Method and system for determining the optimal force bearing orientation of a concrete profiled sheet column

Abstract

The application discloses a method and system for determining the optimal stress orientation of a concrete irregular-shaped sheet column, and relates to the technical field of building engineering.The application constructs an associated model of irregular-shaped profile parameters and load conditions, extracts a key direction set of mechanical properties to narrow the screening range, greatly improves the efficiency of determining the optimal orientation, shortens the design cycle, and based on multidimensional screening of the full circumferential moment of inertia distribution, stiffness curve and bending moment contribution ratio, combined with stress simulation of the nonlinear constitutive relation of concrete, comprehensively evaluates core indicators such as cross-section ultimate bearing capacity and ductility;Through overall structure collaborative checking and node stress analysis, it is ensured that the orientation not only meets the mechanical requirements of the component itself, but also adapts to the lateral force resistance and stress continuity of the overall structure, combined with the construction requirements and node compression strength redundancy optimization, the scheme with optimal mechanics but construction conflict is excluded, the safety redundancy is reserved, the structural disaster resistance stability is ensured, and the scheme is suitable for complex working conditions and specification requirements, ensuring that the scheme can be directly applied.

Description

Technical Field

[0001] This invention relates to the field of building engineering technology, and in particular to a method and system for determining the optimal orientation for stress distribution in irregularly shaped concrete columns. Background Technology

[0002] Concrete irregular-shaped columns are widely used in irregular-shaped buildings and large-span spatial structures due to their strong adaptability to spatial layout. However, the determination of the stress orientation of traditional irregular-shaped columns relies on the designer's experience, failing to establish a precise correlation between the irregular profile parameters and load conditions. Furthermore, it only considers stiffness or bearing capacity, ignoring the differences in mechanical properties throughout the circumference and the synergistic stress with the overall structure. This often results in problems such as insufficient mechanical performance, mismatch with beam-column joint force transmission, and imbalance of lateral forces, increasing structural safety hazards. It may also lead to construction rework due to conflicts with building construction. In addition, traditional methods have cumbersome calculation processes and low parameter adjustment efficiency, making it difficult to adapt to the design requirements of multiple working conditions. Summary of the Invention

[0003] The purpose of this invention is to provide a method and system for determining the optimal orientation of concrete irregular-shaped columns under stress. By constructing a correlation model between parameters and loads to achieve dynamic matching, and by combining a set of key mechanical directions to narrow the screening range, the invention relies on full-circumferential mechanical analysis, multi-dimensional performance simulation, and overall structural collaborative verification. It takes into account both the stress performance of the component itself and the adaptability of the overall structure, and optimizes the structural requirements and safety redundancy of nodes to ensure the mechanical reliability of the solution, reserve sufficient safety reserves, and adapt to complex working conditions and specification requirements, thereby solving the problems mentioned in the background art.

[0004] To achieve the above objectives, the present invention provides the following technical solution:

[0005] Methods for determining the optimal stress orientation of irregularly shaped concrete columns include:

[0006] Obtain the profile parameters of the irregular concrete slab column, determine the section type and target section size, analyze the section mechanical properties of the irregular concrete slab column, and construct the correlation model between the profile parameters and the load conditions in combination with the load conditions.

[0007] Based on the correlation model, the target cross-sectional dimensions are extracted, the moment of inertia of the concrete irregular column in different directions is calculated, the stiffness distribution in each direction is determined, the stress orientation with qualified stiffness is screened, and the corresponding load conditions are obtained based on the correlation model to determine the preliminary stress orientation range.

[0008] Based on the preliminary stress orientation range and corresponding irregular profile parameters, a stress simulation model of concrete irregular sheet column is constructed to simulate the stress state in different orientations, calculate the performance index of each stress orientation, and determine the target stress orientation.

[0009] The concrete irregular-shaped columns with the target stress orientation are integrated into the overall building structure model. Based on the associated model, load parameters and seismic grade information are extracted, the overall structure is recalculated, and the stress orientation range that is suitable for the overall structure is adjusted and determined.

[0010] Based on the building structure requirements and actual working conditions, the stress orientation range of the overall structure is adjusted and optimized to determine no fewer than two optimal orientation candidate schemes. The actual stress performance of the optimal orientation candidate schemes is verified through experiments to determine the optimal stress orientation of the concrete irregular sheet column.

[0011] Furthermore, the process of constructing the correlation model between the irregular profile parameters and the load conditions is as follows:

[0012] Based on the irregular contour parameters and cross-sectional mechanical properties, the corresponding geometric parameter set and mechanical index set are extracted, and the corresponding load parameter set is extracted based on the load conditions. The extraction results are then classified and labeled.

[0013] Based on the geometric parameter set, mechanical index set, and load parameter set after classification and labeling, determine the parameter mapping rules;

[0014] A two-dimensional association matrix is ​​constructed based on parameter mapping rules, and the mapping rules are transformed into the association relationships of matrix elements to generate an initial association model.

[0015] Select multiple sets of typical cross-sections from the irregular profile parameters, and ensure that the multiple sets of typical cross-sections cover each type of the cross-section type. Input them into the generated initial associated model, and simultaneously input the standard load values ​​in the load conditions. Calculate the mechanical indices output by the model.

[0016] The calculation results are compared with the analysis results of the cross-sectional mechanical properties to determine whether the error meets the preset accuracy requirements, and the final correlation model is obtained.

[0017] Furthermore, the association model is constructed using an adaptive weight allocation algorithm, specifically including:

[0018] Construct the initial correlation matrix of the geometric parameter set, mechanical index set, and load parameter set;

[0019] Calculate the sensitivity coefficient between each load parameter and the mechanical index;

[0020] Based on the irregular contour parameters, the influence coefficient of each geometric parameter on the mechanical properties is calculated, and a geometric-mechanical mapping matrix is ​​constructed.

[0021] The initial association weights are dynamically adjusted based on the sensitivity coefficient.

[0022] Calculate the prediction error of the current model;

[0023] An error feedback mechanism is introduced. When the prediction error is greater than or equal to the preset error threshold, the initial correlation matrix is ​​iteratively updated according to the latest adjusted correlation weights, and the geometric parameter weights are updated according to the geometric-mechanical mapping matrix.

[0024] The final association model is generated by iterative optimization until the prediction error is less than the error threshold.

[0025] Furthermore, the process of obtaining the mechanical properties of the cross-section includes:

[0026] Based on the design drawings of the concrete irregular-shaped column, the geometric feature parameters of the concrete irregular-shaped column section are extracted, the key dimensional parameters of the concrete irregular-shaped column are measured, and a complete set of irregular-shaped profile parameters is formed.

[0027] Based on the geometric feature parameters and key dimension parameters in the irregular contour parameter set, the contour shape of the cross section is determined, the cross section type is identified, and the key dimension parameters are checked to see if they meet the preset design standards, thus determining the target cross section size.

[0028] Based on the target cross-section dimensions, calculate the full circumferential moment distribution in the plane containing the target cross-section, generate the stiffness curve, and combine the direction and magnitude of the horizontal load in the load conditions to calculate the design value of the bending moment in different directions.

[0029] The direction corresponding to the peak value in the stiffness curve and the direction with the largest bending moment design value are extracted as the key direction set of mechanical properties.

[0030] Furthermore, the process of determining the initial direction and range of the applied force includes:

[0031] Based on the seismic grade information in the concrete structure design code and related models, the stiffness qualification threshold is determined.

[0032] Based on the full circumferential moment of inertia distribution and stiffness curve, the stiffness values ​​in each direction are calculated. Orientations with stiffness values ​​lower than the stiffness qualification threshold are removed, and orientations that coincide with or are adjacent to the concentrated stiffness peak direction of the key mechanical properties are retained to form a set of qualified stiffness orientations.

[0033] Based on the correlation model, the corresponding load conditions are extracted, and the proportion of bending moment contribution in different directions of the whole circumference is calculated.

[0034] The orientations that contribute more than a preset ratio to bending moment are selected and match the orientations with the maximum design value of concentrated bending moment in the key mechanical properties are selected to form a set of dominant bending moment orientations.

[0035] The intersection of the set of orientations with acceptable stiffness and the set of orientations dominated by bending moment is extracted as the initial stress orientation range.

[0036] Furthermore, the stress states under different orientations are simulated, and the performance indicators for each stress orientation are calculated, specifically including:

[0037] Based on the preliminary stress orientation range and irregular profile parameters, a stress simulation model of a concrete irregular sheet column is constructed by combining material parameters;

[0038] Based on the stress simulation model, the nonlinear constitutive relationship of concrete and the bond-slip model between steel reinforcement and concrete were determined;

[0039] Based on the set of key mechanical properties, target loading directions are set at preset angle intervals within the initial force orientation range, and loads are applied along each target loading direction.

[0040] Calculate the performance indicators for each orientation, including the ultimate bearing capacity of the section, the curvature-to-ductility ratio, the displacement ductility coefficient, and the fullness of the hysteresis curve;

[0041] The orientations that meet all preset performance requirements are selected to form a set of target force orientations.

[0042] Furthermore, the overall structural coordination verification also includes:

[0043] Based on the correlation model, the vertical and lateral loads of the connection nodes between concrete irregular column and beam / slab are extracted. Combined with the key direction set of mechanical properties, the two-way load of the connection node is deduced to determine the load amplitude in each direction and the corresponding vertical and lateral deformation values.

[0044] Based on the bidirectional load amplitude and the corresponding vertical and lateral deformation values, combined with the material stiffness and structural stability coefficient corresponding to the irregular profile parameters, the amplification effect coefficient of the nodal deformation moment is calculated.

[0045] The maximum compressive strength of the concrete and the maximum compressive strength of the reinforcing steel at the node are obtained. Based on the cross-sectional area of ​​the concrete and the cross-sectional area of ​​the reinforcing steel at the node, and combined with the amplification effect coefficient, the maximum compressive strength that the node can withstand is determined.

[0046] Based on the load simulation results, the target compressive values ​​of the nodes are extracted, the target compressive values ​​are compared with the maximum bearing pressure strength, and the compressive strength redundancy of each qualified node is determined based on the comparison results.

[0047] Furthermore, the actual stress performance of the optimal orientation candidate scheme is verified, specifically including:

[0048] Based on at least two optimal orientation candidate schemes, scaled-down specimens were fabricated, and the actual load conditions in the associated model were simulated to set up the test loading system.

[0049] Loading tests were conducted on specimens for each candidate scheme, and load, displacement curves, strain distribution data and failure mode images were collected simultaneously.

[0050] The measured performance indicators are calculated based on the test data, including the measured ultimate bearing capacity, measured ductility ratio, and measured hysteresis curve fullness, and compared with the simulated calculated indicators to determine whether the error is less than the preset error range.

[0051] Based on a comprehensive evaluation of the nodal compressive strength redundancy, the candidate schemes with better measured performance than simulated performance, ductile failure mode, and sufficient nodal compressive strength redundancy are given priority.

[0052] If multiple candidate solutions meet the requirements, the optimal orientation for stress distribution of the concrete irregular-shaped column is determined by combining the building structure requirements.

[0053] The method for determining the optimal stress orientation of irregularly shaped concrete columns also includes a robust decision-making step based on the transmission of load material uncertainties:

[0054] Construct a load uncertainty parameter library and identify key uncertainty sources, including the time-frequency characteristic variation of ground motion, the non-stationarity of wind load pulsation effect, and the time-varying nature of vertical load;

[0055] The probability distribution function and coefficient of variation of each uncertainty parameter are obtained through statistical analysis of historical monitoring data;

[0056] A database of uncertain parameters for material properties was constructed to identify the spatial dispersion of concrete strength, the randomness of the yield plateau length of steel bars, and the uncertainty characteristics of the bond-slip interface.

[0057] A spatial variation field model of material parameters was established using batch testing data.

[0058] An uncertainty propagation analysis model is established, and the load and material uncertainty parameters are coupled and input into the stress simulation model to generate a probability distribution cloud map of the performance index for each candidate orientation, and to identify the sensitivity ranking of the performance index to the uncertainty parameters.

[0059] Based on sensitivity ranking, oriented robustness indices are obtained, including: bearing capacity guarantee rate, deformation controllable domain, and failure mode stability.

[0060] A multi-objective decision function is constructed, and the robustness index, economic index, and construction feasibility index are coupled by the entropy weight method to form a comprehensive decision vector and screen the non-dominated solution set.

[0061] Resilience verification of non-dominated solution sets is performed by simulating scenarios with amplified extreme uncertainties;

[0062] The orientation that maintains structural integrity and has the optimal comprehensive decision vector under extreme uncertainty amplification scenarios is selected as the final optimal orientation for force application.

[0063] This invention provides another technical solution: a system for determining the optimal stress orientation of irregularly shaped concrete columns, comprising:

[0064] The parameter acquisition module is used to extract geometric feature parameters from the design drawings of the concrete irregular column to form an irregular contour parameter set, determine the section type and target section size based on the irregular contour parameter set, and extract the key direction set of mechanical properties in combination with the load conditions.

[0065] The correlation model construction module is used to obtain the parameter set of irregular contour and the key direction set of mechanical properties, extract the geometric parameter set and mechanical index set, extract the load parameter set based on load conditions, and construct a two-dimensional correlation matrix of load change and parameter linkage to generate the initial correlation model.

[0066] The preliminary orientation screening module is used to extract seismic resistance level information based on the correlation model, determine the stiffness qualification threshold, calculate the stiffness value in each direction, screen the bending moment dominant orientation that meets the preset ratio based on the load conditions, and determine the preliminary stress orientation range.

[0067] The stress simulation and evaluation module is used to construct a stress simulation model based on the set of irregular contour parameters and material parameters. Combined with the set of key mechanical properties, it performs stress simulation within the initial stress orientation range, calculates the cross-sectional performance index, and selects the set of target stress orientations that meet the preset requirements.

[0068] The overall collaborative verification module is used to integrate the target force orientation set into the overall building structure model, extract load parameters and seismic resistance level information based on the associated model, and perform verification of overall stiffness distribution, lateral force resistance performance and force continuity.

[0069] The overall collaborative verification module is also used to extract the vertical and horizontal loads of the beam-column connection nodes, deduce the load amplitude and deformation value by combining the key direction set of mechanical properties, determine the qualification of the nodes, and output the orientation range that is compatible with the overall structure.

[0070] The test verification and optimization module is used to generate no less than two optimal orientation candidate schemes based on the orientation range of the overall structure. Based on the measured performance indicators and the comparison results with the simulation indicators, combined with the building construction requirements and the compressive strength redundancy, the optimal stress orientation is selected and output.

[0071] Compared with the prior art, the beneficial effects of the present invention are:

[0072] This invention achieves automatic matching of load with geometric and mechanical parameters by constructing a correlation model between irregular contour parameters and load conditions, avoiding redundant calculations. It extracts a key set of mechanical properties to narrow the selection range, reducing subsequent simulation and verification workload, significantly improving the efficiency of determining the optimal orientation, and shortening the design cycle. Based on multi-dimensional screening using the full-circumferential moment of inertia distribution, stiffness curve, and bending moment contribution ratio, combined with stress simulation of the nonlinear constitutive relationship of concrete, it comprehensively evaluates core indicators such as the ultimate bearing capacity and ductility of the section. Through overall structural collaborative verification and nodal stress analysis, it ensures that the orientation not only meets the mechanical requirements of the component itself but also adapts to the lateral force resistance and stress continuity of the overall structure, avoiding single-dimensional judgment bias. Combining architectural construction requirements and nodal compressive strength redundancy optimization, it eliminates mechanically optimal but construction-conflicting schemes, reserves safety redundancy, ensures structural disaster resistance stability, and adapts to complex working conditions and code requirements, ensuring the scheme can be directly applied. Attached Figure Description

[0073] Figure 1 This is a flowchart of the method for determining the optimal stress orientation of a concrete irregular-shaped column according to the present invention.

[0074] Figure 2 This is a flowchart illustrating the construction process of the association model in this invention.

[0075] Figure 3 This is a flowchart illustrating the overall collaborative verification process of the present invention. Detailed Implementation

[0076] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0077] To address the shortcomings of traditional concrete irregular-shaped column stress orientation determination, which relies on experience, fails to establish a precise correlation between irregular profile parameters and loads, and neglects the overall structural synergy and building construction adaptability, resulting in low efficiency, poor accuracy, and insufficient practicality, please refer to [link to relevant documentation]. Figures 1-3 This embodiment provides the following technical solution:

[0078] Methods for determining the optimal stress orientation of irregularly shaped concrete columns include:

[0079] Obtain the irregular profile parameters of the concrete irregular sheet column, including the coordinates of the protruding / recessed parts of the section, the limb thickness, the flange length and the web height, determine the section type and target section size, the section type includes L-shaped, T-shaped or cross-shaped, analyze the section mechanical properties of the concrete irregular sheet column, including the moment of inertia and stiffness distribution of the concrete irregular sheet column in different directions, the prediction basis of the initial force orientation is the stiffness distribution and the bending moment dominance in different directions under the load conditions, and construct the correlation model between the irregular profile parameters and the load conditions in combination with the load conditions;

[0080] The process of obtaining the mechanical properties of the cross section includes:

[0081] Based on the design drawings of the concrete irregular sheet column, the geometric feature parameters of the concrete irregular sheet column section are extracted, including the three-dimensional coordinates of the protruding parts of the section and the three-dimensional coordinates of the concave parts of the section, so as to determine the spatial positional relationship of each part, and measure the key dimensional parameters such as the limb thickness, flange length and web height of the concrete irregular sheet column to form a complete set of irregular profile parameters.

[0082] Based on the geometric feature parameters and key dimension parameters in the irregular contour parameter set, the contour shape of the cross section is determined, the cross section type is identified, and the key dimension parameters are checked to see if they meet the preset design standards, thus determining the target cross section size.

[0083] Based on the target cross-section dimensions, calculate the full circumferential moment distribution in the plane containing the target cross-section, generate the stiffness curve, and combine the direction and magnitude of the horizontal load in the load conditions to calculate the design value of the bending moment in different directions.

[0084] Extract the direction corresponding to the peak value in the stiffness curve and the direction with the largest bending moment design value as the key direction set of mechanical properties;

[0085] Based on the correlation model, the target cross-sectional dimensions are extracted, the moment of inertia of the concrete irregular column in different directions is calculated, the stiffness distribution in each direction is determined, the stress orientation with qualified stiffness is screened, and the corresponding load conditions are obtained based on the correlation model to determine the preliminary stress orientation range.

[0086] Based on the preliminary stress orientation range and corresponding irregular profile parameters, a stress simulation model of concrete irregular sheet columns is constructed to simulate the stress state in different orientations. The simulation of applying loads along multiple preset angle directions is carried out to calculate the performance indicators of each stress orientation, including cross-sectional bearing capacity, curvature-ductility ratio, deformation capacity related indicators and stress stability related indicators such as hysteresis curves. The target stress orientation is determined, that is, the set of orientations whose performance indicators meet the preset requirements.

[0087] The concrete irregular-shaped columns with the target stress orientation are integrated into the overall building structure model. Based on the associated model, load parameters and seismic grade information are extracted, and the overall structure is verified collaboratively, including the overall stiffness distribution verification, lateral force resistance performance verification and stress continuity verification. The stress orientation range that is suitable for the overall structure is adjusted and determined.

[0088] Based on the building structure requirements and actual working conditions, the stress orientation range of the overall structure is adjusted and optimized to determine no fewer than two optimal orientation candidate schemes. The actual stress performance of the optimal orientation candidate schemes is verified through experiments to determine the optimal stress orientation of the concrete irregular sheet column.

[0089] In this embodiment, by establishing a mapping structure between irregular contour parameters and load conditions, geometric and mechanical parameters are automatically matched when the load changes, avoiding repeated parameter calls and calculations, improving the efficiency of orientation determination, simplifying the parameter adjustment process under multiple working conditions, extracting the core direction based on the full circumferential moment of inertia distribution and bending moment design value, forming a key direction set, narrowing the initial orientation screening range, reducing the amount of subsequent simulation calculations, shortening the determination cycle, and adopting overall collaborative verification to ensure that the overall stress of the structure is reasonable and adaptable to the actual needs of the project. Combined with scaled-down tests and building structure adjustments, the actual performance of the orientation is verified and its adaptability is optimized, avoiding the situation where mechanical optimization is optimal but structural conflict occurs, further ensuring construction feasibility.

[0090] In this embodiment, the process of constructing the correlation model between the irregular profile parameters and the load conditions is as follows:

[0091] Based on the irregular profile parameters and cross-sectional mechanical properties, the corresponding geometric parameter set and mechanical index set are extracted, and the corresponding load parameter set is extracted based on the load conditions, including vertical load intensity, horizontal load direction and amplitude, and load combination coefficients corresponding to seismic resistance level. The extraction results are then classified and labeled.

[0092] Based on the categorized and labeled geometric parameter set, mechanical index set, and load parameter set, the parameter mapping rules are determined: when the horizontal load direction in the load parameter set changes, the stiffness value in the corresponding direction in the mechanical index set is automatically matched; when the vertical load intensity changes, the effective force-bearing area of ​​the cross section in the geometric parameter set is automatically associated.

[0093] A two-dimensional correlation matrix is ​​constructed based on parameter mapping rules: the row dimension of the matrix is ​​the key variables of the load parameter set, such as the range of values ​​in the horizontal load direction and the degree of vertical load intensity; the column dimension of the matrix is ​​the correlation parameters between the geometric parameter set and the mechanical index set, such as the stiffness in the corresponding direction and the cross-sectional area. The mapping rules are transformed into the correlation relationship of matrix elements to generate the initial correlation model.

[0094] Select multiple sets of typical sections from the irregular profile parameters, and ensure that the multiple sets of typical sections cover each type of the section type. Input them into the generated initial associated model. At the same time, input the standard load values ​​in the load conditions, such as the corresponding standard load values ​​specified in the current concrete structure design code, and calculate the mechanical indicators output by the model.

[0095] The calculation results are compared with the analysis results of the cross-sectional mechanical properties to determine whether the error meets the preset accuracy requirements. The preset accuracy requirements are determined based on the accuracy requirements of the mechanical calculation results specified in the current concrete structure design code. If the error meets the preset accuracy requirements, the initial associated model is determined to be valid. If the error does not meet the preset accuracy requirements, the mapping rules are adjusted and the model verification process is re-executed until the model error meets the preset accuracy requirements, and the final associated model is obtained.

[0096] In this embodiment, by combining the geometric parameter set, mechanical index set, and load parameter set with the automatic matching mapping rules between load parameter changes and geometric and mechanical parameters, a precise correlation structure between load and cross-sectional properties is constructed. This enables rapid correspondence of cross-sectional mechanical indices under different load conditions, improving the accuracy and efficiency of parameter correlation. Through verification with typical cross-sections covering all cross-sectional types, combined with standard load value input, the model is ensured to be applicable to different irregular cross-sections. At the same time, the model error is judged according to the accuracy requirements of current standards, so that the final correlated model meets the requirements of engineering design specifications, improving the model's versatility and reliability, ensuring the consistency between the mechanical indices output by the model and the analysis results of the actual cross-sectional mechanical properties, and guaranteeing the model's calculation accuracy.

[0097] In this embodiment, the association model is constructed using an adaptive weight allocation algorithm, specifically including:

[0098] Constructing a set of geometric parameters Mechanical index set With load parameter set initial correlation matrix ,in, , Indicates the first One geometric parameter, This represents the total number of geometric parameters. , Indicates the first One mechanical index This represents the total number of mechanical properties. , Indicates the first One load parameter, This represents the total number of load parameters; , express The first in the matrix line, number Column elements, Specifically, the first The load parameter and the first Mechanical indicators The initial association weights are determined through expert experience or historical data.

[0099] Calculate each load parameter and mechanical properties The sensitivity coefficient is calculated using the following formula:

[0100] ;

[0101] in, For the first The effect of load parameters on mechanical properties Sensitivity coefficient; For the first One load parameter; For the first one in the original state One mechanical index; Indicates when the first Increase the load parameter After the perturbation, the recalculated first... One mechanical index; for The amount of disturbance;

[0102] Calculate each geometric parameter based on the irregular contour parameters. Mechanical properties Influence coefficient:

[0103] ;

[0104] in, Indicates a fixed load Geometric parameters under conditions Mechanical properties The partial derivatives;

[0105] Based on the influence coefficient, construct the geometric-mechanical mapping matrix. ;in, The Line number Listed as ;

[0106] The initial association weights are dynamically adjusted based on the sensitivity coefficient, using the following formula:

[0107] ;

[0108] in, For the present The first in the matrix line, number Column association weights After adjustment The first in the matrix line, number The association weight of the column; This is the weighting adjustment coefficient, with a value ranging from 0.1 to 0.3, which is set by the engineers based on their experience. for The first in the matrix The maximum value of the row sensitivity coefficient is used for standardization.

[0109] Calculate the prediction error of the current model. :

[0110] ;

[0111] in, The first calculation for the model One mechanical index The expected first result obtained through cross-sectional mechanical property analysis One mechanical index;

[0112] An error feedback mechanism is introduced. When the prediction error is greater than or equal to a preset error threshold, the initial correlation matrix is ​​iteratively updated according to the latest adjusted correlation weights, and the geometric parameter weights are updated according to the geometric-mechanical mapping matrix. The preset error threshold is manually set in advance, for example, 0.05.

[0113] The initial association matrix is ​​updated iteratively based on the latest adjusted association weights:

[0114] ;

[0115] in, This refers to the most recently adjusted association weights; For iteratively updated association weights; The learning rate parameter is set to 0.1. For the first The prediction error of each mechanical index ;

[0116] Update the geometric parameter weights based on the geometric mapping matrix. , ,in, Indicates the first Weighting adjustment coefficients for each geometric parameter;

[0117] The final association model is generated by iterative optimization until the prediction error is less than the error threshold.

[0118] The updated association weights are used as input for the next iteration. When the prediction error is less than the error threshold, the iteration ends, and the final association model is output by combining the final association weights and geometric parameter weights.

[0119] This adaptive weight allocation algorithm achieves precise quantification of the relationships between parameters of irregularly shaped concrete columns by constructing a dynamic correlation model of geometric parameters, mechanical indices, and load parameters. The algorithm first establishes an initial correlation matrix, then calculates the degree of influence of load changes on mechanical indices using sensitivity coefficients, and combines this with the influence coefficients of geometric parameters on mechanical performance to construct a geometric-mechanical mapping relationship. By introducing an error feedback mechanism, an iterative optimization strategy is used to dynamically adjust the weight coefficients, allowing the model's predicted values ​​to gradually approach the actual mechanical property analysis results.

[0120] For example, consider the application of an L-shaped concrete irregular-shaped column (section dimensions: web height 600mm × thickness 250mm, flange length 400mm × thickness 220mm, C40 concrete) in an 8-degree seismic fortification zone:

[0121] Construct the parameter set: Including geometric parameters such as web height-to-width ratio, flange length-to-width ratio, and cross-sectional asymmetry; These include mechanical properties such as flexural bearing capacity, axial compression ratio limit, and displacement ductility coefficient. Including vertical axial force (2000kN), Horizontal force (350kN) Horizontal force (280kN) and other load parameters.

[0122] Initial correlation matrix Based on historical engineering data, the initial weighting of vertical load and axial compression ratio is set to 0.85.

[0123] Calculate sensitivity: Increase the horizontal force by 10%. Reanalysis revealed that the displacement ductility coefficient decreased by 18%, which corresponds to a decrease in the sensitivity coefficient. .

[0124] Through iterative optimization of the algorithm, the prediction error was reduced to 4.2% after three iterations, which is below the 5% threshold.

[0125] Finalized When the direction of the main force is oriented, the stiffness is 15% more than required and the compressive strength of the node is 22% more than required, which is determined to be the optimal orientation.

[0126] This adaptive weight allocation algorithm achieves adaptive allocation of parameter weights based on sensitivity analysis, avoiding the subjectivity of human experience. Through error feedback iterative optimization, it significantly improves the accuracy of the associated model. Simultaneously, considering the dual mapping relationship of load mechanics and geometric mechanics, it comprehensively reflects the stress characteristics of irregularly shaped columns, enabling more accurate prediction of the mechanical response of irregularly shaped columns under different load conditions. This provides a reliable basis for determining the optimal orientation and effectively reduces structural safety hazards.

[0127] In this embodiment, the process of determining the initial force orientation range includes:

[0128] Based on the seismic grade information in the concrete structure design code and related models, the stiffness qualification threshold is determined.

[0129] Based on the full circumferential moment of inertia distribution and stiffness curve, the stiffness values ​​in each direction are calculated. Orientations with stiffness values ​​lower than the stiffness qualification threshold are removed, and orientations that coincide with or are adjacent to the concentrated stiffness peak direction of the key mechanical properties are retained to form a set of qualified stiffness orientations.

[0130] Based on the correlation model, the corresponding load conditions are extracted, and the proportion of bending moment contribution in different directions of the whole circumference is calculated. The proportion of bending moment contribution is the ratio of the design value of bending moment in a certain direction to the design value of the maximum bending moment in the whole circumference.

[0131] Orientations whose bending moment contribution ratio is greater than a preset ratio and which match the direction with the maximum concentrated bending moment design value in the key mechanical properties direction are selected. The preset ratio is determined based on the structural safety factor to form a set of bending moment dominant orientations.

[0132] Extract the intersection of the set of orientations with acceptable stiffness and the set of orientations dominated by bending moment as the initial stress orientation range, ensuring that this range focuses on the core direction with optimal mechanical performance.

[0133] In this embodiment, the stress states under different orientations are simulated, and the performance indicators for each stress orientation are calculated, specifically including:

[0134] Based on the preliminary stress orientation range and irregular profile parameters, combined with material parameters, including concrete strength grade, steel reinforcement grade, and stirrup characteristic values, a stress simulation model of the irregular concrete column is constructed.

[0135] In the stress simulation model, the nonlinear constitutive relationship of concrete and the bond-slip model between steel reinforcement and concrete are determined. The nonlinear constitutive relationship includes stress and strain curves in the compressive plastic stage and the tensile cracking stage. The bond strength is determined based on the concrete strength grade.

[0136] Based on the set of key mechanical properties, target loading directions are set at preset angle intervals within the initial stress orientation range. The intervals near the corresponding angles of the key direction set are reduced, while the intervals of non-key directions are enlarged to cover the entire circumferential sub-interval of the initial range. Loads are applied along each target loading direction: bidirectional eccentric pressure and horizontal low-cycle repeated loads are applied. The loading regime complies with the requirements of the current building seismic test code. The eccentricity is determined based on the vertical load and cross-sectional dimensions in the associated model.

[0137] Calculate the performance indicators for each orientation, including the ultimate bearing capacity of the section (corresponding to the peak load), curvature-ductility ratio (the ratio of ultimate curvature to yield curvature), displacement ductility coefficient (the ratio of ultimate displacement to yield displacement), and hysteresis curve fullness (the ratio of hysteresis loop area to equivalent elastic body area).

[0138] The orientations that meet all performance indicators are selected. The preset requirements are determined based on the performance targets corresponding to the seismic resistance level, forming a set of target stress orientations.

[0139] In this embodiment, the stiffness in each direction is calculated using the full-circumferential moment of inertia and stiffness curves. Unqualified orientations are eliminated, and the direction near the peak stiffness is focused to ensure that the selected qualified stiffness orientations have a reliable mechanical basis. The bending moment-dominant orientation is screened using a preset ratio to match the orientation with the load requirements. The initial range is determined by taking the intersection of the set of qualified stiffness and the set of bending moment-dominant orientations to avoid mechanical performance imbalance caused by single-dimensional screening. This ensures that the initial range focuses on the core direction with the best mechanical performance, improving the scientificity and reliability of orientation judgment. A stress simulation model is constructed, and the loading angle interval is adjusted according to the key directions of mechanical characteristics. This ensures the accuracy of the stress simulation in the key directions and avoids the redundancy of equal-interval loading in the full circumferential direction, improving simulation efficiency. Bidirectional eccentric pressure and horizontal low-cycle repeated loads that comply with the building seismic test code are applied to make the loading conditions fit the actual stress scenario, ensuring the practicality of the performance index calculation. The performance target corresponding to the seismic grade is used as the screening standard to comprehensively evaluate the stress performance of each orientation, providing a comprehensive and reliable basis for the selection of the target stress orientation and ensuring the accuracy of the subsequent determination of the optimal orientation.

[0140] In this embodiment, the overall structural collaborative verification also includes:

[0141] Based on the correlation model, the vertical loads of the connection nodes between concrete irregular-shaped columns and beams / slabs are extracted, including column axial force, floor load and lateral load, including horizontal seismic action and wind load. Combined with the key direction set of mechanical properties, the bidirectional load of the connection node is extrapolated to determine the load amplitude in each direction and the corresponding vertical deformation value and lateral deformation value.

[0142] Based on the bidirectional load amplitude and the corresponding vertical and lateral deformation values, combined with the material stiffness and structural stability coefficient corresponding to the irregular profile parameters, the values ​​are determined based on the seismic grade. The amplification effect coefficient of the nodal deformation moment is calculated: the coefficient increases with the increase of vertical / lateral load and deformation value, and decreases with the increase of material stiffness. At the same time, it is corrected according to the nodal stirrup characteristic value. The higher the stirrup ratio, the greater the coefficient reduction.

[0143] The maximum compressive strength of the concrete and the maximum compressive strength of the reinforcing steel at the node are obtained. Based on the cross-sectional area of ​​the concrete and the cross-sectional area of ​​the reinforcing steel at the node, and combined with the amplification effect coefficient, the maximum compressive strength that the node can withstand is determined: the compressive contribution of the concrete is amplified by the effect coefficient, and the compressive contribution of the reinforcing steel is superimposed to form the total strength.

[0144] Based on the load simulation results, the target compressive value of the node is extracted, and the target compressive value is compared with the maximum bearing pressure strength. If the target compressive value is less than or equal to the maximum bearing pressure strength, the node is deemed qualified. If it is not qualified, the orientation range of the irregular column is adjusted, with priority given to the orientation corresponding to the key mechanical property direction set, and the collaborative verification is re-executed. Based on the comparison results, the compressive strength redundancy of each qualified node is determined as the basis for adjustment under actual working conditions.

[0145] In this embodiment, verifying the actual stress performance of the optimal orientation candidate scheme specifically includes:

[0146] Based on at least two optimal orientation candidate schemes, scaled-down specimens were fabricated: the specimen size ratio was determined based on the range of the test equipment and the similarity principle, and it was required to include the connection node structure between the concrete irregular column and the beam / slab, with the stirrups and steel reinforcement anchorage lengths consistent with the actual values, and the concrete strength and steel reinforcement mechanical properties of the specimen material parameters consistent with those of the irregular column; the actual load conditions in the associated model were simulated, and the test loading system was set up: a bidirectional loading device was used to apply bidirectional eccentric pressure, and an electro-hydraulic servo loading system was used to apply horizontal low-cycle repeated loads, with the loading rate and holding time conforming to the test specifications;

[0147] For each candidate design, a loading test was conducted on the specimens: first, a preload of 10% of the ultimate bearing capacity was applied to eliminate the gaps between the specimens, and then the specimens were loaded according to the preset loading regime until they failed. Load, displacement curves, strain distribution data and failure mode images were collected simultaneously.

[0148] The measured performance indicators are calculated based on the test data, including the measured ultimate bearing capacity, measured ductility ratio, and measured hysteresis curve fullness. These are then compared with the simulated calculated indicators to determine whether the error is less than the preset error range. The preset error range is determined based on the accuracy requirements of the mechanical test.

[0149] Based on a comprehensive evaluation of the nodal compressive strength redundancy, priority is given to candidate schemes that have better measured performance than simulated performance, exhibit ductile failure (i.e., column bending failure without brittle shear failure), and have sufficient nodal compressive strength redundancy.

[0150] If multiple candidate solutions meet the requirements, the optimal orientation for stress distribution of the concrete irregular-shaped column is determined by combining architectural structural requirements, such as space occupancy rate and construction convenience.

[0151] In this embodiment, nodal loads are extracted based on the correlation model, and bidirectional loads are deduced in conjunction with key mechanical directions. A deformation moment amplification effect coefficient with corrections for material stiffness and stirrup ratio is introduced, and the bearing capacity of the linked nodes is calculated and verified for adjustment. The matching between nodal loads and deformation is accurately quantified to avoid local damage caused by insufficient nodal strength. Redundancy is reserved to allow for adjustment of working conditions, ensuring that the orientation of irregularly shaped columns is coordinated with the overall structure, improving the structural disaster resistance stability, and directly guiding orientation adjustment to meet actual engineering needs. Scaled-down specimens with nodes are fabricated according to the principle of similarity. The specimens and loading are fitted to the engineering scenario. The load simulation correlation model uses a standard loading system. The actual stress reliability of the scheme is verified by comparing measured and simulated indicators, evaluating redundancy and construction requirements, eliminating simulation deviation risks, and ensuring that the optimal orientation has both mechanical performance and construction feasibility.

[0152] In this embodiment, the method for determining the optimal orientation of a concrete irregular-shaped column under stress further includes a robust decision-making step based on the transmission of load material uncertainty:

[0153] A load uncertainty parameter library was constructed to identify key uncertainty sources, including the time-frequency characteristics of ground motion, the non-stationarity of wind load pulsation effects, and the time-varying nature of vertical loads.

[0154] In this embodiment, the load uncertainty parameter library is a database that stores various possible load variations and their probabilistic characteristics, used to quantify the randomness of the load. Key uncertainty sources are random variables that significantly affect the structural response, including the time-frequency characteristic variation of seismic motion (the random variation characteristics of seismic waves in the time and frequency dimensions, reflecting the uncertainty of seismic input), the non-stationarity of wind load pulsation effects (the irregularity and non-periodic characteristics of wind load variation over time, reflecting the dynamic randomness of wind load), and the time-varying nature of vertical loads (the dynamic variation characteristics of the vertical load borne by the structure over time).

[0155] The probability distribution function and coefficient of variation of each uncertainty parameter are obtained through statistical analysis of historical monitoring data.

[0156] In this embodiment, the probability distribution function is a mathematical function describing the probability of a random variable taking a value. The coefficient of variation is a dimensionless index that measures the degree of dispersion of the data.

[0157] A database of material property uncertainty parameters was constructed to identify the spatial dispersion of concrete strength, the randomness of the yield plateau length of steel bars, and the uncertainty characteristics of the bond-slip interface.

[0158] In this embodiment, the material performance uncertainty parameter library is a database that stores the random variation characteristics of building material performance parameters. The random variation characteristics of building material performance parameters include: spatial dispersion of concrete strength (the random variation characteristics of concrete strength at different locations in the structure, reflecting material uniformity defects), randomness of steel bar yield plateau length (the uncertainty of the strain range of steel bars after reaching the yield point and entering the plastic stage, reflecting ductility performance), and uncertainty characteristics of bond-slip interface (the random variation of the relative sliding characteristics of the contact surface between steel bars and concrete under stress).

[0159] A spatial variation field model of material parameters was established using batch testing data.

[0160] In this embodiment, the material parameter spatial variation field model is a mathematical model established based on material batch testing data, which describes the random distribution of material performance parameters in the spatial dimension.

[0161] An uncertainty propagation analysis model was established, and a non-intrusive stochastic finite element method was adopted to couple the load and material uncertainty parameters into the stress simulation model. Probability distribution cloud maps of performance indicators for each candidate orientation were generated, and the sensitivity ranking of performance indicators to uncertainty parameters was identified.

[0162] In this embodiment, the uncertainty propagation analysis model is a computational framework for quantifying the propagation effect of uncertainty in a structural system. It is implemented using a non-intrusive stochastic finite element method: no modification to the original finite element code is required, and parameter sampling and result collection are controlled by external scripts. Specifically, load and material uncertainty parameters are sampled randomly using Latin hypercube sampling, coupled with the input stress simulation model for batch calculations. This ultimately generates probability distribution cloud maps of performance indicators for each candidate orientation, visually demonstrating the probability distribution characteristics of indicators such as bearing capacity and stiffness under the influence of uncertainty. The sensitivity ranking of performance indicators to uncertainty parameters is determined using a global sensitivity analysis method (such as the Sobol index), quantifying the influence weight of each uncertainty source on the output results.

[0163] Based on sensitivity ranking, oriented robustness indices are obtained, including: bearing capacity guarantee rate, deformation controllable domain, and failure mode stability.

[0164] In this embodiment, the orientation robustness index is a comprehensive measure to evaluate the structure's ability to resist uncertainties under different orientations, including three dimensions: bearing capacity guarantee rate, which refers to the probability that the structure still meets the ultimate bearing capacity state under the influence of uncertainties, obtained by calculating the complement of the failure probability through Monte Carlo simulation; deformation controllable domain, which refers to the ratio of the displacement response fluctuation range to the allowable value in the code at a 95% confidence level, obtained by calculating the 95th quantile of the displacement response; and failure mode stability, which refers to the probability of maintaining ductile failure (rather than brittle failure) under different combinations of uncertainties, determined by statistically analyzing the proportion of failure mode types under different samples.

[0165] A multi-objective decision function is constructed, and the robustness index, economic index, and construction feasibility index are coupled by the entropy weight method to form a comprehensive decision vector and screen the non-dominated solution set.

[0166] In this embodiment, the multi-objective decision function integrates multiple evaluation dimensions, coupling robustness indicators with economic indicators (such as material usage and construction costs) and construction feasibility indicators (such as template complexity and node connection difficulty) through an entropy weighting method. When implementing the entropy weighting method, each indicator is first standardized, and the information entropy of the indicator is calculated. Weights are determined based on the entropy value (higher information content results in higher weights), avoiding subjective weighting bias. This forms a comprehensive decision vector, and Pareto front analysis is used to screen for non-dominated solutions.

[0167] Resilience verification is performed on the non-dominated solution set by simulating scenarios with amplified extreme uncertainties.

[0168] In this embodiment, toughness verification is an assessment of the adaptability of the non-dominated solution set under extreme conditions, simulating extreme uncertainty amplification scenarios: increasing the coefficient of variation of the load uncertainty parameter to 1.5-2.0 times the baseline value (determined according to the importance level of the project), degrading the material performance to 70%-80% of the design value (referencing the structural durability design code), and recalculating the performance indicators of each candidate orientation.

[0169] The orientation that maintains structural integrity and has the optimal comprehensive decision vector under extreme uncertainty amplification scenarios is selected as the final optimal orientation for force application.

[0170] In this embodiment, the orientation that maintains structural integrity (no collapse, no failure of key components) and has the optimal comprehensive decision vector under extreme uncertainty amplification scenarios is finally selected as the optimal orientation for stress, ensuring that the solution has sufficient safety margin and adaptability throughout its entire life cycle.

[0171] This invention introduces stochastic analysis into the orientation decision-making process of irregularly shaped columns by constructing a dual uncertainty parameter library for load and materials. First, based on historical monitoring data, key uncertainty sources such as the variation in the time-frequency characteristics of seismic motion, the non-stationarity of wind load pulsation effects, and the time-varying nature of vertical loads are identified. Simultaneously, batch testing data of materials is used to quantify the spatial dispersion of concrete strength, the yield plateau characteristics of steel reinforcement, and the stochastic characteristics of the bond-slip interface. Then, a non-intrusive stochastic finite element method is used to establish an uncertainty transmission analysis model, coupling load and material uncertainty parameters into the stress simulation to generate probability distribution cloud maps of performance indicators for each candidate orientation. Global sensitivity analysis is then used to identify key influencing factors. Next, a three-dimensional orientation robustness index is defined, including bearing capacity guarantee rate, deformation controllable domain, and failure mode stability. This index is coupled with economic and construction feasibility indicators using the entropy weight method to form a comprehensive decision vector, screening for non-dominated solutions. Finally, toughness verification is performed by simulating extreme scenarios of amplified load variation coefficients and degraded material properties, selecting the orientation that maintains structural integrity and has the best overall performance under extreme conditions. This invention significantly improves the adaptability of irregularly shaped columns to load and material uncertainties throughout their entire life cycle, avoids the potential risk of brittle failure caused by the dispersion of material properties, and provides a quantitative decision-making basis for the safe design of irregularly shaped concrete structures in complex environments.

[0172] This invention provides another technical solution: a system for determining the optimal stress orientation of irregularly shaped concrete columns, comprising:

[0173] The parameter acquisition module is used to extract geometric feature parameters from the design drawings of the concrete irregular column to form an irregular contour parameter set, determine the section type and target section size based on the irregular contour parameter set, extract the key direction set of mechanical properties in combination with the load conditions, and output the irregular contour parameter set, target section size and key direction set of mechanical properties.

[0174] The association model construction module is used to obtain the parameter set of irregular contour and the key direction set of mechanical properties, extract the geometric parameter set and mechanical index set, extract the load parameter set such as vertical load intensity and horizontal load direction based on load conditions, and construct a two-dimensional association matrix of load change and parameter linkage to generate the initial association model.

[0175] The preliminary orientation screening module is used to extract seismic resistance level information based on the correlation model, determine the stiffness qualification threshold, calculate the stiffness value in each direction, and retain the stiffness qualification orientation that matches the key direction set of mechanical properties; and to screen the bending moment dominant orientation that meets the preset ratio based on the load conditions to determine the preliminary stress orientation range.

[0176] The stress simulation and evaluation module is used to construct a stress simulation model based on the set of irregular profile parameters and material parameters. Combined with the set of key mechanical properties, it performs stress simulation within the initial stress orientation range, calculates performance indicators such as the ultimate bearing capacity of the section and the curvature-ductility ratio, and selects the set of target stress orientations that meet the preset requirements.

[0177] The overall collaborative verification module is used to integrate the target force orientation set into the overall building structure model, extract load parameters and seismic resistance level information based on the associated model, and perform verification of overall stiffness distribution, lateral force resistance performance and force continuity.

[0178] The overall collaborative verification module is also used to extract the vertical and horizontal loads of the beam-column connection nodes, deduce the load amplitude and deformation value by combining the key direction set of mechanical properties, determine the qualification of the nodes, and output the orientation range that is compatible with the overall structure.

[0179] The test verification and optimization module is used to generate no less than two optimal orientation candidate schemes based on the orientation range of the overall structure. Based on the measured performance indicators and the comparison results with the simulation indicators, combined with the building construction requirements and the compressive strength redundancy, the optimal stress orientation is selected and output.

[0180] In this embodiment, the key orientation set of mechanical properties serves not only to initially narrow down the range of qualified stiffness and dominant bending moment orientations and to optimize the loading angle interval for stress simulation, but also to provide a targeted basis for the overall collaborative verification and deduction of nodal load amplitude and deformation values, solving the problems of poor parameter reusability and insufficient analytical targeting in traditional systems. A two-dimensional correlation matrix dynamically provides matching data to each module, enhancing the system's adaptability to different working conditions. Based on the verification of overall stiffness, lateral force, and stress continuity, the system extracts nodal loads, deduces deformation, calculates corrected compressive strength, and provides feedback to adjust the orientation, ensuring consistent force transmission between columns and nodes and overall structural reliability. Through multi-dimensional screening using measured and simulated index comparisons, nodal compressive strength redundancy, and building construction requirements, the system avoids engineering implementation difficulties caused by relying solely on mechanical indicators, ultimately ensuring that the determined optimal orientation possesses reliable mechanical performance, sufficient safety redundancy, and construction adaptability.

[0181] The above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any equivalent substitutions or modifications made by those skilled in the art within the scope of the technology disclosed in the present invention, based on the technical solution and inventive concept of the present invention, should be covered within the scope of protection of the present invention.

Claims

1. A method for determining the optimal force direction of a concrete profiled sheet pile, characterized in that, The application relates to a method for determining a stress orientation of a concrete irregular-shaped column. The method comprises the following steps: acquiring irregular-shaped contour parameters of the concrete irregular-shaped column, determining a section type and a target section size, analyzing section mechanical properties of the concrete irregular-shaped column, and constructing an association model of the irregular-shaped contour parameters and load conditions in combination with load conditions; extracting the target section size based on the association model, calculating inertia moments of the concrete irregular-shaped column in different directions, determining stiffness distribution in each direction, screening stress orientations with qualified stiffness, and obtaining corresponding load conditions based on the association model to determine a preliminary stress orientation range; constructing a stress simulation model of the concrete irregular-shaped column based on the preliminary stress orientation range and the corresponding irregular-shaped contour parameters, simulating stress states in different orientations, calculating performance indexes of each stress orientation, and determining a target stress orientation; integrating the concrete irregular-shaped column in the target stress orientation into a whole building structure model, extracting load parameters and seismic grade information based on the association model, performing overall structure collaborative checking, and adjusting and determining a stress orientation range suitable for the whole structure; 2. The method of claim 1, wherein the optimal force direction of the concrete profiled sheeting column is determined by: adjusting and optimizing the stress orientation range suitable for the whole structure in combination with building structure requirements and actual working conditions, determining no less than two optimal orientation candidate schemes, and verifying actual stress performance of the optimal orientation candidate schemes through experiments to determine a stress optimal orientation of the concrete irregular-shaped column. The process of constructing the association model of the irregular-shaped contour parameters and the load conditions is as follows: extracting corresponding geometric parameter sets and mechanical index sets based on the irregular-shaped contour parameters and the section mechanical properties, extracting corresponding load parameter sets based on the load conditions, and performing classification labeling based on the extraction results; determining a parameter mapping rule according to the classified geometric parameter sets, the mechanical index sets and the load parameter sets; constructing a two-dimensional association matrix based on the parameter mapping rule, converting the mapping rule into an association relationship of matrix elements, and generating an initial association model; selecting multiple groups of typical sections in the irregular-shaped contour parameters, the multiple groups of typical sections covering each type in the section types, inputting into the generated initial association model, inputting standard load values in the load conditions, and calculating mechanical indexes output by the model; 3. The method of claim 2, wherein the optimal orientation of the concrete flake column is determined by the following equation: ###0001### where, a is the angle of the column, F is the force, and F is the force of the column. comparing the calculation results with the section mechanical property analysis results, judging whether the error meets a preset accuracy requirement, and obtaining a final association model. The association model construction adopts an adaptive weight distribution algorithm, which specifically comprises the following steps: constructing an initial association matrix of the geometric parameter sets, the mechanical index sets and the load parameter sets; calculating a sensitivity coefficient of each load parameter and mechanical index; calculating an influence coefficient of each geometric parameter on the mechanical index based on the irregular-shaped contour parameters, and constructing a geometric-mechanical mapping matrix; dynamically adjusting the initial association weight according to the sensitivity coefficient; calculating a prediction error of the current model; introducing an error feedback mechanism, when the prediction error is greater than or equal to a preset error threshold, iteratively updating the initial association matrix according to the latest adjusted association weight, and updating the geometric parameter weight according to the geometric-mechanical mapping matrix; 4. The method of claim 2, wherein the optimal orientation of the concrete flake column is determined by the following equation: ###0002### where, a is the angle of the column, F is the force, and F is the force of the column. iteratively optimizing until the prediction error is less than the error threshold, and generating a final association model. The acquisition process of the section mechanical properties comprises the following steps: According to the design drawing of the concrete profiled slab column, geometric characteristic parameters of a section of the concrete profiled slab column are extracted, and key size parameters of the concrete profiled slab column are measured, so as to form a complete profile parameter set; Based on the geometric characteristic parameters and the key size parameters in the profile parameter set, the profile shape of the section is judged, the type of the section is determined, and whether the key size parameters meet the preset design standard is checked, so as to determine a target section size; Based on the target section size, a full-circumferential moment of inertia distribution in a plane of the target section is calculated, a rigidity curve is generated, and a bending moment design value in different directions is calculated in combination with a horizontal load direction and an amplitude in a load condition; A direction corresponding to a peak value in the rigidity curve and a direction with the maximum bending moment design value are extracted as a key direction set of mechanical properties.

5. The method of claim 4, wherein the optimal orientation of the concrete flake column is determined by the following equation: ###0001### where, a is the angle of the column, F is the force, and F is the force of the column. The process of judging a preliminary stress orientation range includes: Based on the seismic grade information in the concrete structure design specification and the associated model, a rigidity qualified threshold is determined; Based on the full-circumferential moment of inertia distribution and the rigidity curve, rigidity values in each direction are calculated, orientations with rigidity values lower than the rigidity qualified threshold are removed, orientations coinciding with or adjacent to the rigidity peak direction in the key direction set of mechanical properties are retained, and a rigidity qualified orientation set is formed; Based on the associated model, corresponding load conditions are extracted, and a bending moment contribution ratio in different directions in the full circumference is calculated; Orientations with the bending moment contribution ratio greater than a preset proportion and matching the direction with the maximum bending moment design value in the key direction set of mechanical properties are screened, and a bending moment dominant orientation set is formed; An intersection of the rigidity qualified orientation set and the bending moment dominant orientation set is extracted as the preliminary stress orientation range.

6. The method of claim 1, wherein the optimal orientation of the concrete flake column is determined by the following equation: ###0001### where, a is the angle of the column, F is the force, and F is the force of the column. The stress state of different orientations is simulated, and performance indexes of each stress orientation are calculated, including: Based on the preliminary stress orientation range and the profile parameter, a stress simulation model of the concrete profiled slab column is constructed in combination with material parameters, and a concrete nonlinear constitutive relation and a bond slip model of the steel and the concrete are determined based on the stress simulation model; Taking the key direction set of mechanical properties as a reference, target loading directions are set at a preset angle interval within the preliminary stress orientation range, and loads are applied along each target loading direction; Performance indexes of each orientation are calculated, including a section ultimate bearing capacity, a curvature ductility ratio, a displacement ductility coefficient, and a hysteresis curve fullness, and orientations with all performance indexes meeting preset requirements are screened to form a target stress orientation set.

7. The method of claim 4, wherein the optimal orientation of the concrete flake column is determined by the following equation: ###0001### where, a is the angle of the column, F is the force, and F is the force of the column. The overall structure cooperative checking further includes: Based on the associated model, vertical loads and transverse loads of a connecting node of the concrete profiled slab column and a beam / plate are extracted, and bidirectional load deduction of the connecting node is performed in combination with the key direction set of mechanical properties, to determine load amplitudes in each direction and corresponding vertical deformation values and transverse deformation values; Based on the bidirectional load amplitudes and the corresponding vertical deformation values and transverse deformation values, in combination with material rigidity corresponding to the profile parameter and a building structure stability coefficient, an increase effect coefficient of the node deformation moment is calculated; Maximum compressive strength values of the node concrete and the stress steel are obtained, and based on a node concrete section area and a stress steel section area, in combination with the increase effect coefficient, a maximum bearing pressure strength of the node is determined. Based on the load deduction result, the target compression value of the node is extracted, the target compression value is compared with the maximum compression strength, and the compression strength redundancy of each qualified node is determined based on the comparison result.

8. The method of claim 7, wherein the optimal orientation of the concrete flake column is determined by the following equation: ###0002### where, a is the angle of the column, F is the force, and F is the force of the column. Verify the actual force performance of the optimal orientation candidate scheme, specifically including: Based on no less than two optimal orientation candidate schemes, make a scaled test piece, simulate the actual load conditions in the associated model, and set up a test loading system; Load test is conducted on the test piece of each candidate scheme, and load, displacement curve, strain distribution data and failure mode image are synchronously collected; Based on the test data, calculate the measured performance indicators, including the measured ultimate bearing capacity, measured ductility ratio, measured hysteresis curve fullness, and compare them with the simulation calculation indicators to determine whether the error is less than the preset error range; Combine the compression strength redundancy of the node to evaluate each candidate scheme, and preferentially select the candidate scheme with better measured indicators than simulated indicators, ductile failure mode and sufficient compression strength redundancy of the node; If there are multiple candidate schemes that meet the requirements, then filter them according to the building structure requirements to finally determine the optimal orientation of the concrete irregular slice column under stress.

9. The method for determining the optimal stress orientation of a concrete irregular-shaped column as described in claim 1, characterized in that, It also includes a robust decision-making step based on load material uncertainty transmission: Construct a load uncertainty parameter library, identify key uncertainty sources, including seismic time-frequency characteristic variation, wind load pulsation effect non-stationarity, and vertical load time variability; Obtain the probability distribution function and variation coefficient of each uncertainty parameter through statistical analysis of historical monitoring data; Construct a material performance uncertainty parameter library, identify the spatial dispersion of concrete strength, the randomness of steel yield platform length, and the uncertainty characteristics of the bond slip interface; Establish a material parameter spatial variation field model through batch material testing data; Establish an uncertainty transmission analysis model, couple the load and material uncertainty parameters into the stress simulation model, generate performance indicator probability distribution cloud maps for each candidate orientation, and identify the sensitivity ranking of performance indicators to uncertainty parameters; According to the sensitivity ranking, obtain the orientation robustness index, which includes: bearing capacity guarantee rate, deformation controllable domain and failure mode stability; Construct a multi-objective decision function, couple the orientation robustness index with economic index and construction feasibility index using entropy weight method, form a comprehensive decision vector and filter the non-inferior solution set; Verify the toughness of the non-inferior solution set, simulate the extreme uncertainty amplification scenario; Select the orientation that still maintains structural integrity and has the optimal comprehensive decision vector under the extreme uncertainty amplification scenario as the final optimal stress orientation.

10. A system for determining the optimal force direction of a concrete profiled sheet pile, which is applied in the method for determining the optimal force direction of a concrete profiled sheet pile according to claim 1, characterized in that, It includes: A parameter acquisition module is used to extract geometric feature parameters from the design drawings of the concrete irregular slice column, form an irregular contour parameter set, determine the target section size based on the irregular contour parameter set, and extract the key direction set of mechanical properties in combination with the load conditions; An associated model construction module is used to obtain the irregular contour parameter set and the key direction set of mechanical properties, extract the geometric parameter set and the mechanical index set, extract the load parameter set based on the load conditions, and construct a load variation and parameter linkage two-dimensional association matrix to generate an initial associated model; A preliminary orientation screening module is configured to extract seismic grade information based on a correlation model, determine a stiffness qualified threshold, calculate stiffness values in each direction, screen bending moment dominant orientations that meet a preset proportion based on load conditions, and determine a preliminary stress orientation range; A stress simulation evaluation module is configured to construct a stress simulation model based on a special-shaped contour parameter set and material parameters, perform stress simulation in the preliminary stress orientation range in combination with a key direction set of mechanical properties, calculate cross-section performance indexes, and screen a target stress orientation set that meets preset requirements; An overall collaborative checking module is configured to integrate the target stress orientation set into an overall building structure model, extract load parameters and seismic grade information based on a correlation model, and perform overall stiffness distribution, lateral force resistance performance, and stress continuity checking; The overall collaborative checking module is further configured to extract vertical and horizontal loads of beam-column connection nodes, deduce load amplitude and deformation values in combination with a key direction set of mechanical properties, judge node eligibility, and output an orientation range that adapts to the overall structure; A test verification and optimization module is configured to generate no less than two optimal orientation candidate schemes based on the orientation range that adapts to the overall structure, compare results of measured performance indexes with simulation indexes, combine building construction requirements and compression strength redundancy, screen an optimal stress orientation, and output the optimal stress orientation.

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