Bridge theory finished bridge state realization and geometric error evaluation method and system

Abstract

This application discloses a method and system for realizing the theoretical bridge-completed state and evaluating geometric errors. The method includes: introducing initial internal forces into the bridge structural mechanics model; characterizing the initial internal forces through internal forces, external forces, and configuration deviation parameters; during the solution process for the theoretical bridge-completed state, using the constraint that the structural displacement under dead load meets a preset iterative accuracy requirement, solving for the configuration deviation parameters of each element of the structure to determine the theoretical manufacturing parameters of the structure; further, in the engineering error evaluation, characterizing the manufacturing and installation errors of the structure using manufacturing deviations and incorporating them into the mechanics model. This application can solve the problem of non-zero theoretical dead load displacement in mechanical analysis, which is beneficial to improving the accuracy of static and dynamic analysis of structures, and can expand the correction parameters of the mechanics model in construction monitoring, thereby improving the information quality of the mechanics model.

Description

Technical Field

[0001] This application relates to the field of bridge engineering technology, specifically to a method and system for realizing the theoretical completed bridge state and evaluating geometric errors. Background Technology

[0002] In bridge mechanical state assessment, the initial internal forces of non-cable and membrane structures are generally not considered. The displacement of nodes in non-cable and membrane structures under dead load is not constant at zero. However, in actual construction, pre-camber is set to offset the structural displacement under dead load. Therefore, this type of mechanical model has certain theoretical calculation errors. Simultaneously, due to engineering errors, there are deviations between the actual structure and the mechanical model in terms of alignment and internal forces. In engineering control, the mechanical model is usually corrected using parameters such as material elastic modulus, section properties, and unit weight, and the output data of the mechanical model is further corrected to guide construction. However, some geometric errors, such as segment prefabrication deviations, shrinkage and creep errors, and segment welding deformation, cannot be considered in the mechanical model. From the current engineering construction situation, although the mechanical simplifications in the above-mentioned projects have not had a significant impact on the control accuracy of the projects, there is still room for improvement in the quality of existing mechanical model data. In summary, the main problems in the current realization of the theoretical completed bridge state and the assessment of geometric errors are: (1) The structural theoretical constant load displacement in the mechanical model is non-zero.

[0003] (2) Geometric errors during the construction phase, such as segment prefabrication deviation, shrinkage and creep error, segment welding deformation, and linear deviation of the constructed part, cannot be considered in the mechanical model. The mechanical model has too few correction parameters, resulting in poor simulation accuracy. Summary of the Invention

[0004] This application provides a method and system for realizing the theoretical completed bridge state and evaluating geometric errors, which can solve the technical problems in the prior art, such as the non-zero displacement of the model under dead load leading to the decoupling of internal forces and alignment control, and the inability to fully consider geometric errors in the mechanical model during the construction stage, and the lack of correction parameters leading to poor simulation accuracy.

[0005] In a first aspect, embodiments of this application provide a method for realizing the theoretical completed bridge state and evaluating geometric errors, which includes the following steps: Based on the theoretical target alignment of the bridge structure, the bridge structure is discretized into multiple elements, and the original data of each element is obtained. The original data includes at least element information, node information, material properties, geometric properties, load information, and boundary conditions. Among them, the initial internal force of the element is introduced into the load information, and the initial internal force of the element is characterized by internal force, external force, and configuration deviation parameters. Based on the construction information, determine which data in the original data needs to be activated. The system collects element information, node information, load information, and boundary conditions. Then, it calculates the stiffness matrix of the bridge structure, the equivalent nodal forces of external loads and initial internal forces of elements, calculates nodal unbalanced forces, and further calculates nodal displacements. In the process of solving the structural theory of the bridge in its completed state, the nodal displacements under constant load are subject to a preset iterative accuracy requirement as a constraint. The configuration deviation parameters of each unit are iteratively solved to determine the theoretical manufacturing parameters of the structure.

[0006] Preferred options also include: During the structural construction status assessment, the manufacturing and installation errors of the structure are quantified into the configuration deviation parameters of the units, and directly added to the configuration deviation parameters corresponding to the initial internal forces of the units in the load information to correct the mechanical model.

[0007] Preferably, the nodal unbalanced force is obtained by calculation using the stiffness matrix of the bridge structure, the equivalent nodal force of external load and initial internal force of the element, and the mechanical model. The mechanical model is as follows: ,in, Equivalent nodal force for external loads, For nodal unbalanced forces, Element configuration deviations specified by the user or element configuration deviations calculated based on internal forces. This refers to the element configuration deviation solved under the constraint of a linear objective. The element stiffness matrix, This is the overall stiffness matrix of the bridge structure; External forces for user-specified units. This represents the element displacement.

[0008] Preferably, the formula for calculating the nodal displacement is: , For nodal displacement, = ; Using the constraint that the nodal displacements under constant load meet the preset iterative accuracy requirements, the configuration deviation parameters of each element are iteratively solved, specifically including: When under constant load The configuration deviation parameter of the output unit is less than the convergence limit. End the solution process; When under constant load If the value is greater than the convergence limit, then the element displacement is calculated from the nodal displacement. And update the unit configuration deviation parameters; updated configuration deviation parameters , This is the iterative reduction factor.

[0009] Preferably, when the bridge structure is formed in stages, the permanent load of the structure is gradually applied and temporary construction loads are applied simultaneously. In the incremental algorithm, the incremental displacement of nodes under the action of incremental constant load and temporary construction load in each construction stage is calculated in turn, and then added to the historical displacement of nodes before the current construction stage to obtain the cumulative displacement of nodes in the current stage. When a new element e is activated during construction stage k, the cumulative displacement of nodes from previous stages is considered, and the element displacement is... Recorded as: , The cumulative deformation of the activated elements is calculated based on the cumulative displacement of the nodes at the end of the kth stage; This represents the cumulative deformation of the activated elements at the end of the (k-1)th stage, calculated based on the cumulative displacement of the nodes.

[0010] Preferably, the structure comprises a non-membrane portion and a membrane portion; For the non-cable and non-membrane parts, the initial internal forces of the units are taken as zero; For the main cable and suspension cables, the initial internal forces of the units are calculated by a dedicated suspension bridge form-finding algorithm.

[0011] Secondly, embodiments of this application provide a system for realizing the theoretical completed bridge state and evaluating geometric errors, which includes: The first module is used to discretize the bridge structure into multiple elements based on the theoretical target alignment of the bridge structure, and to obtain the original data of each element. The original data includes at least element information, node information, material properties, geometric properties, load information, and boundary conditions. The initial internal force of the element is introduced into the load information, and the initial internal force of the element is characterized by internal force, external force, and configuration deviation parameters. The second module is used to determine which parts of the original data need to be activated based on the construction information. The system collects element information, node information, load information, and boundary conditions. Then, it calculates the stiffness matrix of the bridge structure, the equivalent nodal forces of external loads and initial internal forces of elements, calculates nodal unbalanced forces, and further calculates nodal displacements. The third module is used to iteratively solve the configuration deviation parameters of each unit in the process of solving the structural theory bridge state, with the nodal displacement under constant load meeting the preset iterative accuracy requirements as a constraint, so as to determine the theoretical manufacturing parameters of the structure.

[0012] The beneficial effects of the technical solutions provided in this application include: By introducing the initial internal forces of structural elements characterized by configuration deviations and iteratively adjusting the configuration deviation parameters, the nodal displacements under constant load are made zero. This solves the problem of non-zero constant load displacements in traditional mechanical models, improves the quality of the data model, reduces theoretical analysis errors, and provides more intuitive linear data output from the model.

[0013] In addition, it also realizes the coupled solution of linear target and internal force state. The internal force adjustment of statically indeterminate structure has a greater degree of freedom. That is, the linear target can be verified by iterative mechanical model through configuration deviation parameter, which can better solve the bridge state control of strongly nonlinear structure.

[0014] In the error assessment process of structural construction, geometric errors such as segmental prefabrication deviation, shrinkage and creep error, and welding deformation are quantified as unit configuration deviation parameters and incorporated into the mechanical model correction system. This overcomes the limitations of traditional methods that can only correct the model using parameters such as material elastic modulus, section properties, and unit weight. By adding configuration deviation as a key geometric correction parameter, it is possible to directly consider geometric errors such as segmental prefabrication deviation and welding deformation in the mechanical model, significantly improving the simulation accuracy of construction error assessment and making the model more reflective of the actual geometric state of the structure. Attached Figure Description

[0015] Figure 1 This is a brief flowchart of the method for realizing the bridge-completed state in this application. Figure 2 This is the specific process of the method for realizing the bridge-building state in this application; Figure 3 This is a flowchart illustrating the bridge geometric error assessment method of this application. Detailed Implementation

[0016] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present application.

[0017] To make the purpose, technical solution and advantages of this application clearer, the calculation process of the completed bridge state in traditional bridge theory will be described in detail below.

[0018] Step 1: Discretize the bridge structure into multiple elements based on the theoretical target line shape, and number the elements and nodes; then assemble them through simulation, and obtain the original data for each element; Step 2: Organize the raw data. The raw data includes elements, nodes, materials, geometric properties, load information, etc.; the internal force information in the load information includes the element axial force. Step 3: Form the element stiffness matrix for each element. Assembled into the original stiffness matrix of the structure The external load equivalent nodal force forms the structure, and the external load equivalent nodal force includes the total effect of nodal forces and non-nodal forces. For cable structures, the internal forces are equivalent to nodal forces. Step 4: Introduce support conditions, the above matrices, loads, and external loads are used to calculate equivalent nodal forces. Combined with the solution of nodal unbalanced forces in the mechanical model, calculate nodal displacements. In traditional methods, the internal forces in the load include axial forces of non-cable elements; only their influence on stiffness is considered, not the equivalent nodal forces they generate. The mechanical model is as follows: Support conditions are part of the construction information.

[0019] Step 5: In the theoretical solution for the completed bridge state, the nodal displacements of the structure under dead load are not constant and zero, that is, according to... =0 Solving for nodal displacements under the theoretical bridge-completed condition. This is an unbalanced force; That is, to solve Nodal displacement at time 0 Then, based on the structure under constant load Nodal displacement at time 0 Provide the manufacturing parameters.

[0020] Step 6: In the construction error assessment, the mechanical model is corrected by adjusting the unit's weight, elastic modulus, cross-sectional properties, and cable force, and relevant parameters are output to guide the structure's manufacturing and construction.

[0021] The above steps revealed the following defects: Because it is impossible or inconvenient to consider the initial internal forces of all elements, the structural dead load displacement in the theoretical analysis is non-zero. However, this displacement will be eliminated through pre-camber compensation during implementation, which leads to the deviation between the theoretical analysis and the actual model.

[0022] Since the initial internal forces of non-cable elements cannot be considered in the mechanical model, the active adjustment parameters in the internal force adjustment of statically indeterminate structures are mainly based on the internal forces of the cable part, and cannot include the initial internal forces of non-cable elements, resulting in relatively small degrees of freedom in adjustment.

[0023] Traditional methods only correct the mechanical model by adjusting weight, elastic modulus, cross-sectional properties, and cable force. Some geometric errors, such as segment prefabrication deviation, shrinkage and creep error, segment welding deformation, and deviation of the alignment of constructed sections, cannot be directly considered in the mechanical model. The mechanical model has too few correction parameters, and there is room for improvement in model quality.

[0024] Therefore, this application provides a method for realizing the theoretical completed bridge state and evaluating geometric errors to solve the above problems, with reference to... Figure 1 and Figure 2 As shown, it specifically includes: S1. Based on the theoretical target alignment of the bridge structure, the bridge structure is discretized into multiple units, and the original data of each unit is obtained; the original data includes at least unit information, node information, material properties, geometric properties, load information, and boundary conditions; the load information includes external loads and initial internal forces of the unit; wherein, the initial internal forces of the unit introduced in the load information are characterized by internal forces, external forces, and configuration deviation parameters. S1 corresponds to steps 1 and 2 below; S2. Determine which data in the original data needs to be activated based on the construction information. The system collects element information, node information, load information, and boundary conditions. Then, it calculates the stiffness matrix of the bridge structure, the equivalent nodal forces of external loads and initial internal forces of elements, and then calculates the nodal unbalanced forces in conjunction with the mechanical model, and further calculates the nodal displacements. S2 corresponds to steps 3 and 4 below; S3. In the process of solving the structural theory of the bridge state, the nodal displacement under constant load meets the preset iterative accuracy requirements as a constraint condition, and the configuration deviation parameters of each unit are solved iteratively to determine the theoretical manufacturing parameters of the structure.

[0025] S3 corresponds to step 6 below. The above is the evaluation method corresponding to the theoretical completed bridge state, and it can determine the theoretical manufacturing parameters of the structure.

[0026] Step 1: Discretize the bridge structure into multiple elements based on the theoretical target line shape, and number the elements and nodes; then assemble them through simulation, and obtain the original data for each element; Step 2: Organize the raw data. The raw data includes elements, nodes, materials, geometric properties, load information, and boundary conditions. The load information includes the initial internal forces of the elements; these initial internal forces are specified through internal forces, external forces, and configuration deviation parameters. In traditional methods, user-input load data does not support the expression of all initial internal forces of elements.

[0027] Step 3: Form the element stiffness matrix for each element. Assembled into the original stiffness matrix of the structure The external loads forming the structure are equivalent to the initial internal forces of the elements at the nodal points. These nodal forces include the combined effect of nodal and non-nodal forces. For cable elements, beam elements, and plate elements, internal forces are formed at equivalent nodal forces. Step 4: Introduce support conditions, the above matrix, load, external load equivalent nodal forces, and combine with the solution of nodal unbalanced forces in the mechanical model to calculate nodal displacements; In the traditional method, in the axial force of the user-input element, the axial force data of non-cable elements only considers its influence on stiffness.

[0028] Among them, the mechanical model is The model for calculating displacement is in, Equivalent nodal force for external loads, For nodal unbalanced forces, Element configuration deviations specified by the user or element configuration deviations calculated based on internal forces. This refers to the element configuration deviation solved under the constraint of a linear objective. The element stiffness matrix, This is the overall stiffness matrix of the bridge structure; For nodal displacement, = ; External forces for user-specified units. This represents the element displacement.

[0029] Step 5: In the theoretical bridge-forming state solution, the displacement of the nodes under dead load meets the iteration accuracy requirements as a constraint condition. The configuration deviation parameters of the elements are then solved to determine the theoretical manufacturing parameters of the structure. Dead load is a type of external load, which typically includes dead load, live load, temperature load, etc.

[0030] When under constant load The configuration deviation parameter of the output unit is less than the convergence limit. The solution is then completed; this indicates that the structure's dead load profile under the current configuration deviation is exactly the theoretical profile, and the manufacturing parameters corresponding to the element configuration deviation at this point are given. When under constant load If the value is greater than the convergence limit, then the element displacement is calculated from the nodal displacement. And update the configuration deviation parameters of the unit. The updated configuration deviation parameters are: .

[0031] Step 6, Reference Figure 3 As shown, in the error assessment process of structural construction, the geometric errors caused by manufacturing and installation errors are directly added to the unit configuration deviation term. Correcting the mechanical model .in Figure 3 and Figure 2 The part within the dark box in the middle is emphasized to show the steps that distinguish this application from the prior art.

[0032] The beneficial effects of the above steps are as follows: By introducing the initial internal forces of the structural elements characterized by configuration deviations, and iteratively adjusting the configuration deviation parameters, the nodal displacements under constant load are made zero. This solves the problem of non-zero constant load displacements in traditional mechanical models, improves the quality of the data model, reduces theoretical analysis errors, and makes the output linear data more intuitive. It eliminates the need for forced compensation through pre-camber in the later stages, making the theoretical model state directly equivalent to the design target state.

[0033] Furthermore, it achieves coupled solution of linear target and internal force state, providing greater freedom for adjusting internal forces in statically indeterminate structures. The given linear target can be verified through iterative mechanical models using configuration deviation parameters, better addressing the control of bridge completion state in highly nonlinear structures. Cable internal forces are no longer solely determined by matching the linearity; internal force optimization can also be considered, significantly increasing the freedom of internal force control. It is suitable for structures with strong nonlinearity, eliminating theoretical errors arising from the failure to consider the pre-camber effect of non-cable structures in traditional methods.

[0034] In the error assessment process of structural construction, geometric errors such as segmental prefabrication deviation, shrinkage and creep error, and welding deformation are quantified as unit configuration deviation parameters and incorporated into the mechanical model correction system. This overcomes the limitations of traditional methods that can only correct the model using parameters such as material elastic modulus, section properties, and unit weight, by adding configuration deviation as a key geometric correction parameter. It allows geometric errors such as segmental prefabrication deviation and welding deformation to be directly considered in the mechanical model, significantly improving the simulation accuracy of construction error assessment and making the model more reflective of the actual geometric state of the structure.

[0035] In some preferred embodiments, for the displacement calculated by the nodal displacement unit in step 5... The specific method for updating the unit configuration deviation parameters is as follows: Calculate the displacement of the unit from the nodal displacement. And update the configuration deviation parameters of the unit, the updated configuration deviation parameters , This is the iterative reduction factor. This represents the current iteration number.

[0036] The beneficial effect of this embodiment is that it increases the ways to control the iterative calculation process.

[0037] In some preferred embodiments, for bridge elements that are non-cable or non-membrane, the initial internal force of the element is zero. For bridge elements that are the main cables and suspenders, the initial internal forces of the elements are calculated by a dedicated suspension bridge form-finding algorithm.

[0038] The beneficial effects of this embodiment are: it simplifies the workload of initial value selection while taking into account the convergence speed.

[0039] In some preferred embodiments, the mechanical model The derivation process is as follows: In the finite element method, the mechanical equilibrium equations of the structure are: ; ; Here is the overall stiffness matrix of the structure. For nodal displacement, This represents the equivalent nodal force corresponding to the external load. Because... Because it is independent, the displacement under constant load is not constant and is zero (in engineering, it is often compensated by pre-camber), so the mechanical equations do not characterize the theoretical shape of the structure.

[0040] Given that the essence of structural deformation is the imbalance between external loads and internal forces at the current location, structural deviations are constructed during dead load conditions. Additional initial internal forces of the element (characterized by the same dimensions and dimensions as the element deformation) The additional nodal forces it generates are .

[0041] Therefore, we can obtain: ; ; when hour, ; Since the number of internal force responses of the structure under external loads is the same as the number of initial internal forces of the constructed elements, the equations are always solvable when the structural stiffness is nonsingular. Solving the equations requires iteration; the following can be used for the solution: ; ; ; Because additional initial internal forces of the elements are constructed under constant load, characterized by configurational deviations (with the same dimensions and dimensions as element deformation), the resulting additional nodal forces are: Additional nodal forces Includes three parts .

[0042] ; Internal forces caused by initial deformation Due to inherent manufacturing deviations in the components themselves Characterized internal force terms cause. The "initial deformation" or "manufacturing deviation" of the unit is specified by the user. For cables, it corresponds to their stress-free length. It is the main source of structural load-bearing capacity and is responsible for optimizing the internal forces of the structure, no longer needing to take into account the linear control; The external force is a fixed value (user preset), representing the force generated on the element by a deterministic and fixed external load. From internal force terms Caused by (external force), It is a constant value that does not change with structural deformation (such as temporary tension force). It provides a constant external force input to balance part of the dead load. For internal force terms (Camber) is caused by the linear compensation term, i.e., pre-camber, which is introduced by a configuration deviation that can be adjusted iteratively. Generate virtual internal force The effect of these internal forces is to force the structure to deform to the desired theoretical shape under constant load. In traditional methods, precamber is achieved by raising the coordinates on the drawings; here, precamber is converted into the desired deformation of each element. It is precisely this... The existence of the cable It no longer needs to undertake the task of linear control, thus increasing the degree of freedom in internal force regulation.

[0043] Based on the above explanation, then: ; ; ; The above To account for manufacturing deviations of the unit, we can consider: Rewritten as: ; thereby further obtaining ; .

[0044] In some preferred embodiments, since the internal force state of a statically indeterminate structure is not unique, different theoretical bridge completion states may face vastly different difficulties in the manufacturing, construction, and operation stages. Therefore, the determination of the theoretical bridge completion state of a statically indeterminate bridge structure needs to comprehensively consider the difficulty of its manufacturing and construction as well as its mechanical properties at multiple stages, especially for structures with large structural stiffness and time-varying effects.

[0045] When it comes to staged forming calculations, the core of the incremental algorithm lies in solving the geometric coordination problem between the "newly activated unit" and the "existing structural deformation". Traditional calculation methods often ignore the fact that at the moment of activation of the newly activated unit (such as a newly poured concrete segment), its connection nodes already have cumulative displacement caused by the load of the previous stage.

[0046] To solve this problem, this embodiment adopts the following logic: Displacement accumulation: Calculate the incremental node displacement under dead load conditions for each construction stage in sequence, and accumulate it with the historical displacements before the current construction stage to obtain the cumulative node displacement for the current stage. Displacement inheritance: When a new element e is activated in the current construction phase, the cumulative displacement of the nodes is mapped to the initial deformation of the new element e, and the cumulative displacement of the element corresponding to the new element e is extracted. and the cumulative displacement of the element The inherited initial geometric state serves as the initial geometric state for the new element e; based on this inherited initial geometric state, the actual deformation increment of the element at the current stage is calculated. ; Iterative solution: When solving the structural equilibrium state during the construction phase, the installation internal forces generated by the cumulative displacement of newly activated unit nodes are considered, and iterative calculations are performed.

[0047] The details are as follows: The formula for updating the cumulative displacement of nodes: It describes the cumulative nodal displacement in the k-th stage. Equal to the cumulative displacement at the end of stage (k-1) In addition to the displacement increment caused by unbalanced forces in this stage That is, the global cumulative displacement vector of all nodes of the structure relative to the theoretical linear shape, which is used to obtain the absolute position of the nodes in space.

[0048] For the newly activated element e, its deformation calculation needs to take into account the inheritance of historical displacements. Indicates according to The nodal displacement is calculated to represent the deformation of the element. This represents the initial positional deviation of the element during installation.

[0049] At this point, the actual deformation increment (element displacement) of the element in the current stage. The calculation is as follows: ; The cumulative deformation of the activated elements is calculated based on the cumulative displacement of the nodes at the end of the kth stage; This represents the cumulative deformation of the activated element at the end of stage k-1, calculated based on the cumulative displacement of the nodes. This formula indicates that the element's deformation increment equals the 'total position of the current node' minus the 'initial position at the time of element installation (inherited historical displacement)'. In this way, the newly activated element seamlessly inherits the historical cumulative displacement of the nodes, ensuring the geometric continuity of the computational model. This is a number representing the construction phase.

[0050] The beneficial effects of this embodiment are as follows: In the incremental algorithm, newly activated cells inherit the historical displacements of nodes, and the cumulative displacements of nodes are included in the initial configuration deviation of the newly activated cells. This solves the problem of sawtooth-shaped cell displacements in traditional theoretical calculations, which makes the data unintuitive.

[0051] Secondly, a system for realizing the theoretical completed bridge state and evaluating geometric errors is provided, which includes: The first module is used to discretize the bridge structure into multiple elements based on the theoretical target alignment of the bridge structure, and to obtain the original data of each element. The original data includes at least element information, node information, material properties, geometric properties, load information, and boundary conditions. The initial internal force of the element is introduced into the load information, and the initial internal force of the element is characterized by internal force, external force, and configuration deviation parameters. The second module is used to determine which parts of the original data need to be activated based on the construction information. The system collects element information, node information, load information, and boundary conditions. Then, it calculates the stiffness matrix of the bridge structure, the equivalent nodal forces of external loads and initial internal forces of elements, calculates nodal unbalanced forces, and further calculates nodal displacements. The third module is used to iteratively solve the configuration deviation parameters of each unit in the process of solving the structural theory bridge state, with the nodal displacement under constant load meeting the preset iterative accuracy requirements as a constraint, so as to determine the theoretical manufacturing parameters of the structure.

[0052] Thirdly, embodiments of this application provide a device for realizing the theoretical completed bridge state and evaluating geometric errors. This device can be a personal computer (PC), a laptop computer, a server, or other device with data processing capabilities.

[0053] In this embodiment of the application, the bridge theoretical completion state realization and geometric error evaluation device may include a processor, a memory, a communication interface, and a communication bus.

[0054] The communication bus can be of any type and is used to interconnect the processor, memory, and communication interface.

[0055] The communication interface includes input / output (I / O) interfaces, physical interfaces, and logical interfaces. These interfaces are used for interconnecting devices within the bridge theoretical completion state realization and geometric error assessment equipment, as well as for interconnecting the bridge theoretical completion state realization and geometric error assessment equipment with other devices (such as other computing devices or user equipment). Physical interfaces can be Ethernet interfaces, fiber optic interfaces, ATM interfaces, etc.; user equipment can be displays, keyboards, etc.

[0056] 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.

[0057] The processor can be a general-purpose processor, which can call the bridge theory completion state implementation and geometric error evaluation program stored in memory, and execute the bridge theory completion state implementation and geometric error evaluation method provided in the embodiments of this application. For example, the general-purpose processor can be a central processing unit (CPU). The method executed when the bridge theory completion state implementation and geometric error evaluation program is called can refer to the various embodiments of the bridge theory completion state implementation and geometric error evaluation method of this application, and will not be repeated here.

[0058] Fourthly, embodiments of this application also provide a computer-readable storage medium.

[0059] The present application stores a bridge theory completion state realization and geometric error evaluation program on a computer-readable storage medium, wherein when the bridge theory completion state realization and geometric error evaluation program is executed by a processor, the steps of the bridge theory completion state realization and geometric error evaluation method described above are implemented.

[0060] The method implemented when the bridge theory completion state realization and geometric error evaluation procedure is executed can be referred to in the various embodiments of the bridge theory completion state realization and geometric error evaluation method of this application, and will not be repeated here.

[0061] It should be noted that the sequence numbers of the embodiments in this application are for descriptive purposes only and do not represent the superiority or inferiority of the embodiments.

[0062] The terms "comprising" and "having," and any variations thereof, in the specification, claims, and accompanying drawings of this application are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or apparatus that includes a series of steps or units is not limited to the listed steps or units, but may optionally include steps or units not listed, or may optionally include other steps or units inherent to such process, method, product, or apparatus. The terms "first," "second," and "third," etc., are used to distinguish different objects, etc., and do not indicate a sequence, nor do they limit "first," "second," and "third" to different types.

[0063] In the description of the embodiments of this application, terms such as "exemplary," "for example," or "for instance" are used to indicate examples, illustrations, or explanations. Any embodiment or design described as "exemplary," "for example," or "for instance" in the embodiments of this application should not be construed as being more preferred or advantageous than other embodiments or designs. Specifically, the use of terms such as "exemplary," "for example," or "for instance" is intended to present the relevant concepts in a concrete manner.

[0064] In the description of the embodiments of this application, unless otherwise stated, " / " means "or". For example, A / B can mean A or B. The "and / or" in the text is merely a description of the relationship between related objects, indicating that there can be three relationships. For example, A and / or B can mean: A exists alone, A and B exist simultaneously, and B exists alone. In addition, in the description of the embodiments of this application, "multiple" means two or more.

[0065] In some processes described in the embodiments of this application, multiple operations or steps are included in a specific order. However, it should be understood that these operations or steps may not be executed in the order they appear in the embodiments of this application, or they may be executed in parallel. The sequence number of the operation is only used to distinguish 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 sequentially or in parallel, and these operations or steps may be combined.

[0066] Through the above description of the embodiments, those skilled in the art can clearly understand that the methods of the above embodiments can be implemented by means of software plus necessary general-purpose hardware platforms. Of course, they can also be implemented by hardware, but in many cases the former is a better implementation method. Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product is stored in a storage medium (such as ROM / RAM, magnetic disk, optical disk) as described above, and includes several instructions to cause a terminal device to execute the methods described in the various embodiments of this application.

[0067] The above are merely preferred embodiments of this application and do not limit the patent scope of this application. Any equivalent structural or procedural transformations made using the content of this application's specification and drawings, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of this application.

Claims

1. A method for bridge theory as-built condition achievement and geometric error assessment, characterized in that, It includes the following steps: Based on the theoretical target alignment of the bridge structure, the bridge structure is discretized into multiple elements, and the original data of each element is obtained. The original data includes at least element information, node information, material properties, geometric properties, load information, and boundary conditions. Among them, the initial internal force of the element is introduced into the load information, and the initial internal force of the element is characterized by internal force, external force, and configuration deviation parameters. According to the construction information, the activated original data in the activated original data are determined Unit information, node information, load information and boundary conditions are determined, and then the stiffness matrix of the bridge structure, the equivalent node force of the external load and the initial internal force of the unit, the node unbalanced force and the node displacement are calculated. In the process of solving the structural theory of the bridge in its completed state, the nodal displacements under constant load are subject to a preset iterative accuracy requirement as a constraint. The configuration deviation parameters of each unit are iteratively solved to determine the theoretical manufacturing parameters of the structure.

2. The bridge theory finished bridge state achievement and geometric error evaluation method of claim 1, wherein, Also includes: During the structural construction status assessment, the manufacturing and installation errors of the structure are quantified into the configuration deviation parameters of the units, and directly added to the configuration deviation parameters corresponding to the initial internal forces of the units in the load information to correct the mechanical model.

3. The method for realizing the theoretical completed bridge state and evaluating geometric errors as described in claim 1, characterized in that: The unbalanced forces at the nodes are calculated using the stiffness matrix of the bridge structure, the equivalent nodal forces of the external loads and initial internal forces of the elements, and the mechanical model. The mechanical model is: Wherein, is an equivalent node force of external load, is a node unbalanced force, is a unit configuration deviation specified by a user or a unit configuration deviation converted according to an internal force, is a unit configuration deviation solved by taking a linear target as a constraint condition, is a unit stiffness matrix, is a total stiffness matrix of a bridge structure; is an external force of a unit specified by a user, is a unit displacement.

4. The method for realizing the theoretical completed bridge state and evaluating geometric errors as described in claim 3, characterized in that: The formula for calculating the nodal displacement is: , For nodal displacement, = ; Using the constraint that the nodal displacements under constant load meet the preset iterative accuracy requirements, the configuration deviation parameters of each element are iteratively solved, specifically including: When under constant load The configuration deviation parameter of the output unit is less than the convergence limit. End the solution process; When under constant load If the value is greater than the convergence limit, then the element displacement is calculated from the nodal displacement. And update the unit configuration deviation parameters; updated configuration deviation parameters , This is the iterative reduction factor.

5. The method for realizing the theoretical completed bridge state and evaluating geometric errors as described in claim 4, characterized in that: When the bridge structure is formed in stages, the permanent load of the structure is gradually applied and temporary construction loads are applied simultaneously. In the incremental algorithm, the incremental displacement of nodes under the action of incremental constant load and temporary construction load in each construction stage is calculated in turn, and then added to the historical displacement of nodes before the current construction stage to obtain the cumulative displacement of nodes in the current stage. When a new element e is activated during construction stage k, the cumulative displacement of nodes from previous stages is considered, and the element displacement is... Recorded as: , The cumulative deformation of the activated elements is calculated based on the cumulative displacement of the nodes at the end of the kth stage; This represents the cumulative deformation of the activated elements at the end of the (k-1)th stage, calculated based on the cumulative displacement of the nodes.

6. The method for realizing the theoretical completed bridge state and evaluating geometric errors as described in claim 2, characterized in that, The structure comprises a non-membrane portion and a membrane portion; For the non-cable and non-membrane parts, the initial internal forces of the units are taken as zero; For the main cable and suspension cables, the initial internal forces of the units are calculated by a dedicated suspension bridge form-finding algorithm.

7. A system for realizing the theoretical completed bridge state and evaluating geometric errors, characterized in that, It includes: The first module is used to discretize the bridge structure into multiple elements based on the theoretical target alignment of the bridge structure, and to obtain the original data of each element. The original data includes at least element information, node information, material properties, geometric properties, load information, and boundary conditions. The initial internal force of the element is introduced into the load information, and the initial internal force of the element is characterized by internal force, external force, and configuration deviation parameters. The second module is used to determine which parts of the original data need to be activated based on the construction information. The system collects element information, node information, load information, and boundary conditions. Then, it calculates the stiffness matrix of the bridge structure, the equivalent nodal forces of external loads and initial internal forces of elements, calculates nodal unbalanced forces, and further calculates nodal displacements. The third module is used to iteratively solve the configuration deviation parameters of each unit during the process of solving the structural theory bridge state, with the nodal displacement under constant load meeting the preset iterative accuracy requirements as a constraint, so as to determine the theoretical manufacturing parameters of the structure.

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