Hanging basket analysis method for intelligently sensing corrugated steel web box girder bridge, terminal and storage medium

Abstract

The invention belongs to the technical field of bridge engineering, and particularly relates to an analysis method for intelligently sensing a hanging basket of a corrugated steel web box girder bridge, a terminal and a storage medium, and the method comprises the steps: obtaining deformation data of a plurality of measurement points installed on the hanging basket of the corrugated steel web box girder bridge in an actual asynchronous method construction process; establishing an initial finite element model based on the geometric information of the hanging basket structure, and setting an elastic constraint condition at each support position of the initial finite element model; according to the invention, the static level gauge, the inclinometer and the strain gauge are arranged at the key positions of the hanging basket to construct a multi-source sensing monitoring network, so that the cooperative sensing of the vertical displacement, the inclination attitude and the structural strain is realized, and the comprehensiveness and accuracy of the state sensing in the construction process are effectively improved. Secondly, a vertical spring unit is introduced into the finite element model to serve as elastic constraint, the vertical compression deformation behavior of the corrugated steel web under the load effect is truly simulated, and the physical authenticity of boundary conditions is remarkably improved.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of bridge engineering, and particularly relates to a method for analyzing a hanging basket of a corrugated steel web box girder bridge, a terminal and a storage medium. BACKGROUND

[0002] In bridge engineering, the hanging basket is an important construction equipment, and the design optimization and technical innovation thereof are crucial to construction safety and efficiency. Although the asynchronous method hanging basket construction process can optimize the construction layout and improve the efficiency, the elastic compression deformation of the corrugated steel web under the vertical load will be transmitted to the hanging basket support system, resulting in the failure of the traditional rigid support assumption, and affecting the construction accuracy and safety.

[0003] At present, the application of digital twinning technology in the field of civil engineering is gradually increasing, but in the bridge construction period, especially the digital twinning model of the hanging basket, the key optimization algorithm and the key consideration factors for the construction of the virtual twinning model of the hanging basket are not clear.

[0004] Therefore, it is necessary to establish a high-fidelity finite element model capable of accurately simulating the actual stress and deformation behavior of the hanging basket in the asynchronous construction process, to consider the change of the support point stiffness, to improve the accuracy of the numerical simulation results, to provide reliable support for the construction linear control, and to clarify the influencing factors of the vertical deformation of the hanging basket. SUMMARY

[0005] In view of the above shortcomings of the prior art, the application provides a method for analyzing a hanging basket of a corrugated steel web box girder bridge, a terminal and a storage medium.

[0006] In a first aspect, the application provides a method for analyzing a hanging basket of a corrugated steel web box girder bridge, comprising: S1, obtaining deformation data of a plurality of measuring points installed on the hanging basket of the corrugated steel web box girder bridge in the actual asynchronous construction process; the deformation data includes the vertical displacement, the inclination angle and the strain information at the support points of the hanging basket; S2, establishing an initial finite element model based on the geometric information of the hanging basket structure, and setting an elastic constraint condition at each support position of the initial finite element model; wherein the elastic constraint is used to simulate the vertical elastic deformation behavior of the corrugated steel web under the action of the construction load below the support points of the hanging basket; S3, determining the corresponding structure load according to the actual material consumption of each construction section of the bridge; the structure load is applied to the region of the newly poured girder segment carried by the hanging basket, so as to simulate the real stress working condition of the corrugated steel web box girder in the staged construction; S4, applying the structure load to the initial finite element model, and performing numerical solving under the set construction working condition to obtain the displacement calculation value of each support point; S5, compare the displacement calculation value with the measured displacement data under the corresponding working condition obtained in S1, if the error exceeds the preset threshold, adjust the stiffness parameter in the elastic constraint condition, and return to S4 for iterative calculation; wherein the stiffness parameter represents the equivalent vertical supporting stiffness under the combined action of the hanging basket and the corrugated steel web; S6, when the error between the displacement calculation value and the measured displacement data meets the convergence condition, output the corrected high-fidelity finite element model as the hanging basket analysis result.

[0007] Further improvement of the technical scheme is that step S1 comprises: S11, install static level meters at four edge corner positions of the hanging basket respectively, and simultaneously arrange inclinometers and strain gauges on the main truss of the hanging basket to form a multi-source sensing monitoring network for continuously collecting structural responses of the hanging basket in the whole construction process; S12, based on the time series data output by the static level meter, extract the vertical displacement mean value of the measuring point in each bottom plate hoisting operation period as the measured settlement value under the working condition, and correct the displacement deviation caused by the inclination of the hanging basket in combination with the inclinometer reading; S13, according to the pre-stored geometric parameters of the steel member of the bottom plate of the nth segment in the construction drawing, calculate the weight of the bottom plate of the segment, and perform space-time matching between the corrected vertical displacement data and the weight of the corresponding segment bottom plate to establish load-response data pairs as the input basis for iterative correction of the finite element model.

[0008] Further improvement of the technical scheme is that in step S13, the weight of the bottom plate According to the actual steel consumption, the expression is: ; Wherein, is the total weight of the bottom plate of the nth construction segment, unit: kg, used to represent the size of the external load applied to the hanging basket; is the density of structural steel; is the design volume of the jth steel member in the bottom plate of the nth segment, unit: m³, extracted from the pre-stored construction drawing; is the total number of steel members in the nth segment. Further improvement of the technical scheme is that step S2 comprises: S21, based on the construction drawing and three-dimensional design model of the hanging basket structure, extract the corresponding geometric topology information, discretize the modeling of the main truss, bottom mold platform and boom system of the hanging basket structure using spatial beam elements, and define material properties and cross-section parameters to form an initial finite element model; S22, respectively introduce vertical spring elements as elastic constraints at the four support point positions of the initial finite element model, wherein the support points correspond to the bearing areas actually contacted by the form traveler when installed on the top surface of the corrugated steel web, for simulating the vertical compression behavior of the supporting structure; S23, estimate the vertical equivalent stiffness of the corrugated steel web according to its geometric parameters and material properties, and input the stiffness value as the initial stiffness of the spring element.

[0009] Further improvements of the technical solution are that the vertical spring element in step S22 is integrated into the finite element model by the following method: ; Wherein, is the local stiffness matrix of the vertical spring element at the i-th support point; is the vertical equivalent support stiffness of the i-th support point, with a unit of kN / mm, representing the ability of the structure below the form traveler support point to resist vertical compression; the rest of the degrees of freedom of the matrix are set to zero, indicating that the spring only transmits vertical force and does not limit horizontal movement and rotation.

[0010] Further improvements of the technical solution are that step S3 includes: S31, according to the reinforcement layout drawing and steel member detail drawing of the bottom plate of the n-th segment in the bridge construction drawings, extract the geometric dimensions of each sub-component, calculate the total volume, and determine the theoretical weight of the bottom plate of the segment combined with the density of steel; S32, based on the actual steel quantity record during site hoisting or the material list in the BIM model, correct the theoretical weight to obtain the actual bottom plate weight considering construction deviations, and take it as the core concentrated load supported by the form traveler; S33, superimpose the bottom plate weight and the self-weight of the corrugated steel web of the corresponding segment, the wet weight of concrete and the weight of the formwork system to form the total structural load under this construction condition, and apply it to the area of the newly poured beam segment supported by the form traveler in the initial finite element model; the total structural load is composed of multiple sub-loads: ; Wherein, is the total structural load under the construction condition of the n-th segment, with a unit of kN; is the corrected actual weight of the bottom plate, with a unit of kg; is the self-weight of the corrugated steel web of the n-th segment, with a unit of kN, calculated according to , wherein is the effective compression area, derived from the bridge construction drawing, is the web height, is the acceleration of gravity, ; Wet weight of the new cast concrete for the nth segment, in kN, is calculated by the concrete volume and the wet density Wet weight of the new cast concrete for the nth segment, in kN, is calculated by the concrete volume ; Formwork system weight of the bottom mold, side mold and support system, in kN, is obtained from the hanging basket equipment factory data or weighing calibration.

[0011] The further improvement of the technical solution is that step S4 comprises: S41, importing the initial finite element model established in S2 into the finite element analysis software, defining the material constitutive relation and element type, forming a complete structure discretization system containing nodes, elements and boundary conditions, for subsequent static analysis solution; S42, decomposing the total structure load determined in S3 into equivalent node forces according to the actual distribution mode, and applying them to the finite element nodes corresponding to the hanging basket bottom mold platform and the front upper beam, to form an external load vector; S43, solving the system balance state based on the structural stiffness equation to obtain the displacement response values of each support point and key node.

[0012] The further improvement of the technical solution is that step S5 comprises: S51, extracting the vertical displacement measured values of each support point in the current construction condition obtained in S1, and synchronously extracting the displacement calculation values of the corresponding nodes in S4, to construct a displacement response data pair set containing multiple measuring points, for subsequent error quantization analysis; S52, calculating the root mean square error based on the displacement response data pair as the overall deviation measurement index of the finite element model, if the error exceeds the preset threshold, it is determined that the simulation accuracy of the finite element model is insufficient, and the stiffness parameter in the elastic constraint condition is adjusted; S53, updating the stiffness values of the spring elements at each support point using the gradient descent method, and substituting the updated stiffness parameters into the initial finite element model, returning to S4 for renumerical solution, to realize the closed-loop iterative optimization of the finite element model.

[0013] In a second aspect, the present application provides a terminal, comprising: a processor, a memory, wherein, the memory is used to store a computer program, the processor is used to call and run the computer program from the memory, so that the terminal executes the method of the terminal described above.

[0014] In a third aspect, the present application provides a computer storage medium, the computer readable storage medium stores instructions, when the instructions run on the computer, make the computer execute the method described in each aspect.

[0015] The beneficial effects of the present application are that: First, by deploying static levels, inclinometers, and strain gauges at key locations on the hanging basket, a multi-source sensing monitoring network is constructed, enabling coordinated perception of vertical displacement, tilt attitude, and structural strain, effectively improving the comprehensiveness and accuracy of construction process status perception. Second, unlike the traditional rigid support assumption, this invention introduces vertical spring elements as elastic constraints in the finite element model, realistically simulating the vertical compression deformation behavior of the corrugated steel web under load, significantly improving the physical realism of the boundary conditions. Furthermore, by integrating construction drawings and actual steel usage data, a total structural load including multiple sources of load such as the base plate, concrete, and formwork is dynamically constructed, enhancing the engineering reliability of the load input. More importantly, this invention establishes a closed-loop iterative mechanism of "measured response—model calculation—error feedback—parameter correction," using measured displacement data to inversely correct the elastic support stiffness, ultimately outputting a high-fidelity finite element model, achieving dynamic updating and accuracy improvement of the hanging basket digital twin. This method not only provides a reliable analytical tool for construction alignment control, but can also be used to identify key influencing factors of hanging basket deformation, significantly improving the safety and controllability of corrugated steel web box girder bridges under asynchronous construction conditions. Attached Figure Description

[0016] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, for those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0017] Figure 1 This is a schematic flowchart illustrating a method according to an embodiment of the present invention.

[0018] Figure 2 This is a diagram showing the layout and numbering of leveling sensors at the construction site.

[0019] Figure 3 The image shows the changes in vertical deformation at each measuring point on the day of the base plate hoisting, as measured by the sensors.

[0020] Figure 4 The finite element model diagram of the hanging basket is shown.

[0021] Figure 5 A schematic diagram of a finite element model that takes into account the elastic constraint stiffness at the support point.

[0022] Figure 6 (a) is a graph showing the displacement data of the basket support point during the iterative algorithm optimization process under C1 working condition.

[0023] Figure 6 (b) is a graph of the displacement data of the hanging basket support point during the iterative algorithm optimization process under C2 working condition.

[0024] Figure 7 (a) is a graph of the stiffness data of the hanging basket support point during the iterative algorithm optimization process under C1 working condition.

[0025] Figure 7 (b) is a graph of the stiffness data of the hanging basket support point during the iterative algorithm optimization process under C C2 working condition.

[0026] Figure 8 The diagram shows the results of the support stiffness inversion under various working conditions.

[0027] Figure 9 This is a schematic diagram of the structure of a terminal provided in an embodiment of the present invention. Detailed Implementation

[0028] To make the objectives, features, and advantages of this invention more apparent and understandable, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings of the specific embodiments. Obviously, the embodiments described below are only some embodiments of this invention, and not all embodiments. Based on the embodiments in this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0029] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains. The terminology used herein in the description of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention.

[0030] Figure 1 This is a schematic flowchart illustrating a method for analyzing the hanging basket of an intelligent sensing corrugated steel web box girder bridge provided by this invention. The order of steps in this flowchart can be changed, and some steps can be omitted, depending on different requirements.

[0031] like Figure 1 As shown, the method includes: S1. Obtain deformation data from multiple measuring points installed on the formwork of the corrugated steel web box girder bridge during the actual asynchronous construction process; the deformation data includes vertical displacement, tilt angle, and strain information at the formwork support points; S2. An initial finite element model is established based on the geometric information of the hanging basket structure, and elastic constraints are set at each support position of the initial finite element model; among them, the elastic constraints are used to simulate the vertical elastic deformation behavior of the corrugated steel web below the support point of the hanging basket under the action of construction load. S3. Determine the corresponding structural load based on the actual material usage of each construction segment of the bridge; apply the structural load to the area of ​​the newly poured beam segment supported by the hanging basket to simulate the actual stress condition of the corrugated steel web box girder during the phased construction. S4. Apply the structural load to the initial finite element model, perform numerical solution under the set construction conditions, and obtain the displacement calculation value of each support point. S5. Compare the calculated displacement value with the measured displacement data obtained in S1 under the corresponding working condition. If the error exceeds the preset threshold, adjust the stiffness parameter in the elastic constraint condition and return to S4 for iterative calculation. The stiffness parameter represents the equivalent vertical support stiffness under the combined action of the hanging basket and the corrugated steel web. S6. When the error between the calculated displacement value and the measured displacement data meets the convergence condition, output the corrected high-fidelity finite element model as the result of the hanging basket analysis.

[0032] To facilitate understanding of the present invention, the following description further illustrates the method for intelligent sensing and formwork analysis of corrugated steel web box girder bridges provided by the present invention, based on the principle of the present invention and the process of intelligent sensing and formwork analysis of corrugated steel web box girder bridges in the embodiments.

[0033] First, step S1 includes: S11. Static level instruments are installed at the four corners of the hanging basket, and inclinometers and strain gauges are simultaneously installed on the main truss of the hanging basket to form a multi-source sensor monitoring network for continuous acquisition of the structural response of the hanging basket throughout the construction process. S12. Based on the time series data output by the hydrostatic level, extract the average vertical displacement of the measuring points during each base plate hoisting operation period as the measured settlement value under this working condition, and combine the inclinometer reading to correct the displacement deviation caused by the tilt of the hanging basket. S13. Based on the geometric parameters of the steel components of the nth segment of the bottom plate in the pre-stored construction drawings, calculate the weight of the bottom plate of that segment, and perform spatiotemporal matching between the corrected vertical displacement data and the weight of the bottom plate of the corresponding segment to establish a load-response data pair, which serves as the input basis for iterative correction of the finite element model.

[0034] The main truss is the core load-bearing structure of the hanging basket, typically a spatial or planar truss structure composed of high-strength steel (such as H-beams or box girders). It bears the entire load of the hanging basket system (including the bottom formwork, side formwork, and freshly poured concrete), and transfers it to the completed beam segments via suspenders. The main truss is generally arranged longitudinally along the bridge, located on both sides or top of the box girder, and serves as the "skeleton" of the hanging basket.

[0035] Furthermore, the strain gauge in S11 is used to measure the strain response on the surface of the key load-bearing members of the main truss of the hanging basket. And convert it into stress value according to Hooke's Law: ; in, is the actual working stress of the m-th main truss member, in MPa, used in this technical solution to verify the accuracy of the finite element model in simulating stress distribution; is the elastic modulus of steel, with a value of... In this technical solution, it is used to convert measured strain into engineering stress; The strain on the surface of the m-th member, measured by the strain gauge, is dimensionless and originates from the real-time monitoring data of the strain gauge in S11.

[0036] Furthermore, the displacement deviation correction in step S12 is achieved through the following formula: ; in, The vertical displacement of the i-th measuring point after tilt correction is expressed in mm. The original vertical displacement of the i-th measuring point is directly measured by the hydrostatic level, in mm; is the horizontal distance of the i-th measuring point relative to the rotation center of the hanging basket, in meters; The angle of inclination of the entire hanging basket in the transverse direction, as measured by an inclinometer, is expressed in rad. Furthermore, in step S13, the weight of the base plate The expression is calculated based on the actual amount of steel used: ; in, The total weight of the bottom plate of the nth construction segment is expressed in kg, and is used to characterize the magnitude of the external load applied to the hanging basket. The density of structural steel; The design volume of the j-th steel member in the n-th segment bottom plate is in m³, extracted from the pre-stored construction drawings. This represents the total number of steel components within segment n.

[0037] The above-mentioned corrected With the calculated This constitutes a load-response data pair ( This is used in S5 to compare the error between the calculated displacement value and the measured value, ensuring that the model correction is based on the real physical relationship. Secondly, step S2 includes: S21. Based on the construction drawings and 3D design model of the hanging basket structure, extract the corresponding geometric topology information, use spatial beam elements to discretize and model the main truss, bottom formwork platform and suspension system of the hanging basket structure, and define material properties and section parameters to form an initial finite element model; S22. Vertical spring elements are introduced as elastic constraints at the four support points of the initial finite element model. The support points correspond to the support areas that contact the top surface of the corrugated steel web when the hanging basket is actually installed, and are used to simulate the vertical compression behavior of the support structure. S23. Estimate the vertical equivalent stiffness of the corrugated steel web based on its geometric parameters and material properties, and use this stiffness value as the initial stiffness input for the spring unit.

[0038] Furthermore, in step S21, by analyzing the plan, elevation, and section drawings and component list in the construction drawings, the component numbers, lengths, connection methods, and spatial relationships of each component of the hanging basket (including the main truss, front and rear upper crossbeams, bottom formwork longitudinal beams, hangers, anchoring system, etc.) are extracted to construct the geometric topological relationship of the structure.

[0039] Furthermore, the vertical spring element in step S22 is integrated into the finite element model in the following manner: ; in, Let be the local stiffness matrix of the vertical spring element at the i-th support point; The vertical equivalent support stiffness of the i-th support point is expressed in kN / mm, representing the ability of the structure below the basket support point to resist vertical compression. The remaining degrees of freedom of the matrix are set to zero, indicating that the spring only transmits vertical force and does not restrict horizontal movement or rotation.

[0040] Furthermore, the vertical equivalent stiffness of the corrugated steel web in step S23 is estimated using the following empirical formula: ; in, The equivalent axial stiffness of a single corrugated steel web under vertical load is expressed in kN / mm. In this technical solution, it serves as the initial stiffness of the spring unit in S22. The basis for its setting; This refers to the effective vertical compressive area of ​​the corrugated steel web, expressed in mm², derived from the unfolded length of the web in the BIM model or construction drawings. It is calculated from the plate thickness t, that is ,in, To account for the actual unfolded length of the material after the wavy folds; The net height of the corrugated steel web of the current segment is in mm. It refers to the vertical distance from the top surface of the bottom plate to the lower edge of the top plate, and is derived from the bridge segment construction diagram.

[0041] When multiple corrugated steel web plates are connected to the hanging basket below a fulcrum, the total equivalent stiffness is... Calculated based on the principle of superposition of parallel stiffness: ; in, The total vertical equivalent stiffness provided by all corrugated steel webs below the i-th support point, in kN / mm, is directly assigned to the initial stiffness of the spring unit at that location in this technical solution. ; The equivalent stiffness of the j-th corrugated steel web is calculated independently using the formula above; m is the number of corrugated steel webs connected below the support point, usually 1 to 2, determined by the bridge cross-section layout diagram.

[0042] The initial finite element model, combined with the above-mentioned elastic constraints, can more realistically reflect the settlement behavior of the hanging basket caused by the compression of the corrugated steel web during asynchronous construction, providing a reasonable boundary condition basis for the numerical solution in S4 and the model iterative correction in S5.

[0043] Next, step S3 includes: S31. Based on the reinforcement layout diagram and steel component details of the bottom slab of segment n in the bridge construction drawings, extract the geometric dimensions of each sub-component, calculate its total volume, and determine the theoretical weight of the bottom slab of this segment in combination with the steel density. S32. Based on the actual steel consumption records during on-site hoisting or the material list in the BIM model, the theoretical weight is corrected to obtain the actual weight of the base plate after considering construction deviations, and this is used as the core concentrated load of the hanging basket. S33. The weight of the base plate is superimposed with the self-weight of the corresponding segment's corrugated steel web, the wet weight of the concrete, and the weight of the formwork system to form the total structural load under this construction condition, and this load is applied to the newly poured beam segment area supported by the hanging basket in the initial finite element model; Total Structural Load It consists of multiple superimposed sub-loads: ; in, This represents the total structural load under the construction condition of segment n, in kN. The corrected actual weight of the base plate is in kg. The weight of the corrugated steel web of segment n is given in kN. Calculation, where The effective bearing area is derived from the bridge structural drawings. The web height, It is the acceleration due to gravity. ; The wet weight of the newly poured concrete in segment n is given in kN, calculated from the concrete volume. With wet density Calculated, i.e. ; The weight of the formwork system, including the bottom formwork, side formwork, and support system, is expressed in kN and is obtained from the manufacturer's data or weighing calibration of the hanging basket equipment.

[0044] The theoretical weight of the base plate mentioned in step S31 The calculation formula is: ; in, The theoretical weight of the bottom plate of segment n is in kg, and it serves as the basic input for structural load calculation in this technical solution. For the density of structural steel, take the value. In this technical solution, is used to convert volume into mass; is the design volume of the j-th steel member in the n-th segment of the bottom plate, in m³, which is obtained by multiplying the length, width and thickness of the member in the construction drawings or BIM model, and k is the total number of steel members in the bottom plate of this segment.

[0045] Furthermore, the actual base plate weight mentioned in step S32 is adjusted by introducing a volume correction factor. Adjustments will be made: ; in, The corrected actual weight of the base plate is expressed in kg, and in this technical solution, it is used as the magnitude of the concentrated force applied by the finite element method in S4. This is a volume correction factor, dimensionless, with a value range of 1.00 to 1.05. It is dynamically determined based on on-site weighing data or ultrasonic thickness measurement feedback. In this technical solution, it is used to compensate for the additional mass caused by processing errors, welded stiffening ribs, or anti-corrosion coatings.

[0046] The total structural load Based on the mass distribution of the newly poured beam segments, surface loads or equivalent concentrated forces are applied to the hanging basket bottom formwork platform and the front crossbeam area of ​​the main truss in the initial finite element model to simulate the actual stress conditions of the corrugated steel web box girder bridge in asynchronous construction.

[0047] Then, step S4 includes: S41. Import the initial finite element model established in S2 into the finite element analysis software, define the material constitutive relation and element type, and form a complete structural discretization system including nodes, elements and boundary conditions for subsequent static analysis solution. S42. Decompose the total structural load determined in S3 into equivalent nodal forces according to the actual distribution method, and apply them to the finite element nodes corresponding to the bottom formwork platform and the front upper crossbeam to form an external load vector. S43. Solve the system equilibrium state based on the structural stiffness equation to obtain the displacement response values ​​of each support point and key node.

[0048] The initial finite element model described in S41 consists of N nodes and M elements, and its overall structural stiffness matrix is... It is assembled from the stiffness matrices of each element: ; in, The overall structural stiffness matrix has dimensions of . (Considering three translational degrees of freedom for each node), this technique is used to establish a linear relationship between force and displacement. Let be the local stiffness matrix of the e-th spatial beam element, derived from the material's elastic modulus. Cross-sectional area A, moment of inertia , and unit length Calculated; The total number of elements in the finite element model is derived from the discretization modeling of the main truss, bottom formwork, and suspension rod system of the hanging basket in S2.

[0049] Furthermore, the external load vector described in S42 Total structural load calculated from S3 Assignment to relevant nodes forms: ; in, The external nodal force vector of the overall structure, with dimension . In this technical solution, it serves as the input excitation for finite element solution; The equivalent concentrated force vector applied to the i-th finite element node, in kN, is determined by the static equivalence principle based on the load distribution pattern (e.g., uniform or concentrated). The number of nodes subjected to loads is typically located in the area between the bottom formwork platform and the front upper crossbeam, and is determined by the model geometry information in S2.

[0050] The displacement values ​​described in S43 are obtained by solving the following system of linear algebraic equations: ;in, Let be the structural node displacement vector, with dimension . The unit is mm, and this technical solution includes the vertical displacement components of each support point. This serves as the core output for comparing the measured data in S5. The overall stiffness matrix with introduced elastic constraints is derived from the integration of spring elements in S2; The external force vector with applied structural loads is derived from the load modeling results of S3 and S42.

[0051] The equations were solved in finite element software using direct methods (such as LU decomposition) or iterative methods, and the vertical displacements at the four support points of the hanging basket were finally extracted. ( This value is used as the displacement calculation value under this working condition, and is used to compare the error between the measured displacement data obtained in S5 and S1.

[0052] Finally, step S5 includes: S51. Extract the measured vertical displacement values ​​of each support point obtained in S1 under the current construction conditions, and simultaneously extract the displacement calculation values ​​of the corresponding nodes in S4 to construct a set of displacement response data pairs containing multiple measuring points for subsequent error quantification analysis. S52. The root mean square error calculated based on displacement response data is used as a measure of the overall deviation of the finite element model. If the error exceeds the preset threshold, the simulation accuracy of the finite element model is deemed insufficient, and the stiffness parameters in the elastic constraint conditions are adjusted. S53. The gradient descent method is used to update the stiffness values ​​of the spring elements at each support point, and the updated stiffness parameters are substituted into the initial finite element model. Then, return to S4 to perform numerical solution again to achieve closed-loop iterative optimization of the finite element model.

[0053] In S51, the set of displacement response data pairs is defined as follows: ; in, This is the set of displacement response data pairs corresponding to the nth construction segment, which is used in the calculation of the error index in S52 in this technical solution; The measured vertical displacement at the i-th support point is measured by a hydrostatic level, in mm, and is derived from the sensor data collected in S1. The vertical displacement of the node corresponding to the i-th support point in the initial finite element model is calculated in mm and is derived from the numerical solution results in S4. To indicate the four corner support points of the hanging basket, Their positions correspond one-to-one with the nodes in S2 where elastic constraints are set.

[0054] Furthermore, the root mean square error described in S52 Calculate using the following formula: ; in, , which is the root mean square error between the model prediction value and the measured value under the working condition of segment n, in mm, and is used as the core error index for judging the model fidelity in this technical solution; The displacement residual of the i-th support point reflects local simulation deviation; the denominator 4 represents the total number of support points involved in the comparison, derived from the four-point support layout of the hanging basket structure (see model settings in S2). When this occurs, the stiffness parameter adjustment mechanism is triggered, where a preset threshold is used. The value ranges from 2 to 5 mm, and is set according to the bridge design specification JTG D60 and the construction monitoring accuracy requirements. In this technical solution, it is used to determine whether to start the iteration process.

[0055] The stiffness parameter update described in S53 adopts the following trial-and-error adjustment strategy: ; in, Let the elastic constraint stiffness parameter at the i-th support point be... The updated value in the next iteration, in kN / mm, is used in this technical solution to replace the original stiffness in S2 and reconstruct the finite element model. The current stiffness value of the i-th support point in the m-th iteration is derived from S2 or the result of the previous iteration. The learning rate or step size is dimensionless and ranges from 0.1 to 0.5. It is set based on experience with convergence stability. In this technical solution, the parameter update amplitude is controlled to avoid oscillation. Let be the sensitivity coefficient of the root mean square error to the stiffness of the i-th support point, which is approximately calculated using the finite difference method. , The disturbance is a small amount (e.g., 10 kN / mm) derived from multiple solutions in S4.

[0056] The iterative process continues until the convergence condition is met: ; Wherein, represents the stiffness parameter variation tolerance, with a value of 1 kN / mm, which is used in this technical solution to determine whether the stiffness parameter tends to stabilize; after convergence This is the final value characterizing the "equivalent vertical support stiffness under the combined action of the hanging basket and the corrugated steel web", which is used to output a high-fidelity finite element model.

[0057] This invention discloses a method for analyzing the hanging basket of an intelligent sensing waveform steel web box girder bridge, the process of which includes: Vertical deformation data of the hanging basket measuring points in actual engineering are obtained by sensors; a finite element model of the hanging basket is established, and elastic constraints are introduced for the four support points of the hanging basket; the deformation calculation value of the finite element model is numerically corrected by optimization calculation method, and a high-fidelity finite element calculation model is obtained based on the measured data.

[0058] Specifically, the process of obtaining vertical deformation data of the hanging basket measuring points in actual engineering includes: A corrugated steel web box girder composite bridge constructed using an asynchronous method with symmetrical cantilever construction was used as the source of actual engineering measurement data. In this embodiment, four high-precision static levels JMQJ-6210AD are deployed on-site, two of which serve as reference points. These sensors possess advantages such as high precision, high stability, high reliability, moisture resistance, and good insulation, enabling accurate measurement of strain values ​​at a specific point on a metal structure. The sensor arrangement and numbering are as follows: Figure 2 As shown: Four static levels are installed at the four edges of the movable hanging basket that can be touched by man to measure the displacement of the movable hanging basket along the longitudinal direction of the bridge. Inclinometers and strain gauges are installed side by side to measure the angular tilt and strain of the movable hanging basket in the transverse direction of the bridge. The measurement data are transmitted in real time through a remote wireless device and uploaded to the cloud platform. The data acquisition frequency is 30 minutes / time. All measured data were collected and stored by the automated testing system. In this embodiment, the sensor data was collected and stored by the JMWT-32RT integrated acquisition module, which was connected to the JMTX-2017 DTU (Digital Transfer Unit) mobile internet module to achieve remote data acquisition.

[0059] The data acquisition module and DTU network module are installed in a fully sealed standard chassis to ensure the stability of the acquisition equipment. Displacement sensors are used to collect and extract vertical deformation data of the hanging basket during the installation of the base plate of each segment at each construction stage. Figure 3 As shown, this serves as the evaluation criterion for the numerical simulation results.

[0060] Specifically, the impact of weight during the hoisting of the base plate in actual engineering was taken into account, and the process is as follows: The amount of steel used when hoisting the Nth segment of the base plate during each stage of construction was specifically calculated, and the weight of the base plate was thus calculated, as shown in Table 1 below.

[0061] Table 1 Installation time and weight of box girder bottom plate

[0062] Based on the installation time of the base plate in Table 1 Figure 3 The data were organized to obtain the deformation of the hanging basket support point under various working conditions of the base plate hoisting. The specific values ​​are shown in Table 2.

[0063] Table 2 Feature Deformation Data

[0064] The process of establishing a finite element model to simulate the physical model of the actual hanging basket includes: A finite element model of the hanging basket was established, as follows: Figure 4As shown, this embodiment can be implemented using ABAQUS software. Except for the lifting rod, which uses 21 T3D2 spatial rod elements, the rest uses 431 B31 spatial beam elements, resulting in a total of 407 nodes. It fully considers the weight of the lifting base plate and the elastic deformation of the corrugated steel web itself under the vertical external load of the hanging basket. Therefore, it overcomes the technical limitations of setting ideal vertical constraints at the hanging basket support points in traditional analysis methods. In this embodiment, the displacement constraint condition at the bottom of the hanging basket is that the four support points are respectively supported on four supports with vertical elastic stiffness, as shown below. Figure 5 As shown.

[0065] The specific process of optimizing the calculation method to obtain a high-fidelity finite element model through numerical correction is as follows: By using optimization algorithms to iteratively correct the calculated displacements of the support points in the finite element model under various working conditions, the calculated deformation values ​​of each support point under working condition C1 during the iteration process can be obtained as follows: Figure 6 As shown in (a), the calculated deformation values ​​for supports D1-D2 and D3-D4 are 10.99 mm and 7.38 mm, respectively, while the actual measured values ​​are 11.16 mm and 7.43 mm, with errors of 1.5% and 0.6%, respectively. The calculated deformation values ​​for each support under condition C2 are as follows: Figure 6 As shown in (b), the calculated deformation values ​​of support points D1-D2 and D3-D4 are 11.49 mm and 8.59 mm, respectively, while the actual measured values ​​are 11.47 mm and 8.58 mm, with errors of 0.17% and 0.11%, respectively. The above experimental data fully demonstrate the high fidelity of the finite element model after modification by the above-mentioned optimized calculation method.

[0066] The vertical stiffness of the support point under load condition C1 is obtained by inverting the calculated value of the support point deformation obtained by iterative calculation using the optimization algorithm. The iterative data is as follows: Figure 7 As shown in (a); the vertical stiffness value of the support point under the C2 working condition is obtained, and the iterative data is as follows. Figure 7 As shown in (b), the vertical stiffness of the hanging basket support point under each working condition is finally obtained as shown in Table 3 below. Figure 8 As shown.

[0067] Table 34 Vertical Stiffness of Support Points / k Nm

[0068] In particular, through the simulation of vertical displacement and stiffness of the support points during asynchronous hanging basket construction using this invention, it can be found that the deformation of the hanging basket is not only affected by the load during construction, but also by the installation position of the hanging basket itself and the design parameters of the corrugated steel web. This finding can propose new influencing factors for the establishment and optimization of subsequent high-fidelity finite element models, and provide a reference for the optimization of the installation and construction process of the hanging basket.

[0069] Figure 9 This is a schematic diagram of the structure of a terminal 900 provided in an embodiment of the present invention. The terminal 900 can be used to execute the hanging basket analysis method for intelligent sensing waveform steel web box girder bridges provided in the embodiment of the present invention.

[0070] The terminal 900 may include a processor 910, a memory 920, and a communication module 930. These components communicate via one or more buses. Those skilled in the art will understand that the server structure shown in the figure does not constitute a limitation of the present invention. It may be a bus topology or a star topology, and may include more or fewer components than shown, or combine certain components, or have different component arrangements.

[0071] The memory 920 can be used to store the execution instructions of the processor 910. The memory 920 can be implemented by any type of volatile or non-volatile memory terminal or a combination thereof, such as static random access memory (SRAM), electrically erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic storage, flash memory, magnetic disk, or optical disk. When the execution instructions in the memory 920 are executed by the processor 910, the terminal 900 is able to perform some or all of the steps in the above method embodiments.

[0072] The processor 910 serves as the control center of the storage terminal, connecting various parts of the electronic terminal via various interfaces and lines. It executes software programs and / or modules stored in the memory 920, and calls data stored in the memory to perform various functions of the electronic terminal and / or process data. The processor can be composed of integrated circuits (ICs), such as a single packaged IC or multiple packaged ICs with the same or different functions connected together. For example, the processor 910 may consist only of a central processing unit (CPU). In this embodiment of the invention, the CPU may have a single processing core or include multiple processing cores.

[0073] The communication module 930 is used to establish a communication channel, enabling the storage terminal to communicate with other terminals. It receives user data sent by other terminals or sends user data to other terminals.

[0074] The present invention also provides a computer storage medium, wherein the computer storage medium may store a program, which, when executed, may include some or all of the steps provided in the embodiments of the present invention. The storage medium may be a magnetic disk, an optical disk, read-only memory (ROM), or random access memory (RAM), etc.

[0075] Those skilled in the art will clearly understand that the techniques in the embodiments of the present invention can be implemented using software plus necessary general-purpose hardware platforms. Based on this understanding, the technical solutions in the embodiments of the present invention, or the parts that contribute 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 a USB flash drive, mobile hard drive, read-only memory (ROM), random access memory (RAM), magnetic disk, or optical disk, or other media capable of storing program code. It includes several instructions to cause a computer terminal (which may be a personal computer, server, or a second terminal, network terminal, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present invention.

[0076] The same or similar parts between the various embodiments in this specification can be referred to mutually. In particular, the terminal embodiments are basically similar to the method embodiments, so the description is relatively simple, and the relevant parts can be referred to the description in the method embodiments.

[0077] In the embodiments provided by this invention, it should be understood that the disclosed systems and methods can be implemented in other ways. For example, the system embodiments described above are merely illustrative. For instance, the division of modules is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple modules or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the coupling or direct coupling or communication connection shown or discussed may be through some interfaces; the indirect coupling or communication connection between systems or modules may be electrical, mechanical, or other forms.

[0078] The modules described as separate components may or may not be physically separate. The components shown as modules may or may not be physical modules; that is, they may be located in one place or distributed across multiple network modules. Some or all of the modules can be selected to achieve the purpose of this embodiment according to actual needs.

[0079] In addition, the functional modules in the various embodiments of the present invention can be integrated into one processing module, or each module can exist physically separately, or two or more modules can be integrated into one module.

[0080] Although the present invention has been described in detail with reference to the accompanying drawings and preferred embodiments, the present invention is not limited thereto. Various equivalent modifications or substitutions can be made to the embodiments of the present invention by those skilled in the art without departing from the spirit and essence of the invention, and such modifications or substitutions should all be within the scope of the present invention. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should also be covered within the protection scope of the present invention.

Claims

1. A method for analyzing the formwork of an intelligent sensing waveform steel web box girder bridge, characterized in that, include: S1. Obtain deformation data from multiple measuring points installed on the hanging basket of the corrugated steel web box girder bridge during the actual asynchronous construction process. Deformation data includes vertical displacement, tilt angle, and strain information at the support points of the hanging basket; S2. An initial finite element model is established based on the geometric information of the hanging basket structure, and elastic constraints are set at each support position of the initial finite element model; among them, the elastic constraints are used to simulate the vertical elastic deformation behavior of the corrugated steel web below the support point of the hanging basket under the action of construction load. S3. Determine the corresponding structural load based on the actual material usage of each construction segment of the bridge; apply the structural load to the area of ​​the newly poured beam segment supported by the hanging basket to simulate the actual stress condition of the corrugated steel web box girder during the phased construction. S4. Apply the structural load to the initial finite element model, perform numerical solution under the set construction conditions, and obtain the displacement calculation value of each support point. S5. Compare the calculated displacement value with the measured displacement data obtained in S1 under the corresponding working condition. If the error exceeds the preset threshold, adjust the stiffness parameter in the elastic constraint condition and return to S4 for iterative calculation. The stiffness parameter represents the equivalent vertical support stiffness under the combined action of the hanging basket and the corrugated steel web. S6. When the error between the calculated displacement value and the measured displacement data meets the convergence condition, output the corrected high-fidelity finite element model as the result of the hanging basket analysis.

2. The method for analyzing the hanging basket of an intelligent sensing waveform steel web box girder bridge according to claim 1, characterized in that, Step S1 includes: S11. Static level instruments are installed at the four corners of the hanging basket, and inclinometers and strain gauges are simultaneously installed on the main truss of the hanging basket to form a multi-source sensor monitoring network for continuous acquisition of the structural response of the hanging basket throughout the construction process. S12. Based on the time series data output by the hydrostatic level, extract the average vertical displacement of the measuring points during each base plate hoisting operation period as the measured settlement value under this working condition, and combine the inclinometer reading to correct the displacement deviation caused by the tilt of the hanging basket. S13. Based on the geometric parameters of the steel components of the nth segment of the bottom plate in the pre-stored construction drawings, calculate the weight of the bottom plate of that segment, and perform spatiotemporal matching between the corrected vertical displacement data and the weight of the bottom plate of the corresponding segment to establish a load-response data pair, which serves as the input basis for iterative correction of the finite element model.

3. The method for analyzing the hanging basket of an intelligent sensing corrugated steel web box girder bridge according to claim 2, characterized in that, Weight of the base plate in step S13 The expression is calculated based on the actual amount of steel used: ； in, The total weight of the bottom plate of the nth construction segment is expressed in kg, and is used to characterize the magnitude of the external load applied to the hanging basket. The density of structural steel; The design volume of the j-th steel member in the n-th segment bottom plate is in m³, extracted from the pre-stored construction drawings. This represents the total number of steel components within segment n.

4. The method for analyzing the hanging basket of an intelligent sensing corrugated steel web box girder bridge according to claim 1, characterized in that, Step S2 includes: S21. Based on the construction drawings and 3D design model of the hanging basket structure, extract the corresponding geometric topology information, use spatial beam elements to discretize and model the main truss, bottom formwork platform and suspension system of the hanging basket structure, and define material properties and section parameters to form an initial finite element model; S22. Vertical spring elements are introduced as elastic constraints at the four support points of the initial finite element model. The support points correspond to the support areas that contact the top surface of the corrugated steel web when the hanging basket is actually installed, and are used to simulate the vertical compression behavior of the support structure. S23. Estimate the vertical equivalent stiffness of the corrugated steel web based on its geometric parameters and material properties, and use this stiffness value as the initial stiffness input for the spring unit.

5. The method for analyzing the hanging basket of an intelligent sensing waveform steel web box girder bridge according to claim 4, characterized in that, In step S22, the vertical spring element is integrated into the finite element model in the following way: ； in, Let be the local stiffness matrix of the vertical spring element at the i-th support point; The vertical equivalent support stiffness of the i-th support point is expressed in kN / mm, representing the ability of the structure below the basket support point to resist vertical compression. The remaining degrees of freedom of the matrix are set to zero, indicating that the spring only transmits vertical force and does not restrict horizontal movement or rotation.

6. The method for analyzing the hanging basket of an intelligent sensing waveform steel web box girder bridge according to claim 4, characterized in that, Step S3 includes: S31. Based on the reinforcement layout diagram and steel component details of the bottom slab of segment n in the bridge construction drawings, extract the geometric dimensions of each sub-component, calculate its total volume, and determine the theoretical weight of the bottom slab of this segment in combination with the steel density. S32. Based on the actual steel consumption records during on-site hoisting or the material list in the BIM model, the theoretical weight is corrected to obtain the actual weight of the base plate after considering construction deviations, and this is used as the core concentrated load of the hanging basket. S33. The weight of the base plate is superimposed with the self-weight of the corresponding segment's corrugated steel web, the wet weight of the concrete, and the weight of the formwork system to form the total structural load under this construction condition, and this load is applied to the newly poured beam segment area supported by the hanging basket in the initial finite element model; Total Structural Load It consists of multiple superimposed sub-loads: ； in, This represents the total structural load under the construction condition of segment n, in kN. The corrected actual weight of the base plate is in kg. The weight of the corrugated steel web of segment n is given in kN. Calculation, where The effective bearing area is derived from the bridge structural drawings. The web height, It is the acceleration due to gravity. ; The wet weight of the newly poured concrete in segment n is given in kN, calculated from the concrete volume. With wet density Calculated, i.e. ; The weight of the formwork system, including the bottom formwork, side formwork, and support system, is expressed in kN and is obtained from the manufacturer's data or weighing calibration of the hanging basket equipment.

7. The method for analyzing the hanging basket of an intelligent sensing corrugated steel web box girder bridge according to claim 1, characterized in that, Step S4 includes: S41. Import the initial finite element model established in S2 into the finite element analysis software, define the material constitutive relation and element type, and form a complete structural discretization system including nodes, elements and boundary conditions for subsequent static analysis solution. S42. Decompose the total structural load determined in S3 into equivalent nodal forces according to the actual distribution method, and apply them to the finite element nodes corresponding to the bottom formwork platform and the front upper crossbeam to form an external load vector. S43. Solve the system equilibrium state based on the structural stiffness equation to obtain the displacement response values ​​of each support point and key node.

8. The method for analyzing the hanging basket of an intelligent sensing corrugated steel web box girder bridge according to claim 1, characterized in that, Step S5 includes: S51. Extract the measured vertical displacement values ​​of each support point obtained in S1 under the current construction conditions, and simultaneously extract the displacement calculation values ​​of the corresponding nodes in S4 to construct a set of displacement response data pairs containing multiple measuring points for subsequent error quantification analysis. S52. The root mean square error calculated based on displacement response data is used as a measure of the overall deviation of the finite element model. If the error exceeds the preset threshold, the simulation accuracy of the finite element model is deemed insufficient, and the stiffness parameters in the elastic constraint conditions are adjusted. S53. The gradient descent method is used to update the stiffness values ​​of the spring elements at each support point, and the updated stiffness parameters are substituted into the initial finite element model. Then, return to S4 to perform numerical solution again to achieve closed-loop iterative optimization of the finite element model.

9. A terminal, characterized in that, include: processor; Memory used to store the processor's execution instructions; The processor is configured to perform the method according to any one of claims 1-8.

10. A computer-readable storage medium storing a computer program, characterized in that, When the program is executed by the processor, it implements the method as described in any one of claims 1-8.

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