Beam column joint design method and device and computer storage medium

Abstract

The invention discloses a beam-column joint design method and device and a computer storage medium. The beam-column joint design method comprises the steps that S1, basic design parameters of beam and column components are determined; s2, respectively determining design loads of the beam and the column; s3, according to the axial compression ratio and the minimum reinforcement ratio, reinforcing bars of the cross section of the beam column are estimated; s4, assuming that the total cross section of the beam and the column is concrete, and calculating the bearing capacity and the height of the compression area based on the basic design parameters of the component and the pre-estimated cross section reinforcing bars; s5, checking whether the section resistance of the beam and the column can meet the design load or not; s6, replacing concrete on the outer walls of the beams and the columns within the height range of the compression area, which is calculated in the step S4, with a high-ductility material, and checking whether the bearing capacity of the cross sections of the beams and the columns meets the design requirements or not again; and S7, the length range of the plastic hinge is determined, 1-2 times of the section height serves as the calculation length of a plastic hinge area, a high-ductility material is applied to the beam column section of the plastic hinge area, and concrete is still adopted outside the plastic hinge area.

Description

Technical Field

[0001] The present application belongs to the field of structural engineering, and in particular, relates to a beam-column node design method, device and computer storage medium. Background Art

[0002] High ductility materials (such as ECC) have excellent tensile and compressive ductility and strain hardening capabilities. They can maintain stress without significant degradation when the material undergoes large strains. They have strong energy dissipation and deformation capabilities and are therefore an ideal seismic energy dissipation material.

[0003] At present, high-ductility materials have been used in the field of structural reinforcement and bridge engineering due to their excellent engineering properties. However, due to the high cost and complex construction process of high-ductility materials, it is difficult to completely replace ordinary concrete in concrete components. Therefore, how to efficiently and economically apply high-ductility materials to newly built reinforced concrete components through appropriate design methods is a key issue that needs to be solved urgently. Summary of the invention

[0004] The purpose of this application is to overcome the problems of the prior art and disclose a beam-column node design method, device and computer storage medium, which can effectively apply high-ductility materials to the cross-sectional optimization design of beam-column nodes and give full play to the performance of high-ductility materials.

[0005] On the one hand, the purpose of this application is achieved through the following technical solutions:

[0006] A beam-column node design method, the beam-column node design method comprising:

[0007] S1: Determine the basic design parameters of beams and columns;

[0008] S2: Determine the design loads of beams and columns respectively;

[0009] S3: Estimate the reinforcement of beam-column sections based on the axial compression ratio and the minimum reinforcement ratio;

[0010] S4: Assuming that the entire cross-section of beams and columns is concrete, the bearing capacity and height of the compression zone are calculated based on the basic design parameters of the components and the estimated cross-sectional reinforcement;

[0011] S5: Check whether the cross-section resistance of beams and columns can meet the design load. If not, return to step S1. If yes, proceed to step S6.

[0012] S6: replace the concrete of the outer wall of the beam and column within the height range of the compression zone calculated in S4 with high ductility materials, and recalculate whether the bearing capacity of the beam and column sections meets the design requirements. If not, return to step S3 to adjust the reinforcement and recalculate. If it meets the requirements, proceed to step S7;

[0013] S7: Determine the range of plastic hinge length, and use 1 to 2 times the section height as the calculation length of the plastic hinge zone. High ductility materials should be used in the beam and column sections in the plastic hinge zone, while concrete should still be used outside the plastic hinge zone.

[0014] In one or more possible embodiments, the basic parameters in step S1 include: cross-sectional dimensions of beams and columns, constitutive relations of high-ductility materials, concrete strength, and longitudinal reinforcement and stirrup strength.

[0015] In one or more possible embodiments, step S2 includes: determining a design load combination according to a design reference period, seismic fortification intensity, constant live load, and column axial compression ratio parameters.

[0016] In one or more possible embodiments, step S4 includes: assuming that the entire cross-section of the beam and column is concrete, and calculating the bearing capacity based on the estimated cross-sectional dimensions and reinforcement;

[0017] According to the concrete design specifications, the compression zone height and bending bearing capacity of the column section, as well as the compression zone height and bending bearing capacity of the beam section are calculated respectively.

[0018] In one or more possible embodiments, in step S5, the following formula is used to verify whether the beam section resistance can meet the design load requirement;

[0019] Assuming that the thickness of the outer wall of the high ductility material is equal to the relative compression zone height x, and using this as a constraint condition to calculate the bearing capacity and deformation of the beam section,

[0020] In the calculation, it is assumed that the high ductility materials in the tension zone have reached the ultimate tensile stress, and the bearing capacity calculation formula of the beam composite section is derived:

[0021] α1f c bx=f y A s -f y A′ s +f tu bx

[0022]

[0023] Among them, M u represents the maximum calculated bending moment of the beam, f c represents the peak stress, f y represents the yield stress of the steel bar, f tu Indicates the ultimate tensile stress of high ductility materials, A s Represents the tensile reinforcement area, A s ' represents the area of ​​the compressed steel bar, b represents the section width, h0 represents the effective height, α1 represents the stress coefficient of the compressed area, x represents the relative height of the compressed area, a sIndicates the distance from the combined force of the steel bars in the tension zone to the concrete surface, a s ' represents the distance from the combined force of the steel bars in the compression zone to the concrete surface.

[0024] In one or more possible embodiments, in step S5, the following formula is used to verify whether the column section resistance can meet the design load requirements;

[0025] Assuming that the thickness of the outer wall of the high ductility material is equal to the height x of the relative compression zone, this is used as a constraint to calculate the bearing capacity and deformation of the column section; in the calculation, assuming that the high ductility material in the tension zone has reached the ultimate tensile stress, the bearing capacity calculation formula of the column composite section is derived:

[0026]

[0027] Among them, M' u Indicates the maximum calculated bending moment of the column, N u represents the maximum calculated axial force of the column, f2~f4 represents the stress of each layer of steel bars, h2~h4 represents the distance from each layer of steel bars to the edge of the compression zone, A s1 ~A s4 Represents the area of ​​tensile reinforcement in each layer, A' s5 Represents the area of ​​the compressive reinforcement.

[0028] On the other hand, the present application also discloses:

[0029] A beam-column node design device, the beam-column node design device comprising a processor and a memory;

[0030] The memory is used to store computer programs or instructions.

[0031] The processor is used to execute the computer program or instructions in the memory, and when the computer program or instructions are executed, it is used to implement the aforementioned beam-column node design method.

[0032] On the other hand, the present application also discloses:

[0033] A computer-readable storage medium stores a computer program, and when the computer program is executed by a processor, the aforementioned beam-column node design method is implemented.

[0034] The aforementioned main scheme of the present application and its further options can be freely combined to form multiple schemes, all of which are schemes that can be adopted and claimed for protection in the present application. After understanding the scheme of the present application, those skilled in the art can understand that there are multiple combinations based on the prior art and common knowledge, all of which are technical schemes to be protected by the present application, and they are not exhaustively listed here.

[0035] Beneficial effects of this application:

[0036] This application proposes efficient application examples and corresponding optimization design methods for the efficient application of high-ductility materials in beam-column joints, gives specific design steps and optimization schemes, and optimizes the ductility design of beam-column joints efficiently and economically. BRIEF DESCRIPTION OF THE DRAWINGS

[0037] Figure 1 It is a flow chart of the beam-column joint design method of the present application;

[0038] Figure 2 It is the design drawing of the beam section of this application;

[0039] Figure 3 It is the column cross-section design drawing of this application;

[0040] Figure 4 This is an example of the application of high ductility materials in beam-column joints. DETAILED DESCRIPTION

[0041] The following describes the embodiments of the present application through specific examples, and those skilled in the art can easily understand other advantages and effects of the present application from the contents disclosed in this specification. The present application can also be implemented or applied through other different specific embodiments, and the details in this specification can also be modified or changed in various ways based on different viewpoints and applications without departing from the spirit of the present application. It should be noted that the following embodiments and features in the embodiments can be combined with each other without conflict.

[0042] Example 1

[0043] refer to Figure 1 As shown in the figure, a beam-column node design method is shown, characterized in that the beam-column node design method includes the following steps.

[0044] Step S1: Determine the basic design parameters of beam and column components.

[0045] In one or more possible embodiments, the basic parameters in step S1 include: cross-sectional dimensions of beams and columns, constitutive relations of high-ductility materials, concrete strength, and longitudinal reinforcement and stirrup strength.

[0046] Step S2: Determine the design loads of beams and columns respectively.

[0047] In one or more possible embodiments, step S2 includes: determining a design load combination according to a design reference period, seismic fortification intensity, constant live load, and column axial compression ratio parameters.

[0048] Step S3: estimating the reinforcement of the beam-column section according to the axial compression ratio and the minimum reinforcement ratio;

[0049] Step S4: Assuming that the entire cross-section of the beam and column is concrete, the bearing capacity and the height of the compression zone are calculated based on the basic design parameters of the components and the estimated cross-sectional reinforcement.

[0050] In one or more possible embodiments, step S4 includes: assuming that the entire cross-section of the beam and column is concrete, and calculating the bearing capacity based on the estimated cross-sectional dimensions and reinforcement.

[0051] In one or more possible embodiments, the height of the compression zone and the compression-bending bearing capacity of the column section, as well as the height of the compression zone and the bending bearing capacity of the beam section are calculated separately according to the concrete design code.

[0052] Step S5: Check whether the cross-section resistance of beams and columns can meet the design load. If not, return to step S1; if yes, proceed to step S6.

[0053] Step S6: Replace the concrete of the outer wall of the beam and column within the height range of the compression zone calculated in S4 with high ductility material, and recalculate whether the bearing capacity of the beam and column sections meets the design requirements. If not, return to step S3 to adjust the reinforcement and recalculate. If it meets the requirements, proceed to step S7.

[0054] In one or more possible embodiments, in step S6, the following formula is used to verify whether the beam section resistance can meet the design load requirements;

[0055] like Figure 2 As shown in the figure, it is assumed that the thickness of the outer wall of the high ductility material is equal to the relative compression zone height x, and this is used as a constraint condition to calculate the bearing capacity and deformation of the beam section.

[0056] In the calculation, it is assumed that the high ductility materials in the tension zone have reached the ultimate tensile stress, and the bearing capacity calculation formula of the beam composite section is derived:

[0057] α1f c bx=f y A s -f y A′ s +f tu bc

[0058]

[0059] Among them, M u represents the maximum calculated bending moment of the beam, f c represents the peak stress, f y represents the yield stress of the steel bar, f tu Indicates the ultimate tensile stress of high ductility materials, A s Represents the tensile reinforcement area, A s' represents the area of ​​the compressed steel bar, b represents the section width, h0 represents the effective height, α1 represents the stress coefficient of the compressed area, x represents the relative height of the compressed area, a s Indicates the distance from the combined force of the steel bars in the tension zone to the concrete surface, a s ' represents the distance from the combined force of the steel bars in the compression zone to the concrete surface.

[0060] In this application, due to its excellent deformation performance and strain hardening characteristics, high ductility materials can be applied to beam-column joints. First, for the beam section, the beam section is designed as follows Figure 2 The composite section shown is to place high ductility materials on both sides of the beam in the direction of force to replace concrete, thereby maximizing the performance of high ductility materials without causing material waste.

[0061] In one or more possible embodiments, in step S6, the following formula is used to verify whether the column section resistance can meet the design load requirements;

[0062] like Figure 3 As shown in the figure, it is assumed that the thickness of the outer wall of the high ductility material is equal to the height x of the relative compression zone, and this is used as a constraint to calculate the bearing capacity and deformation of the column section; in the calculation, it is assumed that the high ductility materials in the tension zone have reached the ultimate tensile stress, and the bearing capacity calculation formula of the column composite section is derived:

[0063]

[0064] Among them, M' u Indicates the maximum calculated bending moment of the column, N u represents the maximum calculated axial force of the column, f2~f4 represents the stress of each layer of steel bars, h2~h4 represents the distance from each layer of steel bars to the edge of the compression zone, A s1 ~A s4 Represents the area of ​​tensile reinforcement in each layer, A' s5 Represents the area of ​​the compressive reinforcement.

[0065] This application designs the column section as follows Figure 3 The composite section shown is one in which high ductility material is placed around the column to replace concrete, thereby maximizing the performance of the high ductility material without causing material waste.

[0066] Step S7: Determine the range of plastic hinge length, take 1 to 2 times of the section height as the calculation length of the plastic hinge zone, apply high ductility materials to the beam and column sections in the plastic hinge zone, and still use concrete outside the plastic hinge zone. Figure 4 An example of the application of high ductility materials in beam-column joints is given.

[0067] This application proposes efficient application examples and corresponding optimization design methods for the efficient application of high-ductility materials in beam-column joints, gives specific design steps and optimization schemes, and optimizes the ductility design of beam-column joints efficiently and economically.

[0068] Example 2

[0069] Based on the same technical concept, the present application also discloses a beam-column node design device, which includes a processor and a memory, and optionally, also includes: a communication interface and a communication bus, wherein the processor, the communication interface, and the memory communicate with each other through the communication bus.

[0070] A computer program is stored in the memory, and when the program is executed by the processor, the processor is enabled to complete the steps of the above-mentioned beam-column node design method.

[0071] The communication bus mentioned in the above beam-column node design device can be a Peripheral Component Inter connect (PCI) bus or an Extended Industry Standard Architecture (EISA) bus, etc. The communication bus can be divided into an address bus, a data bus, a control bus, etc. The communication interface is used for communication between the above beam-column node design device and other devices.

[0072] The memory may include a random access memory (RAM) or a non-volatile memory (NVM), such as at least one disk memory. Optionally, the memory may also be at least one storage device located away from the aforementioned processor.

[0073] The above-mentioned processor can be a general-purpose processor, including a central processing unit, a network processor (Network Processor, NP), etc.; it can also be a digital signal processing processor (Digital Signal Processing, DSP), an application-specific integrated circuit, a field programmable gate array or other programmable logic device, a discrete gate or transistor logic device, a discrete hardware component, etc.

[0074] Example 3

[0075] Based on the same technical concept, the present application also discloses: a computer-readable storage medium, on which a computer program is stored, and when the computer program is executed by a processor, the steps of the beam-column node design method as described above are implemented.

[0076] The above-mentioned computer-readable storage medium can be any available medium or data storage device that can be accessed by the processor in the beam-column node design device, including but not limited to magnetic storage such as floppy disks, hard disks, magnetic tapes, magneto-optical disks (MO), etc., optical storage such as CD, DVD, BD, HVD, etc., and semiconductor storage such as ROM, EPROM, EEPROM, non-volatile memory (NANDFLASH), solid-state drive (SSD), etc.

[0077] Those skilled in the art will appreciate that the embodiments of the present application may be provided as methods, systems, or computer program products. Therefore, the present application may adopt the form of a complete hardware embodiment, a complete software embodiment, or an embodiment in combination with software and hardware. Moreover, the present application may adopt the form of a computer program product implemented in one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) that include computer-usable program code.

[0078] The present application is described with reference to the flowcharts and / or block diagrams of the methods, devices (systems), and computer program products according to the present application. It should be understood that each process and / or box in the flowchart and / or block diagram, as well as the combination of the processes and / or boxes in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowchart and / or block diagram. Figure 1 A process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0079] These computer program instructions may also be stored in a computer-readable memory capable of directing a computer or other programmable data processing device to operate in a specific manner, so that the instructions stored in the computer-readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 A process or multiple processes and / or boxes Figure 1 A function specified in one or more boxes.

[0080] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operating steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing instructions for implementing the process. Figure 1 A process or multiple processes and / or boxes Figure 1 The steps for the functions specified in one or more boxes.

[0081] The above description is only a preferred embodiment of the present application and is not intended to limit the present application. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present application should be included in the protection scope of the present application.

Claims

1. A beam-column joint design method, characterized in that: The beam-column node design method comprises: S1: Determine the basic design parameters of beams and columns; S2: Determine the design loads of beams and columns respectively; S3: Estimate the reinforcement of beam-column sections based on the axial compression ratio and the minimum reinforcement ratio; S4: Assuming that the entire cross-section of beams and columns is concrete, the bearing capacity and height of the compression zone are calculated based on the basic design parameters of the components and the estimated cross-sectional reinforcement; S5: Check whether the cross-section resistance of beams and columns can meet the design load. If not, return to step S1. If yes, proceed to step S6. S6: replace the concrete of the outer wall of the beam and column within the height range of the compression zone calculated in S4 with high ductility materials, and recalculate whether the bearing capacity of the beam and column sections meets the design requirements. If not, return to step S3 to adjust the reinforcement and recalculate. If it meets the requirements, proceed to step S7; S7: Determine the range of plastic hinge length, and use 1 to 2 times the section height as the calculation length of the plastic hinge zone. High ductility materials should be used in the beam and column sections in the plastic hinge zone, while concrete should still be used outside the plastic hinge zone.

2. The beam-column node design method according to claim 1, characterized in that: The basic parameters in step S1 include: cross-sectional dimensions of beams and columns, constitutive relations of high-ductility materials, concrete strength, and longitudinal reinforcement and stirrup strength.

3. The beam-column node design method according to claim 1, characterized in that: Step S2 includes: determining the design load combination according to the design reference period, seismic fortification intensity, constant live load, and column axial compression ratio parameters.

4. The beam-column node design method according to claim 1, characterized in that: Step S4 includes: assuming that the entire cross-section of the beam and column is concrete, and calculating the bearing capacity based on the estimated cross-sectional dimensions and reinforcement; According to the concrete design specifications, the compression zone height and bending bearing capacity of the column section, as well as the compression zone height and bending bearing capacity of the beam section are calculated respectively.

5. The beam-column node design method according to claim 1, characterized in that: In step S5, the following formula is used to verify whether the beam section resistance can meet the design load requirements; Assuming that the thickness of the outer wall of the high ductility material is equal to the relative compression zone height x, and using this as a constraint condition to calculate the bearing capacity and deformation of the beam section, In the calculation, it is assumed that the high ductility materials in the tension zone have reached the ultimate tensile stress, and the bearing capacity calculation formula of the beam composite section is derived: α1f c bx=f y A s -f y A′ s +f tu bx Among them, M u represents the maximum calculated bending moment of the beam, f c represents the peak stress, f y represents the yield stress of the steel bar, f tu Indicates the ultimate tensile stress of high ductility materials, A s Represents the tensile reinforcement area, A s ' represents the area of ​​the compressed steel bar, b represents the section width, h0 represents the effective height, α1 represents the stress coefficient of the compressed area, x represents the relative height of the compressed area, a s Indicates the distance from the combined force of the steel bars in the tension zone to the concrete surface, a s ' represents the distance from the combined force of the steel bars in the compression zone to the concrete surface.

6. The beam-column node design method according to claim 5, characterized in that: In step S5, the following formula is used to check whether the column section resistance can meet the design load requirements; Assuming that the thickness of the outer wall of the high ductility material is equal to the height x of the relative compression zone, this is used as a constraint to calculate the bearing capacity and deformation of the column section; in the calculation, assuming that the high ductility material in the tension zone has reached the ultimate tensile stress, the bearing capacity calculation formula of the column composite section is derived: Among them, M' u Indicates the maximum calculated bending moment of the column, N u represents the maximum calculated axial force of the column, f2~f4 represents the stress of each layer of steel bars, h2~h4 represents the distance from each layer of steel bars to the edge of the compression zone, A s1 ~A s4 Represents the area of ​​tensile reinforcement in each layer, A' s5 Represents the area of ​​the compressive reinforcement.

7. A beam-column node design device, characterized in that: The beam-column node design device includes a processor and a memory; The memory is used to store computer programs or instructions. The processor is used to execute the computer program or instructions in the memory, and when the computer program or instructions are executed, it is used to implement the beam-column node design method according to any one of claims 1 to 6.

8. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores a computer program, and when the computer program is executed by a processor, the beam-column node design method according to any one of claims 1 to 6 is implemented.

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