Design method of high aspect ratio rectangular concrete-filled steel tubular columns with local buckling resistance

Abstract

The application relates to the technical field of structural design, and provides a design method of a large-aspect-ratio-section rectangular steel pipe concrete column with local buckling resistance, and the method is specifically applied to a first rectangular steel pipe concrete column which comprises a rectangular steel pipe, a T-shaped stiffening rib and concrete filled in the rectangular steel pipe, the T-shaped stiffening rib is arranged along the height side of the rectangular steel pipe section, and the aspect ratio of the section of the first rectangular steel pipe concrete column is greater than 2; the method comprises the following steps: obtaining first parameter information related to the first rectangular steel pipe concrete column; predicting a first compressive bearing capacity of the first rectangular steel pipe concrete column based on the first parameter information; calibrating the first compressive bearing capacity based on a resistance partial coefficient to obtain a second compressive bearing capacity; and determining the effectiveness of the structure of the first rectangular steel pipe concrete column based on the second compressive bearing capacity. The implementation of the application is beneficial to improving the effectiveness and safety of the structural design of the rectangular steel pipe concrete column.

Description

Technical Field

[0001] This application belongs to the field of structural design technology, and in particular relates to a design method for rectangular steel tube concrete columns with a large height-to-width ratio that resist local buckling. Background Technology

[0002] Steel-concrete composite structural members, such as rectangular steel-concrete composite columns, have become important components in the construction of modern high-rise buildings. These composite structures utilize the complementary properties of steel and concrete, offering numerous advantages such as high load-bearing capacity, rapid construction speed, superior fire resistance, good ductility, and cost-effectiveness. Although numerous studies have explored the structural performance and design methods of compressed rectangular steel-concrete composite columns, most research has focused on columns with relatively small height-to-width ratios (typically less than 2).

[0003] In architectural engineering practice, rectangular steel-concrete composite columns with a height-to-width ratio exceeding 2 have been applied in various high-rise residential and commercial projects. Compared to traditional rectangular steel-concrete composite columns with a small height-to-width ratio, these high-height-to-width ratio members exhibit significantly improved compressive and shear resistance. As load-bearing components resisting combined compressive and shear forces in building structures, high-height-to-width ratio rectangular steel-concrete composite columns are receiving increasing attention.

[0004] For rectangular concrete-filled steel tube columns with a large aspect ratio (especially greater than 2), a key problem is the premature local buckling of the long side of the steel tube section. This buckling severely limits the compressive bearing capacity of the member, preventing the full utilization of the material strength. To improve the structural performance of such columns, it is necessary to enhance the resistance to local buckling and the overall compressive bearing capacity of the steel tube section. Existing research shows that adding T-shaped stiffeners to the edges of the steel tube in rectangular concrete-filled steel tube columns can effectively improve local buckling performance, thereby increasing compressive bearing capacity. However, despite the promising prospects of this reinforcement strategy, there is currently no effective solution for analyzing the loads that the structure can withstand. In related technologies, simplified models are created for the actual structure to facilitate calculations and structural analysis. However, such model analysis introduces errors, such as potentially neglecting local structural details and connection details, leading to discrepancies between the analysis results and the actual situation, and failing to ensure the effectiveness and safety of the structural design. Summary of the Invention

[0005] This application provides a design method for rectangular steel tube concrete columns with large height-to-width ratios that resist local buckling. This method can solve the problem in the prior art where the structural analysis results deviate from the actual situation, making it impossible to ensure the effectiveness and safety of the structural design.

[0006] In a first aspect, embodiments of this application provide a design method for a rectangular steel tube concrete column with a large height-to-width ratio that resists local buckling. The method is applied to a first rectangular steel tube concrete column, which includes a rectangular steel tube, at least one T-shaped stiffener, and concrete filling the interior of the rectangular steel tube. The at least one T-shaped stiffener is arranged along the height side of the rectangular steel tube section, and the height-to-width ratio of the first rectangular steel tube concrete column section is greater than 2. The method includes: Obtain first parameter information related to the first rectangular steel tube concrete column, the first parameter information including geometric parameter information and material parameter information; Based on the first parameter information, the first compressive bearing capacity of the first rectangular steel tube concrete column is predicted. The first compressive bearing capacity is related to the interaction between the rectangular steel tube, the at least one T-shaped stiffener and the concrete. Based on the resistance partial factor, the first compressive bearing capacity is calibrated to obtain the second compressive bearing capacity. The resistance partial factor is obtained by calibrating the predicted compressive bearing capacity and the actual compressive bearing capacity of the second rectangular steel tube concrete column. The effectiveness of the first rectangular steel tube concrete column structure is determined based on the second compressive bearing capacity.

[0007] In a feasible embodiment, predicting the first compressive bearing capacity of the first rectangular steel-concrete composite column based on the first parameter information includes: Based on the first parameter information, the cross-sectional area of ​​the first rectangular steel tube concrete column is calculated. The cross-sectional area includes a first area related to the rectangular steel tube and the at least one T-shaped stiffener, and a second area related to the concrete. Based on the first parameter information, the elastic local buckling stress information of the first rectangular steel tube concrete column is determined. The elastic local buckling stress information is used to quantify the interaction between the rectangular steel tube and the at least one T-shaped stiffener. Based on the cross-sectional area of ​​the first rectangular steel-concrete composite column and the elastic local buckling stress information, the first compressive bearing capacity of the first rectangular steel-concrete composite column is predicted.

[0008] In a feasible embodiment, predicting the first compressive bearing capacity of the first rectangular steel-concrete composite column based on the cross-sectional area of ​​the first rectangular steel-concrete composite column and the elastic local buckling stress information includes: Based on the elastic local buckling stress information and the first area, a first threshold is determined; A second threshold is determined based on the interaction coefficient, the compressive strength of the concrete included in the first parameter information, and the second area; the interaction coefficient is used to quantify the combined effect between the rectangular steel pipe, the concrete, and the at least one T-shaped stiffening rib. Based on the first threshold and the second threshold, the first compressive bearing capacity of the first rectangular steel tube concrete column is predicted.

[0009] In one feasible embodiment, the interaction coefficient is determined based on the ratio of the spacing of the at least one T-shaped stiffener to the wall thickness of the rectangular steel tube and the aspect ratio of the first rectangular steel tube concrete column. The at least one T-shaped stiffener is evenly distributed on one side of the height of the rectangular steel tube section, and the spacing of the at least one T-shaped stiffener indicates the distance between the width side of the rectangular steel tube section and the web of the nearest T-shaped stiffener.

[0010] In a feasible embodiment, the resistance partial factor is determined based on second parameter information, which includes: The deviation coefficient is used to characterize the degree of deviation between the actual compressive bearing capacity and the predicted compressive bearing capacity of the second rectangular steel tube concrete column. The target reliability index is used to characterize the safety level that the second rectangular steel tube concrete column structure needs to achieve under the preset specifications, and is determined based on the preset specifications. The resistance sensitivity coefficient is used to characterize the sensitivity of the compressive bearing capacity to uncertain factors, and is related to the target reliability index. The uncertain factors include the material properties and geometric dimensions of the second rectangular steel tube concrete column. The uncertainty of total resistance is related to the degree of deviation, the material properties of the second rectangular steel-concrete composite column, and the uncertainty of its geometric dimensions; The first parameter information of the first rectangular steel tube concrete column and the first parameter information of the second rectangular steel tube concrete column are within the same range.

[0011] In one feasible embodiment, the deviation coefficient is obtained by the following operation: The second rectangular steel-concrete composite column was analyzed using a finite element model, and the corresponding true compressive bearing capacity of the second rectangular steel-concrete composite column was obtained. For the second rectangular steel-concrete composite column, the predicted compressive bearing capacity is calculated; the calculation method for the predicted compressive bearing capacity is the same as that for the first compressive bearing capacity. The ratio of the actual compressive bearing capacity to the predicted compressive bearing capacity is determined as the deviation coefficient.

[0012] In one feasible embodiment, the finite element model is established based on the configuration structure associated with the first rectangular steel-concrete composite column, and the effectiveness of the finite element model is verified by experimental data of the third and fourth rectangular steel-concrete composite columns. The third rectangular steel-concrete composite column is not equipped with the T-shaped stiffening ribs and its cross-sectional height-to-width ratio is not greater than 2; the fourth rectangular steel-concrete composite column is equipped with at least one T-shaped stiffening rib and its cross-sectional height-to-width ratio is not greater than 2.

[0013] In one feasible embodiment, the geometric parameter information includes: the size information of the rectangular steel tube, the size information of the at least one T-shaped stiffener, and the spacing of the at least one T-shaped stiffener; The material parameters include: the yield strength and elastic modulus of the steel and the compressive strength of the concrete.

[0014] Secondly, embodiments of this application provide a design device for a high aspect ratio rectangular steel-concrete composite column resisting local buckling, applied to a first rectangular steel-concrete composite column. The first rectangular steel-concrete composite column includes a rectangular steel tube, at least one T-shaped stiffener, and concrete filling the interior of the rectangular steel tube. The at least one T-shaped stiffener is arranged along the height side of the rectangular steel tube section, and the aspect ratio of the first rectangular steel-concrete composite column section is greater than 2. The device includes: The acquisition module is used to acquire first parameter information related to the first rectangular steel tube concrete column, the first parameter information including geometric parameter information and material parameter information; The prediction module is used to predict the first compressive bearing capacity of the first rectangular steel tube concrete column based on the first parameter information. The first compressive bearing capacity is related to the interaction between the rectangular steel tube, the at least one T-shaped stiffener, and the concrete. The calibration module is used to calibrate the first compressive bearing capacity based on the resistance partial factor to obtain the second compressive bearing capacity. The resistance partial factor is obtained by calibrating the predicted compressive bearing capacity and the actual compressive bearing capacity of the second rectangular steel tube concrete column. The determination module is used to determine the effectiveness of the first rectangular steel tube concrete column structure based on the second compressive bearing capacity.

[0015] Thirdly, embodiments of this application provide a computer device, including: a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the method described in any one of the first aspects.

[0016] Fourthly, embodiments of this application provide a computer-readable storage medium, comprising: the computer-readable storage medium storing a computer program, which, when executed by a processor, implements the method described in any one of the first aspects.

[0017] Fifthly, embodiments of this application provide a computer program product that, when run on a computer device, causes the computer device to perform the method described in any one of the first aspects above.

[0018] The beneficial effects of the embodiments in this application compared with the prior art are: This application provides a design method for a rectangular steel tube concrete column with a large height-to-width ratio that resists local buckling. It can be applied to a first rectangular steel tube concrete column, which includes a rectangular steel tube, at least one T-shaped stiffener, and concrete filled inside the rectangular steel tube. The at least one T-shaped stiffener is arranged along the height side of the rectangular steel tube section, and the height-to-width ratio of the first rectangular steel tube concrete column section is greater than 2. In the method provided in this application, the first compressive bearing capacity is predicted by obtaining the first parameter information (geometric and material parameters) of the first rectangular steel tube concrete column and considering the interaction between the rectangular steel tube, T-shaped stiffeners, and concrete. This method can more comprehensively and accurately reflect the actual structural situation, reduce errors caused by neglecting local structural details and connection details, and improve the accuracy of prediction. Based on this, the first compressive bearing capacity is calibrated to obtain the second compressive bearing capacity by using the resistance partial factor obtained from the calibration of the predicted and actual compressive bearing capacity of the second rectangular steel tube concrete column. This makes the calibrated second compressive bearing capacity more consistent with the actual situation, which is conducive to improving the accuracy of bearing capacity analysis. Furthermore, the validity of the first rectangular steel tube concrete column structure is determined based on the more accurate second compressive bearing capacity, which can provide a reliable basis for structural design and effectively reduce unreasonable structural design caused by inaccurate bearing capacity analysis, thereby ensuring the validity and safety of structural design. Attached Figure Description

[0019] To more clearly illustrate the technical solutions in the embodiments of this application, 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 of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0020] Figure 1 This is a schematic flowchart of a design method for a high aspect ratio rectangular steel tube concrete column with anti-local buckling according to an embodiment of this application; Figure 2 This is a structural schematic diagram of a rectangular steel tube concrete column provided in one embodiment of this application; Figure 3 This is a cross-sectional schematic diagram provided in an embodiment of this application; Figure 4 The effect of increasing the number of stiffening ribs on the bearing capacity of rectangular steel-concrete composite columns with a large height-to-width ratio is shown. Figure 5 This is a schematic diagram of the deformation morphology of a rectangular steel tube concrete column under ultimate load under different structural conditions provided in an embodiment of this application; Figure 6 This is a schematic diagram of a design device for a high aspect ratio rectangular steel tube concrete column with anti-local buckling provided in an embodiment of this application.

[0021] Figure 7 This is a schematic diagram of the structure of the computer device provided in the embodiments of this application. Detailed Implementation

[0022] In the following description, specific details such as particular system architectures and techniques are set forth for illustrative purposes and not for limitation, in order to provide a thorough understanding of the embodiments of this application. However, those skilled in the art will understand that this application may also be implemented in other embodiments without these specific details. In other instances, detailed descriptions of well-known systems, apparatuses, circuits, and methods have been omitted so as not to obscure the description of this application with unnecessary detail.

[0023] It should be understood that, when used in this application specification and the appended claims, the term "comprising" indicates the presence of the described features, integrals, steps, operations, elements and / or components, but does not exclude the presence or addition of one or more other features, integrals, steps, operations, elements, components and / or a collection thereof.

[0024] It should also be understood that the term “and / or” as used in this application specification and the appended claims means any combination of one or more of the associated listed items and all possible combinations, and includes such combinations.

[0025] As used in this application specification and the appended claims, the term "if" may be interpreted, depending on the context, as "when," "once," "in response to determination," or "in response to detection." Similarly, the phrase "if determined" or "if detected [the described condition or event]" may be interpreted, depending on the context, as meaning "once determined," "in response to determination," "once detected [the described condition or event]," or "in response to detection [the described condition or event]."

[0026] Furthermore, in the description of this application and the appended claims, the terms "first," "second," "third," etc., are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0027] References to "one embodiment" or "some embodiments" as described in this specification mean that one or more embodiments of this application include a specific feature, structure, or characteristic described in connection with that embodiment. Therefore, the phrases "in one embodiment," "in some embodiments," "in other embodiments," "in still other embodiments," etc., appearing in different parts of this specification do not necessarily refer to the same embodiment, but rather mean "one or more, but not all, embodiments," unless otherwise specifically emphasized. The terms "comprising," "including," "having," and variations thereof mean "including but not limited to," unless otherwise specifically emphasized.

[0028] To address at least one problem in the related art, embodiments of this application provide a design method for a rectangular steel-concrete composite column with a large height-to-width ratio that resists local buckling. This method can be applied to a first rectangular steel-concrete composite column. The relevant structural design of the first rectangular steel-concrete composite column is described below.

[0029] Specifically, such as Figure 2 As shown, the first rectangular steel tube concrete column includes a rectangular steel tube, at least one T-shaped stiffening rib, and concrete filling the interior of the rectangular steel tube.

[0030] At least one T-shaped stiffening rib is arranged along the height side of the rectangular steel tube section, such as... Figure 2 As shown, four T-shaped stiffeners are arranged on one side of the cross-sectional height, and four T-shaped stiffeners are also arranged on the other side. It can be understood that the position and number of the T-shaped stiffeners can be adjusted according to actual needs, such as... Figure 3 As shown, two T-shaped stiffening ribs are arranged on one side of the height. In this embodiment of the application, in order to solve the problem of premature local buckling of the long side of the steel tube in rectangular steel tube concrete columns with a large height-to-width ratio in the related art, the application of T-shaped stiffening ribs in rectangular steel tube concrete columns is optimized, and it is used as an effective reinforcement strategy to make full use of the material strength and maximize the compressive bearing capacity.

[0031] The first rectangular steel-concrete composite column has a height-to-width ratio greater than 2. For example, such as... Figure 3 As shown, D / b is greater than 2. Optionally, the aspect ratio of the rectangular steel-concrete composite column section can be defined with 2.0 as the limit; a ratio greater than 2.0 can be considered a large aspect ratio, and a ratio less than or equal to 2.0 can be considered a medium or small aspect ratio. In the embodiments of this application, it is applicable to rectangular steel-concrete composite columns, such as rectangular steel-concrete composite columns with a large aspect ratio section.

[0032] Optionally, the column's outer shell is composed of rectangular hollow steel tubes (rectangular steel tubing), such as... Figure 3As shown, its cross-sectional height is D, width is b, and wall thickness is uniformly t (t1=t2=t). For example, the cross-sectional height D is not limited to, but is not limited to, between 900 mm and 1200 mm, and the cross-sectional width b is not limited to, between 150 mm and 200 mm. Under this combination, the aspect ratio is not limited to, but is not limited to, between 4.5 and 8.0. The wall thickness of the steel pipe for different columns varies between 4 mm and 8 mm. The rectangular steel pipe can be made of structural steel, and its nominal yield strength (… f y The strength is 423.2 MPa, and the elastic modulus is ( ). E s The pressure is 200,000 MPa. The rectangular tube forms a closed hollow cross-section for subsequent filling with concrete.

[0033] Optionally, the internal cavity of the rectangular steel tube is filled with concrete (e.g., completely filled), forming a solid assembly. The compressive strength of the concrete (…) The strength is 32.53 MPa, and the elastic modulus is ( ). E c The strength is 33200 MPa. Concrete can be poured into the rectangular steel tube using relevant technical methods to ensure complete filling without voids or segregation. The concrete provides continuous internal lateral support to the steel tube wall, significantly improving the overall compressive strength, and serves as the embedding medium for the stiffening rib flanges.

[0034] Optionally, the T-shaped stiffeners can be arranged along the height of the rectangular steel tube section, such as... Figure 3 The rectangular steel tube section shown has its longer edge. Each T-shaped stiffener has the following geometric characteristics: Web dimensions: For example, the web height of the T-stiffener section ( h w Depending on the column configuration, a value of 25 mm or 50 mm can be selected. Web thickness ( t w ) and steel pipe wall thickness ( t The values ​​can be equal, and their range includes, but is not limited to, between 4 mm and 8 mm. The combination of T-shaped stiffeners and rectangular steel tubes can ensure the consistency of material thickness across the entire cross-section of the first rectangular steel tube concrete column.

[0035] Flange dimensions: In the structural design of the corresponding columns mentioned above, the flange width of the T-section ( b f It can be set to a fixed value of 25mm. Flange thickness ( t f ) and steel pipe wall thickness ( tThe values ​​can be equal, and the range is including but not limited to 4 mm to 8 mm, so as to maintain uniform thickness in the stiffening rib and the steel pipe assembly as a whole.

[0036] Material properties: T-shaped stiffeners can be manufactured from structural steel with the same mechanical properties as steel pipes. For example, the yield strength of the T-shaped stiffener steel ( f y The strength is 423.2 MPa, and the elastic modulus is ( ). E s With a strength of 200,000 MPa, this structural design ensures compatibility with column tubing.

[0037] Location and orientation: T-shaped stiffeners are arranged on the inner surface of the rectangular steel tube, specifically at the section height. D At the corresponding two long sides. The web of each T-section is perpendicular to the inner surface of the long side of the rectangular steel tube wall, while the flanges extend horizontally inward from the surface of the rectangular steel tube wall, protruding into the internal cavity and embedded in the filling concrete. It can be understood that, as... Figure 2 and Figure 3 As shown, the T-shaped stiffeners are arranged on both sides, meaning that T-shaped stiffeners are evenly distributed on both long sides of the rectangular steel pipe cross-section. In practice, the arrangement of the T-shaped stiffeners can be adjusted according to actual needs, such as unilateral arrangement or asymmetrical arrangement on both sides.

[0038] Connection method: The web of each T-shaped stiffener is welded to the inner surface of the long side of the rectangular steel tube wall by continuous or intermittent fillet welds. The weld strength is sufficient to ensure that the stiffener and the rectangular steel tube form a combined action. The welding process can be completed before concrete pouring and follows the standard welding procedures for structural steel.

[0039] Longitudinal extension: Each T-shaped stiffener extends along the entire length of the column ( L ) Continuous installation. In the structural design of the corresponding column mentioned above, the column length can be 1500 mm to ensure that the failure mode of the column is controlled by local buckling of the steel tube rather than overall buckling. Stiffening ribs can extend through the entire 1500 mm length from bottom to top.

[0040] Quantity and Spacing: In this embodiment, each long side of the rectangular steel tube section is fitted with a T-shaped stiffener. The stiffeners are evenly distributed along the long sides of the rectangular steel tube section. Considering that the midpoint of the long side is usually the most prone to local buckling, if only one T-shaped stiffener is provided on one long side, the T-shaped stiffener can be placed at the midpoint of the long side. The number of stiffeners can be increased according to the section height, while maintaining uniform spacing between the stiffeners.

[0041] Boundary conditions: The top and bottom of the column model (such as the established finite element model) are both fixed-support boundary conditions to simulate the real support conditions in building applications and to ensure that the compressive bearing capacity is controlled by local buckling behavior rather than end effects.

[0042] Overall component composition: The overall component consists of rectangular steel tubes ranging in size from 900×150 mm to 1200×200 mm, with wall thicknesses varying from 4 mm to 8 mm. T-shaped stiffening ribs ( b f = 25 mm, h w = 25 mm or 50 mm (thickness matched to the pipe wall) welded along the inner sides of the two long sides, with flanges extending inward. After the stiffening ribs are connected, concrete is poured into the rectangular steel pipe, completely filling the cavity and completely enclosing the stiffening rib flanges, forming an integral composite structural member with a length of 1500 mm. Table 1 shows the relevant column configurations and their corresponding compressive bearing capacities, demonstrating the systematic variation of cross-sectional parameters and their impact on structural performance.

[0043] Table 1

[0044] In Table 1, for rectangular steel-concrete composite columns without T-shaped stiffeners, the designation "600×200×6×4-1200" indicates that the column is constructed using 600 mm × 200 mm rectangular steel tubing, with a long side thickness of 6 mm and a short side thickness of 4 mm, resulting in a total column length of 1200 mm. For rectangular steel-concrete composite columns equipped with T-shaped stiffeners, the designation "600×200×6×4-2T50-1200" indicates that the same rectangular steel tubing is used, but two stiffeners with a height of 50 mm are added to the long side of the tubing, while the total column length remains 1200 mm. The various parameters will be illustrated in the following descriptions of the embodiments, marked with "". "" indicates experimental data given in the relevant technology.

[0045] In the first rectangular steel tube concrete column provided in this application embodiment, when an axial pressure load is applied to the column through a fixed end plate, the load is distributed between the rectangular steel tube and the concrete core according to their relative stiffness. The arrangement of T-shaped stiffening ribs can enhance the combined effect. Their flanges are embedded in the concrete and serve as shear-resistant connectors, which helps to ensure the effective load transfer between the steel and the concrete.

[0046] In this application, the built-in T-shaped stiffeners provide intermediate support points and increase local bending stiffness, enabling the column to achieve compressive bearing capacity close to the full strength of the material. The implementation of this structure effectively prevents premature local buckling at the edges of the long steel tube section, thus significantly improving the compressive bearing capacity of rectangular steel-concrete composite columns with a large height-to-width ratio. Compared to rectangular steel-concrete composite columns with a large height-to-width ratio without T-shaped stiffeners, it effectively improves material utilization and structural performance. Furthermore, the T-shaped stiffeners embedded in the infill concrete effectively resist local buckling of the steel tube wall and act as shear connectors, creating mechanical interlocking between the rectangular steel tube and the concrete core, preventing slippage and enhancing the combined effect between the two materials, thereby achieving better load transfer characteristics and improved overall structural performance.

[0047] The following is combined Figures 1 to 5 The design method for high aspect ratio rectangular steel tube concrete columns with resistance to local buckling provided in the embodiments of this application is described.

[0048] Specifically, such as Figure 1 As shown, the method provided in this application embodiment includes S101 to S104: S101. Obtain first parameter information related to the first rectangular steel tube concrete column. The first parameter information includes geometric parameter information and material parameter information.

[0049] S102. Based on the first parameter information, predict the first compressive bearing capacity of the first rectangular steel tube concrete column. The first compressive bearing capacity is related to the interaction between the rectangular steel tube, at least one T-shaped stiffener and the concrete.

[0050] S103. Based on the resistance partial factor, calibrate the first compressive bearing capacity to obtain the second compressive bearing capacity. The resistance partial factor is obtained by calibrating the predicted compressive bearing capacity and the actual compressive bearing capacity of the second rectangular steel tube concrete column.

[0051] S104. Based on the second compressive bearing capacity, determine the effectiveness of the first rectangular steel tube concrete column structure.

[0052] Optionally, the first parameter information is used to describe the structural data of the first rectangular steel-concrete composite column, and may include geometric parameter information and material parameter information. The geometric parameter information may include data related to the shape and dimensions of the first rectangular steel-concrete composite column, such as the wall thickness of the rectangular steel tube, the column height, the dimensions of the T-shaped stiffeners, and their placement. The material parameter information may include data related to the properties of the materials used in the first rectangular steel-concrete composite column, such as the elastic modulus and yield strength of the corresponding steel, and the compressive strength of the concrete.

[0053] Optionally, geometric parameters can be obtained by measuring the various geometric dimensions of the first rectangular steel-concrete composite column using actual measuring tools, or extracted from design drawings and construction data documents. Regarding material parameters, steel-related parameters can be obtained from relevant steel specifications, while concrete-related parameters can be obtained based on concrete mix proportions and relevant test indicators, such as determining the compressive strength of concrete through testing, or by referring to empirical data from relevant structural designs.

[0054] Optionally, the first compressive bearing capacity, also known as the predicted compressive bearing capacity, can be predicted based on the first parameter information of the first rectangular steel-concrete composite column, showing the maximum load capacity that the structural column can withstand under pressure. The first compressive bearing capacity is related to the interaction between the rectangular steel tube, the T-shaped stiffeners, and the concrete. This interaction refers to the mutual influence and synergistic effect between the rectangular steel tube, the T-shaped stiffeners, and the concrete in the first rectangular steel-concrete composite column; for example, the rectangular steel tube constrains the concrete, increasing its strength; the T-shaped stiffeners enhance the stability of the rectangular steel tube; and the T-shaped stiffeners share the compressive load with the concrete.

[0055] In this application, by considering the interaction between the various components, the predicted first compressive bearing capacity can more accurately reflect the theoretical compressive performance of the first rectangular steel tube concrete column, and can provide a reference for the performance evaluation and optimization of structural columns.

[0056] Optionally, the resistance partial factor can be a factor used to consider the uncertainty of structural resistance. It can be obtained by comparing and calibrating the predicted compressive bearing capacity and the actual compressive bearing capacity of the second rectangular steel tube concrete column. The resistance partial factor can indicate the degree of difference between the actual structural resistance and the predicted structural resistance.

[0057] Optionally, the second rectangular concrete-filled steel tube column can be a reference structural column used to determine the resistance partial factor. The second rectangular concrete-filled steel tube column has a similar structural form to the first rectangular concrete-filled steel tube column, such as both being structural columns within a parameter setting range. Through experimental and theoretical analysis of the second rectangular concrete-filled steel tube column, predicted and actual compressive bearing capacity data can be obtained, thereby determining the corresponding resistance partial factor.

[0058] Optionally, the second compressive bearing capacity, calibrated with resistance partial factors, takes into account the uncertainty factors of structural resistance and is closer to the actual situation than the first compressive bearing capacity.

[0059] In this application, by introducing a resistance partial factor to calibrate the first compressive bearing capacity, the uncertainty of structural resistance can be effectively considered, making the obtained second compressive bearing capacity more consistent with the actual situation, and improving the accuracy and reliability of the assessment of the compressive bearing capacity of the first rectangular steel tube concrete column.

[0060] Optionally, the effectiveness of the first rectangular steel-concrete composite column structure can be determined based on the second compressive bearing capacity. This includes assessing whether it meets design requirements and functional needs in practical engineering applications, whether the compressive bearing capacity of the first rectangular steel-concrete composite column is sufficient, and whether it can guarantee the safety and stability of the structure under load. For example, the second compressive bearing capacity can be compared with the design requirement to determine the effectiveness of the structural design of the first rectangular steel-concrete composite column. If the structure is determined to be ineffective, further optimization measures can be taken, such as increasing the number of T-shaped stiffeners, adjusting the placement of the T-shaped stiffeners, and adjusting structural parameters.

[0061] In this application, the effectiveness of the first rectangular steel tube concrete column structure is determined based on the second compressive bearing capacity, which can provide a reference for project implementation, identify structural design problems in a timely manner, reduce safety issues caused by insufficient structural bearing capacity, and effectively ensure the effectiveness and safety of structural design.

[0062] In a feasible embodiment, step S102 predicts the first compressive bearing capacity of the first rectangular steel-concrete composite column based on the first parameter information, including steps A1 to A3: Step A1: Based on the first parameter information, calculate the cross-sectional area of ​​the first rectangular steel tube concrete column. The cross-sectional area includes a first area related to the rectangular steel tube and at least one T-shaped stiffener, and a second area related to the concrete.

[0063] Optionally, the cross-sectional area refers to the cross-sectional area of ​​the first rectangular steel-concrete composite column in the direction perpendicular to its axis, and may include the total steel area (the first area related to the rectangular steel tube and T-shaped stiffeners) and the concrete core area (the second area related to the concrete). The total steel area includes the cross-sectional area of ​​the rectangular steel tube and T-shaped stiffeners, indicating the cross-sectional size of the steel portion in the structure. The concrete core area includes the cross-sectional area of ​​the concrete, indicating the cross-sectional size of the concrete portion in the structure.

[0064] Optionally, the geometric parameter information includes: the dimensions of the rectangular steel tube, the dimensions of at least one T-shaped stiffener, and the spacing of at least one T-shaped stiffener.

[0065] For example, based on the dimensions of a rectangular steel pipe, if the outer side lengths of the rectangular steel pipe are D and b, and the wall thickness is t, then its cross-sectional area is... A s1 =(D 2t)(b 2t). Based on the dimensional information of the T-shaped stiffener, let the flange width of the T-shaped stiffener be... b f Thickness is t f The height of the web is h w Thickness is t w The cross-sectional area of ​​a single T-shaped stiffener is... A s2 = b f × t f + h w × t w If there are n T-shaped stiffeners, then the total cross-sectional area of ​​all T-shaped stiffeners is n. A s2 Add the cross-sectional area of ​​the rectangular steel tube to the total cross-sectional area of ​​all the T-shaped stiffeners, that is... A s = A s1 +n A s2 .

[0066] For example, the second area can be obtained by subtracting the first area from the outer contour area of ​​the entire first rectangular steel-concrete composite column cross-section. If the outer contour area is... A total =D×b, then the second area A c = A total A s .

[0067] In this application, by calculating the first area and the second area respectively, the contributions of the steel part and the concrete part in the structure to the compressive bearing capacity can be distinguished, providing relevant data support for bearing capacity analysis based on different material properties, which is conducive to improving the accuracy of the predicted compressive bearing capacity results.

[0068] Step A2: Based on the first parameter information, determine the elastic local buckling stress information of the first rectangular steel tube concrete column. The elastic local buckling stress information is used to quantify the interaction between the rectangular steel tube and at least one T-shaped stiffener.

[0069] Optionally, the elastic local buckling stress information is a mechanical index used to measure the interaction between the rectangular steel tube and at least one T-shaped stiffener. It can reflect the stress level at which the rectangular steel tube and the T-shaped stiffener undergo local buckling deformation under pressure, taking into account the constraint and synergistic relationship between the two.

[0070] Optional, elastic local buckling stress F n The buckling stress can be determined using advanced finite strip modeling in CUFSM (Constrained and Unconstrained Finite Strip Method, a finite strip method software for analyzing the buckling behavior of thin-walled structures). This analytical method fully considers the bending stiffness provided by the T-stiffeners and predicts the critical buckling stress of the stiffened tubular configuration. The finite strip method can capture the complex interaction between the tubular plate and the attached stiffeners, thus obtaining an accurate result that reflects the enhanced buckling resistance. F n value.

[0071] Optional material parameters include: steel yield strength. f y and elastic modulus E s and concrete compressive strength .

[0072] For example, the determination of elastic local buckling stress information is achieved through discretization modeling and numerical analysis. In the discretization of the geometric model, the rectangular steel tube is divided into multiple parallel strip elements along its length. The width of each strip element is much smaller than its length, such as satisfying M / N ≤ 0.1, where M is the strip width and N is the construction length of the rectangular steel tube, to ensure the accuracy of the buckling analysis. The T-shaped stiffener is considered as a stiffness element attached to the rectangular steel tube, and its geometric parameters (such as flange width, web height, and thickness) are connected to the rectangular steel tube through constraints. For example, the weld connection between the T-shaped stiffener and the rectangular steel tube can be simulated as a completely rigid constraint, ensuring no relative displacement between the two during buckling. Based on this, boundary conditions are selected according to the actual working conditions, and the influence of the boundary conditions on the buckling modes is quantified using the constrained finite strip method. Then, parameters such as the yield strength and elastic modulus of the steel can be input into CUFSM. Specifically, for the weld connection between the stiffener and the rectangular steel tube, the elastic parameters of the weld material are defined to ensure the continuity of stress transmission. Based on this, the constrained finite strip method of CUFSM can be used to separate local buckling, distortional buckling, and global buckling modes, and the critical load under different buckling half-wave lengths λ can be calculated iteratively. P er This generates a curve showing the relationship between the critical load and the half-wave length. At this point, the critical load can be transformed into elastic local buckling stress.F n = P er / A s (First area).

[0073] Step A3: Based on the cross-sectional area and elastic local buckling stress information of the first rectangular steel-concrete composite column, predict the first compressive bearing capacity of the first rectangular steel-concrete composite column.

[0074] Optionally, by considering the cross-sectional area and elastic local buckling stress information, the first compressive bearing capacity of the first rectangular steel-concrete composite column can be predicted more comprehensively and accurately. The method provided in this application takes into account the geometric characteristics, material properties, and interactions between various parts of the structure, which can effectively improve the accuracy of the prediction results, help optimize structural design, and ensure the safety and stability of the structure under load.

[0075] Optionally, in step A3, based on the cross-sectional area and elastic local buckling stress information of the first rectangular steel-concrete composite column, the first compressive bearing capacity of the first rectangular steel-concrete composite column is predicted, including steps A31 to A33: Step A31: Determine the first threshold based on the elastic local buckling stress information and the first area.

[0076] Optionally, the elastic local buckling stress information indicates the critical stress at which the structure experiences local buckling in the elastic stage. This reflects the buckling resistance of the rectangular steel tube after reinforcement with T-shaped stiffeners, taking into account the bending stiffness provided by the T-shaped stiffeners and the interaction between the rectangular steel tube and the T-shaped stiffeners. The first area indicates the cross-sectional area of ​​the steel portion. The first threshold can be calculated by multiplying the elastic local buckling stress and the first area. Using the first threshold, the compressive bearing capacity of the steel can be clearly defined, allowing for rapid assessment of the steel's buckling resistance.

[0077] Step A32: Determine the second threshold based on the interaction coefficient, the compressive strength of the concrete and the second area included in the first parameter information; the interaction coefficient is used to quantify the combined effect between the rectangular steel tube, the concrete and at least one T-shaped stiffener.

[0078] Optionally, the interaction coefficient is determined based on the ratio of the spacing of at least one T-shaped stiffener to the wall thickness of the rectangular steel tube and the height-to-width ratio of the first rectangular steel tube concrete column.

[0079] In this configuration, at least one T-shaped stiffener is evenly distributed on one side of the height of the rectangular steel tube section, and the spacing of the at least one T-shaped stiffener indicates the distance between the width side of the rectangular steel tube section and the web of the nearest T-shaped stiffener, such as... Figure 3 As shown, 's' indicates the spacing of the T-shaped stiffeners.

[0080] Optional, concrete compressive strength This is the design value of the axial compressive strength of concrete, reflecting its load-bearing capacity.

[0081] Among them, the interaction coefficient It can be determined by the following formula (1): (1) In formula (1), Depends on the aspect ratio of the cross section ( D / b ) and the ratio of stiffening rib spacing to pipe wall thickness ( s / t This reflects the influence of column proportions and stiffening rib configuration on the composite structure.

[0082] Step A33: Based on the first threshold and the second threshold, predict the first compressive bearing capacity of the first rectangular steel tube concrete column.

[0083] Optional, first compressive bearing capacity P n It can be determined by the following formula (2): (2) In formula (2), the first threshold Define the compressive bearing capacity of steel, second threshold. Defining the compressive bearing capacity of concrete under combined loads, the interaction coefficient can accurately reflect the synergistic effect of steel, concrete, and T-stiffening ribs, reducing errors caused by simply superimposing bearing capacities. This improves the accuracy of the predicted compressive bearing capacity.

[0084] The above formula (2) can effectively combine three aspects: (1) through F n The stiffening ribs enhance the local buckling resistance; (2) the influence of geometric proportions reflected by the height-to-width ratio; (3) the influence of stiffening rib configuration reflected by the ratio of stiffening rib spacing to pipe wall thickness. Based on this, it is beneficial to accurately predict the compressive bearing capacity of the first rectangular steel-concrete composite column, reduce conservative or dangerous structural designs, and provide a reference for the layout of T-shaped stiffening ribs and the selection of cross-sectional dimensions, which is beneficial to improving the safety of structural design. Furthermore, the effectiveness of the combination can be improved by adjusting the interaction coefficients of s, t, h and b.

[0085] In one feasible embodiment, the second compressive bearing capacity Determined by the following formula (3): (3) In formula (3), It is the resistance partial factor, determined through reliability-based calibration.

[0086] In this application, the purpose of calibrating the compressive bearing capacity through the resistance partial factor is to transform the theoretical prediction results into a safe design value that conforms to the preset specifications, thereby balancing the safety and effectiveness of the structure.

[0087] Optionally, the resistance partial factor is determined based on the second parameter information, which includes the deviation coefficient. B p Target reliability index Resistance sensitivity coefficient and overall resistance uncertainty .

[0088] Among them, the deviation coefficient B p It is used to characterize the degree of deviation between the actual compressive bearing capacity and the predicted compressive bearing capacity of the second rectangular steel tube concrete column.

[0089] Optionally, the deviation coefficient is obtained through the following operation: The second rectangular steel-concrete composite column was analyzed using a finite element model, and the corresponding true compressive bearing capacity of the second rectangular steel-concrete composite column was obtained. For the second rectangular steel-concrete composite column, calculate the predicted compressive bearing capacity; the calculation method for the predicted compressive bearing capacity is the same as that for the first compressive bearing capacity. The ratio of the actual compressive bearing capacity to the predicted compressive bearing capacity is determined as the deviation coefficient.

[0090] The first parameter information of the first rectangular steel tube concrete column and the first parameter information of the second rectangular steel tube concrete column are within the same range.

[0091] Optionally, the finite element model can be a mathematical model based on numerical simulation methods, used to simulate the mechanical behavior of the second rectangular steel-concrete composite column under compression. By running the finite element analysis, the corresponding true compressive bearing capacity of the second rectangular steel-concrete composite column can be output. P u,FEA (Unit: kN or N).

[0092] Optionally, the predicted compressive bearing capacity of the second rectangular steel-concrete composite column can be calculated using the above formula (2). P u,Prop (Unit: kN or N).

[0093] Optionally, will P u,FEA / P u,Prop It was determined to be the deviation coefficient.

[0094] Optionally, the finite element model is established based on the configuration structure associated with the first rectangular steel-concrete composite column, and the effectiveness of the finite element model is verified by experimental data of the third and fourth rectangular steel-concrete composite columns.

[0095] Among them, the third rectangular steel-concrete composite column is not equipped with T-shaped stiffening ribs and the height-to-width ratio of the cross section is not greater than 2; the fourth rectangular steel-concrete composite column is equipped with at least one T-shaped stiffening rib and the height-to-width ratio of the cross section is not greater than 2.

[0096] Optionally, verification of the height-to-width ratio can be performed using test data from rectangular steel-concrete composite columns without T-stiffening ribs and with a height-to-width ratio not exceeding 2. This can verify whether the model can accurately simulate the stress characteristics of a flat, elongated rectangular cross-section. For example, benchmark test data from rectangular steel-concrete composite columns with a medium height-to-width ratio, as described in related technologies, can be used for model verification.

[0097] Optionally, the verification of the T-shaped stiffeners can be conducted using test data from rectangular steel-concrete composite columns with at least one T-shaped stiffener and a cross-sectional height-to-width ratio not exceeding 2. This can verify whether the model can accurately simulate the interaction between the T-shaped stiffeners, concrete, and the rectangular steel tube. For example, benchmark test data from rectangular steel-concrete composite columns with T-shaped stiffeners, as described in related technologies, can be used for model verification.

[0098] Optionally, the compressive bearing capacity calculated by the finite element model can be... P u,FEA Compared with test values P u,Test Compare and calculate the error, such as: If the calculated error is within the preset range, the model can be considered valid; otherwise, the model parameters (such as material structure, boundary conditions, etc.) need to be adjusted.

[0099] In this application, by verifying that the finite element model can accurately reflect the actual structure, design deviations caused by model errors can be reduced.

[0100] Target reliability index This is used to characterize the required safety level of the second rectangular steel-concrete composite column structure under preset specifications, and is determined based on the preset specifications. Optionally, the target reliability index corresponds to the failure probability of the preset specifications. It can be understood that the target reliability index is an indicator determined according to the preset specifications for the structure's lifespan, and can quantify the reliability requirements that the structure needs to achieve.

[0101] Resistance sensitivity coefficient The resistance sensitivity coefficient is used to characterize the sensitivity of compressive bearing capacity to uncertainties and is related to the target reliability index. Uncertainties include the material properties and geometric dimensions of the second rectangular steel-concrete composite column. Optionally, the resistance sensitivity coefficient can be used to adjust for the influence of uncertainties on the resistance partial factor. In one example, the resistance sensitivity coefficient can be determined by analyzing the ratio of the rate of change of bearing capacity to the rate of change of uncertainties. It is understood that the resistance sensitivity coefficient is related to the target reliability index.

[0102] Total resistance uncertainty This is related to the degree of deviation, the material properties of the second rectangular steel-concrete composite column, and the uncertainty of its geometric dimensions.

[0103] Optionally, the total resistance uncertainty is a composite result of model uncertainty and other sources of uncertainty (such as material property uncertainty caused by variations in material properties, geometric uncertainty caused by construction deviations, etc.), such as... ,in, The coefficient of variation of the indicator model uncertainty reflects the deviation between the finite element analysis (FEA) and the actual bearing capacity. Indicates the uncertainty of material properties (such as the dispersion of concrete strength). Indicates uncertainties in geometric dimensions (such as geometric deviations during construction, connection quality, etc.).

[0104] Optional, resistance partial factor The following formula (4) is used to determine: (4) In formula (4) B p = 1.043 is the deviation coefficient. The resistance sensitivity coefficient, The target reliability index is used to ensure a sufficient level of safety that meets pre-defined specifications; the overall uncertainty is determined by... = 0.171 means ( = 0.087 (related). The calibration process conforms to the reliability framework adopted by the pre-defined specifications. The obtained resistance partial factor It provides reliable load-bearing capacity predictions that conform to preset safety standards.

[0105] This application uses a comprehensive database containing numerical test results from multiple finite element analyses for calibration. The verification results show the deviation coefficient. B p The value of 1.043 indicates the actual bearing capacity determined by the finite element analysis. Exceeding the predicted bearing capacity of formula (2) P u,PropThe coefficient of variation of model uncertainty is approximately 4.3%, demonstrating the conservatism of the prediction. The figure is 8.7%, while the overall resistance uncertainty is... It is 17.1%.

[0106] In one application example, suppose the parameters of a rectangular steel-concrete composite column are: D = 900 mm, b = 150 mm, t =4 mm, h w = 25 mm, b f = 25 mm, t w = t f = 4 mm, s = 450 mm, f y = 423.2 MPa, = 32.53 MPa. Calculated... A s = 8704 mm² and A c = 126,296 mm². Elastic local buckling stress was determined using CUFSM finite strip analysis. F n = 70.9 MPa. When D / b = 6.0 and s / t When = 112.5, the interaction coefficient = 1.64. The nominal bearing capacity (such as the first compressive bearing capacity) is calculated as follows: P n = 8704×70.9 + 1.64×126,296×32.53 = 7,353 kN. Apply the calibrated resistance partial factor. φ = 0.734, thus yielding the design bearing capacity (such as the second compressive bearing capacity). P d = 5,397 kN.

[0107] In the above application example, according to the finite element calculation data in Table 1, the ratio of the bearing capacity of the stiffened column (rectangular steel tube concrete column with T-shaped stiffening ribs) to that of the same unstiffened column is 7509 / 6425=1.168. This means that its bearing capacity is increased by about 17% compared with the same unstiffened column (for the case of setting a single stiffening rib along the section height direction), which proves the significant reinforcement effect provided by the T-shaped stiffening ribs.

[0108] The structure and performance of the rectangular steel tube concrete column are described below in conjunction with the above embodiments and the contents of Table 1.

[0109] Table 1 shows the compressive bearing capacity of the studied columns, demonstrating the significant gain effect of the T-shaped stiffeners on rectangular steel-concrete composite columns with a cross-sectional height-to-width ratio ranging from 4.5 to 8. The results indicate that the compressive bearing capacity of the stiffened columns is significantly improved compared to the corresponding columns without stiffeners.

[0110] Regarding the impact of the number of stiffening ribs: when a single T-shaped stiffening rib is attached to each long side of the steel pipe section, the compressive bearing capacity increases by approximately 3% to 22%. When the number of stiffening ribs per long side of the section increases to 5, the bearing capacity increases by 29% to 69%. However, as... Figure 4 As shown, the relationship between compressive bearing capacity and the number of stiffeners is non-linear. When the number of stiffeners increases from 0 to 3, the bearing capacity increases significantly; however, when increasing from 3 to 5, the additional benefit is relatively small or even negligible in some cases. This indicates that there exists an optimal stiffener configuration, beyond which diminishing returns occur.

[0111] Regarding the influence of stiffening rib height: T50 stiffening ribs are used ( h w = 50 mm) column, its compressive bearing capacity is only slightly lower than that of column with T25 stiffeners ( h w The height of the stiffener (25 mm) column is approximately 0.2% to 8.5% higher. This relatively small difference indicates that there is no simple linear correlation between the height of the stiffener and the increase in load-bearing capacity, suggesting that other geometric parameters and their interactions play an important role in determining overall performance.

[0112] Regarding the influence of steel pipe thickness and cross-sectional aspect ratio: Steel pipe thickness and cross-sectional aspect ratio exhibit complex effects on compressive bearing capacity. Thicker steel pipe walls (t = 8 mm vs. t = 4 mm) demonstrate higher bearing capacity due to the increased steel area and buckling resistance. Larger cross-sectional aspect ratios generally yield better benefits from the addition of stiffeners, as these configurations are more prone to local buckling when unstressed.

[0113] Among them, changes in buckling pattern: such as Figure 5 As shown, the local buckling mode of the steel tube is fundamentally altered by the presence of the T-shaped stiffeners and the anchoring effect of the flanges embedded in the concrete core. The stiffeners effectively restrain the local instability of the steel tube wall, resulting in delayed buckling and a more uniform stress distribution. This interaction between the stiffeners and the infill concrete directly contributes to the observed increase in bearing capacity.

[0114] In this application, the predicted bearing capacity is determined through multiple test cases. P n The ratio of the experimental / simulated values ​​to the average value was 1.043, with a coefficient of variation of 8.7%. This can reflect the combined elastic local buckling stress (…). F n ) and interaction coefficients ( This method provides reliable predictions, capturing the complex nonlinear relationship between geometric parameters and compressive bearing capacity. The anti-local buckling stiffening method enables more accurate engineering design of high aspect ratio rectangular steel-concrete composite columns, effectively reducing local buckling sensitivity and improving material utilization.

[0115] In this application, by implementing the above method, it is possible to reliably select and design rectangular steel tube concrete columns with a large height-to-width ratio, and to reasonably take into account the influence of T-shaped stiffeners, reducing reliance on conservative assumptions or unsafe extrapolations. By explicitly incorporating the parameters of the T-shaped stiffeners, the size and spacing of the T-shaped stiffeners can be optimized to achieve the expected performance goals, and the load-bearing capacity can be maintained while effectively resisting local buckling failure, thereby achieving higher safety and effectiveness.

[0116] It should be understood that the sequence number of each step in the above embodiments does not imply the order of execution. The execution order of each process should be determined by its function and internal logic, and should not constitute any limitation on the implementation process of the embodiments of this application.

[0117] Corresponding to the design method for high aspect ratio rectangular steel-concrete composite columns resisting local buckling in the above embodiments, Figure 6 A structural block diagram of a design device 600 for a rectangular steel tube concrete column with a large aspect ratio and anti-local buckling provided in an embodiment of this application is shown. For ease of explanation, only the parts related to the embodiment of this application are shown.

[0118] Reference Figure 6 The design device 600 for a rectangular steel tube concrete column with a large aspect ratio and resistant to local buckling provided in this application embodiment includes: an acquisition module 601, a prediction module 602, a calibration module 603, and a determination module 604.

[0119] The module 601 is used to acquire first parameter information related to the first rectangular steel-concrete composite column, including geometric and material parameters. The prediction module 602 is used to predict the first compressive bearing capacity of the first rectangular steel-concrete composite column based on the first parameter information. The first compressive bearing capacity is related to the interaction between the rectangular steel tube, at least one T-shaped stiffener, and the concrete. The calibration module 603 is used to calibrate the first compressive bearing capacity based on the resistance partial factor to obtain the second compressive bearing capacity. The resistance partial factor is obtained by calibrating the predicted and actual compressive bearing capacity of the second rectangular steel-concrete composite column. The determination module 604 is used to determine the effectiveness of the first rectangular steel-concrete composite column structure based on the second compressive bearing capacity.

[0120] It should be noted that the information interaction and execution process between the above-mentioned devices / units are based on the same concept as the method embodiments of this application. For details on their specific functions and technical effects, please refer to the method embodiments section, and they will not be repeated here.

[0121] Those skilled in the art will clearly understand that, for the sake of convenience and brevity, the above-described division of functional units and modules is merely an example. In practical applications, the above functions can be assigned to different functional units and modules as needed, that is, the internal structure of the device can be divided into different functional units or modules to complete all or part of the functions described above. The functional units and modules in the embodiments can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated unit can be implemented in hardware or as a software functional unit. Furthermore, the specific names of the functional units and modules are only for easy differentiation and are not intended to limit the scope of protection of this application. The specific working process of the units and modules in the above system can be referred to the corresponding process in the foregoing method embodiments, and will not be repeated here.

[0122] Figure 7 This is a schematic diagram of the structure of a computer device provided in an embodiment of this application. Figure 7 As shown, the computer device 7 of this embodiment includes: at least one processor 70 ( Figure 7 (Only one is shown in the diagram) a processor, a memory 71, and a computer program 72 stored in the memory 71 and executable on the at least one processor 70, wherein the processor 70 executes the computer program 72 to implement the steps in any of the above method embodiments.

[0123] The computer device 7 can be a desktop computer, laptop, handheld computer, or cloud server, etc. This computer device may include, but is not limited to, a processor 70 and a memory 71. Those skilled in the art will understand that... Figure 7 The computer device 7 is merely an example and does not constitute a limitation on the computer device 7. It may include more or fewer components than shown, or combine certain components, or different components, such as input / output devices, network access devices, etc.

[0124] The processor 70 may be a Central Processing Unit (CPU), or it may be other general-purpose processors, digital signal processors (DSPs), application-specific integrated circuits (ASICs), field-programmable gate arrays (FPGAs), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. A general-purpose processor may be a microprocessor or any conventional processor.

[0125] In some embodiments, the memory 71 may be an internal storage unit of the computer device 7, such as a hard disk or memory of the computer device 7. In other embodiments, the memory 71 may be an external storage device of the computer device 7, such as a plug-in hard disk, smart media card (SMC), secure digital (SD) card, flash card, etc., equipped on the computer device 7. Furthermore, the memory 71 may include both internal and external storage units of the computer device 7. The memory 71 is used to store the operating system, applications, bootloader, data, and other programs, such as the program code of the computer program. The memory 71 can also be used to temporarily store data that has been output or will be output.

[0126] This application also provides a computer device, which includes: at least one processor, a memory, and a computer program stored in the memory and executable on the at least one processor, wherein the processor executes the computer program to implement the steps in any of the above method embodiments.

[0127] This application also provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the steps described in the various method embodiments above.

[0128] This application provides a computer program product that, when run on a computer device, enables the computer device to perform the steps described in the above-described method embodiments.

[0129] If the integrated unit is implemented as a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, all or part of the processes in the methods of the above embodiments of this application can be implemented by a computer program instructing related hardware. The computer program can be stored in a computer-readable storage medium, and when executed by a processor, it can implement the steps of the various method embodiments described above. The computer program includes computer program code, which can be in the form of source code, object code, executable files, or certain intermediate forms. The computer-readable medium can include at least: any entity or device capable of carrying computer program code to a photographing device / terminal device, a recording medium, a computer memory, a read-only memory (ROM), a random access memory (RAM), an electrical carrier signal, a telecommunication signal, and a software distribution medium. Examples include USB flash drives, portable hard drives, magnetic disks, or optical disks. In some jurisdictions, according to legislation and patent practice, computer-readable media cannot be electrical carrier signals or telecommunication signals.

[0130] In the above embodiments, the descriptions of each embodiment have different focuses. For parts that are not described in detail or recorded in a certain embodiment, please refer to the relevant descriptions of other embodiments.

[0131] Those skilled in the art will recognize that the units and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this application.

[0132] In the embodiments provided in this application, it should be understood that the disclosed apparatus / computer devices and methods can be implemented in other ways. For example, the apparatus / computer device embodiments described above are merely illustrative. For instance, the division of modules or units is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple units or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the displayed or discussed mutual couplings or direct couplings or communication connections may be through some interfaces; indirect couplings or communication connections between devices or units may be electrical, mechanical, or other forms.

[0133] The units described as separate components may or may not be physically separate. The components shown as units may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the units can be selected to achieve the purpose of this embodiment according to actual needs.

[0134] The above-described embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit them. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of this application, and should all be included within the protection scope of this application.

Claims

1. A design method for a high aspect ratio rectangular steel-concrete composite column with resistance to local buckling, characterized in that, The first rectangular steel tube concrete column is applied to a first rectangular steel tube concrete column, which includes a rectangular steel tube, at least one T-shaped stiffening rib and concrete filling the inside of the rectangular steel tube. The at least one T-shaped stiffening rib is arranged along the height side of the cross section of the rectangular steel tube, and the height-to-width ratio of the cross section of the first rectangular steel tube concrete column is greater than 2. The method includes: Obtain first parameter information related to the first rectangular steel tube concrete column, the first parameter information including geometric parameter information and material parameter information; Based on the first parameter information, the first compressive bearing capacity of the first rectangular steel tube concrete column is predicted. The first compressive bearing capacity is related to the interaction between the rectangular steel tube, the at least one T-shaped stiffener and the concrete. Based on the resistance partial factor, the first compressive bearing capacity is calibrated to obtain the second compressive bearing capacity. The resistance partial factor is obtained by calibrating the predicted compressive bearing capacity and the actual compressive bearing capacity of the second rectangular steel tube concrete column. The effectiveness of the first rectangular steel tube concrete column structure is determined based on the second compressive bearing capacity.

2. The method according to claim 1, characterized in that, The step of predicting the first compressive bearing capacity of the first rectangular steel-concrete composite column based on the first parameter information includes: Based on the first parameter information, the cross-sectional area of ​​the first rectangular steel tube concrete column is calculated. The cross-sectional area includes a first area related to the rectangular steel tube and the at least one T-shaped stiffener, and a second area related to the concrete. Based on the first parameter information, the elastic local buckling stress information of the first rectangular steel tube concrete column is determined. The elastic local buckling stress information is used to quantify the interaction between the rectangular steel tube and the at least one T-shaped stiffener. Based on the cross-sectional area of ​​the first rectangular steel-concrete composite column and the elastic local buckling stress information, the first compressive bearing capacity of the first rectangular steel-concrete composite column is predicted.

3. The method according to claim 2, characterized in that, The prediction of the first compressive bearing capacity of the first rectangular steel-concrete composite column based on the cross-sectional area of ​​the first rectangular steel-concrete composite column and the elastic local buckling stress information includes: Based on the elastic local buckling stress information and the first area, a first threshold is determined; A second threshold is determined based on the interaction coefficient, the compressive strength of the concrete included in the first parameter information, and the second area; the interaction coefficient is used to quantify the combined effect between the rectangular steel pipe, the concrete, and the at least one T-shaped stiffening rib. Based on the first threshold and the second threshold, the first compressive bearing capacity of the first rectangular steel tube concrete column is predicted.

4. The method according to claim 3, characterized in that, The interaction coefficient is determined based on the ratio of the spacing of the at least one T-shaped stiffener to the wall thickness of the rectangular steel tube and the height-to-width ratio of the first rectangular steel tube concrete column. The at least one T-shaped stiffener is evenly distributed on one side of the height of the rectangular steel tube section, and the spacing of the at least one T-shaped stiffener indicates the distance between the width side of the rectangular steel tube section and the web of the nearest T-shaped stiffener.

5. The method according to claim 1, characterized in that, The resistance partial factor is determined based on the second parameter information, which includes: The deviation coefficient is used to characterize the degree of deviation between the actual compressive bearing capacity and the predicted compressive bearing capacity of the second rectangular steel tube concrete column. The target reliability index is used to characterize the safety level that the second rectangular steel tube concrete column structure needs to achieve under the preset specifications, and is determined based on the preset specifications. The resistance sensitivity coefficient is used to characterize the sensitivity of the compressive bearing capacity to uncertain factors, and is related to the target reliability index. The uncertain factors include the material properties and geometric dimensions of the second rectangular steel tube concrete column. The uncertainty of total resistance is related to the degree of deviation, the material properties of the second rectangular steel-concrete composite column, and the uncertainty of its geometric dimensions; The first parameter information of the first rectangular steel tube concrete column and the first parameter information of the second rectangular steel tube concrete column are within the same range.

6. The method according to claim 5, characterized in that, The deviation coefficient is obtained through the following operation: The second rectangular steel-concrete composite column was analyzed using a finite element model, and the corresponding true compressive bearing capacity of the second rectangular steel-concrete composite column was obtained. For the second rectangular steel-concrete composite column, the predicted compressive bearing capacity is calculated; the calculation method for the predicted compressive bearing capacity is the same as that for the first compressive bearing capacity. The ratio of the actual compressive bearing capacity to the predicted compressive bearing capacity is determined as the deviation coefficient.

7. The method according to claim 6, characterized in that, The finite element model is established based on the configuration structure associated with the first rectangular steel-concrete composite column, and the effectiveness of the finite element model is verified by the test data of the third and fourth rectangular steel-concrete composite columns. The third rectangular steel-concrete composite column is not equipped with the T-shaped stiffening ribs and its cross-sectional height-to-width ratio is not greater than 2; the fourth rectangular steel-concrete composite column is equipped with at least one T-shaped stiffening rib and its cross-sectional height-to-width ratio is not greater than 2.

8. The method according to any one of claims 1 to 7, characterized in that, The geometric parameter information includes: the size information of the rectangular steel tube, the size information of the at least one T-shaped stiffener, and the spacing of the at least one T-shaped stiffener; The material parameters include: the yield strength and elastic modulus of the steel and the compressive strength of the concrete.

9. A computer device, characterized in that, include: A memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor, when executing the computer program, implements the method as claimed in any one of claims 1 to 8.

10. A computer program product, characterized in that, When the computer program product is run on a computer device, it causes the computer device to perform the method as described in any one of claims 1 to 8.

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