Integrated seismic optimization design method and equipment of base isolation structure with tuned mass dampers

Abstract

The application belongs to the technical field of building isolation related technologies, and discloses an integrated anti-seismic optimization design method and equipment for a base isolation structure with a tuned mass damper system, which comprises the following steps: (1) simplifying the base isolation structure with the tuned mass damper system into a two-degree-of-freedom system, and performing a response spectrum analysis on the two-degree-of-freedom system based on a specification response spectrum; (2) optimizing the design parameters of the tuned mass damper system based on the response spectrum analysis result; (3) determining the effective damping ratio corresponding to the tuned mass damper system based on the displacement equivalence principle of the isolation structure, and then establishing an equivalent base isolation structure corresponding to the additional effective damping ratio of the base isolation structure with the tuned mass damper system, and performing a structure design based on the equivalent base isolation structure to complete the integrated anti-seismic optimization design of the base isolation structure with the tuned mass damper system. The application realizes the integrated anti-seismic optimization design of the base isolation structure with the tuned mass damper system.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of building isolation, and more particularly relates to an integrated seismic optimization design method and equipment for a base isolation structure with a tuned inerter damping system. BACKGROUND

[0002] In recent years, in order to effectively solve the problem of excessive deformation of the isolation bearing in the base isolation structure, a tuned inerter damping system has been gradually used in the isolation layer to meet the control requirements for bearing deformation. The inerter is a mechanical device related to the relative acceleration at both ends, and has a significant mass amplification effect. By combining with elements such as stiffness and damping, an enhanced energy dissipation effect can be obtained, such as the commonly used tuned inerter damper (TID) and tuned viscous mass damper (TVMD). There have been analysis and research on the tuned inerter damping system-base isolation structure, which has fully proved in theory that the tuned inerter damping system can effectively improve the seismic performance of the base isolation structure. At present, the basic analysis process of the three-dimensional model of the tuned inerter damping system-base isolation structure is as follows: first, the structure design software is used to complete the design of the base isolation structure, then the parameter optimization design of the tuned inerter damping system is carried out and it is attached to the isolation structure which has completed the structure design, and then the finite element analysis software is used to verify the improvement effect of the tuned inerter damping system on the seismic performance of the base isolation structure.

[0003] It can be seen that the above analysis process does not consider the influence of the tuned inerter damping system in the isolation structure design process, and the design of the base isolation structure and the tuned inerter damping system is separated. At the same time, due to the neglect of the beneficial influence of the tuned inerter damping system on the structure response control in the structure design process, there is a very large optimization space in the design result. Therefore, it is necessary to propose an integrated seismic design method for the base isolation structure considering the influence of the attached tuned inerter damping system, and further promote the application of the tuned inerter damping system-base isolation structure system in practical engineering. However, since the mechanical model of the inerter element depends on the difference between the accelerations at both ends rather than the difference between the displacements at both ends, although the existing finite element analysis software can realize the structural analysis and calculation of the tuned inerter damping system-base isolation structure, the inerter element unit is not included in the current building structure design software (such as PKPM and Yingjianke, etc.). Therefore, based on the current isolation structure design method and structure design software, the beneficial influence of the attached tuned inerter damping system on the seismic performance improvement of the isolation structure cannot be directly considered in the structure design process, and the integrated seismic design of the tuned inerter damping system-base isolation structure has not been realized. SUMMARY

[0004] In view of the above defects or improvement needs of the prior art, the present application provides an integrated seismic optimization design method and device for a base isolation structure additionally provided with a tuned mass damper system, which aims to solve the problem of how to realize integrated design of the base isolation structure additionally provided with the tuned mass damper system.

[0005] To achieve the above-mentioned purpose, according to one aspect of the present application, an integrated seismic optimization design method for a base isolation structure additionally provided with a tuned mass damper system is provided, which comprises the following steps:

[0006] (1) simplifying the base isolation structure additionally provided with the tuned mass damper system into a two-degree-of-freedom system, and performing a response spectrum analysis on the two-degree-of-freedom system based on a code response spectrum;

[0007] (2) optimizing the design parameters of the tuned mass damper system based on the response spectrum analysis result;

[0008] (3) determining the effective damping ratio corresponding to the tuned mass damper system based on the principle of equal displacement of the isolation structure, and then establishing an equivalent base isolation structure corresponding to the base isolation structure of the base isolation structure additionally provided with the tuned mass damper system, and performing structural design based on the equivalent base isolation structure to complete the integrated seismic optimization design of the base isolation structure additionally provided with the tuned mass damper system.

[0009] Further, the original isolation structure is simplified into one degree of freedom, and the tuned mass damper system is simplified into another degree of freedom; the mass ratio r, the additional damping ratio ξ and the additional stiffness ratio η of the tuned mass damper system in the two-degree-of-freedom system are defined as follows:

[0010]

[0011] In the formula, ω I represents the isolation frequency; m I represents the sum of the mass of the isolation layer and the upper structure, m Z , c and k respectively represent the apparent mass, additional damping coefficient and additional stiffness coefficient of the tuned mass damper system; k P represents the post-yield stiffness of the isolation bearing.

[0012] Further, the step (1) further comprises the following steps: completing preliminary design of the upper structure of the original base isolation structure and selection of the isolation bearing of the base isolation structure and selection of the mass ratio of the tuned mass damper system according to the fortification conditions.

[0013] Further, the response spectrum analysis step of the two-degree-of-freedom simplified system is as follows:

[0014] (11) Assuming the initial displacement D0 of the isolation bearing, the equivalent stiffness k of the isolation system is determined eq and the equivalent damping ratio ξ eq :

[0015]

[0016] (12) Based on the equivalent parameters of the isolation bearing, the motion equation of the two-degree-of-freedom system is established;

[0017] (13) According to the motion equation, the isolation layer displacement D can be obtained based on the design response spectrum by the complex mode complete square combination method i .

[0018] (14) Repeat steps (11) to (13) until the calculated isolation layer displacement D i and the previous calculation result D i-1 satisfy the allowable error ε, stop the iterative calculation, and complete the response spectrum analysis of the two-degree-of-freedom simplified system.

[0019] Further, based on the equivalent base isolation structure, PKPM is used for structure design.

[0020] Further, the motion equation of the two-degree-of-freedom system is:

[0021]

[0022] In the formula, M, C and K respectively represent the mass matrix of the base isolation structure of the additional tuned mass damper system, the damping matrix containing the equivalent damping coefficient c eq of the isolation bearing and the stiffness matrix containing the equivalent stiffness coefficient k eq of the isolation bearing; x represents the displacement vector; I is a vector related to the seismic input.

[0023] Further, the optimal design parameters of the tuned mass damper system, i.e. the optimal additional stiffness ratio and the optimal additional damping ratio, are determined by taking minimizing a specific structural response as the optimization objective.

[0024] Further, in the case of given tuned mass damper system design parameters, the displacement response of the base isolation structure is D I ; the displacement response of the base isolation structure with additional damping coefficient c a is In the case of equal displacement responses of the two systems, the additional damping coefficient c a is the effective damping coefficient corresponding to the tuned mass damper system, and the structure with additional damping coefficient c a is the equivalent base isolation structure corresponding to the base isolation structure with additional tuned mass damper system.

[0025] The application further provides an integrated seismic optimization design system of a base isolation structure additionally provided with a tuned inerter damping system, the system comprising a memory and a processor, the memory storing a computer program, and the processor executing the computer program to perform the integrated seismic optimization design method of the base isolation structure additionally provided with the tuned inerter damping system.

[0026] The application further provides a computer readable storage medium storing machine executable instructions, the machine executable instructions causing a processor to implement the integrated seismic optimization design method of the base isolation structure additionally provided with the tuned inerter damping system when the machine executable instructions are invoked and executed by the processor.

[0027] Overall, compared with the prior art, the integrated seismic optimization design method and device of the base isolation structure additionally provided with the tuned inerter damping system provided by the application mainly have the following beneficial effects:

[0028] 1. The effective damping ratio corresponding to the tuned inerter system is determined based on the principle of equal displacement of the isolation structure, and then the equivalent base isolation structure corresponding to the additional effective damping ratio of the base isolation structure additionally provided with the tuned inerter damping system is established, so that the influence of the mechanical performance parameters of the additional tuned inerter damping system on the seismic performance of the base isolation structure can be comprehensively considered in the structural design process, the design result is more reasonable, and integrated design is realized.

[0029] 2. The deficiency of the existing building structure design software that does not contain inerter element units is overcome, and the integrated seismic design of the base isolation structure additionally provided with the tuned inerter damping system can be completed based on the existing structure design software.

[0030] 3. The proposed design method is simple and easy to implement, the calculation process is easy to operate, the design method has strong applicability, is suitable for the integrated seismic design of the base isolation structure additionally provided with the tuned inerter damping system under different fortification levels, site categories and seismic group conditions, and is also suitable for the base isolation structure design additionally provided with common tuned inerter damping systems including but not limited to tuned inerter dampers (TID) and tuned viscous mass dampers (TVMD). BRIEF DESCRIPTION OF DRAWINGS

[0031] Figure 1 is a flowchart of an integrated seismic optimization design method of a base isolation structure additionally provided with a tuned inerter damping system provided by the application;

[0032] Figure 2 is a schematic diagram of a two-degree-of-freedom simplified model of a base isolation structure additionally provided with a tuned inerter damping system;

[0033] Figure 3 is a schematic diagram of a bilinear hysteretic model of an isolation system;

[0034] Figure 4 is a flow chart of the response spectrum analysis of a two-degree-of-freedom simplified system of a base-isolated structure with a tuned inertia-elastic vibration reduction system;

[0035] Figure 5 is a schematic diagram of the determination principle of the effective damping of a tuned inertia-elastic vibration reduction system;

[0036] Figure 6 is a schematic diagram of the planar arrangement of the isolation bearings and tuned inertia-elastic dampers of an 8-story base-isolated structure according to an embodiment of the present application;

[0037] Figure 7 is a schematic diagram of the results of the response spectrum analysis of a tuned inertia-elastic damper-base-isolated structure system according to an embodiment of the present application;

[0038] Figure 8 is a schematic diagram of the reinforcement of a 4-axis planar frame beam and column designed without considering the influence of the tuned inertia-elastic damper according to an embodiment of the present application;

[0039] Figure 9 is a schematic diagram of the reinforcement of a 4-axis planar frame beam and column based on the integrated seismic design method according to an embodiment of the present application. DETAILED DESCRIPTION

[0040] In order to make the objectives, technical solutions and advantages of the present application clearer, the present application will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely intended to explain the present application and are not intended to limit the present application. In addition, the technical features involved in the various embodiments of the present application described below can be combined with each other as long as they do not conflict with each other.

[0041] The present application provides an integrated seismic optimization design method for a base-isolated structure with a tuned inertia-elastic vibration reduction system, which can be completed based on existing structural design software and can realize integrated design of the base-isolated structure with the tuned inertia-elastic vibration reduction system while considering the influence of the mechanical performance parameters of the tuned inertia-elastic vibration reduction system. The design method is suitable for the design of a base-isolated structure with a tuned inertia-elastic vibration reduction system including but not limited to a tuned inertia-elastic damper (TID) and a tuned viscous mass damper (TVMD).

[0042] Referring to Figure 1 , the present application also provides an integrated seismic optimization design method for a base-isolated structure with a tuned inertia-elastic vibration reduction system, which mainly includes the following steps:

[0043] Step one, complete the preliminary design of the upper structure of the original foundation isolation structure according to the fortification conditions, and select the type of the isolation bearing of the foundation isolation structure and the mass ratio of the tuned mass damper system.

[0044] Specifically, it includes determining the section size of the upper structure beam and column and the thickness of the floor, determining the type of concrete and steel reinforcement, selecting the type of isolation bearing of the isolation layer and arranging it, and selecting the mass ratio of the tuned mass damper system (the ratio of the apparent mass of the tuned mass damper to the total mass of the isolation structure).

[0045] In one embodiment, the planar arrangement of the 8-story foundation isolation structure is as shown in Figure 6 , the story height is 3.6 m, the fortification level of the region is 8 degrees (0.3g), the site category is category II, the earthquake grouping is the second group, and the seismic fortification category is class C. The structure is designed in accordance with GB / T 51408-2021 "Building Isolation Design Standard" (hereinafter referred to as "Isolation Standard"). The structure has a total of 7 spans along the x direction, each span being 4.8 m; along the y direction, there are a total of 3 spans, with a side span of 7.2 m and a middle span of 3.6 m. The beam section size information is: the beam section size of each layer of the upper structure along the x direction is 300 mm x 600 mm, and the beam section size of the isolation layer is 400 mm x 800 mm; the beam section size of the side span and the middle span of each layer of the upper structure along the y direction is 300 mm x 700 mm and 300 mm x 600 mm, respectively, and the beam section size of the isolation layer is 400 mm x 900 mm and 400 mm x 700 mm, respectively. The upper structure column section size information is: 1-4 layers are 750 mm x 750 mm, and 5-8 layers are 600 mm x 600 mm. The roof and floor slab thickness of the upper structure is 100 mm, and the slab thickness of the isolation layer is 180 mm. The design strength grade of concrete is C30, and the steel grade is HRB400. The total mass of the upper structure is 5944.4 t, and the mass of the isolation layer is 965.5 t.

[0046] The isolation bearings are selected to be lead rubber bearings (LRB700) and ordinary laminated rubber bearings (LNR700) with a diameter of 700 mm, of which LRB700 is uniformly distributed around the structure. The mechanical performance parameters of the isolation bearings are shown in Table 1, and the arrangement of the isolation bearings is shown in Figure 6 .

[0047] Table 1 Mechanical performance parameters of isolation bearings

[0048]

[0049] The mass ratio of the tuned mass damper is selected to be 0.2, and the number of tuned mass dampers arranged along the y direction of the structure is 3. The distribution of the tuned mass damper is as shown in Figure 6As shown, the arrangement is horizontally arranged, one end of which is connected to the isolation layer through a hanger column, and the other end is connected to the lower pier of the isolation support.

[0050] Step two, the base isolation structure with additional tuned inerter damping system is simplified as a two-degree-of-freedom system, and the response spectrum analysis of the two-degree-of-freedom system is carried out based on the code response spectrum under the given fortification level, site condition and seismic group.

[0051] The two-degree-of-freedom system is as shown in Figure 2 As shown, the original isolation structure is simplified as one degree of freedom, and the tuned inerter damping system is simplified as another degree of freedom. Figure 2 m I represents the sum of the mass of the isolation layer and the upper structure, m Z , c and k respectively represent the apparent mass, additional damping coefficient and additional stiffness coefficient of the inerter in the tuned inerter damping system. The isolation support adopts a bilinear hysteretic model, as shown in Figure 3 . Figure 3 k E and k P respectively represent the pre-yield stiffness and post-yield stiffness of the isolation support, D y represents the yield displacement, and Q represents the yield force (i.e. the restoring force corresponding to the zero displacement). The mass ratio r, the additional damping ratio ξ and the additional stiffness ratio η of the tuned inerter damping system in the two-degree-of-freedom system are defined as follows:

[0052]

[0053] where ω I represents the isolation frequency, which can be calculated by the following formula:

[0054]

[0055] As shown in Figure 4 , the response spectrum analysis process of the two-degree-of-freedom simplified system is as follows:

[0056] (1) Assuming the initial displacement D0 of the isolation support, the equivalent stiffness k eq and the equivalent damping ratio ξ eq of the isolation system are determined:

[0057]

[0058] (2) Based on the equivalent parameters of the isolation support, the motion equation of the two-degree-of-freedom system is established.

[0059] (3) According to the motion equation, the displacement D i of the isolation layer can be obtained based on the design response spectrum by the complete square combination method of complex modes.

[0060] (4) Repeat steps (1) to (3) until the calculated displacement D of the isolation layer is obtained. i Compared with the previous calculation result D i-1 The iterative calculation stops when the tolerance error ε is met, thus completing the reaction spectrum analysis of the simplified two-degree-of-freedom system.

[0061] In one implementation, the 8-story foundation isolation structure is simplified into a two-degree-of-freedom system. The parameters of the simplified system can be calculated from the superstructure, the mass of the isolation layer, and the parameters of the selected isolation bearings: Total mass of the isolation structure m I The yield strength is 6909.9t; the yield displacement of the seismic isolation bearing is 4.5mm, the yield force is 1620kN, and the stiffness before yielding is k. E The stiffness after yielding is 356420 kN / m, and the stiffness k is... P The resistance is 40880 kN / m; the isolation period is 2.58 s.

[0062] Establish the equations of motion for a two-degree-of-freedom system based on the equivalent parameters of seismic isolation bearings:

[0063]

[0064] In the formula x Z and x I These represent the relative displacement between the two ends of the inertial capacitance and the ground displacement of the isolation layer, respectively; k eq and c eq The equivalent stiffness and equivalent damping coefficient of the seismic isolation bearing are respectively, which can be calculated according to equations (5) and (6).

[0065] Response spectrum analysis was performed on the base isolation structure system and the original isolation structure under different additional stiffness ratios η and ξ of tuned inertial-capacitive dampers. Figure 7 As shown, the variation law of the ratio of the isolation layer displacement of the base-isolated structure to the original base-isolated structure is presented. The response spectrum analysis results show that the tuned inertial-capacitive damper effectively reduces the displacement response of the isolation structure. Furthermore, there exists a pair of tuned inertial-capacitive dampers with an additional stiffness ratio η and an additional damping ratio ξ, whose corresponding isolation layer displacement response is the smallest. This indicates that the parameters of the tuned inertial-capacitive damper can be optimized based on the response spectrum analysis results.

[0066] Step 3: Optimize the design parameters of the tuned inertial capacitance system based on the response spectrum analysis results.

[0067] Based on the response spectrum analysis method proposed in step two, the structural response of the base isolation structure under given seismic design level and site conditions can be obtained. Furthermore, by minimizing a specific structural response (e.g., the displacement of the isolation layer) as the optimization objective, the optimal design parameters of the tuned inertial compression damping system can be determined, namely the optimal additional stiffness ratio and the optimal additional damping ratio.

[0068] In one embodiment, the isolation layer displacement is selected as the optimization objective. According to the response spectrum analysis results obtained in step two, the design parameters of the tuned mass damper that minimize the isolation layer displacement of the base-isolated structure system are: the optimal additional stiffness ratio η is 0.137, and the optimal additional damping ratio ξ is 0.013. Further based on formula (1), formula (2) and formula (3), the design parameters of the apparent mass, damping coefficient and stiffness of the mass damper in the tuned mass damper can be determined, as shown in Table 2.

[0069] Table 2 Tuned mass damper design parameter statistics table

[0070]

[0071] Step four, based on the principle of equal displacement of the base-isolated structure, the effective damping ratio of the tuned mass damper system is determined, and then the equivalent base-isolated structure corresponding to the additional effective damping ratio of the base-isolated structure with the additional tuned mass damper system is established.

[0072] As shown in Figure 5 , the effective damping of the tuned mass damper system can be defined as: in the case of given tuned mass damper system design parameters, the displacement response of the base-isolated structure is D I , and the displacement response of the base-isolated structure with additional damping coefficient c a is In the case of equal displacement response of the two systems (i.e. ), the additional damping coefficient c a is the effective damping coefficient corresponding to the tuned mass damper system, and the structure with additional damping coefficient c a is the equivalent base-isolated structure corresponding to the base-isolated structure. Wherein, the displacement D I of the base-isolated structure can be obtained by the response spectrum analysis method proposed in step two, and the displacement response of the equivalent single-degree-of-freedom base-isolated structure of the additional effective damping can be directly calculated by the design displacement response spectrum.

[0073] Further, the effective damping ratio ξ a of the tuned mass damper system can be defined as:

[0074]

[0075] In one embodiment, according to the definition and solving method of the effective damping ratio of the tuned inertia damper, when the inertia mass ratio is 0.2, the optimal additional stiffness ratio η is 0.137, and the optimal additional damping ratio ξ is 0.013, the effective damping ratio of the tuned inertia damper can be determined as 0.121, and the effective damping coefficient is 4067.3 kN / (m / s) according to formula (7). Therefore, the additional effective damping ratio of the equivalent base-isolated structure corresponding to the base-isolated structure is 0.121, and the additional effective damping coefficient is 4067.3 kN / (m / s).

[0076] Step five, designing the structure based on the equivalent base-isolated structure to complete the integrated seismic optimization design of the base-isolated structure with the tuned inertia damper system.

[0077] In one embodiment, the existing structure design software (such as PKPM and Yingjianke, etc.) is used to solve the seismic action of the isolated structure and perform the structure design based on the equivalent base-isolated structure with the additional effective damping ratio of 0.121 and the additional effective damping coefficient of 4067.3 kN / (m / s) in step four, so as to realize the integrated seismic design of the base-isolated structure. As shown in Table 3, the total reinforcement amount of the equivalent base-isolated structure is 129.5 t. For comparison, the structure design is performed on the original base-isolated structure without considering the influence of the additional tuned inertia damper, and the total reinforcement amount obtained is 142.5 t. The comparison shows that the integrated seismic design method proposed in the application reduces the total reinforcement amount of the structure by 9.1% compared with the original base-isolated structure.

[0078] Table 3 Total reinforcement amount of 8-story base-isolated structure

[0079] Design structure Original base isolation structure Integrated seismic design Reinforcement reduction rate / % Total reinforcement amount / t 142.5 129.5 9.1

[0080] Taking a 4-axis reinforced concrete plane frame as an example, Figure 8 the beam and column reinforcement schematic diagram designed without considering the influence of the additional tuned inertia damper is given, Figure 9 the beam and column reinforcement schematic diagram based on the integrated seismic design method proposed in the application is given, and the comparison shows that the reinforcement amount of the beams and columns of the base-isolated structure based on the integrated seismic design method is effectively reduced.

[0081] The application further provides an integrated seismic optimization design system of a base-isolated structure with a tuned inertia damper system, which comprises a memory and a processor, the memory stores a computer program, and the processor executes the computer program to perform the integrated seismic optimization design method of a base-isolated structure with a tuned inertia damper system as described above.

[0082] The application further provides a computer readable storage medium, which stores machine executable instructions, and the machine executable instructions, when called and executed by a processor, cause the processor to implement the integrated seismic resistance optimization design method of the base isolation structure with the tuned mass damper system.

[0083] Those skilled in the art can understand that the above description is only the preferred embodiment of the present application, and is not used to limit the present application, and any modification, equivalent replacement and improvement made within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. A method for integrated seismic optimization design of a base isolation structure with a tuned inerter shock absorption system, characterized in that, The method comprises the following steps: (1) simplifying the base-isolated structure with the additional tuned mass damper system into a two-degree-of-freedom system, and performing a response spectrum analysis on the two-degree-of-freedom system based on a code response spectrum; (2) optimizing the design parameters of the tuned mass damper system based on the result of the response spectrum analysis; (3) determining the effective damping ratio of the tuned mass damper system based on the principle that the displacement of the isolation structure is equal, then establishing an equivalent base-isolated structure with an additional effective damping ratio corresponding to the base-isolated structure with the additional tuned mass damper system, and performing a structural design based on the equivalent base-isolated structure to complete the integrated seismic optimization design of the base-isolated structure with the additional tuned mass damper system. The original isolation structure is simplified as one degree of freedom, and the tuned inerter damping system is simplified as another degree of freedom; the mass ratio of the tuned inerter damping system in the two-degree-of-freedom system is defined as r , the additional damping ratio is defined as ξ , and the additional stiffness ratio is defined as η , respectively. （1） （2） （3） where ω I represents the isolation frequency; m I represents the sum of the masses of the isolation layer and the superstructure, m Z , c and k represent the apparent mass, the additional damping coefficient and the additional stiffness coefficient of the inerter in the tuned inerter damping system, respectively; k P represents the post-yield stiffness of the isolation bearing; The response spectrum analysis step of the two-degree-of-freedom simplified system is: (11) Assuming initial displacement of the seismic isolation bearing D 0, determine the equivalent stiffness of the seismic isolation system k eq and the equivalent damping ratio ξ eq : （5） （6） (12) establishing a motion equation of the two-degree-of-freedom system based on the equivalent parameters of the isolation bearing; (13) According to the motion equation, the isolation layer displacement D can be obtained from the complex vibration mode complete square combination method based on the design response spectrum i ; (14) Repeat steps (11) to (13) until the calculated isolation layer displacement D i of the previous calculation D i-1 satisfies the allowable error The step (1) further comprises the following steps: completing a preliminary design of the superstructure of the original base-isolated structure and a selection of the isolation bearing of the base-isolated structure and a selection of the mass ratio of the tuned mass damper system according to the fortification conditions. and the iteration calculation is stopped, completing the response spectrum analysis of the two-degree-of-freedom simplified system.

2. The integrated seismic optimization design method of a base isolation structure with a tuned LC resonant system according to claim 1, wherein: The structure design is performed based on the equivalent base-isolated structure by using PKPM.

3. The integrated seismic optimization design method of a base isolation structure with a tuned LC resonant system according to claim 1, wherein: The motion equation of the two-degree-of-freedom system is:

4. The integrated seismic optimization design method of a base isolation structure with a tuned LC resonant system according to claim 1, wherein: The optimal design parameters of the tuned mass damper system, i.e., the optimal additional stiffness ratio and the optimal additional damping ratio, are determined by taking the minimization of a specific structural response as the optimization objective. wherein M , C and K represent the mass matrix of the base-isolated structure to which the additional tuned inerter shock absorbing system is added, the damping matrix containing the equivalent damping coefficient of the isolation bearings c eq and the stiffness matrix containing the equivalent stiffness coefficient of the isolation bearings k eq ; x represents the displacement vector; I is a vector related to the seismic input.

5. The integrated seismic optimization design method of base isolation structure with tuned LC resonant system according to any one of claims 1-4, characterized in that: The system comprises a memory and a processor, the memory stores a computer program, and the processor executes the computer program to perform the integrated seismic optimization design method of the base-isolated structure with the additional tuned mass damper system according to any one of claims 1-6.

6. The integrated seismic optimization design method of a base isolation structure with a tuned LC resonant system according to claim 1, wherein: The displacement response of the base-isolated structure is ; the additional damping coefficient c a The displacement response of the base-isolated structure is ; In the case of equal displacement responses of the two systems, the additional damping coefficient c a is the effective damping coefficient corresponding to the tuned inerter vibration reduction system, and the additional damping coefficient c a The structure is an equivalent base isolation structure corresponding to the base isolation structure with the tuned inerter vibration reduction system.

7. An integrated seismic optimization design system of a base isolation structure with a tuned LC damper system, characterized in that: The computer readable storage medium stores machine executable instructions, and the machine executable instructions, when invoked and executed by a processor, cause the processor to implement the integrated seismic optimization design method of the base-isolated structure with the additional tuned mass damper system according to any one of claims 1-6.

8. A computer-readable storage medium, characterized in that: ​

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