A method and device for the design of a concrete filled steel tubular column under compression

Abstract

The application provides a kind of steel pipe concrete column compression design method and device, the method comprises: obtaining the section image of steel pipe concrete column and the basic parameter of steel pipe concrete column;Based on the section image and basic parameter, the axial force and bending moment of the section shown in the corresponding section image of steel pipe concrete column under different compression states are determined by using target algorithm calculation;Based on the axial force and bending moment, the axial force-bending moment curve of the corresponding section of steel pipe concrete column is determined;The target axial force and target bending moment corresponding to the target bearing capacity are determined, and the target bearing capacity is the bearing capacity that needs to be borne by steel pipe concrete column;The target axial force and target bending moment are detected based on the axial force-bending moment curve, and a detection result is obtained;Based on the detection result and the axial force-bending moment curve, an adjustment strategy is determined, which is used to adjust the basic parameters of steel pipe concrete column, so that the adjusted steel pipe concrete column can bear the target bearing capacity.

Description

TECHNICAL FIELD

[0001] The embodiment of the present application relates to the technical field of computer, in particular to a design method and device of a concrete-filled steel tubular column. BACKGROUND

[0002] The concrete-filled steel tube refers to a structural member formed by filling concrete in a steel tube, and the steel tube and the core concrete can jointly bear external load. The external steel tube restrains the internal concrete through the combined action, improves the compressive capacity of the concrete, and the internal concrete has a certain resistance to local buckling of the steel tube, so that the strength of the steel tube can be fully utilized under compression. The combined action of the two materials makes such a member have excellent compressive bearing capacity, plasticity and toughness. In addition, the external steel tube can serve as a formwork during concrete pouring, greatly simplifying the construction process of such a member and saving construction costs. Therefore, such a member has been widely used in infrastructure construction in China.

[0003] In recent years, with the continuous construction of long-span bridges, the concrete-filled steel tube composite pylon has been widely used in the construction of long-span bridges due to its excellent properties. However, as the span of the bridge increases, the axial pressure on the pylon also increases, which makes the cross-sectional size of the pylon also increase to meet the demand for bearing capacity (the outer diameter of the steel tube is generally more than 2m). However, as the cross section of the pylon continues to increase, the thickness of the outer steel tube of the concrete-filled steel tube cannot be increased indefinitely (which will lead to a decrease in the strength of the steel tube, thereby affecting the bearing capacity of the member cross section, and is not conducive to the production and processing of the steel tube), which makes the ratio of the diameter-thickness ratio of the steel tube in the concrete-filled steel tube (the ratio of the outer diameter of the steel tube to the thickness of the steel tube) increase, thereby causing the restraining effect of the steel tube on the internal concrete to weaken, and the ductility and toughness of the member to greatly decrease. As a key component of long-span bridges, the pylon has high requirements for bearing capacity, ductility and toughness at the joint position.

[0004] Therefore, in order to improve the above problems, currently a plurality of stiffening ribs are selected to be installed in the concrete-filled steel tube joint column to increase the strength of the concrete-filled steel tube joint column. However, there are few design methods for the compression-bending bearing capacity of such ribbed concrete-filled steel tube columns, and the improvement of the compression-bending bearing capacity of such members by the stiffening ribs cannot be accurately considered. Moreover, in order to meet the demand for bearing capacity, how to improve and optimize the configuration of the concrete-filled steel tube joint column cannot be quickly determined, and all need to be manually calculated by technical personnel, which is complex and tedious. SUMMARY

[0005] The embodiment of the application provides a compression design method of a steel pipe concrete column, which is applied to the compression design of a target steel pipe concrete column, the target steel pipe concrete column comprises a steel pipe, a plurality of groups of stiffening ribs arranged in the steel pipe and poured concrete, each group of the stiffening ribs comprises a first stiffening rib and a second stiffening rib, the first stiffening rib and the second stiffening rib are combined to form a T-shaped structure, the vertical first stiffening rib is connected with the inner wall of the steel pipe, and the method comprises the following steps:

[0006] Obtaining a sectional image of the steel pipe concrete column and basic parameters of the steel pipe concrete column, the basic parameters comprising parameter information of the steel pipe, the stiffening rib and the concrete;

[0007] Based on the sectional image and the basic parameters, the axial force and the bending moment of the steel pipe concrete column corresponding to the section shown in the sectional image under different compression states are determined by using a target algorithm;

[0008] Based on the axial force and the bending moment, the axial force-moment curve corresponding to the section of the steel pipe concrete column is determined;

[0009] The target axial force and the target bending moment corresponding to the target bearing capacity are determined, the target bearing capacity being the bearing capacity required to be borne by the steel pipe concrete column;

[0010] Based on the axial force-moment curve, the target axial force and the target bending moment are detected to obtain a detection result representing whether the steel pipe concrete column can bear the target bearing capacity;

[0011] Based on the detection result and the axial force-moment curve, an adjustment strategy is determined, the adjustment strategy being used for adjusting the basic parameters of the steel pipe concrete column so that the adjusted steel pipe concrete column can bear the target bearing capacity.

[0012] In some embodiments, the basic parameters of the steel pipe concrete column comprise:

[0013] When the sectional image represents that the steel pipe concrete column is a cylindrical column, the outer radius r2 of the steel pipe, the inner radius r1 of the steel pipe, the wall thickness t of the steel pipe, the thickness t of each stiffening rib, the length h of each stiffening rib, the central angle a corresponding to the neutral axis in the sectional inner diameter range, the yield strength f of the steel pipe, the yield strength f of the stiffening rib and the compressive strength f of the concrete are obtained. n n y yb c The value range of the central angle a is [0, π], and n is the number of the stiffening rib, and the number is not greater than the total number of the stiffening ribs.

[0014] In some embodiments, the basic parameters of the steel pipe concrete column comprise: ​​​​

[0015] When the cross-section image represents the steel pipe concrete column as a rectangular column, a steel pipe width b, a steel pipe height h, a steel pipe wall thickness t, a thickness t n and a length h n of each stiffening rib, a steel pipe steel yield strength f y , a stiffening rib yield strength f yb , and a concrete compressive strength f c of the steel pipe concrete column are obtained, n is a stiffening rib number, and the number is not greater than the total number of stiffening ribs.

[0016] In some embodiments, the target algorithm is used to calculate and determine the axial force and bending moment of the steel pipe concrete column under different compression states corresponding to the cross-section shown in the cross-section image based on the cross-section image and the basic parameters, including:

[0017] When the cross-section image represents the steel pipe concrete column as a circular column, the basic parameters and a first target algorithm are used to calculate the central angle demarcation points of the cross-section of the steel pipe concrete column under different compression conditions, respectively, and the central angle demarcation points are used to locate the demarcation line between the compression zone and the tension zone in the cross-section of the steel pipe concrete column;

[0018] The central angle demarcation points and the basic parameters are used to calculate and determine the compression zone area of the cross-section of the steel pipe concrete column under different compression states;

[0019] The basic parameters, the compression zone area, and a second target algorithm are used to calculate and determine the axial force and bending moment of the cross-section of the steel pipe concrete column under different compression areas.

[0020] In some embodiments, the first target algorithm includes:

[0021]

[0022] The m1 is the central angle demarcation point under the first compression condition, the m2 is the central angle demarcation point under the second compression condition, the m3 is the central angle demarcation point under the third compression condition, and the m4 is the central angle demarcation point under the fourth compression condition. The compression area of the cross-section of the steel pipe concrete column is different under different compression conditions, the compression area of the steel pipe concrete column gradually increases from the first compression condition to the fourth compression condition, and the compression area under the fourth condition is half of the cross-sectional area;

[0023] The second target algorithm includes:

[0024] P = f c A cc +f y A st -f y A sb +fyb (A sr1t +A sr2t +A sr3t +A sr4t +A sr5t +A sr6t )-f yb (A sr1b -A sr2b -A sr3b -A sr4b -A sr5b -A sr6b )

[0025] M=f c A cc y cc +f y A st y st +f y A sb y sb +f yb (A sr1t y sr1t +A sr2t y sr2t +A sr3t y sr3t +A sr4t y sr4t )-f yb (A sr5t y sr5t +A sr6t y sr6t +A sr1b y sr1b +A sr2b y sr2b )+f yb (A sr3b y sr3b +A sr4b y sr4b +A sr5b y sr5b +A sr6b y sr6b )

[0026] The P is axial force, the M is bending moment, A cc represents the area of concrete in compression zone in the cross section, y cc represents the distance between the centroid of the concrete in compression zone and the center of the cross section, A st represents the area of steel pipe in tension zone in the cross section, y st represents the distance between the centroid of the steel pipe in tension zone and the center of the cross section, A sb represents the area of steel pipe in compression zone in the cross section, y sbA represents the distance between the centroid of the steel pipe in the compression zone in the cross section and the center of the cross section srit y represents the area of the i-th stiffening rib in the tension zone in the cross section srit A represents the distance between the centroid of the i-th stiffening rib in the tension zone in the cross section and the center of the cross section srib y represents the area of the i-th stiffening rib in the compression zone in the cross section srib A represents the distance between the centroid of the i-th stiffening rib in the compression zone in the cross section and the center of the cross section yb y represents the yield strength of the stiffening rib in the cross section, and i is an integer not greater than 6.

[0027] In some embodiments, the target algorithm is used to calculate the axial force and bending moment of the cross section of the concrete-filled steel tubular column under different compression states based on the cross section image and the basic parameters, including:

[0028] When the cross section image of the concrete-filled steel tubular column is determined to be a rectangular column, the distances between the demarcation lines and the center of the cross section of the concrete-filled steel tubular column under different compression conditions are calculated based on the basic parameters and a third target algorithm, and the demarcation line is the demarcation line between the compression zone and the tension zone in the cross section of the concrete-filled steel tubular column.

[0029] The compression zone area of the cross section of the concrete-filled steel tubular column under different compression states is calculated based on the demarcation line and the basic parameters.

[0030] The axial force and bending moment of the cross section of the concrete-filled steel tubular column under different compression areas are calculated based on the basic parameters, the compression zone area, and a fourth target algorithm.

[0031] In some embodiments, the third target algorithm includes:

[0032]

[0033] The y1 is the distance value under the first compression condition, the y2 is the distance value under the second compression condition, the y3 is the distance value under the third compression condition, and the y4 is the distance value under the fourth compression condition. The compression area of the concrete-filled steel tubular column is different under different compression conditions, the compression area of the cross section of the concrete-filled steel tubular column gradually increases from the first compression condition to the fourth compression condition, and the compression area under the fourth condition is half of the cross section area.

[0034] In some embodiments, the area A of the concrete in the compression zone in the cross section cc The distance y between the centroid of the concrete in the compression zone in the cross section and the center of the cross section cc The calculation formula is:

[0035]

[0036] The fourth target algorithm comprises:

[0037] P = f c A cc + f y (A st1 + A st2 + A st3 ) - f y (A sb1 + A sb2 + A sb3 ) + f yb (A sr1t + A sr2t + A sr3t + A sr4t + A sr5t + A sr6t )

[0038] f yb (A sr1b - A sr2b - A sr3b - A sr4b - A sr5b - A sr6b )

[0039] M = f c A cc y cc + f y (A st1 y st1 + A st2 y st2 + A st3 y st3 ) + f y (A sb1 y sb1 + A sb2 y sb2 + A sb3 y sb3 )

[0040] f yb (A sr1t y sr1t + A sr2t y sr2t + A sr3t y sr3t + A sr4t y sr4t )

[0041] f yb (A sr5t y sr5t + A sr6t y sr6t + A sr1b ysr1b +A sr2b y sr2b )+f yb (A sr3b y sr3b +A sr4b y sr4b +A sr5b y sr5b +A sr6b y sr6b )

[0042] The P is an axial force, the M is a bending moment, A stn represents an area of a stiffening rib located above a boundary line in an upper portion and a middle portion of a section, y stn represents a centroid of the corresponding stiffening rib in the A stn middle portion and a distance between the centroid and a center of the section, A sbn represents an area of a stiffening rib located below the boundary line in the upper portion and the middle portion of the section, y sbn represents a centroid of the corresponding stiffening rib in the A sbn middle portion and a distance between the centroid and the center of the section, A srit represents an area of an i-th stiffening rib located in a tension zone in the section, y srit represents a centroid of the i-th stiffening rib in the tension zone in the section and a distance between the centroid and the center of the section, A srib represents an area of the i-th stiffening rib located in a compression zone in the section, y srib represents a centroid of the i-th stiffening rib in the compression zone in the section and a distance between the centroid and the center of the section, f yb represents a yield strength of the stiffening rib in the section, i is an integer not greater than 6, and n is an integer not greater than 3.

[0043] In some embodiments, the target axial force and the target bending moment are detected based on the axial force-bending moment curve to obtain a detection result characterizing whether the concrete-filled steel tubular column can bear the target bearing force, including:

[0044] A target ratio is calculated and determined based on the target axial force, the target bending moment, and the basic parameters, the ratio being related to an outer diameter of a steel pipe in the basic parameters when the section image represents the concrete-filled steel tubular column as a circular column, and the ratio being related to a length of a section of the steel pipe in the basic parameters when the section image represents the concrete-filled steel tubular column as a rectangular column;

[0045] The adjustment strategy is determined based on the detection result and the axial force-bending moment curve, including:

[0046] When the ratio is not greater than a target threshold value, increasing the strength of the concrete is taken as the adjustment strategy;

[0047] When the ratio is greater than the target threshold value, increasing a thickness and / or a length of a section of a stiffening rib at a specified position is taken as the adjustment strategy.

[0048] Another embodiment of the present application simultaneously provides a device for compressive design of a steel pipe concrete column, and a compressive design method of the steel pipe concrete column is applied to compressive design of a target steel pipe concrete column, the target steel pipe concrete column comprises a steel pipe, a plurality of groups of stiffening ribs arranged in the steel pipe, and poured concrete, each group of the stiffening ribs comprises a first stiffening rib and a second stiffening rib, the first stiffening rib and the second stiffening rib are combined to form a T-shaped structure, and the vertical first stiffening rib is connected to the inner wall of the steel pipe, and the device comprises:

[0049] An obtaining module is configured to obtain a sectional image of the steel pipe concrete column and basic parameters of the steel pipe concrete column, the basic parameters comprising parameter information of the steel pipe, the stiffening ribs, and the concrete;

[0050] A first calculating module is configured to calculate, according to the sectional image and the basic parameters, axial force and bending moment of a section shown in the sectional image of the steel pipe concrete column in different compressive states by using a target algorithm;

[0051] A first determining module is configured to determine an axial force-bending moment curve of the section of the steel pipe concrete column according to the axial force and the bending moment;

[0052] A second determining module is configured to determine target axial force and target bending moment corresponding to a target bearing capacity, the target bearing capacity being a bearing capacity that needs to be borne by the steel pipe concrete column;

[0053] A detecting module is configured to detect the target axial force and the target bending moment according to the axial force-bending moment curve, so as to obtain a detection result representing whether the steel pipe concrete column can bear the target bearing capacity;

[0054] A third determining module is configured to determine an adjustment strategy according to the detection result and the axial force-bending moment curve, the adjustment strategy being used to adjust the basic parameters of the steel pipe concrete column, so that the adjusted steel pipe concrete column can bear the target bearing capacity.

[0055] Based on the disclosure of the above embodiments, it can be known that the embodiments of the present application have the beneficial effects that the axial force-bending moment curve of the section of the steel pipe concrete column can be quickly prepared based on the sectional image and the basic parameters of the steel pipe concrete column, the to-be-detected bearing capacity is detected based on the curve, the steel pipe concrete column currently designed can be quickly and accurately determined to bear the to-be-detected bearing capacity, and it can be known based on the current structure state and the detection result that the steel pipe concrete column can be improved in which way to bear the to-be-detected bearing capacity, thereby providing convenience for bearing capacity detection and bearing capacity design of the steel pipe concrete column. BRIEF DESCRIPTION OF DRAWINGS

[0056] Figure 1A flowchart of a compressive design method of a concrete-filled steel tubular column in an embodiment of the present application.

[0057] Figure 2 A compressive state diagram of a circular cross section in an embodiment of the present application.

[0058] Figure 3 A compressive state diagram of a rectangular cross section in another embodiment of the present application.

[0059] Figure 4 A moment-curvature curve diagram in an embodiment of the present application.

[0060] Figure 5 A flowchart of an application of a compressive design method of a concrete-filled steel tubular column in another embodiment of the present application.

[0061] Figure 6 A structure block diagram of a compressive design device of a concrete-filled steel tubular column in an embodiment of the present application. DETAILED DESCRIPTION

[0062] Hereinafter, specific embodiments of the present application will be described in detail with reference to the accompanying drawings, but the present application is not limited thereto.

[0063] It should be understood that various modifications can be made to the embodiments disclosed herein. Therefore, the description above is not to be taken as limiting, but merely as an exemplification of the embodiments. One skilled in the art will readily recognize other applications of the present disclosure and the many variations that are possible without departing from the spirit and scope of the present disclosure.

[0064] The accompanying drawings, which are incorporated in and constitute a part of the specification, illustrate embodiments of the present disclosure and, together with the general description of the disclosure given above, and the detailed description of the embodiments given below, serve to explain the principles of the present disclosure.

[0065] These and other characteristics of the present application will become apparent from the following description of the preferred forms given, by way of non-limiting example, with reference to the attached drawings.

[0066] It is also to be understood that even though a number of embodiments of the present application have been described in detail herein, many modifications are possible without materially departing from the principles and concepts of the application. Therefore, the present application is not limited to the embodiments disclosed herein but should be understood to encompass all such modifications within its scope and spirit.

[0067] The above and other aspects, features and advantages of the present disclosure will become more apparent from the following detailed description when taken in conjunction with the accompanying drawings, in which:

[0068] Specific embodiments of the present disclosure are described herein with reference to the accompanying drawings. However, it will be understood that the disclosed embodiments are merely examples of the present disclosure, which can be implemented in various ways. Well-known and / or repetitive functions and structures are not described in detail to avoid obscuring the present disclosure unnecessarily or redundantly. Therefore, specific structural and functional details disclosed herein are not intended to be limiting, but merely as a basis for the claims and a representative basis for teaching one skilled in the art to employ the present disclosure in substantially any appropriate detailed structure.

[0069] The specification can use phrases such as "in one embodiment", "in another embodiment", "in yet another embodiment", or "in other embodiments", which can refer to one or more of the same or different embodiments under the present disclosure.

[0070] In the following, embodiments of the present application will be described in detail with reference to the accompanying drawings.

[0071] As shown in Figure 1 , Figure 2 and Figure 3 , the embodiments of the present application provide a compression design method for a concrete-filled steel tubular column, characterized in that the compression design method for the concrete-filled steel tubular column is applied to the compression design of a target concrete-filled steel tubular column, the target concrete-filled steel tubular column includes a steel tube, a plurality of groups of stiffening ribs arranged in the steel tube, and cast concrete, each group of stiffening ribs includes a first stiffening rib and a second stiffening rib, the first stiffening rib and the second stiffening rib combine to form a T-shaped structure, the vertical first stiffening rib is connected to the inner wall of the steel tube, and the method includes:

[0072] S1: obtaining a cross-sectional image of a concrete-filled steel tubular column and basic parameters of the concrete-filled steel tubular column, the basic parameters including parameter information of the steel tube, the stiffening ribs, and the concrete;

[0073] S2: based on the cross-sectional image and the basic parameters, using a target algorithm to calculate and determine the axial force and the bending moment of the cross section shown in the cross-sectional image corresponding to the different compression states of the concrete-filled steel tubular column;

[0074] S3: based on the axial force and the bending moment, determining the axial force-bending moment curve corresponding to the cross section of the concrete-filled steel tubular column;

[0075] S4: determining a target axial force and a target bending moment corresponding to a target bearing capacity, the target bearing capacity being a bearing capacity that needs to be borne by the concrete-filled steel tubular column;

[0076] S5: based on the axial force-bending moment curve, detecting the target axial force and the target bending moment to obtain a detection result representing whether the concrete-filled steel tubular column can bear the target bearing capacity;

[0077] S6: determining an adjustment strategy based on the detection result and the axial force-moment curve, the adjustment strategy being used to adjust the basic parameters of the concrete-filled steel tubular column so that the adjusted concrete-filled steel tubular column can bear the target bearing capacity.

[0078] The stiffening rib distribution manner in the embodiment is as shown in Figure 2 and Figure 3 that, four groups of stiffening ribs are evenly distributed in the circumferential direction of the steel tube, and the line connecting the two oppositely arranged stiffening ribs is perpendicular to the line connecting the other two oppositely arranged stiffening ribs. Based on this design, when the concrete-filled steel tubular column is applied, no matter which direction of the four directions provided with stiffening ribs is compressed, better compression effect can be obtained. That is, in actual application, the compression direction of the concrete-filled steel tubular column has a corresponding group of stiffening ribs.

[0079] The method in the embodiment first obtains the cross-sectional image of the concrete-filled steel tubular column and the basic parameters of the steel tube, the stiffening rib and the filled concrete, which are not unique, such as including attribute, structure and other information. Based on the cross-sectional image, the shape of the concrete-filled steel tubular column can be determined, and based on the shape and the basic parameters, the axial force and the moment of the section shown in the corresponding cross-sectional image of the concrete-filled steel tubular column under different compression states can be calculated and determined. The axial force and the moment are calculated because in actual engineering construction, the column will be subjected to the combined action of the moment M and the axial force P. Therefore, in engineering design, it is necessary to clarify the ability of the column to bear the moment M and the axial force P at the same time, that is, to determine the P-M related curve of the column. Accordingly, the system will draw the axial force-moment curve corresponding to the section based on the obtained multiple axial forces and moments. Then, the calculation and determination of the related information of the measured bearing capacity are carried out, including determining the target axial force and the target moment corresponding to the measured bearing capacity, confirming the target axial force and the target moment on the axial force-moment curve, judging whether the point corresponding to the target axial force and the target moment is within the area surrounded by the curve, if yes, it indicates that the concrete-filled steel tubular column of the current structure design can bear the measured bearing capacity, and if the point is located outside the area surrounded by the curve, it indicates that the concrete-filled steel tubular column of the current structure design cannot bear the measured bearing capacity, at this time, the system will analyze and determine the adjustment strategy based on the judgment result, that is, adjust the design scheme of the reinforced concrete column, including adjusting the structure and the material, so that the adjusted reinforced concrete column can bear the measured bearing capacity.

[0080] As can be seen from the above embodiments, the beneficial effect of this embodiment is that it can quickly generate the axial force-bending moment curve of the steel-concrete composite column section based on the cross-sectional image and basic parameters of the steel-concrete composite column. Based on this curve, the bearing capacity to be tested can be detected quickly and accurately, and it can be determined whether the currently designed steel-concrete composite column can withstand the bearing capacity to be tested. Furthermore, based on the current structural state and test results, it can propose ways to improve the structure so that it can withstand the bearing capacity to be tested, thus providing convenience for the bearing capacity testing and bearing capacity design of steel-concrete composite columns.

[0081] In one embodiment, the basic parameters of the steel-concrete composite column include:

[0082] When the cross-sectional image characterizes the steel-concrete composite column as a cylinder, the outer radius r2, inner radius r1, wall thickness t, and thickness t of each stiffening rib are obtained. n and length h n , the central angle α corresponding to the neutral axis within the inner diameter range of the cross section, and the yield strength f of the steel pipe. y stiffener yield strength f yb and concrete compressive strength f c The central angle α ranges from [0, π], and n is the stiffening rib number, which is not greater than the total number of stiffening ribs.

[0083] In another embodiment, the basic parameters of the steel-concrete composite column include:

[0084] When the cross-sectional image characterizes the steel-concrete composite column as a rectangular column, the following parameters are obtained: steel pipe width b, steel pipe height h, steel pipe wall thickness t, and the thickness t of each stiffening rib. n and length h n Yield strength f of steel pipe y stiffener yield strength f yb and concrete compressive strength f c n is the stiffening rib number, and the number is not greater than the total number of stiffening ribs.

[0085] For example, such as Figure 2 and Figure 3 As shown, the thicknesses and lengths of stiffening ribs 1-6 are t1 and h1, t2 and h2, t3 and h3, t4 and h4, t5 and h5, and t6 and h6, respectively.

[0086] Further, the step of calculating and determining the axial force and bending moment of the concrete-filled steel tube column under different compression states at the cross-sections shown in the cross-sectional images based on the cross-sectional images and basic parameters using a target algorithm includes:

[0087] S7: When the steel-concrete composite column is determined to be a cylinder based on the cross-sectional image, the central angle boundary points of the cross-section of the steel-concrete composite column corresponding to different compression conditions are calculated based on the basic parameters and the first target algorithm. The central angle boundary points are used to locate the boundary line between the compression zone and the tension zone in the cross-section of the steel-concrete composite column.

[0088] S8: Calculate and determine the area of ​​the compression zone of the steel-concrete composite column under different compression states based on the central angle dividing point and basic parameters;

[0089] S9: Based on the basic parameters, the area of ​​the compression zone, and the second objective algorithm, calculate and determine the axial force and bending moment of the cross section of the steel-concrete composite column under different compression areas.

[0090] like Figure 2 As shown, the cross-section is divided into a compression zone and a tension zone, with the dividing line being the neutral axis (the area above the neutral axis is considered the compression zone, i.e., ...). Figure 2 The shaded area (the tension zone below) is used to select a central angle α within the range of [0, π]. The position of the neutral axis of the cross-section can be determined by the central angle α, which is also the boundary between the compression and tension zones. In this embodiment, the resultant force calculation formulas for the tension and compression zones are derived using the plastic section stress distribution method, which are then used to calculate the axial force P and bending moment M of the cross-section.

[0091] Because the positions of the neutral axis differ, the areas of the stiffening ribs, steel pipes, and concrete in the compression and tension zones also differ, resulting in different calculated bearing capacities. Therefore, it is necessary to discuss the compressive areas of the stiffening ribs, steel pipes, and concrete in the tension and compression zones based on the different positions of the neutral axis. In this embodiment, the calculation efficiency is improved by considering the relative positions of the neutral axis and stiffening ribs, combined with symmetry. That is, for the PM curve, only half of the curve is calculated and determined using the above method, and then the entire curve can be obtained based on symmetry, significantly reducing the calculation load and improving the calculation efficiency.

[0092] Specifically, in this embodiment, the first target algorithm includes:

[0093]

[0094] m1 is the dividing point of the central angle under the first compression condition, m2 is the dividing point of the central angle under the second compression condition, m3 is the dividing point of the central angle under the third compression condition, and m4 is the dividing point of the central angle under the fourth compression condition. Under different compression conditions, the compression area of ​​the concrete-filled steel tube column section is different. From the first compression condition to the fourth compression condition, the compression area of ​​the concrete-filled steel tube column gradually increases. Under the fourth condition, the compression area is half of the cross-sectional area.

[0095] The second target algorithm comprises:

[0096] P = f c A cc + f y A st - f y A sb + f yb (A sr1t + A sr2t + A sr3t + A sr4t + A sr5t + A sr6t )

[0097] f yb (A sr1b - A sr2b - A sr3b - A sr4b - A sr5b - A sr6b )

[0098] M = f c A cc y cc + f y A st y st + f y A sb y sb + f yb (A srlt y srlt + A sr2t y sr2t + A sr3t y sr3t + A sr4 y sr4t )

[0099] f yb (A sr5t y sr5t + A sr6t y sr6t + A srlb y sr1b + A sr2b y sr2b ) + f yb (A sr3b y sr3b + A sr4b y sr4b + A sr5b y sr5b + A sr6 y sr6b )

[0100] The P is an axial force, and the M is a bending moment, and Acc represents the area of the concrete in compression zone in the representative cross section, y cc represents the distance between the centroid of the concrete in compression zone and the center of the cross section in the representative cross section, A st represents the area of the steel tube in tension zone in the representative cross section, y st represents the distance between the centroid of the steel tube in tension zone and the center of the cross section in the representative cross section, A sb represents the area of the steel tube in compression zone in the representative cross section, y sb represents the distance between the centroid of the steel tube in compression zone and the center of the cross section in the representative cross section, A srit represents the area of the i-th stiffening rib in tension zone in the representative cross section, y srit represents the distance between the centroid of the i-th stiffening rib in tension zone and the center of the cross section in the representative cross section, A srib represents the area of the i-th stiffening rib in compression zone in the representative cross section, y srib represents the distance between the centroid of the i-th stiffening rib in compression zone and the center of the cross section in the representative cross section, f yb represents the yield strength of the stiffening rib in the representative cross section, i is an integer not greater than 6.

[0101] In order to calculate the P-M curve, five cases are determined according to the curve properties in the embodiment, and the last two cases are essentially the same and are only used for curve point setting. Figure 2 The five cases shown in the figure can be calculated by the second target algorithm when the central angle changes in the range of adjacent two cases. The axial force and bending moment corresponding to each central angle can be calculated. When the calculation is based on the second target algorithm, the parameter information involved can be calculated based on the following formula:

[0102] Case 1:

[0103] A sr2t = 0, y sr2t = 0; A sr3t = 0, y sr3t = 0

[0104] A sr4t = 0, y sr4t = 0; A sr5t = 0, y sr5t = 0; A sr6t = 0, y sr6t = 0

[0105] A sr2b = h2t2,

[0106] A sr3b = 2h3t3, y sr3b = 0; A sr4b = 2h4t4, ysr4b = 0; A sr5b = h5t5, A sr6b = h6t6,

[0107]

[0108] P = f c A cc + f y A st - f y A sb + f yb (A sr1t + A sr2t + A sr3t + A sr4t + A sr5t + A sr6t ) - f yb (A sr1b - A sr2b - A sr3b - A sr4b - A sr5b - A sr6b )

[0109] M = f c A cc y cc + f y A st y st + f y A sb y sb + f yb (A sr1t y sr1t + A sr2t y sr2t + A sr3t y sr3t + A sr4t y sr4t ) - f yb (A sr5t y sr5t + A sr6t y sr6t + A sr1b y sr1b + A sr2b y sr2b ) + f yb (A sr3b y sr3b + A sr4b y sr4b + A sr5b y sr5b + A sr6b y sr6b )

[0110] Case 2:

[0111] A sr1t = t1h1, A sr3t = 0, y sr3t = 0; A sr4t = 0, y sr4t = 0; A sr5t = 0, y sr5t = 0; A sr6t = 0, y sr6t = 0

[0112] A sr1b = 0, y sr1b = 0; A sr3b = 2h3t3, y sr3b = 0; A sr4b = 2h4t4, y sr4b = 0; A sr5b = h5t5, A sr6b = h6t6,

[0113] P = f c A cc + f y A st - f y A sb + f yb (A sr1t + A sr2t + A sr3t + A sr4t + A sr5t + A sr6t ) - f yb (A sr1b - A sr2b - A sr3b - A sr4b - A sr5b - A sr6b )

[0114] M = f c A cc y cc + f y A st y st + f y A sb y sb + f yb (A sr1t y sr1t + A sr2t ysr2t + A sr3t y sr3t + A sr4t y sr4t ) -f yb (A sr5t y sr5t + A sr6t y sr6t + A sr1b y sr1b + A sr2b y sr2b ) +f yb (A sr3b y sr3b + A sr4b y sr4b + A sr5b y sr5b + A sr6b y sr6b )

[0115] Case 3:

[0116] A sr 1 t = t1h1, A sr2t = h2h2, A sr3t = 0, y sr3t = 0

[0117] A sr4t = 0, y sr4t = 0; A sr5t = 0, y sr5t = 0; A sr6t = 0, y sr6t = 0

[0118] A sr1b = 0, y sr1b = 0; A sr2b = 0, y sr2b = 0; A sr3b = 2h3t3, y sr3b = 0; A sr4b = 2h4t4, y sr4b = 0

[0119] A sr5b = h5t5, A sr6b = h6t6,

[0120]

[0121] P = f c A cc + f yA st -f y A sb +f yb (A sr1t +A sr2t +A sr3t +A sr4t +A sr5t +A sr6t )-f yb (A sr1b -A sr2b -A sr3b -A sr4b -A sr5b -A sr6b )

[0122] M=f c A cc y cc +f y A st y st +f y A sb y sb +f yb (A sr1t y sr1t +A sr2t y sr2t +A sr3t y sr3t +A sr4t y sr4t )-

[0123] f yb (A sr5t y sr5t +A sr6t y sr6t +A sr1b y sr1b +A sr2b y sr2b )+f yb (A sr3b y sr3b +A sr4b y sr4b +A sr5b y sr5b +A sr6b y sr6b )

[0124] Case 4:

[0125] A sr1t = t1h1, A sr2t = h2h2, A sr4t = 0, y sr4t = 0; A sr5t= 0, y sr5t = 0; A sr6t = 0, y sr6t = 0

[0126] A sr1b = 0, y sr1b = 0; A sr2b = 0, y sr2b = 0;

[0127] A sr4b = 2h4t4, y sr4b = 0; A sr5b = h5t5, A sr6b = h6t6,

[0128]

[0129] P = f c A cc + f y A st - f y A sb + f yb (A srlt + A sr2t + A sr3t + A sr4t + A sr5t + A sr6t )

[0130] f yb (A sr1b - A sr2b - A sr3b - A sr4b - A sr5b - A sr6b )

[0131] M = f c A cc y cc + f y A st y st + f y A sb y sb + f yb (A srlt y srlt + A sr2t y sr2t + A sr3t y sr3t + A sr4t y sr4t ) - f yb (A sr5t ysr5t + A sr6t y sr6t + A sr1b y sr1b + A sr2b y sr2b ) f yb (A sr3b y sr3b + A sr4b y sr4b + A sr5b y sr5b + A sr6b y sr6b )

[0132] Case 5:

[0133] A sr1t = t1h1, A sr2t = h2h2, A sr5t = 0, y sr5t = 0; A sr6t = 0, y sr6t = 0 A sr1b = 0, y sr1b = 0; A sr2b = 0, y sr2b = 0; A sr5b = h5t5, A sr6b = h6t6,

[0134] P = f c A cc + f y A st - f y A sb + f yb (A sr1t + A sr2t + A sr3t + A sr4t + A sr5t + A sr6t )

[0135] f yb (A sr1b - A sr2b - A sr3b - A sr4b - A sr5b - A sr6b )

[0136] M = f c A ccy cc +f y A st y st +f y A sb y sb +f yb (A sr1t y sr1t +A sr2t y sr2t +A sr3t y sr3t +A sr4t y sr4t )-f yb (A sr5t y sr5t +A sr6t y sr6t +A sr1b y sr1b +A sr2b y sr2b )+f yb (A sr3b y sr3b +A sr4b y sr4b +A sr5b y sr5b +A sr6b y sr6b )

[0137] Further, in another embodiment, the axial force and the bending moment of the concrete-filled steel tubular column corresponding to the cross section shown in the cross section image under different compression states are calculated and determined by using a target algorithm based on the cross section image and basic parameters, comprising:

[0138] S10: when the concrete-filled steel tubular column is determined to be a rectangular column based on the cross section image, the distances between the demarcation line and the center of the cross section of the concrete-filled steel tubular column under different compression conditions are calculated respectively based on the basic parameters and a third target algorithm, the demarcation line being the demarcation line between the compression zone and the tension zone of the cross section of the concrete-filled steel tubular column;

[0139] S11: the compression zone area of the cross section of the concrete-filled steel tubular column under different compression states is calculated and determined based on the demarcation line and the basic parameters.

[0140] S12: the axial force and the bending moment of the cross section of the concrete-filled steel tubular column under different compression areas are calculated and determined based on the basic parameters, the compression zone area and a fourth target algorithm.

[0141] As Figure 3 shown in the figure, the shaded area is the compression zone, the dashed line is the boundary line / neutral axis, and the area below the boundary line is the tension zone.

[0142] Specifically, the third target algorithm comprises:

[0143]

[0144] The y1 is the distance value under the first compression condition, the y2 is the distance value under the second compression condition, the y3 is the distance value under the third compression condition, and the y4 is the distance value under the fourth compression condition. The compression area of the steel pipe concrete column is different under different compression conditions. The compression area of the steel pipe concrete column section gradually increases from the first compression condition to the fourth compression condition. The compression area under the fourth condition is half of the cross-sectional area.

[0145] Continuing to combine Figure 3 In the embodiment, the case 1 is the non-compression state, and the distance value is 0. The y1 is the distance value under the compression condition shown in case 2, the y2 is the distance value under the compression condition shown in case 3, the y3 is the distance value under the compression condition shown in case 4, and the y4 is the distance value under the compression condition shown in case 5. The distance value under the compression condition shown in case 6 is half of the cross-sectional width b.

[0146] Further, the area A of the concrete in the compression zone in the section is half of the cross-sectional area. cc The distance y of the centroid of the concrete in the compression zone in the section from the center of the section is half of the cross-sectional width b. cc The calculation formula is:

[0147]

[0148] The fourth target algorithm includes:

[0149] P=f c A cc +f y (A st1 +A st2 +A st3 )-f y (A sb1 +A sb2 +A sb3 )+f yb (A sr1t +A sr2t +A sr3t +A sr4t +A sr5t +A sr6t )-

[0150] f yb (A sr1b -A sr2b -A sr3b -A sr4b -A sr5b -A sr6b )

[0151] M = f c A cc y cc +f y (A st1 y st1 +A st2 y st2 +A st3 y st3 )+f y (A sb1 y sb1 +A sb2 y sb2 +A sb3 y sb3 )+

[0152] f yb (A sr1t y sr1t +A sr2t y sr2t +A sr3t y sr3t +A sr4t y sr4t )-

[0153] f yb (A sr5t y sr5t +A sr6t y sr6t +A sr1b y sr1b +A sr2b y sr2b )+f yb (A sr3b y sr3b +A sr4b y sr4b +A sr5b y sr5b +A sr6b y sr6b )

[0154] The P is axial force, the M is bending moment, A stn represents the area of the stiffening rib in the upper and middle sections above the boundary line, such as A sb1 refers to the area below the boundary line in the No. 1 plate; A sb2 refers to the area below the boundary line in the No. 2 plate; A sb3 refers to the area below the boundary line in the No. 3 plate. A st1 refers to the area above the boundary line in the No. 1 plate; A st2 refers to the area above the boundary line in the No. 2 plate; A st3 refers to the area above the boundary line in the No. 3 plate. y stn represents Astn distance between the centroid of the corresponding stiffener and the center of the cross section, A sbn area of the cross section in which the stiffeners located in the upper and middle parts are below the boundary line, y sbn A sbn distance between the centroid of the corresponding stiffener and the center of the cross section, for example, y st1 A st1 distance between the centroid of the corresponding stiffener and the center of the cross section; y st2 A st2 distance between the centroid of the corresponding stiffener and the center of the cross section; y st3 A st3 distance between the centroid of the corresponding stiffener and the center of the cross section; y sb1 A stb distance between the centroid of the corresponding stiffener and the center of the cross section; y sb2 A sb2 distance between the centroid of the corresponding stiffener and the center of the cross section; y sb3 A sb3 distance between the centroid of the corresponding stiffener and the center of the cross section. A srit area of the cross section in which the i-th stiffener is located in the tension zone, y srit distance between the centroid of the i-th stiffener in the tension zone and the center of the cross section, A srib area of the cross section in which the i-th stiffener is located in the compression zone, y srib distance between the centroid of the i-th stiffener in the compression zone and the center of the cross section, f yb yield strength of the stiffener in the cross section, i is an integer not greater than 6, and n is an integer not greater than 3.

[0155] Specifically, in the calculation of the above axial force and bending moment, the parameter calculation formula involved in different cases includes:

[0156] Case 1:

[0157] A st2 = 0, y st2 = 0; A st3 = 0, y st3 = 0; A sr1t = 0, y sr1t = 0;

[0158] A sr2t = 0, y sr2t = 0; A sr3t = 0, y sr3t = 0; A sr4t = 0, y sr4t = 0; A sr5t = 0, y sr5t = 0; A sr6t= 0, y sr6t = 0

[0159] A sb2 = 2t(h - 2t), y sb2 = 0; A sb3 = bt, A sr1b = ht1, A sr2b = h2t2, A sr3b = 2h3t3, y sr3b = 0; A sr4b = 2h4t4, y sr4b = 0;

[0160] A sr5b = h5t5, A sr6b = h6t6,

[0161] Case 2:

[0162] A st1 = bt, A st3 = 0, y st3 = 0

[0163] A sr2 t = 0, y sr2t = 0; A sr3t = 0, y sr3t = 0

[0164] A sr4t = 0, y sr4t = 0; A sr5t = 0, y sr5t = 0; A sr6t = 0, y sr6t = 0

[0165] A sb1 = 0, A sb3 = 0,

[0166] A sr2b = h2t2, A sr3b = 2h3t3, y sr3b = 0

[0167] A sr4b = 2h4t4, y sr4b = 0; A sr5b = h5t5, A sr6b = h6t6,

[0168] Case 3:

[0169] A st1 = bt, A st3 = 0, y st3 = 0

[0170] A sr1t = t1h1, A sr3t = 0, y sr3t = 0

[0171] A sr4t = 0, y sr4t = 0; A sr5t = 0, y sr5t = 0; A sr6t = 0, y sr6t = 0

[0172] A sb1 = 0, A sb3 = bt, A sr1b = 0, y sr1b = 0; A sr3b = 2h3t3, y sr3b = 0 A sr4b = 2h4t4, y sr4b = 0; A sr5b = h5t5, A sr6b = h6t6,

[0173] Case 4:

[0174] A st1 = bt, A st3 = 0, y st3 = 0

[0175] A sr1t = t1h1, A sr2t = h2t2, A sr3t = 0, y sr3t = 0

[0176] A sr4t = 0, y sr4t = 0; A sr5t = 0, y sr5t = 0; Asr6t = 0, y sr6t = 0

[0177] A sb1 = 0, A sb3 = bt, A sr1b = 0, y sr1b = 0; A sr2b = 0, y sr2b = 0; A sr3b = 2h3t3, y sr3b = 0

[0178] A sr4b = 2h4t4, y sr4b = 0; A sr5b = h5t5, A sr6b = h6t6,

[0179] Case 5:

[0180] A st1 = bt, A st3 = 0, y st3 = 0

[0181] A sr1t = t1h1, A sr2t = h2t2, A sr4t = 0, y sr4t = 0; A sr5t = 0, y sr5t = 0; A sr6t = 0, y sr6t = 0

[0182] A sb1 = 0, A sb3 = bt,

[0183] A sr1b = 0, y sr1b = 0; A sr2b = 0, y sr2b = 0;

[0184] A sr4b = 2h4t4, y sr4b = 0; A sr5b = h5t5, A sr6b = h6t6,

[0185] Case 6:

[0186] A st1 = bt, A st3 = 0, y st3 = 0

[0187] A sr1t = t1h1, A sr2t = h2t2, A sr5t = 0, y sr5t = 0; A sr6t = 0, y sr6t = 0

[0188] A sb1 = 0, A sb3 = bt,

[0189] A sr1b = 0, y sr1b = 0; A sr2b = 0, y sr2b = 0;

[0190] A st5b = h5t5, A sr6b = h6t6,

[0191] Further, as shown in the figure, when the axial force and bending moment of different cases of the section corresponding to the current shape are obtained, the P-M curve can be drawn according to the axial force and bending moment, and the subsequent detection process is carried out by using the curve. Figure 4

[0192] In an embodiment, the detection of the target axial force and the target bending moment based on the axial force-bending moment curve to obtain a detection result indicating whether the steel pipe concrete column can bear the target bearing capacity, comprises:

[0193] S13: determining a target ratio based on the target axial force, the target bending moment and the basic parameters, wherein the ratio is related to the outer diameter of the steel pipe in the basic parameters when the section image represents the steel pipe concrete column as a cylindrical column, and the ratio is related to the length of the steel pipe section in the basic parameters when the section image represents the steel pipe concrete column as a rectangular column;

[0194] S14: determining an adjustment strategy based on the detection result and the axial force-bending moment curve, comprising:

[0195] ​S15: when the ratio is not greater than the target threshold, the adjustment strategy is to increase the concrete strength;

[0196] S16: when the ratio is greater than the target threshold, the adjustment strategy is to increase the thickness and / or length of the stiffening rib at the specified position.

[0197] Exemplarily, the target axial force and the target bending moment are denoted as (M x , P x ), a ratio is first calculated, and the ratio e = M x / P x / (2r2) is calculated based on the formula when the column section is circular, and the ratio e = M x / P x / h is calculated based on the formula when the column section is square (rectangular). When e does not exceed 0.5, the concrete strength can be increased, for example, by increasing in stages with an increment of 5 MPa per unit; when e exceeds 0.5, the thickness and length (corresponding parameters are t1 and h1, t2 and h2, t5 and h5, t6 and h6) of the stiffening ribs 1, 2, 5, 6 can be increased, for example, by increasing in stages with a minimum increment of 2 mm in thickness and 5 mm in length, so that the P-M curve of the updated column structure or material can finally include (Mx, Px) within the area enclosed by the coordinate axes, and thus the designed steel pipe concrete column can bear the target bearing capacity.

[0198] In actual application, as shown in Figure 5 , the cross-sectional shape of the column can be first determined based on the obtained cross-sectional image, and then the target algorithm corresponding to the basic parameters obtained is used to calculate the involved central angle boundary point m, the distance y between the neutral axis and the center of the section under the compression state of the column under different preset conditions, and then the axial force and the bearing capacity of the section under different preset conditions are calculated based on the basic parameters and m or y, and then the P-M curve corresponding to the section is drawn, and then the target axial force and the target bending moment are calculated based on the curve and the basic parameters and the obtained input information, and it is detected whether the target axial force and the target bending moment are located within the area enclosed by the curve, if yes, the next bearing capacity detection is performed, or the detection is ended, if not, the ratio e is calculated, and the corresponding adjustment strategy is determined based on the ratio. After the adjustment based on the adjustment strategy is completed, the above method can be repeated to calculate and determine the updated curve, and it is verified whether the curve can cover the target axial force and the target bending moment.

[0199] As shown in Figure 6As shown, another embodiment of the present application simultaneously provides a steel pipe concrete column compression design device 100, and a steel pipe concrete column compression design method is applied to the compression design of a target steel pipe concrete column. The target steel pipe concrete column includes a steel pipe, a plurality of groups of stiffening ribs arranged in the steel pipe, and poured concrete. Each group of stiffening ribs includes a first stiffening rib and a second stiffening rib, and the first stiffening rib and the second stiffening rib are combined to form a T-shaped structure. The vertical first stiffening rib is connected to the inner wall of the steel pipe. The device includes:

[0200] An obtaining module is configured to obtain a cross-sectional image of a steel pipe concrete column and basic parameters of the steel pipe concrete column, including parameter information of the steel pipe, the stiffening ribs, and the concrete.

[0201] A first calculation module is configured to calculate, according to the cross-sectional image and the basic parameters, axial force and bending moment of a cross section shown in the cross-sectional image of the steel pipe concrete column in different compression states by using a target algorithm.

[0202] A first determination module is configured to determine an axial force-bending moment curve corresponding to the cross section of the steel pipe concrete column according to the axial force and the bending moment.

[0203] A second determination module is configured to determine a target axial force and a target bending moment corresponding to a target bearing capacity, wherein the target bearing capacity is a bearing capacity that needs to be borne by the steel pipe concrete column.

[0204] A detection module is configured to detect the target axial force and the target bending moment according to the axial force-bending moment curve to obtain a detection result representing whether the steel pipe concrete column can bear the target bearing capacity.

[0205] A third determination module is configured to determine an adjustment strategy according to the detection result and the axial force-bending moment curve, wherein the adjustment strategy is used to adjust the basic parameters of the steel pipe concrete column so that the adjusted steel pipe concrete column can bear the target bearing capacity.

[0206] In some embodiments, the basic parameters of the steel pipe concrete column include:

[0207] When the cross-sectional image represents that the steel pipe concrete column is a cylindrical column, the steel pipe outer radius r2, the steel pipe inner radius r1, the steel pipe wall thickness t, the thickness t of each stiffening rib, the length h of each stiffening rib, the central angle a corresponding to the neutral axis in the cross-sectional inner diameter range, the steel pipe material yield strength f, the stiffening rib yield strength f, and the concrete compressive strength f are obtained. n n y yb c The value range of the central angle a is [0, π], and n is the stiffening rib number, which is not greater than the total number of stiffening ribs. ​​​​

[0208] In some embodiments, the basic parameters of the steel tube concrete column include:

[0209] When the cross-sectional image represents the steel tube concrete column as a rectangular column, the steel tube width b, the steel tube height h, the steel tube wall thickness t, the thickness t n and the length h n of each stiffening rib, the steel material yield strength f y of the steel tube, the yield strength f yb of the stiffening rib, and the concrete compressive strength f c of the steel tube concrete column are obtained, and n is the stiffening rib number, which is not greater than the total number of stiffening ribs.

[0210] In some embodiments, the target algorithm is used to calculate and determine the axial force and bending moment of the steel tube concrete column under different compression states corresponding to the cross section shown in the cross-sectional image based on the cross-sectional image and the basic parameters, including:

[0211] When the cross-sectional image represents the steel tube concrete column as a circular column, the basic parameters and the first target algorithm are used to calculate the central angle demarcation points of the cross section of the steel tube concrete column under different compression conditions, respectively, and the central angle demarcation points are used to locate the demarcation line between the compression zone and the tension zone in the cross section of the steel tube concrete column;

[0212] The central angle demarcation points and the basic parameters are used to calculate and determine the compression zone area of the cross section of the steel tube concrete column under different compression states;

[0213] The basic parameters, the compression zone area, and the second target algorithm are used to calculate and determine the axial force and bending moment of the cross section of the steel tube concrete column under different compression areas.

[0214] In some embodiments, the first target algorithm includes:

[0215]

[0216] m1 is the central angle demarcation point under the first compression condition, m2 is the central angle demarcation point under the second compression condition, m3 is the central angle demarcation point under the third compression condition, and m4 is the central angle demarcation point under the fourth compression condition. Under different compression conditions, the compression area of the cross section of the steel tube concrete column is different, the compression area of the steel tube concrete column gradually increases from the first compression condition to the fourth compression condition, and the compression area under the fourth condition is half of the cross-sectional area;

[0217] The second target algorithm includes:

[0218] P = f c A cc +f yA st -f y A sb +f yb (A sr1t +A sr2t +A sr3t +A sr4t +A sr5t +A sr6t )-f yb (A sr1b -A sr2b -A sr3b -A sr4b -A sr5b -A sr6b )

[0219] M=f c A cc y cc +f y A st y st +f y A sb y sb +f yb (A sr1t y sr1t +A sr2t y sr2t +A sr3t y sr3t +A sr4t y sr4t )-f yb (A sr5t y sr5t +A sr6t y sr6t +A sr1b y sr1b +A sr2b y sr2b )+f yb (A sr3b y sr3b +A sr4b y sr4b +A sr5b y sr5b +A sr6b y sr6b )

[0220] The P is axial force, the M is bending moment, A cc represents the area of the concrete in compression zone in the cross section, y cc represents the distance between the centroid of the concrete in compression zone and the center of the cross section, A st represents the area of the steel pipe in tension zone in the cross section, y st represents the distance between the centroid of the steel pipe in tension zone and the center of the cross section, A sbrepresents the area of the steel pipe in the compression zone in the cross section, y sb represents the distance between the centroid of the steel pipe in the compression zone and the center of the cross section, A srit represents the area of the i-th stiffening rib in the tension zone in the cross section, y srit represents the distance between the centroid of the i-th stiffening rib in the tension zone and the center of the cross section, A srib represents the area of the i-th stiffening rib in the compression zone in the cross section, y srib represents the distance between the centroid of the i-th stiffening rib in the compression zone and the center of the cross section, f yb represents the yield strength of the stiffening rib in the cross section, i is an integer not greater than 6.

[0221] In some embodiments, the target algorithm is used to calculate the axial force and the bending moment of the cross section of the concrete-filled steel tubular column under different compression states based on the cross section image and the basic parameters, including:

[0222] When the cross section image indicates that the concrete-filled steel tubular column is a rectangular column, the distances between the demarcation lines and the center of the cross section of the concrete-filled steel tubular column under different compression states are calculated based on the basic parameters and a third target algorithm, the demarcation line being the demarcation line between the compression zone and the tension zone in the cross section of the concrete-filled steel tubular column;

[0223] The compression zone area of the cross section of the concrete-filled steel tubular column under different compression states is calculated based on the demarcation line and the basic parameters.

[0224] The axial force and the bending moment of the cross section of the concrete-filled steel tubular column under different compression areas are calculated based on the basic parameters, the compression zone area, and a fourth target algorithm.

[0225] In some embodiments, the third target algorithm includes:

[0226]

[0227] The y1 is the distance value under the first compression state, the y2 is the distance value under the second compression state, the y3 is the distance value under the third compression state, and the y4 is the distance value under the fourth compression state. Under different compression states, the compression area of the concrete-filled steel tubular column is different. The compression area of the cross section of the concrete-filled steel tubular column gradually increases from the first compression state to the fourth compression state. The compression area under the fourth state is half of the cross section area.

[0228] In some embodiments, the area of the concrete in the compression zone in the cross section is A cc and the distance between the centroid of the concrete in the compression zone and the center of the cross section is y cc The calculation formula is as follows:

[0229]

[0230] The fourth target algorithm comprises:

[0231] P = f c A cc + f y (A st1 + A st2 + A st3 ) - f y (A sb1 + A sb2 + A sb3 ) + f yb (A sr1t + A sr2t + A sr3t + A sr4 t + A sr5t + A sr6t ) -

[0232] f yb (A sr1b - A sr2b - A sr3b - A sr4b - A sr5b - A sr6b )

[0233] M = f c A cc y cc + f y (A st1 y st1 + A st2 y st2 + A st3 y st3 ) + f y (A sb1 y sb1 + A sb2 y sb2 + A sb3 y sb3 )

[0234] f yb (A sr1t y sr1t + A sr2t y sr2t + A sr3t y sr3t + A sr4t y sr4t )

[0235] f yb (A sr5t y sr5t + Asr6t y sr6t +A sr1b y sr1b +A sr2b y sr2b )+f yb (A sr3b y sr3b +A sr4b y sr4b +A sr5b y sr5b +A sr6b y sr6b )

[0236] P is the axial force, M is the bending moment, and A is the bending moment. stn The area of ​​the stiffening ribs located in the upper and middle parts of the cross section above the dividing line, y stn Representing A stn The distance between the centroid of the corresponding stiffening rib and the center of the cross section, A sbn The area below the dividing line of the stiffening ribs located in the upper and middle parts of the cross section, y sbn Representing A sbn The distance between the centroid of the corresponding stiffening rib and the center of the cross section, A srit y represents the area of ​​the i-th stiffener in the tension zone of the cross section. srit A represents the distance between the centroid of the i-th stiffener in the tension zone of the cross section and the center of the cross section. srib y represents the area of ​​the i-th stiffener in the cross-section located within the compression zone. srib f represents the distance between the centroid of the i-th stiffener in the compression zone of the cross section and the center of the cross section. yb The value represents the yield strength of the stiffening rib in the cross section, where i is an integer not greater than 6 and n is an integer not greater than 3.

[0237] In some embodiments, the step of detecting the target axial force and target bending moment based on the axial force-bending moment curve to obtain a test result characterizing whether the steel-concrete composite column can withstand the target bearing capacity includes:

[0238] The target ratio is calculated and determined based on the target axial force, target bending moment and basic parameters. When the cross-sectional image represents the steel-concrete composite column as a cylinder, the ratio is related to the outer diameter of the steel tube in the basic parameters. When the cross-sectional image represents the steel-concrete composite column as a rectangular column, the ratio is related to the length of the steel tube in the basic parameters.

[0239] The adjustment strategy determined based on the detection results and the axial force-bending moment curve includes:

[0240] When the ratio is not greater than the target threshold, the adjustment strategy is to increase the concrete strength;

[0241] When the ratio is greater than a target threshold value, an adjustment strategy of increasing the thickness and / or length of the stiffening rib at the specified location is adopted.

[0242] Another embodiment of the present application also provides an electronic device, comprising:

[0243] at least one processor; and,

[0244] a memory connected to the at least one processor in communication;

[0245] The memory stores instructions executable by the at least one processor, and the instructions are configured to perform the method for the design of a concrete-filled steel tubular column under compression as in any one of the preceding embodiments.

[0246] Another embodiment of the present application also provides a storage medium, comprising a stored program, wherein the program, when executed, controls a device comprising the storage medium to perform the method for the design of a concrete-filled steel tubular column under compression as in any one of the preceding embodiments.

[0247] The embodiments of the present application also provide a computer program product tangibly stored on a computer readable medium and comprising computer executable instructions that, when executed, cause at least one processor to perform the method for the design of a concrete-filled steel tubular column under compression as in the preceding embodiments. It should be understood that each of the various schemes in the embodiments has the corresponding technical effects as in the method embodiments described above, which will not be repeated here.

[0248] It should be noted that the computer storage media of the present application can be computer-readable signal media or computer-readable storage media or any combination of the two. The computer-readable media can be, for example but not limited to, an electronic, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or any suitable combination of the foregoing. More specific examples of the computer-readable storage media can include, but are not limited to, an electrical connection having one or more wires, a portable computer diskette, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or Flash memory), an optical fiber, a portable compact disc read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the foregoing. In the present application, the computer-readable storage media can be any tangible medium that contains or stores a program used by an instruction execution system, apparatus, or device to function or operate. In the present application, the computer-readable signal media can include a data signal traveling in baseband or traveling as part of a carrier wave traveling in the transmission medium, in which the computer-readable program code embodied in the computer-readable signal media is transmitted from one place to another place. This transmission medium can transmit data signals in many forms, including but not limited to, electromagnetic signals, optical signals, or any suitable combination of the foregoing. The computer-readable signal media can also be any computer-readable medium other than the computer-readable storage media that can communicate, propagate, or transport program code. The program code contained in the computer-readable media can be transmitted using any suitable medium, including but not limited to, wireless, wireline, optical fiber cable, RF, etc., or any suitable combination of the foregoing.

[0249] Those skilled in the art should understand that the above discussion of any embodiment is only exemplary, and is not intended to limit the scope of protection of the present application; under the idea of the present application, the above embodiments or technical features in different embodiments can also be combined, the steps can be implemented in any order, and there are many other changes of different aspects of one or more embodiments of the present application as described above, which are not provided in detail for the sake of brevity.

Claims

1. A method of designing a concrete-filled steel tubular column under compression, characterized by, The compression design method of the steel pipe concrete column is applied to compression design of a target steel pipe concrete column, the target steel pipe concrete column comprising a steel pipe, a plurality of groups of stiffening ribs arranged in the steel pipe, and cast concrete, each group of the stiffening ribs comprising a first stiffening rib and a second stiffening rib, the first stiffening rib and the second stiffening rib being combined to form a T-shaped structure, the first stiffening rib being vertically arranged and connected to an inner wall of the steel pipe, and the method comprising: obtaining a sectional image of the steel pipe concrete column and basic parameters of the steel pipe concrete column, the basic parameters comprising parameter information of the steel pipe, the stiffening ribs, and the concrete; based on the sectional image and the basic parameters, determining, by using a target algorithm, axial force and bending moment of a section shown in the sectional image of the steel pipe concrete column under different compression states; based on the axial force and the bending moment, determining an axial force-bending moment curve corresponding to the section of the steel pipe concrete column; determining a target axial force and a target bending moment corresponding to a target bearing capacity, the target bearing capacity being a bearing capacity required to be borne by the steel pipe concrete column; based on the axial force-bending moment curve, detecting the target axial force and the target bending moment to obtain a detection result indicating whether the steel pipe concrete column can bear the target bearing capacity; based on the detection result and the axial force-bending moment curve, determining an adjustment strategy for adjusting the basic parameters of the steel pipe concrete column so that the adjusted steel pipe concrete column can bear the target bearing capacity.

2. The design method for a concrete-filled steel tubular column under compression according to claim 1, characterized by, The basic parameters of the steel pipe concrete column comprise: When the cross-sectional image characterizes the steel-concrete composite column as a cylinder, the outer radius of the steel tube is obtained. Inner radius of steel pipe Steel pipe wall thickness t, thickness of each stiffening rib and length , the central angle α corresponding to the neutral axis within the inner diameter range of the cross section, and the yield strength of the steel pipe. Yield strength of stiffening ribs and concrete compressive strength The central angle α ranges from [0, π], and n is the stiffening rib number, which is not greater than the total number of stiffening ribs.

3. The design method of a concrete-filled steel tubular column under compression according to claim 1, wherein The basic parameters of the steel pipe concrete column comprise: When the cross-sectional image characterizes the steel-concrete composite column as a rectangular column, the following parameters are obtained: the width b of the steel tube, the height h of the steel tube, the wall thickness t of the steel tube, and the thickness of each stiffening rib. and length Yield strength of steel pipes Yield strength of stiffening ribs and concrete compressive strength n is the stiffening rib number, and the number is not greater than the total number of stiffening ribs.

4. The design method for a concrete-filled steel tubular column under compression according to claim 2, characterized by, The method comprises: based on the sectional image, determining that the steel pipe concrete column is a cylindrical column, and based on the basic parameters and a first target algorithm, respectively calculating a central angle demarcation point of the section of the steel pipe concrete column corresponding to different compression states, the central angle demarcation point being used to locate a demarcation line between a compression zone and a tension zone in the section of the steel pipe concrete column; based on the central angle demarcation point and the basic parameters, calculating and determining an area of the compression zone of the section of the steel pipe concrete column under different compression states; based on the basic parameters, the area of the compression zone, and a second target algorithm, calculating and determining the axial force and the bending moment of the section of the steel pipe concrete column under different compression areas.

5. The design method for a concrete-filled steel tubular column under compression according to claim 4, characterized by, The first target algorithm comprises: ； The is a circle center angle demarcation point in the first compression case, the is a circle center angle demarcation point in the second compression case, the is a circle center angle demarcation point in the third compression case, the is a circle center angle demarcation point in the fourth compression case, the compression area of the cross section of the steel pipe concrete column is different in different compression cases, the compression area of the steel pipe concrete column gradually increases from the first compression case to the fourth compression case, and the compression area in the fourth compression case is half of the cross section area. The second target algorithm comprises: ； ； P is an axial force, and M is a bending moment, an area of the stiffening rib located above the boundary line in the upper and middle portions of the cross section, an area of the stiffening rib located above the boundary line in the upper and middle portions of the cross section, a distance between the centroid of the corresponding stiffening rib and the center of the cross section, an area of the stiffening rib located below the boundary line in the upper and middle portions of the cross section, an area of the stiffening rib located below the boundary line in the upper and middle portions of the cross section, a distance between the centroid of the corresponding stiffening rib and the center of the cross section, an area of the i-th stiffening rib located in the tension zone in the cross section, a distance between the centroid of the i-th stiffening rib in the tension zone and the center of the cross section, an area of the i-th stiffening rib located in the compression zone in the cross section, a distance between the centroid of the i-th stiffening rib in the compression zone and the center of the cross section, a yield strength of the stiffening rib in the cross section, i is an integer not greater than 6, and n is an integer not greater than 3.

6. The design method for a concrete-filled steel tubular column under compression according to claim 3, wherein The method comprises: based on the sectional image, determining that the steel pipe concrete column is a rectangular column, and based on the basic parameters and a third target algorithm, respectively calculating a distance between a demarcation line and a center of the section of the steel pipe concrete column corresponding to different compression states, the demarcation line being a demarcation line between a compression zone and a tension zone in the section of the steel pipe concrete column; based on the demarcation line and the basic parameters, calculating and determining an area of the compression zone of the section of the steel pipe concrete column under different compression states; Determine the axial force and bending moment of the cross section of the concrete-filled steel tubular column under different compression areas based on the basic parameters, the compression area and the fourth target algorithm.

7. The design method for a concrete-filled steel tubular column under compression according to claim 6, characterized in that, The third target algorithm comprises: ； The is a distance value under the first compression condition, the is a distance value under the second compression condition, the is a distance value under the third compression condition, the is a distance value under the fourth compression condition, the compression areas of the steel pipe concrete column are different under different compression conditions, the compression area of the steel pipe concrete column section gradually increases from the first compression condition to the fourth compression condition, and the compression area under the fourth compression condition is half of the section area.

8. The design method for a concrete-filled steel tubular column under compression according to claim 6, wherein the area of the concrete in compression in the cross-section the distance between the centroid of the concrete in compression in the cross-section and the centre of the cross-section the formula for calculating the distance between the centroid of the concrete in compression in the cross-section and the centre of the cross-section is ； The fourth target algorithm comprises: ； ； P is an axial force, and M is a bending moment, an area of the stiffening rib located above the boundary line in the upper and middle portions of the cross section, an area of the stiffening rib located above the boundary line in the upper and middle portions of the cross section, a distance between the centroid of the corresponding stiffening rib and the center of the cross section, an area of the stiffening rib located below the boundary line in the upper and middle portions of the cross section, an area of the stiffening rib located below the boundary line in the upper and middle portions of the cross section, a distance between the centroid of the corresponding stiffening rib and the center of the cross section, an area of the i-th stiffening rib located in the tension zone in the cross section, a distance between the centroid of the i-th stiffening rib in the tension zone and the center of the cross section, an area of the i-th stiffening rib located in the compression zone in the cross section, a distance between the centroid of the i-th stiffening rib in the compression zone and the center of the cross section, a yield strength of the stiffening rib in the cross section, i is an integer not greater than 6, and n is an integer not greater than 3.

9. The design method of a concrete-filled steel tubular column under compression according to claim 1, wherein Detect the target axial force and target bending moment based on the axial force-bending moment curve to obtain a detection result representing whether the concrete-filled steel tubular column can bear the target bearing capacity, comprising: Determine a target ratio based on the target axial force, the target bending moment and the basic parameters, wherein the ratio is related to the outer diameter of the steel tube in the basic parameters when the cross section image represents the concrete-filled steel tubular column as a circular column, and the ratio is related to the length of the steel tube cross section in the basic parameters when the cross section image represents the concrete-filled steel tubular column as a rectangular column; Determine an adjustment strategy based on the detection result and the axial force-bending moment curve, comprising: When the ratio is not greater than a target threshold, the adjustment strategy is to increase the strength of the concrete; When the ratio is greater than the target threshold, the adjustment strategy is to increase the thickness and / or length of the stiffening rib at a specified position.

10. A device for the design of a concrete filled steel tubular column under compression, characterized by The compression design method of the concrete-filled steel tubular column is applied to the compression design of a target concrete-filled steel tubular column, the target concrete-filled steel tubular column comprising a steel tube, a plurality of groups of stiffening ribs arranged in the steel tube and poured concrete, each group of stiffening ribs comprising a first stiffening rib and a second stiffening rib, the first stiffening rib and the second stiffening rib combined to form a T-shaped structure, the vertical first stiffening rib being connected to the inner wall of the steel tube, and the device comprising: An obtaining module is configured to obtain a cross section image of a concrete-filled steel tubular column and basic parameters of the concrete-filled steel tubular column, the basic parameters comprising parameter information of the steel tube, the stiffening ribs and the concrete; A first calculating module is configured to determine the axial force and bending moment of the cross section shown in the cross section image under different compression states of the concrete-filled steel tubular column by using a target algorithm based on the cross section image and the basic parameters; A first determining module is configured to determine an axial force-bending moment curve corresponding to the cross section of the concrete-filled steel tubular column based on the axial force and the bending moment; A second determining module is configured to determine a target axial force and a target bending moment corresponding to a target bearing capacity, the target bearing capacity being a bearing capacity that needs to be borne by the concrete-filled steel tubular column; A detecting module is configured to detect the target axial force and the target bending moment based on the axial force-bending moment curve to obtain a detection result representing whether the concrete-filled steel tubular column can bear the target bearing capacity; A third determining module is configured to determine an adjustment strategy based on the detection result and the axial force-bending moment curve, the adjustment strategy being used to adjust the basic parameters of the concrete-filled steel tubular column so that the adjusted concrete-filled steel tubular column can bear the target bearing capacity.

Images