Multi - layer frame energy dissipation and seismic reduction design method for sub - structures based on frame structures

Abstract

The present invention discloses a multi - storey frame energy dissipation and seismic reduction design method for a sub - structure based on a frame structure, including Step 1: establishing an equivalent reduced - order model of the multi - storey frame structure; Step 2: designing the parameters of the energy dissipation and seismic reduction device based on the sub - structure based on the equivalent reduced - order model of the multi - storey frame structure; Step 3: in finite element software, simulating and verifying the effectiveness of the designed energy dissipation and seismic reduction device; and Step 4: installing a monitoring system at the key nodes of the real structure, updating the model in Step 1 based on the post - earthquake data, and repeating Step 2 and Step 3 to achieve the rapid restoration of the post - earthquake building function. The method of the present invention is based on multi - objective optimization to design the control parameters based on the sub - structure, and uses the post - earthquake data to update the model, which can avoid the problem of reduced control efficiency caused by systematic errors, observation errors or insufficient completeness of observation information, and ensure the control effect and robustness of the present method.

Description

Technical Field

[0001] The present invention relates to the technical field of seismic isolation and energy dissipation for civil engineering, and specifically, to a multi-story frame energy dissipation and seismic reduction design method for a sub-structure based on a frame structure. Background Art

[0002] Traditional anti-seismic / vibration strength systems and anti-seismic / vibration ductility systems are difficult to solve problems such as structural safety, loss of structural function, and structural damage. Therefore, it is very necessary to develop a new type of anti-seismic / vibration technology system (seismic isolation, energy dissipation and seismic reduction technology system) based on the passive and negative anti-seismic / vibration method. At present, the commonly used seismic isolation / energy dissipation structural system is to add seismic isolation / energy dissipation devices to the structure to achieve the control of structural earthquake / vibration; for example: adding viscous dampers between structural layers, adding tuned mass dampers at positions sensitive to structural modes, setting bearings at the structural foundation or between layers, etc. In the above applications, passive energy dissipation and seismic reduction devices mainly play the role of consuming seismic energy and reducing structural damage; introducing this mechanism into the mega-substructure design forms a mega-frame structural system based on a vibration reduction sub-structure. For ordinary shear-type multi-story frame structures, non-structural components or facilities such as roof greening also belong to the sub-structure of the frame structure; therefore, for this type of structure, it is of great significance to develop a seismic reduction technology with the function of sub-structure vibration reduction. Summary of the Invention

[0003] The purpose of the present invention is to overcome the defects of the above-mentioned existing technologies, and thus provide a multi-story frame energy dissipation and seismic reduction design method for a sub-structure based on a frame structure.

[0004] To achieve the above purpose, the present invention adopts the following technical solutions:

[0005] A multi-story frame energy dissipation and seismic reduction design method for a sub-structure based on a frame structure, wherein the sub-structure of the frame structure includes a multi-story frame structure, a circular low wall located on the multi-story frame structure, a sub-structure placed in the circular low wall by means of a friction-type bearing at the bottom, one or more layers of collision energy dissipation materials provided on the inner wall of the circular low wall, and a number of cubic stiffness non-linear springs provided on the inner wall of the circular low wall;

[0006] The multi-story frame energy dissipation and seismic reduction design method includes the following steps:

[0007] Step 1: Establish an equivalent reduced-order model of the multi-story frame structure;

[0008] Step 2: Design the parameters of the energy dissipation and seismic reduction device based on the sub-structure based on the equivalent reduced-order model of the multi-story frame structure;

[0009] Step 3: In finite element software, simulate and verify the effectiveness of the designed energy dissipation and seismic reduction device;

[0010] Step 4: Install a monitoring system at the key nodes of the real structure, update the model in Step 1 based on the post-earthquake data, and repeat Steps 2 and 3 to achieve rapid restoration of the post-earthquake building function.

[0011] Further, Step 1 includes:

[0012] Step 1.1: Establish a finite element model of a multi-story frame and calculate the dynamic response of the structure under different seismic waves;

[0013] Step 1.2: Under seismic action, establish an equivalent reduced-order model of the finite element model of the multi-story frame, that is, the basic motion equation of a multi-degree-of-freedom system:

[0014]

[0015] Obtain the state space equation of the frame according to the reduced-order model:

[0016] where: Z represents the state quantity of the system, represents the observable quantity of the system represents the relative quantity of the system state; is the absolute acceleration;

[0017] The state matrix and the observation matrix are respectively:

[0018]

[0019] In the state space equation, the ground motion is the input of the state space equation, and the structural response is the output of the state space equation The transfer function relationship from the input to the output of the state space equation is determined by the mass parameters, stiffness parameters, and damping parameters of the reduced-order model.

[0020] Further, Step 2 includes:

[0021] Step 2.1: According to the design dimensions of the structure, determine the mass parameters of each degree of freedom of the reduced-order model, and determine the value ranges of the stiffness and damping parameters of each degree of freedom; randomly select Q models, and record the corresponding parameter groups as z. Based on the known seismic waves, calculate the responses of the Q models;

[0022] Step 2.2: To evaluate the performance of each model, define the evaluation function as

[0023] where rms is the root mean square operator; is the response output of the i-th node in the model corresponding to the parameter group z; y i(t) is the measured response of the i-th node of the finite element model; N is the total number of measured nodes;

[0024] Evaluate the model in step 2.1 using the evaluation function, and based on the differential evolution algorithm, optimize and reorganize the Q groups of models to obtain Q new models;

[0025] Step 2.3: To evaluate the performance of the new model, repeat the evaluation process in step 2.2. When the obtained evaluation results no longer change, obtain the equivalent reduced-order model of the multi-story frame structure;

[0026] Step 2.4: Under seismic action, the motion equation of the controlled multi-degree-of-freedom system is expressed as:

[0027]

[0028] where G is the position matrix of the action of the control force vector F a of the matrix:

[0029]

[0030] Step 2.5: The control force F a acts on the top layer of the frame, and is expressed as the friction coefficient μ of the friction-type bearing, the mass m d of the sub-structure, the stiffness k N of the cubic stiffness non-linear spring, the collision coefficient r c of the collision energy dissipation material, and the relative motion state u N of the sub-structure, that is, F a (m d , k N , r c , μ, u N );

[0031] Step 2.6: Determine the seismic fortification classification, seismic fortification intensity and design basic seismic acceleration value of the construction project; combine the site conditions to determine the response spectrum; select the natural earthquake acceleration time history and artificial earthquake acceleration time history according to the response spectrum;

[0032] Step 2.7: Take the acceleration and displacement responses of the structure after vibration reduction as the optimization objective J2, and based on the selected seismic acceleration conditions, design the friction coefficient μ of the friction-type bearing, the stiffness k N of the cubic stiffness non-linear spring c and the collision coefficient r

[0033] of the collision energy dissipation material; N Take the energy dissipation efficiency of the vibration reduction device as the optimization objective J3, and based on the selected seismic acceleration conditions, design the friction coefficient μ of the friction-type bearing, the stiffness k c of the cubic stiffness non-linear spring and the collision coefficient r of the collision energy dissipation material;

[0034] Step 2.8 and step 2.7 evaluate the control efficiency from different perspectives, and the designed parameters of the control device respectively meet the optimization objectives J2 and J3. To make the designed parameters of the control device meet J2 and J3 simultaneously, a multi-objective optimization problem based on the Pareto front is proposed, and the genetic algorithm NSGA-II algorithm is used to optimize the parameters of the control device.

[0035] Furthermore, the step 3 includes: establishing a finite element model of the control device optimized in step 2.8 and substituting it into the original structure for effectiveness verification.

[0036] Furthermore, the step 4 includes:

[0037] Step 4.1: Arrange a monitoring system at the key nodes of the actual structure; after experiencing a strong earthquake, update the finite element model of the multi-story frame based on the monitoring data.

[0038] Step 4.2: Repeat steps 2 to 3 to quickly design the post-earthquake vibration reduction device to achieve the rapid restoration of the building function.

[0039] According to the present invention, the cross-section of the annular short wall is a circular cross-section or a polygonal cross-section, and a reserved hole is provided on the inner side wall; the collision energy dissipation material is fixedly connected to the annular short wall through a high-strength bolt by means of the reserved hole; the cubic stiffness nonlinear spring is fixedly connected to the annular short wall through a high-strength bolt by means of the reserved hole.

[0040] Furthermore, the cubic stiffness nonlinear springs are uniformly arranged along the inner side wall of the annular short wall.

[0041] According to the present invention, the cross-sectional shape of the collision energy dissipation material is also a circular cross-section or a polygonal cross-section; and the collision energy dissipation material is fixed on the upper side and the lower side of the cubic stiffness nonlinear spring.

[0042] According to the present invention, the friction-type bearing is fixedly connected to the bottom of the sub-structure by a high-strength bolt or welding, and silicone grease is coated on the top of the friction-type bearing and the bottom of the sub-structure.

[0043] The multi-story frame energy dissipation and vibration reduction design method for the sub-structure based on the frame structure of the present invention has the following beneficial effects:

[0044] 1. Under the action of an earthquake, the response of the top floor of the multi-story frame structure is often the largest. Reasonably using the non-structural components or facilities such as roof greening on the structure roof as vibration reduction mass blocks does not affect the use function and space function of the original structure.

[0045] 2. The cubic stiffness nonlinear spring can achieve unidirectional transfer of vibration energy from the main structure to the energy dissipation component, and the absorbed energy is consumed through the friction mechanism and the collision mechanism.

[0046] 3. The substructure is designed with high-strength and high-elasticity components. The nonlinear energy dissipation is mainly achieved by friction bearings and collision energy dissipation materials. By replacing the energy dissipation components after an earthquake, the rapid restoration of the structural function can be realized.

[0047] 4. The vibration reduction substructure combines a nonlinear spring and an energy dissipation component to form a non-linear energy sink in the traditional sense; compared with a general frame structure installed with an energy dissipation and vibration control device, the mass block of the present invention selects a substructure, which has a larger participating mass.

[0048] 5. The mass of the substructure can be precisely adjusted; taking the roof greening facility as an example, the mass of the substructure can be precisely adjusted according to the thickness and compaction degree of the soil layer.

[0049] 6. Generally speaking, people's description or prediction of objective world phenomena is always based on certain assumptions. If the assumptions conform to the reality, people's subjective description or prediction of the phenomena can exactly match the objective system. Otherwise, there will be a deviation between the objective phenomena and the subjective description or prediction; based on multi-objective optimization design of the control parameters of the substructure and using the post-earthquake data to update the model, the problem of reduced control efficiency caused by system errors, observation errors or insufficient completeness of observation information can be avoided, ensuring the control effect and robustness of the present method. BRIEF DESCRIPTION OF THE DRAWINGS

[0050] Figure 1 It is a schematic diagram of the substructure of the frame structure.

[0051] Figure 2 is Figure 1 Top view.

[0052] Figure 3 It is a schematic diagram of the design flow of the present invention.

[0053] In the figure, 1 - multi-story frame structure; 2 - annular low wall; 3 - collision energy dissipation material; 4 - substructure; 5 - friction type bearing; 6 - cubic stiffness nonlinear spring. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0054] The following will clearly and completely describe the technical solutions of the present invention with specific embodiments in conjunction with the drawings. It should be understood that the described embodiments are only a part of the embodiments of the present invention, rather than all of the embodiments. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts shall fall within the scope of the present invention.

[0055] Such as Figure 1 and Figure 2As shown in the figure, it is a schematic diagram of a sub-structure of a frame structure. The sub-structure includes a multi-layer frame structure 1, a ring-shaped low wall 2 located on the multi-layer frame structure 1, a sub-structure 4 placed in the ring-shaped low wall 2 with its bottom supported by a friction-type bearing 5, one or more layers of collision energy-dissipating materials 3 provided on the inner wall of the ring-shaped low wall 2, and a number of cubic stiffness non-linear springs 6 provided on the inner wall of the ring-shaped low wall 2.

[0056] Among them, the cubic stiffness non-linear spring 6 provides lateral stiffness for the sub-structure 4, and the friction-type bearing 5 provides vertical stiffness for the sub-structure 4; energy of horizontal vibration is released between the sub-structure 4 and the collision energy-dissipating materials 3 through collision, and energy is dissipated through friction between the friction-type bearing 5 and the sub-structure 4.

[0057] The multi-layer frame structure 1 and the ring-shaped low wall 2 are constructed by integral casting; the cross-section of the ring-shaped low wall 2 is a circular ring cross-section or a polygonal cross-section; the cross-sectional dimensions of the ring-shaped low wall 2 are determined according to the design dimensions of the original structural roof sub-structure.

[0058] Reserved holes (not shown in the figure) are provided on the inner side wall of the ring-shaped low wall 2; the collision energy-dissipating materials 3 are fixedly connected to the ring-shaped low wall 2 through high-strength bolts by means of the reserved holes; the cubic stiffness non-linear springs 6 are also fixedly connected to the ring-shaped low wall 2 through high-strength bolts by means of the reserved holes; the cubic stiffness non-linear springs 6 are uniformly arranged along the inner side wall of the ring-shaped low wall 2. Taking the ring-shaped low wall 2 with a circular ring cross-section shown in the figure as an example, the cubic stiffness non-linear springs 6 are uniformly and symmetrically arranged along the circular ring cross-section of the ring-shaped low wall 2, and a total of 12 are provided; the cross-sectional shape of the collision energy-dissipating materials 3 is also a circular ring cross-section or a polygonal cross-section; the collision energy-dissipating materials 3 are fixed on the upper side and the lower side of the cubic stiffness non-linear springs 6.

[0059] The friction-type bearing 5 is fixedly connected to the multi-layer frame structure roof through high-strength bolts or welding; silicone grease is coated on the top of the friction-type bearing 5; silicone grease is also coated on the bottom of the sub-structure 4; the coating requirements of the silicone grease are determined according to the designed friction coefficient; the designed friction coefficient is determined according to the seismic energy-dissipation requirements.

[0060] The collision energy-dissipating materials 3 are selected from lead plates or high-damping rubbers; the collision energy-dissipating materials 3 are used to prevent collision damage between the sub-structure 4 and the ring-shaped low wall 2; the collision energy-dissipating materials 3 are replaceable components.

[0061] The cubic stiffness non-linear spring 6 can achieve one-way transfer of vibration energy from the main structure to the energy-dissipating element.

[0062] Combined Figure 3 As shown, the design steps of the energy dissipation and seismic reduction design method of the multi-layer frame based on the sub-structure of the present invention can be summarized as:

[0063] Step 1: Establish an equivalent reduced-order model of the multi-layer frame structure;

[0064] Step 2: Design the parameters of the energy dissipation and seismic reduction device based on the sub-structure according to the equivalent reduced-order model of the multi-layer frame structure;

[0065] Step 3: In the finite element software, simulate and verify the effectiveness of the designed energy dissipation and seismic reduction device;

[0066] Step 4: Install a monitoring system at the key nodes of the real structure, update the model in Step 1 based on the post-earthquake data, and repeat Steps 2 and 3 to achieve the rapid restoration of the post-earthquake building function.

[0067] Specifically, Step 1 includes:

[0068] Step 1.1: Establish a finite element model of the multi-layer frame and calculate the dynamic response of the structure under different seismic waves;

[0069] Step 1.2: Under seismic action, establish an equivalent reduced-order model of the finite element model of the multi-layer frame, that is, the basic motion equation of the multi-degree-of-freedom system:

[0070]

[0071] Obtain the state space equation of the frame according to the reduced-order model:

[0072] Where: Z represents the state quantity of the system, represents the observable quantity of the system represents the relative quantity of the system state; is the absolute acceleration;

[0073] The state matrix and the observation matrix are respectively:

[0074]

[0075] In the state space equation, the ground motion is the input of the state space equation, and the structural response is the output of the state space equation The transfer function relationship from the input to the output of the state space equation is determined by the mass parameter, stiffness parameter and damping parameter of the reduced-order model.

[0076] Further, Step 2 includes:

[0077] Step 2.1: Determine the mass parameters of each degree of freedom of the reduced-order model according to the design dimensions of the structure, and determine the value ranges of the stiffness and damping parameters of each degree of freedom; Randomly select Q models, and record the corresponding parameter groups as z. Based on the known seismic waves, calculate the responses of the Q models;

[0078] Step 2.2: To evaluate the performance of each model, define the evaluation function as

[0079] where rms is the root mean square operator; is the response output of the i-th node in the model corresponding to the parameter group z; y i (t) is the measured response of the i-th node of the finite element model; N is the total number of measured nodes;

[0080] Use the evaluation function to evaluate the models in Step 2.1, and based on the differential evolution algorithm, optimize and recombine the Q groups of models to obtain new Q models;

[0081] Step 2.3: To evaluate the performance of the new models, repeat the evaluation process in Step 2.2. When the obtained evaluation results no longer change, obtain the equivalent reduced-order model of the multi-story frame structure;

[0082] Step 2.4: Under seismic action, the motion equation of the controlled multi-degree-of-freedom system can be expressed as:

[0083]

[0084] where G is the action position matrix of the control force vector F a ; the matrix:

[0085]

[0086] Step 2.5: The control force F a acts on the top floor of the frame and can be expressed as a function of the friction coefficient μ of the friction-type bearing (5), the mass m d of the sub-structure (4), the stiffness k N of the cubic stiffness nonlinear spring (6), the collision coefficient r c of the collision energy dissipation material (3), and the relative motion state u N of the sub-structure (4), that is, F a (m d , k N , r c , μ, u N );

[0087] Step 2.6: Determine the seismic fortification classification, seismic fortification intensity, and design basic seismic acceleration value of the construction project; Combine the site conditions to determine the response spectrum; Select the natural seismic acceleration time history and artificial seismic acceleration time history according to the response spectrum;

[0088] Step 2.7: Taking the acceleration and displacement responses of the structure after vibration reduction as the optimization objective J2, based on the selected seismic acceleration conditions, design the friction coefficient μ of the friction-type bearing (5), the stiffness k of the cubic stiffness nonlinear spring (6) N and the collision coefficient r of the collision energy dissipation material (3) c ;

[0089] Taking the energy dissipation efficiency of the vibration reduction device as the optimization objective J3, based on the selected seismic acceleration conditions, design the friction coefficient μ of the friction-type bearing (5), the stiffness k of the cubic stiffness nonlinear spring (6) N and the collision coefficient r of the collision energy dissipation material (3) c ;

[0090] Step 2.8: Step 2.7 evaluates the control efficiency from different perspectives, and the obtained design parameters of the control device respectively meet the optimization objectives J2 and J3; in order to make the designed control device parameters meet J2 and J3 simultaneously, a multi-objective optimization problem based on the Pareto front is proposed, and the genetic algorithm NSGA-II algorithm is used to optimize the control device parameters.

[0091] Step 3 includes: establishing a finite element model of the control device optimized in Step 2.8 and substituting it into the original structure for effectiveness verification.

[0092] Step 4 includes:

[0093] Step 4.1: Arrange a monitoring system at the key nodes of the actual structure; after experiencing a strong earthquake, update the finite element model of the multi-story frame based on the monitoring data;

[0094] Step 4.2: Repeat Steps 2 to 3 to perform rapid design of the post-earthquake vibration reduction device to achieve rapid restoration of building functions.

[0095] The above description of the embodiments is for the convenience of those of ordinary skill in the art to understand. Those skilled in the art can obviously make various modifications to these embodiments easily and apply the general principles described herein to other embodiments without creative labor. Therefore, the present invention is not limited to the above embodiments, and the improvements and modifications made by those skilled in the art without departing from the scope of the present invention according to the disclosure of the present invention should be within the protection scope of the present invention.

Claims

1. A multi - storey frame energy - dissipation and seismic - reduction design method for a sub - structure based on a frame structure. The sub - structure of the frame structure includes a multi - storey frame structure (1), a ring - shaped low wall (2) located on the multi - storey frame structure (1), a sub - structure (4) placed in the ring - shaped low wall (2) by means of a friction - type bearing (5) at the bottom, one or more layers of collision - energy - dissipating materials (3) arranged on the inner wall of the ring - shaped low wall (2), and several cubic - stiffness non - linear springs (6) arranged on the inner wall of the ring - shaped low wall (2); It is characterized in that The multi - storey frame energy - dissipation and seismic - reduction design method includes the following steps: Step 1: Establish an equivalent reduced - order model of the multi - storey frame structure; Step 2: Design the parameters of the energy - dissipation and seismic - reduction device based on the sub - structure according to the equivalent reduced - order model of the multi - storey frame structure. Step 2 includes: Step 2.1: According to the design dimensions of the structure, determine the mass parameters of each degree of freedom of the reduced - order model, and determine the value ranges of the stiffness and damping parameters of each degree of freedom. Randomly select Q models, and record the corresponding parameter groups as z. Based on the known seismic waves, calculate the responses of the Q models; Step 2.

2. To evaluate the performance of each model, the evaluation function is defined as where rms is the root mean square operator; is the response output of the i-th node in the model corresponding to the parameter group z; y i (t) is the measured response of the i-th node of the finite element model; N is the total number of measured nodes; Use the evaluation function to evaluate the models in Step 2.1, and based on the differential evolution algorithm, optimize and recombine the Q groups of models to obtain a new Q models; Step 2.3: To evaluate the performance of the new models, repeat the evaluation process in Step 2.

2. When the obtained evaluation results no longer change, obtain the equivalent reduced - order model of the multi - storey frame structure; Step 2.4: Under seismic action, the motion equation of the controlled multi - degree - of - freedom system is expressed as: where G is the control force vector F a is the action position matrix of, the matrix: Step 2.5, control the force F a Acting on the top layer of the frame, expressed as the friction coefficient μ of the friction type bearing (5), the mass m of the substructure (4) d , the stiffness k of the cubic stiffness nonlinear spring (6) N , the collision coefficient r of the collision energy dissipation material (3) c and the relative motion state u of the substructure (4) N function, that is, F a (m d , k N , r c , μ, u N ) Step 2.6: Determine the seismic fortification category, seismic fortification intensity, and the value of the design basic seismic acceleration of the building project; combined with the site conditions, determine the response spectrum; select the natural seismic acceleration time - history and artificial seismic acceleration time - history according to the response spectrum; Step 2.7: Taking the acceleration and displacement responses of the structure after vibration reduction as the optimization objective J2, based on the selected seismic acceleration conditions, design the friction coefficient μ of the friction-type bearing (5), the stiffness k of the cubic stiffness nonlinear spring (6) N and the collision coefficient r of the collision energy dissipation material (3) c ; Taking the energy dissipation efficiency of the vibration damping device as the optimization objective J3, based on the selected seismic acceleration conditions, design the friction coefficient μ of the friction type bearing (5), the stiffness k of the cubic stiffness nonlinear spring (6) N and the collision coefficient r of the collision energy dissipation material (3) c ; Step 2.8: Step 2.7 evaluates the control efficiency from different angles, and the obtained design parameters of the control device respectively satisfy the optimization objectives J2 and J3. To make the designed control device parameters satisfy both J2 and J3 simultaneously, a multi - objective optimization problem based on the Pareto front is proposed, and the genetic algorithm NSGA - II algorithm is used to optimize the control device parameters; Step 3: In the finite - element software, simulate and verify the effectiveness of the designed energy - dissipation and seismic - reduction device; Step 4: Install a monitoring system at the key nodes of the real structure. Based on the post - earthquake data, update the model in Step 1, and repeat Step 2 and Step 3 to achieve the rapid restoration of the post - earthquake building function.

2. The multi-layer frame energy dissipation and seismic reduction design method according to claim 1, characterized in that Step 1 includes: Step 1.1: Establish a finite - element model of the multi - storey frame and calculate the dynamic responses of the structure under different seismic waves; Step 1.2: Under seismic action, establish an equivalent reduced - order model of the finite - element model of the multi - storey frame, that is, the basic motion equation of the multi - degree - of - freedom system: The state space equation of the frame is obtained according to the reduced order model: Where: Z represents the state quantity of the system, represents the observable quantity of the system x T , represents the relative quantity of the system state; is the absolute acceleration; The state matrix and the observation matrix are respectively: In the state space equation, ground motion is the input of the state space equation, and the structural response is the output of the state space equation The transfer function relationship from the input to the output of the state space equation is determined by the mass parameter, stiffness parameter and damping parameter of the reduced order model.

3. The multi-layer frame energy dissipation and seismic reduction design method according to claim 1, characterized in that Step 3 includes: Establish a finite - element model of the control device optimized in Step 2.8 and substitute it into the original structure for effectiveness verification.

4. The multi-layer frame energy dissipation and seismic reduction design method according to claim 1, characterized in that Step 4 includes: Step 4.1: In the key nodes of the actual structure, arrange a monitoring system; after experiencing a strong earthquake, update the finite - element model of the multi - storey frame based on the monitoring data; Step 4.2: Repeat Steps 2 to 3 to perform rapid design of the post-earthquake vibration reduction device to achieve rapid restoration of building functions.

5. The multi-layer frame energy dissipation and seismic reduction design method according to claim 1, characterized in that The cross-section of the annular low wall (2) is a circular cross-section or a polygonal cross-section, and a reserved hole is provided on the inner side wall; the collision energy dissipation material (3) is fixedly connected to the annular low wall (2) by high-strength bolts through the reserved hole; the cubic stiffness nonlinear spring (6) is fixedly connected to the annular low wall (2) by high-strength bolts through the reserved hole.

6. The multi-layer frame energy dissipation and shock absorption design method according to claim 5, characterized in that The cubic stiffness nonlinear springs (6) are uniformly arranged along the inner side wall of the annular low wall (2).

7. The multi-layer frame energy dissipation and shock absorption design method according to claim 6, characterized in that, The cross-sectional shape of the collision energy dissipation material (3) is also a circular cross-section or a polygonal cross-section; and the collision energy dissipation material (3) is fixed on the upper side and the lower side of the cubic stiffness nonlinear spring (6).

8. The multi-layer frame energy dissipation and seismic reduction design method according to claim 1, characterized in that The friction-type bearing (5) is fixedly connected to the bottom of the sub-structure (4) by high-strength bolts or welding, and silicone grease is coated on the top of the friction-type bearing (5) and the bottom of the sub-structure (4).

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