A design method and system for a bridge pier embedded right-angle bracket

Abstract

The application relates to the technical field of bridge construction, in particular to a bridge pier pre-buried right-angle corbel support design method and system, which comprises the following steps: acquiring geological parameters of a bridge construction area, and mapping the geological parameters into load reduction coefficients of bridge pier sites; calculating right-angle corbel design loads, and synchronously generating a parameterized model of a Bailey buckle, and outputting an initial corbel model of an integrated buckle structure; performing pier column main reinforcement path and Bailey buckle space collaborative optimization on the initial corbel model to obtain an optimized corbel model with a perforated structure; performing multi-parameter iterative simulation analysis on the optimized corbel model to obtain a plurality of candidate design schemes; and performing multi-objective evaluation on the plurality of candidate design schemes to obtain an optimal design scheme. Through the application, the problems that geological conditions are difficult to quantify, load calculation lacks dynamic correction, and the space of a corbel and a Bailey buckle support is difficult to collaborate in the prior art are effectively solved, and integrated design of structure stress optimization and construction arrangement is realized.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, and in particular to a design method and system for pre-embedded right-angle brackets for bridge piers. Background Technology

[0002] In the construction of cast-in-place box girders for existing bridges, the formwork support system often adopts a combination structure of "temporary pile foundation + steel pipe pier + Bailey bridge disc fastener". This construction method requires additional temporary pile foundations and pile caps, which not only results in a long construction period and large material investment, but also cannot be reused after dismantling, leading to poor overall economic efficiency. To reduce the temporary structure, some projects use pre-embedded right-angle brackets as support reaction points, directly transferring the reaction force to the pier body by pre-installing steel brackets in the pier column. However, existing bracket designs are mostly based on experience selection, often requiring the main reinforcement of the pier column to be cut to meet installation requirements. At the same time, there is spatial interference between the bracket and the Bailey bridge disc fastener uprights, making it difficult to guarantee construction accuracy and structural safety.

[0003] In addition, existing corbel designs mostly use static load calculations and fail to incorporate load reduction corrections based on different geological conditions. This results in the stress distribution of the support system being difficult to accurately reflect actual working conditions in soft foundations or heterogeneous areas. Furthermore, the parameters and node arrangements of Bailey disc fastener components rely heavily on manual experience and cannot form a parametric linkage with the corbel geometric model, making it difficult to achieve overall stress optimization and spatial coordination. Summary of the Invention

[0004] This invention provides a design method for pre-embedded right-angle brackets for bridge piers, which can effectively solve the problems in the background art.

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0006] A design method for pre-embedded right-angle brackets for bridge piers, the method comprising:

[0007] Obtain the geological parameters of the bridge construction area and map the geological parameters to the load reduction factor at the bridge pier site;

[0008] The design load of the right-angle corbel is dynamically calculated based on the load reduction factor, and a parametric model of the Bailey disc buckle is generated simultaneously, outputting the initial corbel model of the integrated disc buckle structure.

[0009] Import the spatial coordinates of the main reinforcement bars of the pier column and the positioning parameters of the Bailey support uprights and crossbars. Perform collaborative optimization of the main reinforcement bar passage path and Bailey disc buckle space on the initial corbel model to obtain an optimized corbel model with perforated structure.

[0010] Multi-parameter iterative simulation analysis was performed on the optimized cow leg model to obtain several candidate design schemes;

[0011] Based on the feasibility index of pre-embedded construction and the structural safety index, a multi-objective evaluation of several candidate design schemes is conducted to obtain the optimal design scheme.

[0012] Furthermore, the spatial coordinates of the main reinforcement bars of the pier and the positioning parameters of the Bailey bridge support uprights and crossbars are imported. The co-optimization of the main reinforcement bar routing path and the Bailey bridge interlocking space is then performed on the initial corbel model, including:

[0013] Project the spatial coordinates of the main reinforcement bars of the pier column and the center line of the shear keyway of the Bailey disc to the same coordinate system;

[0014] Distance scanning is performed on the main reinforcement of the pier column and the outer edge of the shear keyway of the Bailey disc, marking conflict areas with a spacing less than the preset safety threshold, and generating a conflict heat map;

[0015] Based on the intensity distribution of the conflict heat map, the positioning coordinates of the Bailey disc buckle are adjusted, and a stress diffusion surface is generated at the root of the shear keyway.

[0016] Using the stress diffusion surface as a reference plane, the optimal topological path of the main reinforcement passage of the pier column is calculated, and the three-dimensional positioning coordinates of the perforated structure are generated.

[0017] Furthermore, using the stress diffusion surface as a reference plane, the optimal topological path of the main reinforcement passage of the pier column is calculated, including:

[0018] A three-dimensional coordinate system is established on the reference plane with the extension direction of the main reinforcement of the pier column as the horizontal axis and the normal of the curved surface as the vertical axis;

[0019] In the three-dimensional coordinate system, solve for the extreme path that simultaneously minimizes the path bending energy and torsional energy;

[0020] The curvature continuity of the extreme path is corrected to obtain a spiral path that advances along the cosine of the horizontal axis and oscillates sinusoidally in the vertical plane. The spiral path is the optimal topological path.

[0021] Furthermore, the geological parameters of the bridge construction area are obtained, and these geological parameters are mapped to load reduction factors at the pier locations, including:

[0022] The geological parameters are interpolated and normalized to calculate the geological homogeneity coefficient of each geological sample point;

[0023] Based on the geological homogeneity coefficient, a geological feature vector is constructed and input into the load mapping model to obtain the load reduction coefficient at the pier location.

[0024] Furthermore, the load mapping model is an adaptive mapping model based on machine learning.

[0025] Furthermore, based on the load reduction factor, the design load of the right-angle corbel is dynamically calculated, and a parametric model of the Bailey bridge is generated simultaneously. The initial corbel model of the integrated bridge structure is then output, including:

[0026] Use the dead load and live load of the bridge superstructure as input load data;

[0027] Based on the load reduction factor, the vertical load, horizontal load, and torsional load of the right-angle bracket are corrected to obtain the comprehensive load.

[0028] Based on the comprehensive load, calculate the force distribution of the Bailey disc buckle structure in the support system, and determine the initial geometric arrangement relationship of the Bailey disc buckle nodes, uprights and crossbars;

[0029] Based on the initial geometric arrangement, a parametric constraint relationship is established between the disc buckle structure and the force-bearing surface of the right-angle corbel, and the node coordinates and corbel connection angles are adjusted simultaneously to generate the initial corbel model with continuous force.

[0030] Furthermore, multi-parameter iterative simulation analysis was performed on the optimized cow-leg model to obtain several candidate design schemes, including:

[0031] A mechanical simulation environment was established based on the optimized corbel model, and several design parameters affecting the stress performance of the corbel were set.

[0032] In the simulation environment, the design parameters are perturbed and sampled to generate several sets of simulation samples;

[0033] Calculate the force response results for each simulation sample, and correct the design parameters based on the response differences;

[0034] Using the uniformity and stability of the stress on the corbel structure as the convergence condition, parameter correction and simulation calculations are repeatedly performed until the convergence condition is met, resulting in several candidate design schemes.

[0035] Furthermore, the feasibility indicators for pre-embedded construction include at least three of the following: main reinforcement interference rate, formwork installation space margin, concrete accessibility, and positioning error tolerance; the structural safety indicators include at least three of the following: maximum principal stress, nodal reaction force balance, overall stability coefficient, and support deformation control amount.

[0036] A design system for pre-embedded right-angle brackets for bridge piers, the system comprising:

[0037] The load reduction factor mapping module obtains the geological parameters of the bridge construction area and maps the geological parameters to the load reduction factor of the bridge pier site;

[0038] The initial model output module dynamically calculates the design load of the right-angle corbel based on the load reduction factor, and simultaneously generates a parametric model of the Bailey disc buckle, outputting the initial corbel model of the integrated disc buckle structure;

[0039] The optimization model acquisition module imports the spatial coordinates of the main reinforcement bars of the pier column and the positioning parameters of the Bailey support uprights and crossbars. The main reinforcement bar passage path and Bailey disc buckle space are optimized in the initial corbel model to obtain an optimized corbel model with perforated structure.

[0040] The candidate scheme acquisition module performs multi-parameter iterative simulation analysis on the optimized cow leg model to obtain several candidate design schemes.

[0041] The optimal solution acquisition module performs multi-objective evaluation on several candidate design schemes based on the feasibility index of pre-embedded construction and the structural safety index to obtain the optimal design scheme.

[0042] Furthermore, the initial model output module includes:

[0043] The load data determination unit takes the dead load and live load of the bridge superstructure as input load data.

[0044] The comprehensive load acquisition unit corrects the vertical load, horizontal load, and torsional load of the right-angle bracket according to the load reduction factor to obtain the comprehensive load.

[0045] The arrangement relationship determination unit calculates the force distribution of the Bailey disc buckle structure in the support system based on the comprehensive load, and determines the initial geometric arrangement relationship of the Bailey disc buckle nodes, uprights and crossbars;

[0046] The constraint relationship construction unit establishes a parameterized constraint relationship between the disc buckle structure and the force-bearing surface of the right-angle corbel based on the initial geometric arrangement relationship, and simultaneously adjusts the node coordinates and the corbel connection angle to generate the initial corbel model with continuous force.

[0047] The technical solution of this invention can achieve the following technical effects:

[0048] It effectively solves the problems of difficulty in quantifying geological conditions, lack of dynamic correction in load calculation, and difficulty in coordinating the space between corbels and Bailey disc supports in existing technologies, and realizes the integrated design of structural stress optimization and construction layout.

[0049] The above description is only an overview of the technical solution of this application. In order to better understand the technical means of this application and to implement it in accordance with the contents of the specification, and to make the above and other objects, features and advantages of this application more obvious and understandable, the following are specific embodiments of this application. Attached Figure Description

[0050] 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, the drawings described below are only some embodiments recorded in the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0051] Figure 1 A flowchart illustrating the design method for pre-embedded right-angle brackets for bridge piers;

[0052] Figure 2 A flowchart illustrating the collaborative optimization of the main reinforcement path and Bailey bridge cable space in pier columns;

[0053] Figure 3 A flowchart illustrating the process of calculating the optimal topological path for the main reinforcement passage of a pier column;

[0054] Figure 4 A schematic diagram illustrating the process of mapping geological parameters to load reduction factors at bridge pier locations;

[0055] Figure 5 A flowchart illustrating the process of outputting the initial bracket model of the integrated disc buckle structure;

[0056] Figure 6 A flowchart illustrating the process of obtaining several candidate design schemes. Detailed Implementation

[0057] The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments.

[0058] 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 in this specification is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0059] Example 1:

[0060] like Figure 1 As shown, this application provides a design method for pre-embedded right-angle brackets for bridge piers, the method including:

[0061] S1: Obtain the geological parameters of the bridge construction area and map the geological parameters to the load reduction factor of the bridge pier site;

[0062] Specifically, in the initial construction design phase, the geological survey results within the bridge alignment area are compiled, and exploration boreholes or in-situ test points near the center of each pier are selected as the source of basic data. Geological parameters include stratum type, soil density, characteristic values ​​of foundation bearing capacity, groundwater level depth, compression modulus, void ratio, and observed surface settlement. These parameters reflect the uniformity and attenuation of the load transfer from the foundation to the superstructure, ensuring the reliability and effectiveness of the design load determination for the corbels. During data processing, the geological parameters of each exploration point are spatially registered according to the longitudinal coordinates laid out along the pier centerline. When multiple exploration points exist at adjacent piers, linear interpolation or layered weighting can be used to determine the representative geological parameters at the piers, ensuring the continuity and rationality of geological characteristics along the bridge axis. For areas with significantly uneven stratum distribution or interspersed weak layers, parameters at different depths (upper, middle, and lower) can be determined by segmented data collection, and then weighted in conjunction with the foundation embedment depth to obtain comprehensive geological parameters. Based on the acquired geological parameters, the bearing capacity of the foundation at different pier locations is compared and analyzed. The load reduction effect on load transfer is determined based on indicators such as foundation strength, density, and compression modulus. For example, when the strata are dense, the groundwater level is low, and the bearing capacity is high, the load reduction at the pier is small. Conversely, when the strata are loose, highly saturated, or have weak interlayers, the load reduction is relatively large. The load reduction coefficient reflects the degree of influence of geological conditions on the bearing capacity of the pier, thus providing a correction coefficient that conforms to the actual foundation condition for subsequent corbel load calculations. In areas with relatively complete geological data, geological parameter distribution maps or longitudinal profiles can be drawn, and the main strata characteristics and corresponding reduction coefficients at each pier location can be marked on the map for intuitive selection in subsequent design. For sections lacking data, calculations can be made by combining parameters of adjacent piers or typical strata. Through the above process, the quantitative processing of the correspondence between geological conditions and pier load characteristics is achieved, effectively reflecting the differences in support reaction forces under different geological environments, and providing a reliable basis for the dynamic correction of subsequent corbel design loads.

[0063] S2: Dynamically calculate the design load of the right-angle corbel based on the load reduction factor, and simultaneously generate a parametric model of the Bailey disc buckle, outputting the initial corbel model of the integrated disc buckle structure;

[0064] Specifically, after obtaining the load reduction coefficients corresponding to the bridge piers, the design loads to be borne by each pier are corrected based on the load distribution of the bridge superstructure during the construction phase. This ensures that the piers under different geological conditions reflect the true stress level. Based on the corrected load data, the stress location and transmission direction of the corbels on the sides of the piers are determined, forming the foundation design load system. Subsequently, when establishing the initial model, the main component parameters of the Bailey bridge interlocking structure are configured correspondingly with the stress-bearing parts of the corbels, ensuring that the two have a coordinated relationship in geometric arrangement. In this way, the structural form and load characteristics can be synchronized and unified during the model generation stage, ensuring that the calculation basis for subsequent design and optimization processes is more accurate. Through this step, the geologically corrected load information can be directly applied to the initial design stage of the corbel structure, enabling the model to have stress characteristics and spatial relationships that match the actual construction conditions, providing an accurate design basis for subsequent collaborative optimization and simulation analysis.

[0065] S3: Import the spatial coordinates of the main reinforcement bars of the pier column and the positioning parameters of the Bailey support uprights and crossbars. Perform collaborative optimization of the main reinforcement bar passage path and Bailey disc buckle space in the initial corbel model to obtain an optimized corbel model with perforated structure.

[0066] Specifically, after generating the initial corbel model, the three-dimensional coordinate data of the main reinforcement bars formed during the pier structure design stage and the positioning data of the uprights and crossbars determined during the support layout stage are imported into the same coordinate system to realize the spatial relationship between different structural elements. The Bailey panel-locked structure is a prefabricated support system composed of Bailey panels, panel-locked nodes, uprights, and crossbars. The uprights are used to transmit vertical forces, and the crossbars are used to connect the uprights and form a lateral stability system. The panel-locked nodes achieve multi-directional connections through disc-type and other plug-in structures. This system features high load-bearing capacity, high stiffness, and convenient assembly and disassembly, making it a commonly used structural form for cast-in-place beam supports. The uprights are the main components arranged vertically. The load-bearing components support the superstructure and construction loads. The horizontal members, perpendicular to the vertical members, provide lateral restraint and overall stability, forming a spatial rigid frame. This allows for comparison and adjustment of the relative positions of the corbels, piers, and supports within a unified design environment. The corbel arrangement fully considers the distribution of main reinforcement bars and the spatial occupancy of support components, thus avoiding reinforcement interference or node conflicts during construction. Based on the positional relationship between the main reinforcement bars and the supports, the corbel structure undergoes spatial coordination design, ensuring that its passageways are geometrically separated from the load-bearing components and achieving an optimized geometric shape without affecting overall load-bearing performance. Through this step, the corbel model achieves spatial coordination with the pier's main reinforcement bars and Bailey bridge support in its structural layout, laying the foundation for subsequent refined structural analysis and optimization.

[0067] S4: Perform multi-parameter iterative simulation analysis on the optimized cow leg model to obtain several candidate design schemes;

[0068] Specifically, after completing the spatial collaborative optimization of the corbel and Bailey bridge support and obtaining the optimized model, multiple rounds of iterative analysis were conducted on the stress characteristics of the corbel structure during the construction and service phases. These design parameters, closely related to structural performance, included corbel cross-sectional dimensions, steel strength grade, corbel extension length, anchorage depth, spacing of the disc-lock nodes, connection angle, and weld type. By perturbing or adjusting these parameters within a defined range, the influence of different design conditions on the structural stress state could be reflected. During the simulation analysis, boundary constraints of the corbel and its support system were established, and load combinations corresponding to the actual construction conditions were applied. Stress distribution, displacement deformation, and node reactions at key stress points were calculated using static analysis or elastoplastic analysis methods. The results of each analysis served as the basis for the next round of parameter adjustments, forming a progressively converging calculation process. This process allowed for the selection of multiple candidate design schemes that were structurally reasonable, had controllable deformation, and met construction conditions. Through this multi-parameter iterative analysis, the stress performance of different structural combinations could be comprehensively evaluated during the design phase, providing data support for subsequent multi-objective comprehensive evaluation.

[0069] S5: Based on the feasibility index of pre-embedded construction and the structural safety index, a multi-objective evaluation of several candidate design schemes is carried out to obtain the optimal design scheme.

[0070] Specifically, the pre-embedded construction feasibility index is a quantitative measure of the feasibility of the corbel structure during the pre-embedding stage, while the structural safety index reflects the stability and resistance to damage of the corbel and support system under stress. In the weighted comprehensive evaluation, the weight coefficients of construction feasibility and structural safety are set according to the importance of the design stage, and the normalized scores of each scheme are linearly combined to obtain the comprehensive evaluation value. Among them, Pareto optimization can be used for multi-objective evaluation. A two-dimensional performance plane is established with the two indicators as coordinate axes. By finding the non-dominated solution set, candidate schemes that achieve a balance between construction and safety performance are identified. After multiple iterations, the design result with the highest comprehensive score or located at the Pareto front is determined as the optimal design scheme. This ensures that the final output optimal design scheme not only meets the requirements of construction feasibility, but also achieves balanced optimization in terms of structural stress, deformation, and stability, realizing multi-objective coordination and overall performance improvement in the design stage.

[0071] This invention effectively solves the problems in the prior art, such as the difficulty in quantifying geological conditions, the lack of dynamic correction in load calculation, and the difficulty in coordinating the space between the corbel and Bailey disc fastener, and realizes the integrated design of structural stress optimization and construction layout.

[0072] As a preferred embodiment of the above, such as Figure 2As shown, the spatial coordinates of the main reinforcement bars of the pier and the positioning parameters of the Bailey bridge support uprights and crossbars are imported. In the initial corbel model, the co-optimization of the main reinforcement bar path and the Bailey bridge interlocking space is performed, including:

[0073] A10: Project the spatial coordinates of the main reinforcement bars of the pier column and the center line of the shear keyway of the Bailey disc to the same coordinate system;

[0074] A20: Perform distance scanning on the main reinforcement of the pier column and the outer edge of the shear keyway of the Bailey disc, mark the conflict areas where the spacing is less than the preset safety threshold, and generate a conflict heat map;

[0075] A30: Based on the intensity distribution of the conflict heat map, the positioning coordinates of the Bailey disc buckle are adjusted, and a stress diffusion surface is generated at the root of the shear keyway.

[0076] A40: Using the stress diffusion surface as the reference surface, calculate the optimal topological path of the main reinforcement passage of the pier column and generate the three-dimensional positioning coordinates of the perforated structure.

[0077] Specifically, firstly, a global coordinate system based on the pier centerline is established in the 3D modeling environment. The 3D spatial coordinate data of the main reinforcement bars of the pier columns is imported. This data typically originates from the reinforcement layout model or BIM model file from the structural design phase. Simultaneously, the node coordinate data of the uprights, crossbars, and shear keyways of the Bailey bridge scaffolding system are imported, ensuring that the corbels and scaffolding geometric components are spatially aligned in the same coordinate system. At this point, the main reinforcement bars are usually arranged in an array along the vertical direction, while the uprights and keyways are arranged along the transverse and longitudinal directions of the bridge, which may cause spatial interference. Within this unified coordinate environment, the surfaces of the main reinforcement bars and the outer edges of the shear keyways are aligned. Spatial distance scanning is performed on the edge of the Bailey bridge. The scanning process can adopt point cloud detection along the center line of the keyway to progressively calculate the minimum vertical distance from each main rib to the outer edge of the Bailey bridge, and generate a global spacing matrix. When any local spacing is detected to be less than a preset safety threshold, the area is marked as a potential interference point. In this way, the spatial conflict distribution of dense main rib areas and clustered Bailey bridge nodes can be displayed intuitively. Then, based on the intensity distribution of the heat map, the positioning coordinates of the Bailey bridge nodes and uprights are fine-tuned. The adjustment principle is to maintain the overall modular relationship and stress continuity of the support structure. This means that even if the position of a local node is adjusted to avoid interference... For the main reinforcement, the geometric arrangement of the support structure must still conform to the overall rules of the standard modular unit, ensuring consistency and continuity in the geometric structure, component fit, and force transfer path. Only minor in-plane or vertical offsets are made to local nodes within the conflict area to ensure the continuity of the main reinforcement channel. To prevent new stress concentrations caused by adjustments, a stress diffusion surface can be established at the root of the shear keyway. This surface connects the original node position and the offset node position through a smooth curvature, ensuring a smooth transition of the load transfer path and avoiding stress abrupt changes. After obtaining the stress diffusion surface, it is used as the geometric reference plane to expand the main reinforcement passage of the pier column. The optimal path is calculated and then corrected for continuity to ensure that it meets the second-order continuity requirement of curvature within a local range, thereby generating a spiral perforation path with good constructability. Finally, the optimal path result is back-mapped into the corbel geometric model to determine the spatial position and dimensional parameters of the perforation structure. The output data includes three-dimensional parameters such as the center point coordinates, axial direction, hole diameter, and angle with the corbel stress surface of each perforation. These data are used as inputs for subsequent optimization modeling and structural simulation stages, enabling the corbel to maintain overall stiffness and stress continuity while achieving precise avoidance of the pier main reinforcement and Bailey bridge support.

[0078] As a preferred embodiment of the above, such as Figure 3 As shown, step A40, using the stress diffusion surface as the reference plane, calculates the optimal topological path for the main reinforcement passage of the pier column, including:

[0079] A41: Establish a three-dimensional coordinate system on the reference plane with the extension direction of the main reinforcement of the pier column as the horizontal axis and the normal of the curved surface as the vertical axis;

[0080] A42: In a three-dimensional coordinate system, find the extreme path that simultaneously minimizes the path bending energy and torsional energy;

[0081] A43: By correcting the curvature continuity of the extreme path, a spiral path is obtained that advances along the cosine of the horizontal axis and oscillates sinusoidally in the vertical plane. The spiral path is the optimal topological path.

[0082] Specifically, firstly, a local three-dimensional coordinate system is established in the stress diffusion surface region. This coordinate system uses the extension direction of the main reinforcement of the pier column as the horizontal axis, the normal direction of the surface as the vertical axis, and the tangent direction of the surface as the vertical axis, thereby realizing the parametric expression of the geometric space of the passageway. The establishment of this coordinate system enables the geometric solution of the corbel perforation path to be accurately described within the local space, ensuring that the curve calculation is consistent with the actual reinforcement layout direction. Subsequently, within this local coordinate system, based on the corbel stress and the main reinforcement avoidance requirements, a path optimization model is constructed. This model aims at path smoothness and spatial avoidance. By jointly constraining the energy functions of path curvature and torsion, the path is made as smooth as possible in space and does not interfere with the main reinforcement and support components. By iteratively solving for the extremum of this energy function, a spatial extremum path that simultaneously satisfies the minimum bending energy and minimum torsional energy is obtained. Geometrically, it presents itself as a spatial curve that extends slowly along the main reinforcement and oscillates slightly in the vertical plane, balancing path length and force continuity. After obtaining the initial extreme path, its curvature continuity is corrected. The correction process smooths the rate of change of adjacent curvature radii, eliminating potential local abrupt changes at node transitions and ensuring the curve satisfies the second-order continuity condition. The corrected path spatially appears as a spiral curve that advances along the horizontal axis according to a cosine law and oscillates sinusoidally in the vertical plane. This effectively avoids the main reinforcement and maintains the continuity and stability of the path in the force transmission direction. This spiral path, as the optimal topological path, is embedded in the corbel model to guide the positioning and forming of the perforated channel. Its shape and parameters can be automatically adjusted according to the pier size, main reinforcement density, and Bailey bridge arrangement, thereby achieving personalized optimization design.

[0083] As a preferred embodiment of the above, such as Figure 4 As shown, step S1 involves obtaining the geological parameters of the bridge construction area and mapping these parameters to load reduction factors at the pier locations, including:

[0084] S11: Perform interpolation and normalization on geological parameters, and calculate the geological homogeneity coefficient of each geological sample point;

[0085] S12: Based on the geological homogeneity coefficient, a geological feature vector is constructed and input into the load mapping model to obtain the load reduction coefficient at the pier location.

[0086] Specifically, geological sampling points were first established along the construction area to collect basic data including foundation bearing capacity, compression modulus, soil layer thickness variation, groundwater level, and lithological distribution. Due to differences between sampling points, interpolation and normalization were performed on the sampled data to ensure spatial continuity and data comparability. The interpolation step established a continuous distribution of geological parameters along the bridge axis, eliminating local discrepancies caused by uneven distribution of exploration points. The normalization step unified different physical quantities into the same numerical range, forming a dimensionless dataset that could be used for subsequent calculations. The processed data was then used to calculate geological homogeneity. The uniformity coefficient reflects the spatial uniformity of the foundation soil layers. The calculation comprehensively considers factors such as the rate of change of stratum thickness, the difference in compression modulus, and the fluctuation range of groundwater level, so that the result can truly express the stress stability of the bridge pier foundation. Based on the geological homogeneity coefficient, a geological feature vector is constructed as a multidimensional expression of a single geological parameter to represent the integrity of the stratum characteristics at the bridge site. This feature vector is input into the load reduction model. By comparing the correlation between historical survey data and structural response results, the mapping between geological conditions and load transfer efficiency is realized, thereby outputting the load reduction coefficient of the bridge pier site.

[0087] As a preferred embodiment of the above, the load mapping model is an adaptive mapping model based on machine learning.

[0088] Specifically, the load mapping model establishes a nonlinear mapping between geological features and load reduction relationships by introducing machine learning algorithms, so as to achieve adaptive calculation of load transfer characteristics under different geological conditions. First, geological survey data and measured structural response data from historical bridge projects were collected to form a sample set containing multi-dimensional input features such as foundation bearing capacity, compression modulus, soil layer thickness, void ratio, groundwater level, and lithology, along with corresponding reduction coefficients. This sample set was used to train the model, enabling it to automatically identify the correlation patterns between different combinations of geological features and the degree of load attenuation. During model construction, a multi-layer feedforward neural network was adopted as the core structure, with geological feature vectors as input layer nodes and load reduction coefficients as output layer nodes. The network weights were continuously adjusted through backpropagation. Cross-validation and regularization methods were used during the training phase to prevent overfitting, thereby ensuring its generalization performance under unseen data. During model operation, the system can automatically calculate and output the corresponding reduction coefficients based on the input geological parameters without the need for manual setting of empirical weights. When the geological conditions of a new bridge site differ from the sample data, the model can update its internal parameters through a continuous learning mechanism to maintain the accuracy of the mapping relationship. The introduction of this adaptive mapping model transforms the load reduction calculation process from empirical estimation to data-driven dynamic prediction. This not only improves the accuracy of the reduction coefficient but also enables it to adapt to changes in complex geological environments. The final load reduction result can be directly used as input for corbel design load correction, ensuring that the design scheme has a reasonable stress distribution and safety reserve under different foundation conditions.

[0089] As a preferred embodiment of the above, such as Figure 5 As shown, step S2 involves dynamically calculating the design load of the right-angle corbel based on the load reduction factor, and simultaneously generating a parametric model of the Bailey bridge interlocking structure. The initial corbel model of the integrated interlocking structure is then output, including:

[0090] S21: Use the dead load and live load of the bridge superstructure as input load data;

[0091] S22: Based on the load reduction factor, the vertical load, horizontal load, and torsional load of the right-angle bracket are corrected to obtain the comprehensive load;

[0092] S23: Based on the comprehensive load, calculate the force distribution of the Bailey disc-lock structure in the support system, and determine the initial geometric arrangement relationship of the Bailey disc-lock nodes, uprights and crossbars;

[0093] S24: Based on the initial geometric arrangement relationship, establish the parameterized constraint relationship between the disc buckle structure and the force-bearing surface of the right-angle corbel, and simultaneously adjust the node coordinates and the corbel connection angle to generate an initial corbel model with continuous force.

[0094] Specifically, dead load refers to the continuous force generated by the self-weight of the bridge superstructure and permanent ancillary components, including the self-weight of the beams, the weight of the formwork, and fixed loads such as guardrails and pipelines; live load refers to the variable load that changes over time during construction or use, including the loads of construction personnel, equipment, concrete pouring, and vehicle traffic. By summarizing and organizing the dead load and live load data, an original load set of the superstructure acting on the support system is formed. After being corrected for load reduction factors, this load set can reflect the impact of different geological conditions on load transfer efficiency, thereby obtaining the actual stress level of the right-angle corbels at the piers; under load... During the correction process, the vertical, horizontal, and torsional components of the corbel were calculated separately. The vertical load correction was used to reflect the influence of the foundation stiffness difference on the vertical force transmission path; the horizontal load correction mainly considered the changes in construction eccentricity and formwork lateral pressure; the torsional load correction was used to correct the torque effect caused by uneven settlement or upright misalignment. The comprehensive load data formed after the correction provided input conditions for the stress analysis of the Bailey disc-lock scaffold structure; subsequently, the stress distribution of the Bailey disc-lock structure in the scaffold system was calculated based on the comprehensive load, and the positions of its main nodes and the geometric arrangement relationship between the members were determined. By establishing force equilibrium equations, the axial force of the uprights, the bending moment of the crossbars, and the reaction force of the disc-lock nodes are calculated. The initial positions of each node in the three-dimensional coordinate system are determined based on the force path. Parametric modeling is introduced in this process, allowing the upright spacing, crossbar height, and disc-lock node positions to automatically adjust according to changes in the overall load, thus maintaining the uniformity and stability of the overall support structure. Finally, based on the initial geometric arrangement of the Bailey disc-lock structure, a parametric constraint model of the disc-lock structure and the right-angle corbel force-bearing surface is established. This model achieves continuous transition and stiffness matching of the force-bearing surface by setting geometric constraints between the corbel connection angle, the relative height of the nodes, and the direction of reaction force transmission. Based on this, the coordinates of the corbel connection nodes are synchronously adjusted, enabling the corbel and disc-lock system to form an integrated force-bearing structure in space, generating a continuously stressed initial corbel model. This model provides a precise geometric and mechanical basis for subsequent spatial collaborative optimization and structural simulation analysis.

[0095] As a preferred embodiment of the above, such as Figure 6 As shown, in step S4, a multi-parameter iterative simulation analysis is performed on the optimized cow leg model to obtain several candidate design schemes, including:

[0096] S41: Establish a mechanical simulation environment based on the optimized corbel model and set several design parameters that affect the stress performance of the corbel;

[0097] S42: In the simulation environment, perturbation sampling is performed on each design parameter to generate several sets of simulation samples;

[0098] S43: Calculate the force response results for each simulation sample and correct the design parameters based on the response differences;

[0099] S44: Using the uniformity and stability of the stress on the corbel structure as the convergence condition, repeat the parameter correction and simulation calculation until the convergence condition is met, and obtain several candidate design schemes.

[0100] Specifically, after completing the spatial co-optimization of the corbel and Bailey bridge joint, the optimized corbel model is imported into a mechanical simulation environment. Boundary conditions and load inputs corresponding to the actual stress conditions are established. The boundary conditions include the anchorage constraints between the corbel and the pier, the force direction constraints of the joint nodes, and the reaction force boundaries between the corbel and the support contact surface. The load input uses the aforementioned comprehensive load data, with a combination of dead load and live load as the main external force application. In this simulation environment, multiple design parameters affecting the stress performance of the corbel are set, including the corbel's cross-sectional dimensions, anchorage depth, connection angle, steel strength grade, weld thickness, and joint node spacing. Each parameter has a reasonable range of variation, and perturbation sampling is performed near the initial value. Perturbation sampling generates a large number of simulation samples by randomly selecting several parameter combinations in the multi-dimensional parameter space to reflect the influence of different design variable changes on the stress state of the corbel. For each group... The simulation sample calculates its stress response results, including maximum principal stress, displacement deformation, nodal reaction force distribution, and safety factor, and compares the results with the target stress characteristics. When a certain parameter combination leads to local stress concentration or insufficient overall stiffness, the corresponding design parameters are automatically corrected to adjust them towards stress equilibrium. Subsequently, the uniformity of stress on the corbel structure and its overall stability are used as iterative convergence conditions. Parameter correction and simulation analysis are repeatedly performed. The output of each iteration serves as the input for the next iteration, gradually bringing the parameters closer to the optimal solution range. When the change in each key stress index during the iteration process is less than the preset convergence threshold, the system is considered to have reached a stable state. Finally, after meeting the convergence conditions, several candidate design schemes are output. Each candidate design scheme corresponds to a complete set of structural parameters and simulation performance data, which are used for subsequent multi-objective comprehensive evaluation and determination of the optimal design scheme.

[0101] As a preferred embodiment of the above, the feasibility indicators for pre-embedded construction include at least three of the following: main reinforcement interference rate, formwork installation space margin, concrete accessibility, and positioning error tolerance; the structural safety indicators include at least three of the following: maximum principal stress, nodal reaction force balance, overall stability coefficient, and support deformation control amount.

[0102] Specifically, the main reinforcement interference rate measures the degree of spatial avoidance between the corbel perforation and the main reinforcement of the pier column. It is calculated by the ratio of the minimum clear distance between the perforation channel and the centerline of the main reinforcement. The lower this index, the lower the risk of reinforcement interference. The formwork installation space margin reflects the remaining space between the corbel and support components and the formwork installation surface, ensuring that construction personnel can make safe adjustments during the formwork placement process. Concrete accessibility is used to assess the impact of the corbel and its perforation structure on the concrete pouring flow path. It is obtained by calculating the streamline density and airbag area ratio in the pouring simulation. The positioning error tolerance reflects the installation accuracy requirements of the corbel's embedded position. It is calculated by analyzing the design model and construction positioning. The deviation tolerance range between points is used to determine the construction fault tolerance capability of the scheme in on-site positioning control; the maximum principal stress is used to evaluate the strength margin of key parts of the corbel, ensuring that it does not exceed the allowable value of the material; the nodal reaction force balance is used to analyze the coordination of the reaction force distribution of each connection node, and the uniformity of force is reflected by the nodal reaction force deviation rate; the overall stability coefficient characterizes the overall buckling risk of the support system under vertical and horizontal loads, and is usually calculated through eigenvalue analysis or modal analysis; the support deformation control amount is used to evaluate the displacement response of the corbel support point under load, to ensure that structural deformation during construction does not affect the accuracy of the formwork and the continuity of force transmission. Through the calculation and quantification of the above indicators, a multi-dimensional evaluation matrix that can be objectively compared is formed. Each candidate design scheme has a set of corresponding feasibility and safety index values, which serve as inputs for subsequent multi-objective optimization analysis. By selecting at least three representative parameters from their respective indicator systems for evaluation, this selective indicator approach has several advantages. First, it allows for flexible configuration of evaluation dimensions for different pier structures, geological conditions, and construction scenarios, avoiding the use of too many indicators that could increase computational complexity or disperse weights, thereby improving the relevance and computational efficiency of the evaluation results. Second, selecting at least three indicators can maintain the simplification of the evaluation system while ensuring comprehensiveness, so that the evaluation results can reflect both construction feasibility and quantify structural safety, ensuring that the design scheme achieves a balance between pre-embedded construction and load-bearing performance.

[0103] Example 2:

[0104] Based on the same inventive concept as the design method for a bridge pier pre-embedded right-angle bracket in the foregoing embodiments, the present invention also provides a design system for a bridge pier pre-embedded right-angle bracket, comprising:

[0105] The load reduction factor mapping module obtains the geological parameters of the bridge construction area and maps the geological parameters to the load reduction factor of the bridge pier site;

[0106] The initial model output module dynamically calculates the design load of the right-angle corbel based on the load reduction factor, and simultaneously generates a parametric model of the Bailey disc buckle, outputting the initial corbel model of the integrated disc buckle structure;

[0107] The model acquisition module was optimized by importing the spatial coordinates of the main reinforcement bars of the pier column and the positioning parameters of the Bailey support uprights and crossbars. The main reinforcement bar passage path and Bailey disc buckle space were optimized in the initial corbel model to obtain the optimized corbel model with perforated structure.

[0108] The candidate scheme acquisition module performs multi-parameter iterative simulation analysis on the optimized cow leg model to obtain several candidate design schemes.

[0109] The optimal solution acquisition module performs multi-objective evaluation on several candidate design schemes based on the feasibility index of pre-embedded construction and the structural safety index to obtain the optimal design scheme.

[0110] The adjustment system described above in this invention can effectively realize the design method of pre-embedded right-angle bracket for bridge piers, and the technical effects it can achieve are as described in the above embodiments, and will not be repeated here.

[0111] As a preferred embodiment of the above, the initial model output module includes:

[0112] The load data determination unit takes the dead load and live load of the bridge superstructure as input load data.

[0113] The comprehensive load acquisition unit corrects the vertical load, horizontal load, and torsional load of the right-angle bracket based on the load reduction factor to obtain the comprehensive load.

[0114] The arrangement relationship is determined by calculating the stress distribution of the Bailey disc buckle structure in the support system based on the comprehensive load, and determining the initial geometric arrangement relationship of the Bailey disc buckle nodes, uprights and crossbars.

[0115] The constraint relationship construction unit establishes parameterized constraint relationships between the disc buckle structure and the right-angle corbel force-bearing surface based on the initial geometric arrangement relationship, and simultaneously adjusts the node coordinates and corbel connection angle to generate an initial corbel model with continuous force.

[0116] Similarly, the above-mentioned optimization schemes for the system can also achieve the optimization effects corresponding to the methods in Embodiment 1, which will not be repeated here.

[0117] Although this application has been described in conjunction with specific features and embodiments, it is obvious that various modifications and combinations can be made thereto without departing from the spirit and scope of this application. Accordingly, this specification and drawings are merely exemplary illustrations of the application as defined herein, and are to be considered as covering any and all modifications, variations, combinations, or equivalents within the scope of this application. Clearly, those skilled in the art can make various alterations and modifications to this application without departing from its scope. Thus, if such modifications and modifications fall within the scope of this application and its equivalents, this application intends to include such modifications and modifications.

Claims

1. A design method for pre-embedded right-angle brackets for bridge piers, characterized in that, The method includes: Obtain the geological parameters of the bridge construction area and map the geological parameters to the load reduction factor at the bridge pier site; The design load of the right-angle bracket is dynamically calculated based on the load reduction factor, and a parametric model of the Bailey disc buckle is generated simultaneously, and an initial bracket model integrating the Bailey disc buckle is output. Import the spatial coordinates of the main reinforcement bars of the pier column and the positioning parameters of the Bailey support uprights and crossbars. Perform collaborative optimization of the main reinforcement bar passage path and Bailey disc buckle space on the initial corbel model to obtain an optimized corbel model with perforated structure. Multi-parameter iterative simulation analysis was performed on the optimized cow leg model to obtain several candidate design schemes; Based on the feasibility index of pre-embedded construction and the structural safety index, a multi-objective evaluation of several candidate design schemes is conducted to obtain the optimal design scheme.

2. The design method for pre-embedded right-angle brackets for bridge piers according to claim 1, characterized in that, Import the spatial coordinates of the main reinforcement bars of the pier column and the positioning parameters of the Bailey bridge support uprights and crossbars. Perform collaborative optimization of the main reinforcement bar routing path and the Bailey bridge interlocking space on the initial corbel model, including: Project the spatial coordinates of the main reinforcement bars of the pier column and the center line of the shear keyway of the Bailey disc to the same coordinate system; Distance scanning is performed on the main reinforcement of the pier column and the outer edge of the shear keyway of the Bailey disc, marking conflict areas with a spacing less than the preset safety threshold, and generating a conflict heat map; Based on the intensity distribution of the conflict heat map, the positioning coordinates of the Bailey disc buckle are adjusted, and a stress diffusion surface is generated at the root of the shear keyway. Using the stress diffusion surface as a reference plane, the optimal topological path of the main reinforcement passage of the pier column is calculated, and the three-dimensional positioning coordinates of the perforated structure are generated.

3. The design method for pre-embedded right-angle brackets for bridge piers according to claim 2, characterized in that, Using the stress diffusion surface as a reference plane, the optimal topological path for the main reinforcement passage of the pier column is calculated, including: A three-dimensional coordinate system is established on the reference plane with the extension direction of the main reinforcement of the pier column as the horizontal axis and the normal of the curved surface as the vertical axis; In the three-dimensional coordinate system, solve for the extreme path that simultaneously minimizes the path bending energy and torsional energy; The curvature continuity of the extreme path is corrected to obtain a spiral path that advances along the cosine of the horizontal axis and oscillates sinusoidally in the vertical plane. The spiral path is the optimal topological path.

4. The design method for pre-embedded right-angle brackets for bridge piers according to claim 1, characterized in that, Obtain the geological parameters of the bridge construction area and map these parameters to load reduction factors at the bridge pier locations, including: The geological parameters are interpolated and normalized to calculate the geological homogeneity coefficient of each geological sample point; Based on the geological homogeneity coefficient, a geological feature vector is constructed and input into the load mapping model to obtain the load reduction coefficient at the pier location.

5. The design method for pre-embedded right-angle brackets for bridge piers according to claim 4, characterized in that, The load mapping model is an adaptive mapping model based on machine learning.

6. The design method for pre-embedded right-angle brackets for bridge piers according to claim 1, characterized in that, The design load of the right-angle corbel is dynamically calculated based on the load reduction factor, and a parametric model of the Bailey bridge is generated simultaneously. An initial corbel model integrating the Bailey bridge is output, including: Use the dead load and live load of the bridge superstructure as input load data; Based on the load reduction factor, the vertical load, horizontal load, and torsional load of the right-angle bracket are corrected to obtain the comprehensive load. Based on the comprehensive load, calculate the force distribution of the Bailey disc buckle in the support system, and determine the initial geometric arrangement relationship of the Bailey disc buckle nodes, uprights and crossbars; Based on the initial geometric arrangement, a parametric constraint relationship is established between the Bailey disc buckle and the force-bearing surface of the right-angle corbel, and the node coordinates and corbel connection angles are adjusted synchronously to generate the initial corbel model with continuous force.

7. The design method for pre-embedded right-angle brackets for bridge piers according to claim 1, characterized in that, Multi-parameter iterative simulation analysis was performed on the optimized cow-leg model to obtain several candidate design schemes, including: A mechanical simulation environment was established based on the optimized corbel model, and several design parameters affecting the stress performance of the corbel were set. In the simulation environment, the design parameters are perturbed and sampled to generate several sets of simulation samples; Calculate the force response results for each simulation sample, and correct the design parameters based on the response differences; Using the uniformity and stability of the stress on the corbel structure as the convergence condition, parameter correction and simulation calculations are repeatedly performed until the convergence condition is met, resulting in several candidate design schemes.

8. The design method for pre-embedded right-angle brackets for bridge piers according to claim 1, characterized in that, The feasibility indicators for pre-embedded construction include at least three of the following: main reinforcement interference rate, formwork installation space margin, concrete accessibility, and positioning error tolerance; the structural safety indicators include at least three of the following: maximum principal stress, nodal reaction force balance, overall stability coefficient, and support deformation control amount.

9. A design system for pre-embedded right-angle brackets for bridge piers, characterized in that, The system includes: The load reduction factor mapping module obtains the geological parameters of the bridge construction area and maps the geological parameters to the load reduction factor of the bridge pier site; The initial model output module dynamically calculates the design load of the right-angle corbel based on the load reduction factor, and simultaneously generates a parametric model of the Bailey disc buckle, outputting an initial corbel model integrating the Bailey disc buckle; The optimization model acquisition module imports the spatial coordinates of the main reinforcement bars of the pier column and the positioning parameters of the Bailey support uprights and crossbars. The main reinforcement bar passage path and Bailey disc buckle space are optimized in the initial corbel model to obtain an optimized corbel model with perforated structure. The candidate scheme acquisition module performs multi-parameter iterative simulation analysis on the optimized cow leg model to obtain several candidate design schemes. The optimal solution acquisition module performs multi-objective evaluation on several candidate design schemes based on the feasibility index of pre-embedded construction and the structural safety index to obtain the optimal design scheme.

10. The bridge pier pre-embedded right-angle bracket design system according to claim 9, characterized in that, The initial model output module includes: The load data determination unit takes the dead load and live load of the bridge superstructure as input load data. The comprehensive load acquisition unit corrects the vertical load, horizontal load, and torsional load of the right-angle bracket according to the load reduction factor to obtain the comprehensive load. The arrangement relationship determination unit calculates the force distribution of the Bailey disc buckle in the support system based on the comprehensive load, and determines the initial geometric arrangement relationship of the Bailey disc buckle nodes, uprights and crossbars; The constraint relationship construction unit establishes a parameterized constraint relationship between the Bailey disc buckle and the force-bearing surface of the right-angle corbel based on the initial geometric arrangement relationship, and simultaneously adjusts the node coordinates and the corbel connection angle to generate the initial corbel model with continuous force.

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