum stress appear in the tower column (see Figure 7 and Figure 8 ), the maximum bending moment is 4871702 kN·m, and the maximum stress is -13234.7 MPa; when the tower node height ratio is 0.39, the upper tower column has the maximum bending moment and maximum stress (see Fig. 9 and Fig.10 ), the maximum bending moment is 20255.3kN·m, and the maximum stress is -12557MPa. The maximum vertical displacement of the main tower top under different working conditions is shown in Fig.11 , where when the tower node height ratio is 0.31, the maximum vertical displacement of the tower top is 130 mm.

[0070] According to the results of numerical analysis, there is a linear relationship between the tower node height ratio and the maximum bending moment and maximum compressive stress of the tower body at the completion stage. Figures 12-13 According to the multivariate statistical regression theory, the relationship between the tower node height and the maximum bending moment of the tower body and the maximum stress of the tower limb in the completed bridge stage is as follows:

[0071] The fitting formula of the bridge tower node height ratio and the maximum bending moment of the tower body is shown in the following formula (the correlation coefficient is 0.99):

[0072] y=-98116.5x+217742

[0073] Where: x is the bridge tower node height ratio, y is the maximum bending moment of the tower body (kN.m).

[0074] The fitting formula of the tower node height ratio and the maximum compressive stress of the tower body is shown in the following formula (the correlation coefficient is 0.98):

[0075] z=-30867x+22726

[0076] Where: z is the maximum compressive stress of the tower body (MPa).

[0077] When the tower node height ratio is 0.35, the main beam has the maximum bending moment and deflection (see Figures 14-15 ), the maximum bending moment is 185536.1kN·m, the maximum deflection is -0.194, the main cable and suspender axial forces change with the tower node height ratio, the main cable and suspender axial forces do not change much under the other four working conditions, when the tower node height ratio is 0.35, the main cable and suspender axial forces drop significantly, down to 75% of the original; when the tower node height ratio is 0.39, the main cable has the maximum axial force, the maximum axial force is 41841.4kN; at this time, the suspender also has the maximum axial force, the maximum axial force is 41841.4kN. The maximum axial force of the main cable is shown in Fig.16 , the maximum axial force of the boom is Fig.17 It can be seen that when the negative bending moment of the limb of the special-shaped bridge tower reaches the maximum, the deflection of the main beam reaches the maximum, the force of the whole bridge of the self-anchored suspension bridge is reasonable, and the stability of the whole bridge reaches the best, which is consistent with the actual project.

[0078] In this embodiment, when the tower node height ratio of the self-anchored suspension bridge increases, the negative bending moment of the middle and upper main towers gradually decreases, and the negative bending moment of the lower main tower increases accordingly; when the tower node height ratio is 0.35, the tower limb node of the lower main tower bears most of the bending moment, making the force of the entire tower more stable, which is consistent with the actual project. When the tower node height ratio is set appropriately, it can effectively reduce the axial tension of the hanger and the main cable, and reduce the maximum bending moment and deflection of the main beam.

[0079] The method, device and computer equipment for determining the node position of the bridge tower of a self-anchored suspension bridge of the present invention establish a refined finite element model of the entire ultra-wide self-anchored suspension bridge, perform refined numerical analysis on the nodes of special-shaped towers, solve the bending moment and stress distribution of each tower limb of the main tower by changing the tower limb node height ratio, ensure the safety of the main cable and the hanger in the entire bridge, and obtain the internal force distribution law between each tower limb; determine a reasonable bridge tower node position by the refined finite element model of the entire self-anchored suspension bridge, ensure the rationality of the force of the main tower; by setting a reasonable tower limb node height ratio, the axial tension of the hanger and the main cable can be effectively reduced, and the maximum bending moment and deflection of the main beam can be reduced, and at the same time, the balance of the force of the entire bridge and the safety of the entire bridge can be ensured by a reasonable bridge tower node position.

[0080] It should be noted that the description of the above technical solutions is exemplary, and this specification can be embodied in different forms and should not be interpreted as being limited to the technical solutions set forth herein. On the contrary, providing these descriptions will make the disclosure of the present invention thorough and complete, and will fully convey the scope disclosed in this specification to those skilled in the art. In addition, the technical solutions of the present invention are limited only by the scope of the claims.

[0081] The various aspects disclosed for describing the present specification and claims are merely examples, and therefore, the present specification and claims are not limited to the details shown. In the above description, when the detailed description of the related known functions or configurations is determined to be unnecessary to obscure the focus of the present specification and claims, the detailed description will be omitted.

[0082] Finally, it should be pointed out that the above content is a further detailed description of the invention in combination with specific implementation methods. It cannot be considered that the specific implementation of the present invention is limited to these descriptions. For ordinary technicians in the technical field to which the present invention belongs, simple replacements made without departing from the concept of the present invention should be regarded as belonging to the protection scope of the present invention. The above embodiments are only more representative examples of the present invention. Obviously, the present invention is not limited to the above embodiments, and there can be many variations. Any simple modifications, equivalent changes and modifications made to the above embodiments based on the technical essence of the present invention should be considered to belong to the protection scope of the present invention.

Claims

1. A method for determining the node position of a self-anchored suspension bridge tower. Features: The steps include: A) Establish a numerical model of a self-anchored suspension bridge; B) Determine the boundary condition connection mode between the components in the numerical model based on the bridge structure; C) Determine the main acting loads of the numerical model of the self-anchored suspension bridge based on the design specifications; D) Simulate the status of the completed bridge of the background project and obtain the most suitable location of the main bridge tower node for the completed bridge. Simulate the status of the completed bridge of the background project and perform load combination according to the provisions of the General Specification for Design of Highway Bridges and Culverts JTGD60-2015. According to the influence of the change of the tower node height on the force behavior of the tower limb and the whole bridge, the most suitable location of the main bridge tower node for the completed bridge is obtained through comparison: The fitting formula of bridge tower node height ratio and tower maximum bending moment is: y = -98116.5x + 217742; Where: x is the bridge tower node height ratio, y is the maximum bending moment of the tower body in kN.m; The fitting formula of bridge tower node height ratio and tower maximum compressive stress is: z = -30867x + 22726; Where: z is the maximum compressive stress of the tower body in MPa.

2. According to the method for determining the node position of the tower of a self-anchored suspension bridge according to claim 1, Features: In the step A), a numerical model of a self-anchored suspension bridge is established using Midas Civil software.

3. According to the method for determining the node position of the tower of a self-anchored suspension bridge as described in claim 2, Features: The numerical model of the self-anchored suspension bridge includes: Main tower modeling: C50 concrete is used for the main tower, and the elastic modulus is 3.45×107kN / m 2 , the section type is variable section, the Poisson's ratio is 0.3, and the prestressed tendons of the main tower are tensioned; Main beam modeling: The steel main beam is made of Q345 steel, and the elastic modulus is 2.06×108kN / m 2 The cross-section type is general cross-section, Poisson's ratio is 0.31, C50 concrete is selected for the concrete main beam, and the elastic modulus is 3.45×107kN / m 2 , the section type is general section, Poisson's ratio is 0.3, and the prestressed tendons of the concrete main beam are tensioned; Main cable and suspender modeling: The main cable uses 1860 steel strands, and the elastic modulus is 2.05×108kN / m 2 , Poisson's ratio is 0.3, the cross-section type is cable-only unit, the hanger cable is 1770 steel strand, and the elastic modulus is 2.05×108kN / m 2 , Poisson's ratio is 0.3, and the section type is tension-only truss element; Pile-soil interaction modeling: C30 concrete is selected for the pile foundation, and the elastic modulus is 3.0×107kN / m 2 The section type is general section, the Poisson's ratio is 0.2, the X-direction constraint is 2.78×106kN / m, the Y-direction constraint is 1.0×106kN / m, and the pile bottom constraint is consolidation constraint.

4. According to the method for determining the node position of the tower of a self-anchored suspension bridge as described in claim 1, Features: In the step B), the connection mode of the support is a rigid connection, and only the vertical stiffness of the compression spring is 1.0×106 kN / m, the tower bottom is consolidated, and the main cables on both sides are consolidated; the connection mode of the main beam and the node at the lower cross beam of the main tower is a master-slave node connection, the connection mode of the upper tower column, the middle tower column, the lower tower column and the main tower are all master-slave node connections, the connection mode of the loose cable saddle and the main tower is a master-slave node connection, the connection mode of the main beam and the anchor span is a master-slave node connection, the connection mode of the main tower and the pedestal is a master-slave node connection, the connection mode of the transition pier and the main beam is a master-slave node connection, and the connection mode of the anchor pier and the main beam is a master-slave node connection, which constrains the vertical and longitudinal translation of the bridge.

5. According to the method for determining the node position of the tower of a self-anchored suspension bridge as claimed in claim 1, Features: In the step C), combined with the General Specification for Design of Highway Bridges and Culverts JTGD60-2015 and the bridge design instructions, the internal forces and stresses under all loads are considered for calculation and analysis, and the bridge towers and concrete main beam sections are prestressed according to the requirements of the design drawings to determine the main loads acting on the numerical model of the self-anchored suspension bridge.

6. According to the method for determining the node position of the tower of a self-anchored suspension bridge as claimed in claim 1, Features: After determining the location of the bridge tower node, the influence of the bridge tower node location on the mechanical behavior of the self-anchored suspension bridge is analyzed.

7. A device for determining the node position of a tower of a self-anchored suspension bridge according to any one of claims 1 to 6, Features: include: Numerical modeling module, used to build a numerical model of a self-anchored suspension bridge; The simulation calculation module simulates the bridge completion status of the background project and obtains the most suitable main bridge tower node position for the completed bridge.

8. The device for determining the node position of the tower of a self-anchored suspension bridge according to claim 7, Features: It also includes an analysis module to analyze the influence of the bridge tower node position on the mechanical behavior of the entire self-anchored suspension bridge.

9. A computer device, Features: The method comprises a memory and a processor, wherein the memory stores a computer program, and when the computer program is executed by the processor, the processor executes the steps of the method for determining the node position of the tower of a self-anchored suspension bridge according to any one of claims 1 to 6.

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