Steel truss girder segment assembly line shape checking method, device, equipment and medium

Abstract

The invention discloses a method, a device, equipment and a medium for checking the assembling line shape of a steel truss girder segment, and relates to the technical field of bridge engineering. The method for checking the assembling line shape of the steel truss girder segment comprises the following steps: establishing a steel truss girder finite element model and calculating the equivalent vertical rigidity of the steel truss girder segment in the middle of the model; the steel truss girder finite element model comprises a plurality of steel truss girder sections, and the adjacent steel truss girder sections are spliced through a main truss; the vertical rigidity of the elastic support is set based on the equivalent vertical rigidity, and the adjustable rigidity height of the elastic support is set based on the camber of the bridge design line shape; based on the steel truss girder segment elevation corresponding to the bridge design line shape, the rigid height of an elastic support below each to-be-assembled steel truss girder segment is adjusted, and the line shape before assembly of the steel truss girder segment is obtained; and splicing the to-be-spliced steel truss girder sections to obtain the spliced line shapes of the steel truss girder sections, and determining the manufacturing configuration deviation of the steel truss girder according to the pre-splicing line shapes and the spliced line shapes of the steel truss girder sections.

Description

Technical Field

[0001] The present application relates to the technical field of bridge engineering, and in particular to a method, device, equipment and medium for checking the linearity of steel truss segment assembly. Background Art

[0002] Steel trusses are commonly used beam types for long-span cable railway bridges due to their high rigidity and good integrity. In recent years, with the needs of waterways, railway bridges have reached a span of kilometers. Railway bridges have extremely high requirements for line shape, the purpose of which is to ensure the comfort and safety of train travel. The quality of the local line shape of the bridge is mainly determined by the manufacturing configuration of the steel truss. The evaluation of the manufacturing configuration of the steel truss is currently mainly carried out through the "cradle assembly method". The specific steps are: (1) Adjust the cradle elevation according to the designed line shape, and place the large-segment steel truss on the cradle. The cradle has a certain rigidity, and the deformation of the large-segment steel truss before and after placement is controlled within 1mm. (2) Use 10% of the punch nails and 20% of the bolts, and use the splicing plate to connect the large-segment steel truss; (3) Measure the elevation of the measuring point of the steel truss main truss, and compare the line shape formed by the measuring point elevation with the designed line shape. The deviation within 5mm meets the factory conditions.

[0003] The above-mentioned method for checking the assembly line shape of steel trusses has been applied in many bridges, and it has been found that this method has disadvantages. Specifically, the tire frame has sufficient rigidity and has a significant vertical constraint effect on the steel trusses. Even if the manufacturing structure of the steel trusses has a large deviation, it is not enough to resist the support reaction force caused by the deadweight of the steel trusses, so that the elevation change of the steel truss measuring points is not obvious, and the quality of the assembly line cannot be checked. Summary of the invention

[0004] The present application provides a method, system, equipment and computer-readable storage medium for checking the assembly line shape of steel truss segments, which can solve the technical problems in the prior art that the rigidity of the tire frame is too large, which has a significant vertical constraint effect on the steel truss. Even if the manufacturing configuration of the steel truss has a large deviation, it is not enough to resist the support reaction force caused by the deadweight of the steel truss, so that the elevation change of the steel truss measuring point is not obvious, and the assembly line shape detection result has a large error.

[0005] In a first aspect, a method for checking the linearity of steel truss segment assembly includes:

[0006] Establishing a steel truss girder finite element model and calculating the equivalent vertical stiffness of a steel truss girder segment in the middle of the model, wherein the steel truss girder finite element model includes a plurality of steel truss girder segments, and adjacent steel truss girder segments are spliced ​​by main trusses;

[0007] The vertical stiffness of the elastic support is set based on the equivalent vertical stiffness, and the adjustable stiffness height of the elastic support is set based on the camber of the bridge design line;

[0008] Based on the elevation of the steel truss girder segment corresponding to the bridge design line shape, the rigid height of the elastic support under each steel truss girder segment to be assembled is adjusted to obtain the line shape of the steel truss girder segment before assembly;

[0009] The steel truss girder segments are assembled before assembly to obtain the linear shape of the steel truss girder segments after assembly, and the manufacturing configuration deviation of the steel truss girder is determined according to the linear shape of the steel truss girder segments before assembly and the linear shape of the steel truss girder segments after assembly.

[0010] In combination with the first aspect, in one embodiment, establishing a steel truss girder finite element model and calculating the equivalent vertical stiffness of the steel truss girder segment in the middle of the model specifically includes:

[0011] Establish a finite element model of a steel truss beam containing multiple steel truss beam segments, with adjacent steel truss beam segments connected by main trusses;

[0012] A concentrated force is applied to the middle steel truss girder segment of the steel truss girder finite element model, and the equivalent vertical stiffness of the middle steel truss girder segment in the steel truss girder finite element model is calculated. The specific calculation method is:

[0013] K eq =F / Δ.

[0014] Among them, K eq It represents the equivalent vertical stiffness of the middle steel truss girder segment in the steel truss girder finite element model, F represents the concentrated force applied at the middle steel truss girder segment in the steel truss girder finite element model, and Δ represents the deformation of the middle steel truss girder segment in the steel truss girder finite element model after the concentrated force is applied.

[0015] In one embodiment, before applying concentrated force to the middle steel truss girder segment of the steel truss girder finite element model, the method further includes:

[0016] Horizontal and vertical constraints are applied to the steel truss segment at one end of the steel truss girder finite element model, and vertical constraints are applied to the steel truss segment at the other end to set boundary conditions.

[0017] In one embodiment, the vertical stiffness of the elastic support is set based on the equivalent vertical stiffness, and the adjustable stiffness height of the elastic support is set based on the camber of the bridge design line, specifically including:

[0018] Based on the calculated equivalent vertical stiffness, the vertical stiffness of the elastic support under the steel truss segment to be assembled is set, specifically:

[0019] K=αK eq .

[0020] Where K represents the vertical stiffness of the elastic support and α represents the coefficient;

[0021] Based on the camber of the bridge design line, the adjustable rigidity height of the elastic support under the steel truss girder segment to be assembled is set, and the set adjustable rigidity height is a set multiple of the camber of the bridge design line.

[0022] In one embodiment, the steel truss segment to be assembled includes a top main truss and a bottom main truss arranged in parallel, a plurality of supporting beams are provided between the top main truss and the bottom main truss, the bottom ends of the plurality of supporting beams converge and connect the bottom main truss, and the connection points between the supporting beams and the bottom main truss form nodes of the steel truss segment to be assembled.

[0023] In one embodiment, the elevation of the steel truss girder segment corresponding to the bridge design line shape is adjusted based on the rigidity height of the elastic support below each steel truss girder segment to be assembled to obtain the line shape of the steel truss girder segment before assembly, specifically including:

[0024] Placing each steel truss girder segment to be assembled on an elastic support, wherein the elastic support is located below the node of the steel truss girder segment to be assembled;

[0025] The rigid height of the elastic support is adjusted in sequence until the elevation of each steel truss girder segment to be assembled on the elastic support is within the allowable deviation range of the corresponding steel truss girder segment elevation on the bridge design line shape;

[0026] Based on the adjusted elevations of the steel truss girder segments to be assembled, the linear shape of the steel truss girder segments before assembly is obtained.

[0027] In one embodiment, the assembling of the steel truss girder segments before assembling obtains the linear shape of the steel truss girder segments after assembling, and the manufacturing configuration deviation of the steel truss girder is determined according to the linear shape before assembling and the linear shape after assembling of the steel truss girder segments, specifically including:

[0028] According to the predetermined assembly sequence and process requirements, the steel truss girder segments to be assembled are spliced ​​in sequence;

[0029] Based on the elevations of the assembled steel truss girder segments, the assembled linear shape of the steel truss girder segments is obtained;

[0030] According to the linear shape of the steel truss segment before and after assembly, the linear shape caused by the manufacturing deviation is calculated, which is:

[0031] C=C 1 -C 0 .

[0032] Among them, C 1 represents the line shape of the steel truss segment after assembly, C 0 It represents the linear shape of the steel truss segment before assembly, and C represents the linear shape caused by manufacturing deviation.

[0033] In a second aspect, an embodiment of the present application provides a steel truss girder segment assembly linearity checking system, the steel truss girder segment assembly linearity checking system comprising:

[0034] Establishing a module, which is used to establish a finite element model of a steel truss beam and calculate the equivalent vertical stiffness of a middle steel truss beam segment, wherein the finite element model of the steel truss beam includes a plurality of steel truss beam segments, and adjacent steel truss beam segments are spliced ​​by a main truss;

[0035] A setting module, which is used to set the vertical stiffness of the elastic support based on the equivalent vertical stiffness, and to set the adjustable stiffness height of the elastic support based on the camber of the bridge design line;

[0036] An adjustment module, which is used to adjust the rigidity height of the elastic support below each steel truss girder segment to be assembled based on the steel truss girder segment elevation corresponding to the bridge design line shape, so as to obtain the line shape of the steel truss girder segment before assembly;

[0037] The execution module is used to assemble the steel truss girder segments to obtain the linear shape of the steel truss girder segments after assembly, and determine the manufacturing configuration deviation of the steel truss girder according to the linear shape before assembly and the linear shape after assembly of the steel truss girder segments.

[0038] In a third aspect, an embodiment of the present application provides a steel truss segment assembly linear verification device, the steel truss segment assembly linear verification device comprising a processor, a memory, and a steel truss segment assembly linear verification program stored in the memory and executable by the processor, wherein when the steel truss segment assembly linear verification program is executed by the processor, the steps of the steel truss segment assembly linear verification method as described in any one of claims 1 to 7 are implemented.

[0039] In a fourth aspect, an embodiment of the present application provides a medium on which a steel truss segment assembly linear verification program is stored, wherein when the steel truss segment assembly linear verification program is executed by a processor, the steps of the steel truss segment assembly linear verification method as described in any one of claims 1 to 7 are implemented.

[0040] The beneficial effects brought by the technical solution provided in the embodiments of the present application include:

[0041] By adjusting the rigid support at the bottom of the steel truss segment to an elastic support, the elastic support deforms with the assembly displacement of each steel truss segment to be assembled. At the same time, the pre-splicing line shape formed by the steel truss segment to be assembled is adjusted to within the allowable deviation range of the bridge design line shape. After the splicing is completed, the elevation of the steel truss segment is measured again to obtain the post-splicing line shape. The difference between the line shapes before and after assembly is the manufacturing configuration deviation. Using this verification method, accurate deviation data can be obtained to avoid verification errors caused by excessive base stiffness. BRIEF DESCRIPTION OF THE DRAWINGS

[0042] Figure 1 A flow chart of a method for checking the linearity of steel truss segment assembly provided in an embodiment of the present application;

[0043] Figure 2 A schematic diagram of the structure of a steel truss girder segment to be assembled in a method for checking the linearity of steel truss girder segment assembly provided in an embodiment of the present application;

[0044] Figure 3 This is a functional module schematic diagram of an embodiment of a steel truss segment assembly linearity checking device of the present application;

[0045] Figure 4 This is a schematic diagram of the hardware structure of a steel truss segment assembly linear calibration device involved in the embodiment of the present application.

[0046] In the figure: 1. Top main truss; 2. Bottom main truss; 3. Support vertical rod; 4. First support diagonal rod; 5. Second support diagonal rod. DETAILED DESCRIPTION

[0047] In order to enable those skilled in the art to better understand the solution of the present application, the technical solution in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.

[0048] First, some technical terms in the present application are explained to facilitate those skilled in the art to understand the present application.

[0049] Equivalent vertical stiffness: Equivalent stiffness is an important concept in structural mechanics. It uses elastic modulus as the unit of measurement to describe the resistance of a structure under external forces. Among them, equivalent vertical stiffness refers to the ability of a structure to resist bending deformation in the vertical direction when it is subjected to force in this direction.

[0050] Structural boundary: Finite element structural boundary refers to the boundary conditions set in finite element analysis to simulate the mechanical behavior of the structure, mainly including: displacement boundary conditions, force boundary conditions, free boundary conditions, and periodic boundary conditions.

[0051] Simply supported state: The simply supported state usually refers to a state where one end of the structure is fixed and the other end is free, or the two ends are connected by a simple support (such as a roller). In this state, the structure is mainly subjected to bending moment, and due to the simple support method, the force analysis of the structure is relatively direct and simple.

[0052] In order to make the objectives, technical solutions and advantages of the present application clearer, the implementation methods of the present application will be further described in detail below with reference to the accompanying drawings.

[0053] On the first aspect, the embodiments of the present application provide a method for checking the assembly line shape of steel truss segments, which can solve the technical problems in the prior art that the rigidity of the frame is too large, which has a significant vertical constraint on the steel truss. Even if the manufacturing configuration of the steel truss has a large deviation, it is not enough to resist the support reaction force caused by the deadweight of the steel truss, resulting in no obvious change in the elevation of the steel truss measuring point and a large error in the assembly line shape detection result.

[0054] In one embodiment, referring to Figure 1 , Figure 1 For this application Figure 1 A flow chart of a method for checking the linearity of steel truss segment assembly provided in an embodiment of the present application. Figure 1 As shown in the figure, the method for checking the assembly line of steel truss girder segments includes:

[0055] S1: Establish a finite element model of a steel truss beam and calculate the equivalent vertical stiffness of the steel truss beam segment in the middle of the model. The finite element model of the steel truss beam includes multiple steel truss beam segments, and adjacent steel truss beam segments are spliced ​​by main trusses.

[0056] When establishing a steel truss finite element model, first preset the basic information such as material, cross section, size, etc. of each steel truss segment in the finite element model according to the actual situation, and simulate the real structure to splice the main trusses in multiple steel truss segments. When the multiple steel truss segments are assembled, the equivalent vertical stiffness of each steel truss segment is consistent, and only the equivalent vertical stiffness of the middle steel truss segment needs to be calculated. There are also many ways to calculate the equivalent vertical stiffness. The corresponding algorithm can be preset in the steel truss finite element model in advance according to actual needs.

[0057] S2: The vertical stiffness of the elastic bearing is set based on the equivalent vertical stiffness, and the adjustable stiffness height of the elastic bearing is set based on the camber of the bridge design line;

[0058] Traditionally, linear inspection of steel truss assembly is completed on a frame with greater rigidity. The manufacturing configuration deviation of the steel truss is not obvious, resulting in a large deviation in the linear inspection. Therefore, in the scheme in this application, the traditional rigid support is adjusted to a flexible support, and the installation of the steel truss segment and the shape correction of the deviation line are completed on an elastic support. At the same time, the vertical stiffness of the elastic support is determined based on the equivalent vertical stiffness of the steel truss segment. When the spliced ​​steel truss segment undergoes linear splicing displacement, the elastic support can also undergo obvious deformation accordingly.

[0059] S3: Based on the elevation of the steel truss girder segment corresponding to the bridge design line shape, the rigid height of the elastic support under each steel truss girder segment to be assembled is adjusted to obtain the line shape of the steel truss girder segment before assembly;

[0060] Combined with the above steps, the elastic support has a certain adjustable rigidity height range. During actual measurement, the steel truss girder segments to be assembled are placed on the elastic support. When the height of the elastic support is adjusted, the elevation of the steel truss girder segments to be assembled will also change accordingly. In step S3, the steel truss girder segments to be assembled are not spliced, but only contacted end to end and stably placed on the elastic support. Subsequently, according to the design line shape of the bridge, the height of the elastic support is adjusted in comparison, so that the pre-assembly line shape formed by the elevations of the spliced ​​steel truss girder segments before assembly is within the allowable deviation range of the design line shape of the bridge.

[0061] S4: Assemble the steel truss girder segments before assembly to obtain the linear shape of the steel truss girder segments after assembly, and determine the manufacturing configuration deviation of the steel truss girder according to the linear shape of the steel truss girder segments before assembly and the linear shape of the steel truss girder segments after assembly.

[0062] After obtaining the linear shape of the steel truss segment before assembly, the main trusses in each steel truss segment are connected end to end using the traditional method, and the elevation points of each steel truss segment after splicing are measured and recorded to obtain the linear shape after assembly. The difference between the linear shape of the steel truss segment before assembly and the linear shape after assembly is the manufacturing configuration deviation of the steel truss.

[0063] By adjusting the rigid support at the bottom of the steel truss segment to a flexible support, and adjusting the pre-splicing line shape formed by the steel truss segment to be assembled before assembly to within the allowable deviation range of the bridge design line shape, and measuring the steel truss segment elevation again after the splicing is completed to obtain the post-splicing line shape, the difference between the line shapes before and after assembly is the manufacturing configuration deviation. Using this verification method, accurate deviation data can be obtained, avoiding verification errors caused by excessive base stiffness.

[0064] Specifically, a finite element model of a steel truss is established and the equivalent vertical stiffness of the steel truss segment in the middle of the model is calculated, including:

[0065] S101: Establish a finite element model of a steel truss beam containing multiple steel truss beam segments, in which adjacent steel truss beam segments are spliced ​​by main trusses;

[0066] S102: Apply concentrated force to the middle steel truss segment of the steel truss girder finite element model, and calculate the equivalent vertical stiffness of the middle steel truss segment in the steel truss girder finite element model. The specific calculation method is:

[0067] K eq =F / Δ.

[0068] Among them, K eq It represents the equivalent vertical stiffness of the middle steel truss girder segment in the steel truss girder finite element model, F represents the concentrated force applied at the middle steel truss girder segment in the steel truss girder finite element model, and Δ represents the deformation of the middle steel truss girder segment in the steel truss girder finite element model after the concentrated force is applied.

[0069] Taking the concentrated force F of 1000kN applied to the middle steel truss segment of the steel truss finite element model as an example, combined with the material of the steel truss, through the calculation of the steel truss finite element model, the deformation Δ of the middle steel truss segment in the steel truss finite element model is 1.9mm. It is calculated that the equivalent vertical stiffness K of the middle steel truss segment in the steel truss finite element model is eq It is 526315kN / m.

[0070] Furthermore, before applying concentrated force to the middle steel truss girder segment of the steel truss girder finite element model, it also includes:

[0071] Horizontal and vertical constraints are applied to the steel truss segment at one end of the steel truss girder finite element model, and vertical constraints are applied to the steel truss segment at the other end to set boundary conditions, making the structural force analysis of the steel truss girder finite element model relatively direct and simple.

[0072] Furthermore, the vertical stiffness of the elastic support is set based on the equivalent vertical stiffness, and the adjustable stiffness height of the elastic support is set based on the camber of the bridge design line, specifically including:

[0073] S201: Based on the calculated equivalent vertical stiffness, set the vertical stiffness of the elastic support below the steel truss segment to be assembled, specifically:

[0074] K=αK eq .

[0075] Where K represents the vertical stiffness of the elastic support and α represents the coefficient;

[0076] S202: Based on the camber of the bridge design line, the adjustable rigidity height of the elastic support below the steel truss girder segment to be assembled is set, and the set adjustable rigidity height is a set multiple of the camber of the bridge design line.

[0077] In one embodiment of the present application, α is between 0.05 and 0.1. In one embodiment, in combination with the above example, α is 0.1. When the equivalent vertical stiffness K of the steel truss segment is eq When it is 526315 kN / m, the vertical stiffness K of the elastic support is 52631 kN / m. At the same time, in one embodiment of the present application, the adjustable rigidity height of the elastic support is twice the design line of the bridge to cover the range of longitudinal deformation of the elastic support following the assembly displacement of the steel truss segment.

[0078] Furthermore, Figure 2 A schematic diagram of the structure of a steel truss girder segment to be assembled in a method for checking the linearity of steel truss girder segment assembly provided in an embodiment of the present application is shown in FIG. Figure 2As shown, the steel truss segment to be assembled includes a top main truss 1 and a bottom main truss 2 arranged in parallel, a plurality of supporting beams are provided between the top main truss 1 and the bottom main truss 2, the bottom ends of the plurality of supporting beams are gathered together and connected to the bottom main truss 2, and the connection points between the supporting beams and the bottom main truss 2 form nodes of the steel truss segment to be assembled.

[0079] In one embodiment of the present application, the support beam body includes two support vertical rods 3 arranged at intervals, a first support diagonal rod 4 located between the two support vertical rods 3, and second support diagonal rods 5 located on the outside of the two support vertical rods 3, respectively. The two support vertical rods 3 are located at one quarter and three quarters of the length direction of the steel truss segment, respectively. One of the second support diagonal rods 5 is located at the bottom of the outside of one of the support vertical rods 3 and extends diagonally upward, and the other second support diagonal rod 5 is located at the top of the outside of the other support vertical rod 3 and extends diagonally downward. The first support diagonal rod 4 and the second support diagonal rod 5 are arranged in parallel, and the length of the second support diagonal rod 5 is half the length of the first support diagonal rod 4. When splicing steel truss segments, the two top main trusses 1, the two bottom main trusses 2, and the two second support diagonal rods 5 with different inclination directions in two adjacent steel truss segments are connected by connecting plates.

[0080] From this structure, it can be known that each steel truss segment to be assembled includes two nodes, namely, the bottom intersection of one supporting vertical rod 3 and one second supporting diagonal rod 5 and the bottom intersection of another supporting vertical rod 3 and another second supporting diagonal rod 5 .

[0081] Furthermore, based on the elevation of the steel truss girder segment corresponding to the bridge design line shape, the rigid height of the elastic support under each steel truss girder segment to be assembled is adjusted to obtain the line shape of the steel truss girder segment before assembly, specifically including:

[0082] S301: placing each steel truss girder segment to be assembled on an elastic support, wherein the elastic support is located below a node of the steel truss girder segment to be assembled;

[0083] S302: sequentially adjusting the rigid height of the elastic support until the elevation of each steel truss girder segment to be assembled on the elastic support is within the allowable deviation range of the elevation of the corresponding steel truss girder segment on the bridge design line shape;

[0084] S303: Based on the adjusted elevations of the steel truss girder segments to be assembled, the linear shape of the steel truss girder segments before assembly is obtained.

[0085] Taking the example of 4 steel truss girder segments to be spliced, there are 8 nodes of the 4 steel truss girder segments to be spliced, and an elastic support is placed under each node of the steel truss girder segments to be spliced. The design line shape of the bridge is taken as a reference, and the design line shape of the bridge is assumed to be {0, 20, 40, 60, 60, 40, 20, 0} mm. In one embodiment, the deviation is within ±2 mm, that is, within the allowable deviation range of the design line shape of the bridge. After the adjustment is completed, the line shape of the steel truss girder segment before assembly is {-1, 22, 39, 61, 62, 40, 18, 1} mm.

[0086] Furthermore, the assembled steel truss girder segments are assembled to obtain the assembled linear shape of the steel truss girder segments. According to the linear shape before and after assembly of the steel truss girder segments, the manufacturing configuration deviation of the steel truss girder is determined, which specifically includes:

[0087] S401: splicing the steel truss girder segments to be assembled in sequence according to the predetermined assembly sequence and process requirements;

[0088] S402: based on the elevations of the steel truss girder segments that have been spliced, obtaining the assembled linear shape of the steel truss girder segments;

[0089] S403: Based on the linear shape of the steel truss segment before and after assembly, the linear shape caused by the manufacturing deviation is calculated, which is:

[0090] C=C 1 -C 0 .

[0091] Among them, C 1 represents the line shape of the steel truss segment after assembly, C 0 It represents the linear shape of the steel truss segment before assembly, and C represents the linear shape caused by manufacturing deviation.

[0092] The joints of two adjacent steel truss girder segments are mechanically connected through splicing plates and connectors according to the predetermined assembly sequence and process requirements. During measurement, direct sunlight will cause the temperature of the light-facing and back-lighting surfaces of the steel truss girder segments to be assembled to be inconsistent, which may cause slight deformation and result differences. Therefore, in order to ensure the measurement accuracy, it is preferred to splice multiple steel truss girder segments to be assembled in an environment without direct sunlight. After the splicing is completed, the elevation of each steel truss girder segment is measured in turn to form the linear C after assembly. 1 , the line shape C caused by manufacturing deviation is the line shape C of the steel truss segment after assembly 1 The front line of the steel truss segment is C 0 The difference, let C 1 ={-13, 28, 49, 61, 59, 48, 23, -12} mm, then the linear shape C caused by manufacturing deviation is {-12, 6, 10, 0, -3, 8, 5, -13} mm. So far, the assembly linear shape verification is completed.

[0093] Furthermore, after obtaining the linear shape caused by manufacturing deviation, it also includes calculating the influence of the upper splicing seam on the elevation of the steel truss segment to be assembled. The manufacturing deviation can be reduced by adjusting the upper splicing seam to facilitate structural adjustment.

[0094] During splicing, based on the structural characteristics, the difference in the splicing seams between the top main trusses 1 in two adjacent steel truss girder segments to be spliced ​​has a greater impact on the line shape after splicing. Therefore, by calculating the upper splicing seam to increase the influence of the elevation of the steel truss girder segment to be assembled, it is more convenient to adjust the line shape.

[0095] Specifically, the following steps are included:

[0096] In the steel truss girder finite element model, the joints between two adjacent top main trusses 1 are sequentially added;

[0097] Based on the increase of the joints between the two top main trusses 1, the elevation of the steel truss girder segment to be assembled is obtained, and the influence matrix of the corresponding rows and columns is obtained according to the number of the joints between the two adjacent top main trusses 1;

[0098] Combined with the optimization algorithm, based on the influence matrix and the linear shape caused by manufacturing deviation, the influence of the increase of the upper splicing seam on the elevation of each steel truss segment to be assembled is calculated.

[0099] This step can be directly performed in the steel truss finite element model, and the steel truss finite element model can directly calculate the influence of the increase in the splicing seam on the elevation of each steel truss segment to be assembled, which is a common method in this field and will not be elaborated here.

[0100] In a second aspect, an embodiment of the present application provides a steel truss segment assembly linearity verification system.

[0101] In one embodiment, referring to Figure 3 , Figure 3 This is a functional module diagram of an embodiment of the steel truss segment assembly linearity verification system of the present application, as shown in FIG. Figure 3 As shown in the figure, the steel truss segment assembly alignment check system includes:

[0102] Establishing a module, which is used to establish a finite element model of a steel truss beam and calculate the equivalent vertical stiffness of a middle steel truss beam segment, wherein the finite element model of the steel truss beam includes a plurality of steel truss beam segments, and adjacent steel truss beam segments are spliced ​​by a main truss;

[0103] A setting module, which is used to set the vertical stiffness of the elastic bearing based on the equivalent vertical stiffness, and to set the adjustable stiffness height of the elastic bearing based on the camber of the bridge design line shape;

[0104] An adjustment module, which is used to adjust the rigidity height of the elastic support below each steel truss girder segment to be assembled based on the steel truss girder segment elevation corresponding to the bridge design line shape, so as to obtain the line shape of the steel truss girder segment before assembly;

[0105] The execution module is used to assemble the steel truss girder segments to obtain the linear shape of the steel truss girder segments after assembly, and determine the manufacturing configuration deviation of the steel truss girder according to the linear shape before assembly and the linear shape after assembly of the steel truss girder segments.

[0106] In a third aspect, an embodiment of the present application provides a device for checking the linear shape of steel truss girder segment assembly. The device for checking the linear shape of steel truss girder segment assembly can be a personal computer (PC), a laptop computer, a server, or other device with data processing capabilities.

[0107] Reference Figure 4 , Figure 4 Schematic diagram of the hardware structure of the steel truss segment assembly linearity check device involved in the embodiment of the present application, such as Figure 4 As shown, in the embodiment of the present application, the steel truss segment assembly linearity verification device may include a processor, a memory, a communication interface and a communication bus.

[0108] The communication bus may be of any type and is used to interconnect the processor, the memory, and the communication interface.

[0109] The communication interface includes input / output (I / O) interface, physical interface and logical interface, etc., which are used to realize the interconnection of devices inside the AAAA device, and the interface used to realize the interconnection between the AAAA device and other devices (such as other computing devices or user devices). The physical interface can be an Ethernet interface, a fiber optic interface, an ATM interface, etc.; the user device can be a display (Display), a keyboard (Keyboard), etc.

[0110] The memory can be various types of storage media, such as random access memory (RAM), read-only memory (ROM), non-volatile RAM (NVRAM), flash memory, optical storage, hard disk, programmable ROM (PROM), erasable PROM (EPROM), electrically erasable PROM (EEPROM), etc.

[0111] The processor may be a general-purpose processor, which may call the steel truss segment assembly linear verification device program stored in the memory and execute the steel truss segment assembly linear verification device method provided in the embodiment of the present application. For example, the general-purpose processor may be a central processing unit (CPU). The method executed when the steel truss segment assembly linear verification device program is called may refer to the various embodiments of the steel truss segment assembly linear verification device method of the present application, which will not be repeated here.

[0112] Those skilled in the art will understand that Figure 3 The hardware structure shown in the figure does not constitute a limitation on the present application, and may include more or fewer components than shown in the figure, or combine certain components, or arrange the components differently.

[0113] In a fourth aspect, the embodiments of the present application also provide a medium.

[0114] The medium in the present application stores a steel truss segment assembly linearity verification program, wherein when the steel truss segment assembly linearity verification program is executed by a processor, the steps of the steel truss segment assembly linearity verification method as described above are implemented.

[0115] Among them, the method implemented when the steel truss segment assembly linear verification program is executed can refer to the various embodiments of the steel truss segment assembly linear verification method of the present application, and will not be repeated here.

[0116] It should be noted that the serial numbers of the above-mentioned embodiments of the present application are only for description and do not represent the advantages or disadvantages of the embodiments.

[0117] The terms "including" and "having" and any variations thereof in the specification and claims of this application and the above-mentioned drawings are intended to cover non-exclusive inclusions. For example, a process, method, system, product or device that includes a series of steps or units is not limited to the listed steps or units, but optionally includes steps or units that are not listed, or optionally includes other steps or units inherent to these processes, methods, products or devices. The terms "first", "second" and "third" are used to distinguish different objects, etc., and do not represent a sequence, nor do they limit "first", "second" and "third" to different types.

[0118] In the description of the embodiments of the present application, "exemplary", "for example" or "for example" are used to indicate examples, illustrations or descriptions. Any embodiment or design described as "exemplary", "for example" or "for example" in the embodiments of the present application should not be interpreted as being more preferred or more advantageous than other embodiments or designs. Specifically, the use of words such as "exemplary", "for example" or "for example" is intended to present related concepts in a specific way.

[0119] In the description of the embodiments of the present application, unless otherwise specified, “ / ” means or, for example, A / B can mean A or B; the “and / or” in the text is merely a description of the association relationship of associated objects, indicating that three relationships may exist, for example, A and / or B can mean: A exists alone, A and B exist at the same time, and B exists alone. In addition, in the description of the embodiments of the present application, “multiple” refers to two or more than two.

[0120] In some processes described in the embodiments of the present application, multiple operations or steps that appear in a specific order are included, but it should be understood that these operations or steps may not be executed in the order in which they appear in the embodiments of the present application or in parallel, and the sequence number of the operation is only used to distinguish the different operations, and the sequence number itself does not represent any execution order. In addition, these processes may include more or fewer operations, and these operations or steps may be executed in sequence or in parallel, and these operations or steps may be combined.

[0121] Through the description of the above implementation methods, those skilled in the art can clearly understand that the above-mentioned embodiment methods can be implemented by means of software plus a necessary general hardware platform, and of course by hardware, but in many cases the former is a better implementation method. Based on such an understanding, the technical solution of the present application, or the part that contributes to the prior art, can be embodied in the form of a software product, which is stored in a storage medium (such as ROM / RAM, disk, CD) as above, and includes a number of instructions for a terminal device to execute the methods of each embodiment of the present application.

[0122] The above are only preferred embodiments of the present application, and are not intended to limit the patent scope of the present application. Any equivalent structure or equivalent process transformation made using the contents of the present application specification and drawings, or directly or indirectly applied in other related technical fields, are also included in the patent protection scope of the present application.

Claims

1. A method for checking the linearity of steel truss segment assembly, characterized in that: include: Establishing a steel truss girder finite element model and calculating the equivalent vertical stiffness of a steel truss girder segment in the middle of the model, wherein the steel truss girder finite element model includes a plurality of steel truss girder segments, and adjacent steel truss girder segments are spliced ​​by main trusses; The vertical stiffness of the elastic support is set based on the equivalent vertical stiffness, and the adjustable stiffness height of the elastic support is set based on the camber of the bridge design line; Based on the elevation of the steel truss girder segment corresponding to the bridge design line shape, the rigid height of the elastic support under each steel truss girder segment to be assembled is adjusted to obtain the line shape of the steel truss girder segment before assembly; The steel truss girder segments are assembled before assembly to obtain the linear shape of the steel truss girder segments after assembly, and the manufacturing configuration deviation of the steel truss girder is determined according to the linear shape of the steel truss girder segments before assembly and the linear shape of the steel truss girder segments after assembly.

2. A method for checking the linearity of steel truss segment assembly according to claim 1, characterized in that: The step of establishing a finite element model of a steel truss beam and calculating the equivalent vertical stiffness of a steel truss beam segment in the middle of the model specifically includes: Establish a finite element model of a steel truss beam containing multiple steel truss beam segments, with adjacent steel truss beam segments connected by main trusses; A concentrated force is applied to the middle steel truss girder segment of the steel truss girder finite element model, and the equivalent vertical stiffness of the middle steel truss girder segment in the steel truss girder finite element model is calculated. The specific calculation method is: K eq =F / D. Among them, K eq It represents the equivalent vertical stiffness of the middle steel truss girder segment in the steel truss girder finite element model, F represents the concentrated force applied at the middle steel truss girder segment in the steel truss girder finite element model, and Δ represents the deformation of the middle steel truss girder segment in the steel truss girder finite element model after the concentrated force is applied.

3. A method for checking the linearity of steel truss segment assembly according to claim 2, characterized in that: Before applying concentrated force to the middle steel truss girder segment of the steel truss girder finite element model, it also includes: Horizontal and vertical constraints are applied to the steel truss segment at one end of the steel truss girder finite element model, and vertical constraints are applied to the steel truss segment at the other end to set boundary conditions.

4. A method for checking the linearity of steel truss segment assembly as claimed in claim 2, characterized in that: The vertical stiffness of the elastic support is set based on the equivalent vertical stiffness, and the adjustable stiffness height of the elastic support is set based on the camber of the bridge design line, specifically including: Based on the calculated equivalent vertical stiffness, the vertical stiffness of the elastic support under the steel truss segment to be assembled is set, specifically: K=αK eq 。 Where K represents the vertical stiffness of the elastic support and α represents the coefficient; Based on the camber of the bridge design line, the adjustable rigidity height of the elastic support under the steel truss girder segment to be assembled is set, and the set adjustable rigidity height is a set multiple of the camber of the bridge design line.

5. A method for checking the linearity of steel truss segment assembly according to claim 1, characterized in that: The steel truss girder segment to be assembled comprises a top main girder (1) and a bottom main girder (2) arranged in parallel, a plurality of support beam bodies are arranged between the top main girder (1) and the bottom main girder (2), the bottom ends of the plurality of support beam bodies are gathered together and connected to the bottom main girder (2), and the connection points between the support beam bodies and the bottom main girder (2) form nodes of the steel truss girder segment to be assembled.

6. A method for checking the linearity of steel truss segment assembly according to claim 5, characterized in that: The elevation of the steel truss girder segment corresponding to the bridge design line shape is adjusted based on the rigid height of the elastic support below each steel truss girder segment to be assembled, so as to obtain the line shape of the steel truss girder segment before assembly, specifically including: Placing each steel truss girder segment to be assembled on an elastic support, wherein the elastic support is located below the node of the steel truss girder segment to be assembled; The rigid height of the elastic support is adjusted in sequence until the elevation of each steel truss girder segment to be assembled on the elastic support is within the allowable deviation range of the corresponding steel truss girder segment elevation on the bridge design line shape; Based on the adjusted elevations of the steel truss girder segments to be assembled, the linear shape of the steel truss girder segments before assembly is obtained.

7. A method for checking the linearity of steel truss segment assembly according to claim 5, characterized in that: The method of assembling the steel truss girder segments before assembling obtains the linear shape of the steel truss girder segments after assembling, and determining the manufacturing configuration deviation of the steel truss girder according to the linear shape before assembling and the linear shape after assembling of the steel truss girder segments, specifically includes: According to the predetermined assembly sequence and process requirements, the steel truss girder segments to be assembled are spliced ​​in sequence; Based on the elevations of the assembled steel truss girder segments, the assembled linear shape of the steel truss girder segments is obtained; According to the linear shape of the steel truss segment before and after assembly, the linear shape caused by the manufacturing deviation is calculated, which is: C=C1-C0. Among them, C1 represents the linear shape of the steel truss segment after assembly, C0 represents the linear shape of the steel truss segment before assembly, and C represents the linear shape caused by manufacturing deviation.

8. A steel truss segment assembly linearity checking system, characterized in that: The steel truss segment assembly alignment verification system comprises: Establishing a module, which is used to establish a finite element model of a steel truss beam and calculate the equivalent vertical stiffness of a middle steel truss beam segment, wherein the finite element model of the steel truss beam includes a plurality of steel truss beam segments, and adjacent steel truss beam segments are spliced ​​by a main truss; A setting module, which is used to set the vertical stiffness of the elastic support based on the equivalent vertical stiffness, and to set the adjustable stiffness height of the elastic support based on the camber of the bridge design line; An adjustment module, which is used to adjust the rigidity height of the elastic support below each steel truss girder segment to be assembled based on the steel truss girder segment elevation corresponding to the bridge design line shape, so as to obtain the line shape of the steel truss girder segment before assembly; The execution module is used to assemble the steel truss girder segments to obtain the linear shape of the steel truss girder segments after assembly, and determine the manufacturing configuration deviation of the steel truss girder according to the linear shape before assembly and the linear shape after assembly of the steel truss girder segments.

9. A steel truss segment assembly line shape checking device, characterized in that: The steel truss segment assembly linear verification device includes a processor, a memory, and a steel truss segment assembly linear verification program stored in the memory and executable by the processor, wherein when the steel truss segment assembly linear verification program is executed by the processor, the steps of the steel truss segment assembly linear verification method as described in any one of claims 1 to 7 are implemented.

10. A medium, characterized in that The medium stores a steel truss segment assembly linearity verification program, wherein when the steel truss segment assembly linearity verification program is executed by the processor, the steps of the steel truss segment assembly linearity verification method as described in any one of claims 1 to 7 are implemented.

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