Seismic hybrid reinforcement and dynamic control method for steel-concrete composite members

Abstract

This invention discloses a method for seismic-resistant hybrid reinforcement and dynamic control of steel-concrete composite members, relating to the field of civil engineering technology. The method includes configuring an internal steel section, an external high-strength steel bar, and an external fiber-reinforced composite bar to form a hybrid reinforcement system; determining the initial stiffness and mass distribution of the member; calculating the fundamental period of the structure; establishing a dynamic weight relationship between the contribution of each reinforcement component to resisting forces and the inter-story displacement based on the hybrid reinforcement system; obtaining the characteristic period of seismic motion at the target site; determining the dynamic matching characteristics in conjunction with the fundamental period of the structure; and evaluating the required damping level of the member using the dynamic weight relationship; setting adjustable energy dissipation elements in key areas of the member according to the required damping level to form a damping control scheme corresponding to the dynamic matching characteristics; and, based on the damping control scheme, deploying a main energy dissipation zone using low-yield-point steel and an auxiliary energy dissipation zone using shape memory alloy materials in the nodal region and mid-span region, respectively.

Description

Technical Field

[0001] This invention relates to the field of civil engineering technology, and in particular to a method for seismic-resistant mixed reinforcement and dynamic control of steel and concrete composite components. Background Technology

[0002] Due to their high load-bearing capacity, good ductility, and ease of construction, composite steel and concrete structures have been widely used in high-rise buildings, bridges, and important infrastructure. In recent years, with the development of high-performance materials, researchers have gradually introduced high-strength steel bars and fiber-reinforced composite materials into the reinforcement system of composite components, forming a hybrid reinforcement mode of steel + steel bar + FRP, in order to synergistically improve strength, stiffness, and durability.

[0003] Damping configurations are mostly based on empirical values ​​or fixed proportions in the code, without considering the matching relationship between the characteristic period of the ground motion of the target site and the fundamental period of the structure, making it difficult to achieve energy dissipation on demand. Although some studies have attempted to introduce multi-level energy dissipation mechanisms, they lack a clear activation sequence and coordination logic. The main and auxiliary energy dissipation elements often yield synchronously or interfere with each other, failing to form a gradient dissipation path, resulting in large residual deformation and concentrated damage under large earthquakes. Summary of the Invention

[0004] In view of the aforementioned existing problems, the present invention is proposed.

[0005] Therefore, this invention provides a method for seismic hybrid reinforcement and dynamic control of steel and concrete composite components to address the problem of failing to consider the matching relationship between the characteristic period of ground motion and the fundamental period of the structure at the target site, making it difficult to achieve on-demand energy dissipation. Although some studies have attempted to introduce multi-level energy dissipation mechanisms, they lack a clear activation sequence and collaborative logic. The main and auxiliary energy dissipation components often yield synchronously or interfere with each other, failing to form a gradient dissipation path, resulting in large residual deformation and concentrated damage under major earthquakes.

[0006] To solve the above-mentioned technical problems, the present invention provides the following technical solution:

[0007] In a first aspect, the present invention provides a method for seismic hybrid reinforcement and dynamic control of steel-concrete composite members, which includes configuring built-in steel, outer high-strength steel bars and outer fiber-reinforced composite bars to form a hybrid reinforcement system, determining the initial stiffness and mass distribution of the member, and calculating the basic period of the structure.

[0008] Based on the hybrid reinforcement system, a dynamic weighting relationship is established for the contribution of each reinforcement component to the resistance force as a function of inter-story displacement.

[0009] The characteristic period of ground motion at the target site is obtained, the dynamic matching characteristics are determined by combining the fundamental period of the structure, and the required damping level of the components is evaluated by using dynamic weighting relationships.

[0010] Based on the required damping level, adjustable energy-dissipating elements are set in key areas of the components to form a damping control scheme that corresponds to the dynamic matching characteristics.

[0011] Based on the damping control scheme, a main energy dissipation zone using low yield point steel and an auxiliary energy dissipation zone using shape memory alloy material are respectively deployed in the node domain and the mid-span region to construct a gradient energy dissipation path with sequential activation capability.

[0012] The material and geometric parameters are defined using a hybrid reinforcement system. The dynamic weight relationship is used as the resistance evolution rule. The mechanical behavior of adjustable energy dissipation components is embedded, and the gradient energy dissipation path is transformed into element damage activation logic to construct a nonlinear finite element analysis model.

[0013] The multi-level ground motion time history is input into the nonlinear finite element analysis model to solve the dynamic response of the component throughout the entire process. The results of bearing capacity degradation, hysteretic energy dissipation and residual deformation are output, and the reinforcement, energy dissipation elements and activation sequence are corrected accordingly.

[0014] As a preferred embodiment of the seismic-resistant hybrid reinforcement and dynamic control method for steel-concrete composite members described in this invention, the method involves configuring an internal steel section, an external high-strength steel bar, and an external fiber-reinforced composite bar to form a hybrid reinforcement system, determining the initial stiffness and mass distribution of the member, and calculating the fundamental period of the structure. The specific steps are as follows:

[0015] H-shaped rolled steel sections are used as the internal frame, arranged along the entire length of the component;

[0016] High-strength steel bars are arranged on the outer side of the flange to form a transverse restraint cage;

[0017] Unidirectional fiber-reinforced composite stiffener sheets are bonded to the surface of the tension flange;

[0018] Based on the moment of inertia of the steel section Conversion moment of inertia for reinforcing bars and the equivalent stiffness contribution of composite reinforcement Calculate the equivalent bending stiffness of the component ;

[0019] Combined with mass per unit length With calculation span The fundamental period of the structure is calculated based on the stiffness and mass parameters. The expression is:

[0020] ;

[0021] in, For the basic period of the structure, The mass per unit length of the component. For the calculated span of the component, The elastic modulus of the material, The equivalent moment of inertia of the cross section is contributed by the built-in steel, the outer high-strength steel bars and the external fiber-reinforced composite bars.

[0022] As a preferred embodiment of the seismic-resistant hybrid reinforcement and dynamic control method for steel-concrete composite members described in this invention, the specific steps for establishing a dynamic weight relationship between the contribution of each reinforcement component to the resistance force and the inter-story displacement based on the hybrid reinforcement system are as follows:

[0023] Inter-story drift angle To unify variables, the nonlinear resistance mechanisms of structural steel, high-strength steel bars, and fiber-reinforced composite bars are integrated into a single analytical expression;

[0024] The initial bearing capacity of each component is modeled as a function, and the total resistance evolves with displacement. The expression is:

[0025] ;

[0026] in, The total resistance that evolves with displacement. , , These are the characteristic resistance amplitudes of structural steel, reinforcing steel, and composite reinforcement, respectively. The inter-story drift angle. , , , These are positive real-valued parameters that characterize the degradation and activation properties of materials.

[0027] As a preferred embodiment of the seismic-resistant hybrid reinforcement and dynamic control method for steel-concrete composite members described in this invention, the specific steps of obtaining the characteristic period of seismic motion at the target site, determining the dynamic matching characteristics in combination with the fundamental period of the structure, and evaluating the required damping level of the member using dynamic weighting relationships are as follows:

[0028] Extracting seismic characteristic periods from site seismic safety assessment reports and Formation of a period ratio ;

[0029] Substituting the ratio into the adaptive damping demand function quantifies the seismic sensitivity, the required additional damping ratio is determined. The expression is:

[0030] ;

[0031] in, Additional damping ratio as required Basic damping, For the maximum adjustable damping increment, To adjust the steepness coefficient.

[0032] As a preferred embodiment of the seismic-resistant hybrid reinforcement and dynamic control method for steel-concrete composite members described in this invention, the step of setting adjustable energy-dissipating elements in key areas of the member according to the required damping level to form a damping control scheme corresponding to the dynamic matching characteristics includes the following specific steps:

[0033] Viscoelastic damping interlayers are arranged in the nodal domain and the high curvature region at mid-span.

[0034] The viscoelastic material used in the interlayer has a loss factor equal to twice the required additional damping ratio;

[0035] Material selection and thickness design are performed for the required additional damping ratio to match the energy dissipation capacity per unit length with the damping level, thereby obtaining a damping control scheme.

[0036] As a preferred embodiment of the seismic-resistant hybrid reinforcement and dynamic control method for steel-concrete composite members described in this invention, the method involves, based on a damping control scheme, establishing a main energy dissipation zone using low-yield-point steel and an auxiliary energy dissipation zone using shape memory alloy materials in the nodal region and mid-span region respectively, thereby constructing a gradient energy dissipation path with sequential activation capability. The specific steps are as follows:

[0037] Weld low-yield-point steel strips in the node region and set the yield strain to be... ;

[0038] Shape memory alloy wire bundles are embedded in the middle of the span, and the phase transformation initiation strain is set to... And satisfy > ;

[0039] Differentiated deployment is implemented in high-energy input areas to account for the cumulative energy consumption increase under the coordinated operation of main and auxiliary energy consumption zones. Quantization yields a gradient energy consumption path with sequential activation logic, expressed as:

[0040] ;

[0041] in, This refers to the additional cumulative energy consumption generated by the coordinated operation of the primary and secondary energy-consuming bands under the gradient energy consumption path. The strain threshold at which the main energy-dissipating zone begins to yield. To assist in the strain threshold at which the energy dissipation zone begins to activate due to phase transition, The limit strain that the component is allowed to reach. The main energy dissipation band under arbitrary strain The corresponding stress response, To assist in energy dissipation under arbitrary strain The corresponding hyperelastic stress response.

[0042] As a preferred embodiment of the seismic-resistant hybrid reinforcement and dynamic control method for steel-concrete composite members described in this invention, the method involves defining material and geometric parameters using a hybrid reinforcement system, employing dynamic weight relationships as resistance evolution rules, embedding the mechanical behavior of adjustable energy-dissipating elements, and transforming gradient energy dissipation paths into element damage activation logic to construct a nonlinear finite element analysis model. The specific steps are as follows:

[0043] The cross-section of the component is discrete using fiber beam elements, and each fiber is assigned a constitutive property determined by the material properties.

[0044] Will The bending moment-curvature relationship is transformed into a unit restoring force model;

[0045] The connection element is embedded in the form of complex stiffness through viscoelastic behavior;

[0046] Will and Set as the initial threshold for unit damage;

[0047] By integrating the physical rules, a nonlinear finite element analysis model is obtained.

[0048] As a preferred embodiment of the seismic-resistant hybrid reinforcement and dynamic control method for steel-concrete composite members described in this invention, the method involves inputting multi-level ground motion time histories into a nonlinear finite element analysis model to solve the dynamic response of the member throughout the entire process, outputting the results of bearing capacity degradation, hysteretic energy dissipation, and residual deformation, and accordingly correcting the reinforcement, energy dissipation elements, and activation sequence. The specific steps are as follows:

[0049] The frequent, fortified, and rare three-level ground motion records that conform to the site characteristics are used as input to perform time history integration on the nonlinear finite element analysis model.

[0050] Calculate the first Hysteresis secant stiffness The bearing capacity degradation index is defined as ;

[0051] Calculate cumulative hysteresis energy consumption ;

[0052] If the bearing capacity degradation index is less than 0.6, or the residual displacement angle is greater than 0.005, then return to adjust the reinforcement ratio, damping element density, or strain threshold until all performance indicators meet the preset requirements and an optimized implementation plan is obtained.

[0053] In a second aspect, the present invention provides a computer device, including a memory and a processor, wherein the memory stores a computer program, wherein: when the computer program is executed by the processor, it implements any step of the method for seismic-resistant mixed reinforcement and dynamic control of steel-concrete composite members as described in the first aspect of the present invention.

[0054] Thirdly, the present invention provides a computer-readable storage medium having a computer program stored thereon, wherein: when the computer program is executed by a processor, it implements any step of the method for seismic-resistant mixed reinforcement and dynamic control of steel-concrete composite members as described in the first aspect of the present invention.

[0055] The beneficial effects of this invention are as follows: Adjustable energy-dissipating elements are directionally set in the nodal domain and the medium-high energy dissipation area of ​​the span to form a damping control scheme that strictly corresponds to the dynamic matching characteristics. The function is to accurately deploy limited energy-dissipating materials to the most needed parts, avoid ineffective arrangement, and improve the damping utilization efficiency. According to the control scheme, the main energy-dissipating band of low yield point steel is arranged in the nodal domain to dissipate energy first in the small and medium deformation stage, and the auxiliary energy-dissipating band of shape memory alloy is embedded in the mid-span area to take over activation in the large deformation stage and provide partial self-resetting capability. A sequential activation gradient energy-dissipating path with strain threshold control is constructed. The function is to realize multi-mechanism, phased, and coordinated energy dissipation, effectively delay stiffness degradation, suppress residual deformation, and prevent local damage concentration. Attached Figure Description

[0056] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the following description of the embodiments will be briefly introduced. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0057] Figure 1 This is a flowchart of the seismic-resistant mixed reinforcement and dynamic control method for steel-concrete composite members. Detailed Implementation

[0058] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

[0059] Many specific details are set forth in the following description in order to provide a full understanding of the invention. However, the invention may also be practiced in other ways different from those described herein, and those skilled in the art can make similar extensions without departing from the spirit of the invention. Therefore, the invention is not limited to the specific embodiments disclosed below.

[0060] Secondly, the term "one embodiment" or "embodiment" as used herein refers to a specific feature, structure, or characteristic that may be included in at least one implementation of the present invention. The phrase "in one embodiment" appearing in different places in this specification does not necessarily refer to the same embodiment, nor is it a single or selective embodiment that is mutually exclusive with other embodiments.

[0061] Reference Figure 1 This is one embodiment of the present invention, which provides a method for seismic-resistant hybrid reinforcement and dynamic control of steel-concrete composite members, including the following steps:

[0062] S1. Configure built-in steel sections, external high-strength steel bars and external fiber-reinforced composite bars to form a mixed reinforcement system, determine the initial stiffness and mass distribution of the components, and calculate the basic period of the structure.

[0063] Furthermore, H-shaped rolled steel sections are used as the internal skeleton, arranged along the entire length of the component;

[0064] High-strength steel bars are arranged on the outer side of the flange to form a transverse restraint cage;

[0065] Unidirectional fiber-reinforced composite stiffener sheets are bonded to the surface of the tension flange;

[0066] Based on the moment of inertia of the steel section Conversion moment of inertia for reinforcing bars and the equivalent stiffness contribution of composite reinforcement Calculate the equivalent bending stiffness of the component ;

[0067] Combined with mass per unit length With calculation span The fundamental period of the structure is calculated based on the stiffness and mass parameters. The expression is:

[0068] ;

[0069] in, For the basic period of the structure, The mass per unit length of the component. For the calculated span of the component, The elastic modulus of the material, The equivalent moment of inertia of the cross section is contributed by the built-in steel, the outer high-strength steel bars and the external fiber-reinforced composite bars.

[0070] It should be noted that by synergistically configuring structural steel, high-strength steel bars, and fiber-reinforced composite bars to form a hybrid reinforcement system, and accurately calculating the fundamental period of the structure based on its composite stiffness, the initial dynamic characteristics of the components under seismic loading can be more realistically reflected, providing a reliable basis for subsequent dynamic matching and energy dissipation design, and avoiding period misjudgment and insufficient seismic redundancy caused by traditional single-material models.

[0071] S2. Based on the hybrid reinforcement system, establish a dynamic weight relationship between the contribution of each reinforcement component to the resistance force and the inter-story displacement.

[0072] Furthermore, using the inter-story drift angle To unify variables, the nonlinear resistance mechanisms of structural steel, high-strength steel bars, and fiber-reinforced composite bars are integrated into a single analytical expression;

[0073] The initial bearing capacity of each component is modeled as a function, and the total resistance evolves with displacement. The expression is:

[0074] ;

[0075] in, The total resistance that evolves with displacement. , , These are the characteristic resistance amplitudes of structural steel, reinforcing steel, and composite reinforcement, respectively. The inter-story drift angle. , , , These are positive real-valued parameters that characterize the degradation and activation properties of materials.

[0076] It should be noted that the established dynamic weighted resistance function can continuously and differentiably describe the nonlinear contribution evolution of different reinforcement components in the elastic, yielding and large deformation stages, overcoming the discontinuity and lag of existing piecewise linear or separate constitutive models in performance evaluation, and providing a unified mechanical expression basis for realizing refined damping demand assessment and energy dissipation path design.

[0077] S3. Obtain the characteristic period of ground motion at the target site, determine the dynamic matching characteristics by combining the fundamental period of the structure, and evaluate the required damping level of the components using the dynamic weight relationship.

[0078] Furthermore, the characteristic periods of ground motion are extracted from the site seismic safety assessment report. and Formation of a period ratio ;

[0079] Substituting the ratio into the adaptive damping demand function quantifies the seismic sensitivity, the required additional damping ratio is determined. The expression is:

[0080] ;

[0081] in, Additional damping ratio as required Basic damping, For the maximum adjustable damping increment, To adjust the steepness coefficient.

[0082] It should be noted that by introducing a sigmoid-type damping demand function with the period ratio as the independent variable, the additional damping level can be adaptively adjusted according to the seismic spectral characteristics, thereby improving the energy dissipation capacity in the resonance zone and maintaining a low stiffness in the non-resonance zone. This balances structural safety and normal performance, solving the technical problem that traditional fixed damping designs cannot respond to the diversity of seismic motions.

[0083] S4. Based on the required damping level, adjustable energy-dissipating elements are set in the key areas of the component to form a damping control scheme that matches the dynamic characteristics.

[0084] Furthermore, viscoelastic damping interlayers are arranged in the nodal domain and the high curvature region at mid-span;

[0085] The viscoelastic material used in the interlayer has a loss factor equal to twice the required additional damping ratio;

[0086] Material selection and thickness design are performed for the required additional damping ratio to match the energy dissipation capacity per unit length with the damping level, thereby obtaining a damping control scheme.

[0087] It should be noted that by directly linking the material loss characteristics of the viscoelastic damping interlayer with the calculated additional damping ratio, a damping control strategy of selecting materials on demand and precisely deploying them can be realized. This avoids economic waste or sudden stiffness changes caused by blindly increasing energy-consuming devices, and improves the utilization efficiency of energy-consuming resources and the constructability of the structure.

[0088] S5. Based on the damping control scheme, a main energy dissipation zone using low yield point steel and an auxiliary energy dissipation zone using shape memory alloy material are respectively deployed in the node domain and the mid-span region to construct a gradient energy dissipation path with sequential activation capability.

[0089] Furthermore, low-yield-point steel strips are welded into the node region, and the yield strain is set to... ;

[0090] Shape memory alloy wire bundles are embedded in the middle of the span, and the phase transformation initiation strain is set to... And satisfy > ;

[0091] Differentiated deployment is implemented in high-energy input areas to account for the cumulative energy consumption increase under the coordinated operation of main and auxiliary energy consumption zones. Quantization yields a gradient energy consumption path with sequential activation logic, expressed as:

[0092] ;

[0093] in, This refers to the additional cumulative energy consumption generated by the coordinated operation of the primary and secondary energy-consuming bands under the gradient energy consumption path. The strain threshold at which the main energy-dissipating zone begins to yield. To assist in the strain threshold at which the energy dissipation zone begins to activate due to phase transition, The limit strain that the component is allowed to reach. The main energy dissipation band under arbitrary strain The corresponding stress response, To assist in energy dissipation under arbitrary strain The corresponding hyperelastic stress response.

[0094] It should be noted that by setting up primary and secondary energy dissipation zones with a clear strain activation sequence and constructing a gradient energy dissipation path, the energy dissipation process is carried out in stages and in an orderly manner, which effectively prevents local damage concentration and sudden stiffness drop, improves the ductility reserve and residual bearing capacity of components under rare earthquakes, and at the same time reduces residual deformation by utilizing the self-resetting characteristics of shape memory alloys.

[0095] S6. Define the material and geometric parameters of the hybrid reinforcement system, use the dynamic weight relationship as the resistance evolution rule, embed the mechanical behavior of the adjustable energy dissipation element, and transform the gradient energy dissipation path into the element damage activation logic to construct a nonlinear finite element analysis model.

[0096] Furthermore, fiber beam elements are used to discretize the component sections, and each fiber is given a constitutive property determined by the material properties.

[0097] Will The bending moment-curvature relationship is transformed into a unit restoring force model;

[0098] The connection element is embedded in the form of complex stiffness through viscoelastic behavior;

[0099] Will and Set as the initial threshold for unit damage;

[0100] By integrating the physical rules, a nonlinear finite element analysis model is obtained.

[0101] It should be noted that by integrating material nonlinearity, interface slip, dynamic resistance evolution, viscoelastic energy dissipation, and multi-level damage activation mechanisms into a nonlinear finite element model, a high-fidelity simulation of the stress behavior of composite components throughout the entire process is achieved. This provides a reliable numerical platform for performance verification and parameter optimization, significantly reducing the reliance on expensive physical tests.

[0102] S7. Input the multi-level ground motion time history into the nonlinear finite element analysis model, solve the dynamic response of the component throughout the entire process, output the bearing capacity degradation, hysteretic energy dissipation and residual deformation results, and correct the reinforcement, energy dissipation elements and activation sequence accordingly.

[0103] Furthermore, the nonlinear time history analysis of the nonlinear finite element analysis model is performed by using the ground motion records of frequent earthquakes, design earthquakes, and rare earthquakes that conform to the seismic characteristics of the target site as input.

[0104] Based on the analysis results, the peak shear force and its corresponding vertex displacement of the hysteresis loop in each loading stage are extracted, the secant stiffness of each stage is calculated, and the ratio of the secant stiffness of the current stage to the secant stiffness of the initial stage is used as the bearing capacity degradation index.

[0105] The cumulative hysteretic energy dissipation of the component is obtained by summing the absolute values ​​of the product of shear force and displacement increment throughout the entire seismic response process.

[0106] If the bearing capacity degradation index is below 0.6, or the residual inter-story drift angle of the component exceeds 0.005 after the earthquake, then return to adjust the mixed reinforcement ratio, the arrangement density of adjustable energy dissipation elements, or the strain activation threshold of the main and auxiliary energy dissipation zones.

[0107] Repeat the analysis and adjustment process until all performance indicators meet the preset seismic performance targets.

[0108] It should be noted that by using multi-level ground motion input and closed-loop feedback correction mechanism, the design scheme can simultaneously meet the performance objectives under multiple levels of seismic design, ensuring that the seismic design requirements of no damage in minor earthquakes, repairable in moderate earthquakes, and no collapse in major earthquakes are met. The iterative optimization process deeply integrates theoretical analysis, numerical simulation and structural design, improving the intelligent design level and engineering reliability of steel-concrete composite components.

[0109] This embodiment also provides a computer device applicable to the seismic mixed reinforcement and dynamic control method for steel-concrete composite members, including: a memory and a processor; the memory is used to store computer-executable instructions, and the processor is used to execute the computer-executable instructions to realize the seismic mixed reinforcement and dynamic control method for steel-concrete composite members as proposed in the above embodiment.

[0110] The computer device can be a terminal, comprising a processor, memory, communication interface, display screen, and input devices connected via a system bus. The processor provides computing and control capabilities. The memory includes non-volatile storage media and internal memory. The non-volatile storage media stores the operating system and computer programs. The internal memory provides an environment for the operation of the operating system and computer programs stored in the non-volatile storage media. The communication interface is used for wired or wireless communication with external terminals; wireless communication can be achieved through Wi-Fi, carrier networks, NFC (Near Field Communication), or other technologies. The display screen can be an LCD screen or an e-ink screen. The input devices can be a touch layer covering the display screen, buttons, a trackball, or a touchpad on the computer device's casing, or an external keyboard, touchpad, or mouse.

[0111] This embodiment also provides a storage medium storing a computer program. When executed by a processor, the program implements the seismic-resistant hybrid reinforcement and dynamic control method for steel-concrete composite members as proposed in the above embodiments. The storage medium can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as Static Random Access Memory (SRAM), Electrically Erasable Programmable Read-Only Memory (EEPROM), Erasable Programmable Read Only Memory (EPROM), Programmable Red-Only Memory (PROM), Read-Only Memory (ROM), magnetic storage, flash memory, magnetic disk, or optical disk.

[0112] In summary, this invention achieves a damping control scheme that strictly corresponds to the dynamic matching characteristics by directionally setting adjustable energy-dissipating elements in the nodal domain and the mid-span region where energy dissipation is high. This scheme precisely delivers limited energy-dissipating materials to the most needed locations, avoiding ineffective placement and improving damping utilization efficiency. According to the control scheme, a low-yield-point steel main energy-dissipating band is deployed in the nodal domain to dissipate energy first during the small and medium deformation stages, while a shape memory alloy auxiliary energy-dissipating band is embedded in the mid-span region to take over activation during the large deformation stages and provide partial self-resetting capability. This constructs a sequential activation gradient energy-dissipating path with strain threshold control. This achieves multi-mechanism, phased, and coordinated energy dissipation, effectively delaying stiffness degradation, suppressing residual deformation, and preventing local damage concentration.

[0113] It should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.

Claims

1. A method for seismic-resistant hybrid reinforcement and dynamic control of steel-concrete composite members, characterized in that: include: A hybrid reinforcement system is formed by configuring built-in steel sections, external high-strength steel bars, and external fiber-reinforced composite bars, and the initial stiffness and mass distribution of the components are determined, and the basic period of the structure is calculated. Based on the hybrid reinforcement system, a dynamic weighting relationship is established for the contribution of each reinforcement component to the resistance force as a function of inter-story displacement. The characteristic period of ground motion at the target site is obtained, the dynamic matching characteristics are determined by combining the fundamental period of the structure, and the required damping level of the components is evaluated by using dynamic weighting relationships. Based on the required damping level, adjustable energy-dissipating elements are set in key areas of the components to form a damping control scheme that corresponds to the dynamic matching characteristics. Based on the damping control scheme, a main energy dissipation zone using low yield point steel and an auxiliary energy dissipation zone using shape memory alloy material are respectively deployed in the node domain and the mid-span region to construct a gradient energy dissipation path with sequential activation capability. The material and geometric parameters are defined using a hybrid reinforcement system. The dynamic weight relationship is used as the resistance evolution rule. The mechanical behavior of adjustable energy dissipation components is embedded, and the gradient energy dissipation path is transformed into element damage activation logic to construct a nonlinear finite element analysis model. The multi-level ground motion time history is input into the nonlinear finite element analysis model to solve the dynamic response of the component throughout the entire process. The results of bearing capacity degradation, hysteretic energy dissipation and residual deformation are output, and the reinforcement, energy dissipation elements and activation sequence are corrected accordingly.

2. The method for seismic-resistant hybrid reinforcement and dynamic control of steel and concrete composite members as described in claim 1, characterized in that: The configuration includes built-in steel sections, external high-strength steel bars, and external fiber-reinforced composite bars, forming a hybrid reinforcement system. The initial stiffness and mass distribution of the components are determined, and the fundamental period of the structure is calculated. The specific steps are as follows: H-shaped rolled steel sections are used as the internal frame, arranged along the entire length of the component; High-strength steel bars are arranged on the outer side of the flange to form a transverse restraint cage; Unidirectional fiber-reinforced composite stiffener sheets are bonded to the surface of the tension flange; Based on the moment of inertia of the steel section Conversion moment of inertia for reinforcing bars and the equivalent stiffness contribution of composite reinforcement Calculate the equivalent bending stiffness of the component ; Combined with mass per unit length With calculation span The fundamental period of the structure is determined by the stiffness and mass parameters. The calculation is expressed as: ; in, For the basic period of the structure, The mass per unit length of the component. For the calculated span of the component, The elastic modulus of the material, The equivalent moment of inertia of the cross section is contributed by the built-in steel, the outer high-strength steel bars and the external fiber-reinforced composite bars.

3. The method for seismic-resistant hybrid reinforcement and dynamic control of steel and concrete composite members as described in claim 2, characterized in that: The specific steps for establishing a dynamic weighting relationship between the contribution of each reinforcement component to resisting force and the inter-story displacement based on the hybrid reinforcement system are as follows: Inter-story drift angle To unify variables, the nonlinear resistance mechanisms of structural steel, high-strength steel bars, and fiber-reinforced composite bars are integrated into a single analytical expression; The initial bearing capacity of each component is modeled as a function, and the total resistance evolves with displacement. The expression is: ; in, The total resistance that evolves with displacement. , , These are the characteristic resistance amplitudes of structural steel, reinforcing steel, and composite reinforcement, respectively. The inter-story drift angle. , , , These are positive real-valued parameters that characterize the degradation and activation properties of materials.

4. The method for seismic-resistant hybrid reinforcement and dynamic control of steel and concrete composite members as described in claim 3, characterized in that: The specific steps for obtaining the characteristic period of ground motion at the target site, determining the dynamic matching characteristics by combining the fundamental period of the structure, and evaluating the required damping level of the components using dynamic weighting relationships are as follows: Extracting seismic characteristic periods from site seismic safety assessment reports and Formation of a period ratio ; Substituting the ratio into the adaptive damping demand function quantifies the seismic sensitivity, the required additional damping ratio is determined. The expression is: ; in, Additional damping ratio as required Basic damping, For the maximum adjustable damping increment, To adjust the steepness coefficient.

5. The method for seismic-resistant hybrid reinforcement and dynamic control of steel and concrete composite members as described in claim 4, characterized in that: The specific steps for setting adjustable energy-dissipating elements in key areas of the component according to the required damping level to form a damping control scheme corresponding to the dynamic matching characteristics are as follows: Viscoelastic damping interlayers are arranged in the nodal domain and the high curvature region at mid-span. The viscoelastic material used in the interlayer has a loss factor equal to twice the required additional damping ratio; Material selection and thickness design are performed for the required additional damping ratio to match the energy dissipation capacity per unit length with the damping level, thereby obtaining a damping control scheme.

6. The method for seismic-resistant hybrid reinforcement and dynamic control of steel and concrete composite members as described in claim 5, characterized in that: Based on the damping control scheme, a main energy dissipation zone using low yield point steel and an auxiliary energy dissipation zone using shape memory alloy material are respectively deployed in the node domain and the mid-span region to construct a gradient energy dissipation path with sequential activation capability. The specific steps are as follows: Weld low-yield-point steel strips in the node region and set the yield strain to be... ; Shape memory alloy wire bundles are embedded in the middle of the span, and the phase transformation initiation strain is set to... And satisfy > ; Differentiated deployment is implemented in high-energy input areas to account for the cumulative energy consumption increase under the coordinated operation of main and auxiliary energy consumption zones. Quantization yields a gradient energy consumption path with sequential activation logic, expressed as: ; in, This refers to the additional cumulative energy consumption generated by the coordinated operation of the primary and secondary energy-consuming bands under the gradient energy consumption path. The strain threshold at which the main energy-dissipating zone begins to yield. To assist in the strain threshold at which the energy dissipation zone begins to activate due to phase transition, The limit strain that the component is allowed to reach. The main energy dissipation band under arbitrary strain The corresponding stress response, To assist in energy dissipation under arbitrary strain The corresponding hyperelastic stress response.

7. The method for seismic-resistant hybrid reinforcement and dynamic control of steel-concrete composite members as described in claim 6, characterized in that: The method defines material and geometric parameters using a hybrid reinforcement system, uses dynamic weight relationships as resistance evolution rules, embeds the mechanical behavior of adjustable energy-dissipating components, and transforms gradient energy dissipation paths into element damage activation logic to construct a nonlinear finite element analysis model. The specific steps are as follows: The cross-section of the component is discrete using fiber beam elements, and each fiber is assigned a constitutive property determined by the material properties. Will The bending moment-curvature relationship is transformed into a unit restoring force model; The connection element is embedded in the form of complex stiffness through viscoelastic behavior; Will and Set as the initial threshold for unit damage; By integrating the physical rules, a nonlinear finite element analysis model is obtained.

8. The method for seismic-resistant hybrid reinforcement and dynamic control of steel-concrete composite members as described in claim 7, characterized in that: The process involves inputting multi-level ground motion time histories into a nonlinear finite element analysis model to solve for the dynamic response of the component throughout the entire process. The model outputs results on bearing capacity degradation, hysteretic energy dissipation, and residual deformation, and accordingly corrects the reinforcement, energy-dissipating elements, and activation sequence. The specific steps are as follows: The three-level ground motion records of frequent earthquakes, fortified earthquakes, and rare earthquakes that conform to the seismic characteristics of the target site are used as input to perform nonlinear time history analysis on the nonlinear finite element analysis model. Based on the analysis results, the peak shear force and its corresponding vertex displacement of the hysteresis loop in each loading stage are extracted, the secant stiffness of each stage is calculated, and the ratio of the secant stiffness of the current stage to the secant stiffness of the initial stage is used as the bearing capacity degradation index. The cumulative hysteretic energy dissipation of the component is obtained by summing the absolute values ​​of the product of shear force and displacement increment throughout the entire seismic response process. If the bearing capacity degradation index is below 0.6, or the residual inter-story drift angle of the component exceeds 0.005 after the earthquake, then return to adjust the mixed reinforcement ratio, the arrangement density of adjustable energy dissipation elements, or the strain activation threshold of the main and auxiliary energy dissipation zones. Repeat the analysis and adjustment process until all performance indicators meet the preset seismic performance targets.

9. A computer device comprising a memory and a processor, wherein the memory stores a computer program, characterized in that: When the processor executes the computer program, it implements the steps of the seismic-resistant hybrid reinforcement and dynamic control method for steel and concrete composite members as described in any one of claims 1 to 8.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by the processor, it implements the steps of the seismic-resistant hybrid reinforcement and dynamic control method for steel and concrete composite members as described in any one of claims 1 to 8.

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