A ductile shear wall structure

Abstract

The application discloses a kind of ductile shear wall structures, the T-shaped super high performance concrete shear wall of structure bottom is fixed on concrete pedestal, and the upper portion of T-shaped super high performance concrete shear wall is sequentially provided with triangular keyway and ordinary concrete shear wall, and the two sides of T-shaped super high performance concrete shear wall corner portion are symmetrically provided with self-resetting energy dissipation friction device, the self-resetting energy dissipation friction device includes sequentially frictionally fitted fixed steel plate, first friction steel plate and second friction steel plate, and the side face of fixed steel plate away from first friction steel plate is attached to T-shaped super high performance concrete shear wall;Fixed steel plate lower side is fixedly connected with concrete pedestal, and the lower side of the foot of T-shaped super high performance concrete shear wall is provided with coil spring.The application realizes that other components of reinforced concrete shear wall structure are not damaged or low damage, reduces the difficulty of post-earthquake repair, improves the recoverability of post-earthquake function, and reduces the influence of earthquake disaster on normal life and production.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building structure, in particular to a ductile shear wall structure. BACKGROUND

[0002] How to reduce the difficulty of post-earthquake repair of the structure and improve the functional recoverability of the structure has been widely concerned by the academic and engineering circles in recent years. The main strategy to improve the functional recoverability of the structure is to effectively control the damage and residual displacement of the structure under the action of earthquake, and to reduce the repair cost and repair time of the structure after earthquake.

[0003] The recoverable function structure not only has good seismic safety, but also has self-resetting capability, so that the building structure has small residual deformation after earthquake, thereby being beneficial to the repair of the building structure, and thus the recoverable function structure usually has good seismic ductility. In China, high-rise residential buildings mostly adopt shear wall structure system, which has the following advantages: (1) the structure has good integrity and large lateral stiffness, and has small lateral displacement under the action of horizontal load; (2) the indoor space of the structure is neat and flat, the space utilization rate is high, there is no exposed beam and column phenomenon, the structure is simple and beautiful, and meets the functional design requirements of people on residential space. The recoverable function concrete shear wall structure has the advantages and characteristics of the recoverable function structure and the shear wall structure. However, the self-resetting structure of the existing recoverable function concrete shear wall is too complex, and the on-site construction efficiency needs to be improved. SUMMARY

[0004] The purpose of the present application is to provide a ductile shear wall structure.

[0005] Technical scheme: The ductile shear wall structure of the present application comprises a T-shaped ultra-high performance concrete shear wall, a triangular key groove and an ordinary concrete shear wall, the bottom of the T-shaped ultra-high performance concrete shear wall is fixedly connected with a concrete base, the upper part of the T-shaped ultra-high performance concrete shear wall is provided with the triangular key groove, the upper part of the triangular key groove is provided with the ordinary concrete shear wall, self-resetting energy dissipation friction devices are symmetrically arranged at the corners of the T-shaped ultra-high performance concrete shear wall, the self-resetting energy dissipation friction devices comprise a fixed steel plate, a first friction steel plate and a second friction steel plate, one side surface of the fixed steel plate is attached to the T-shaped ultra-high performance concrete shear wall, the other side surface is frictionally matched with one side surface of the first friction steel plate, the other side surface of the first friction steel plate is frictionally matched with one side surface of the second friction steel plate; the self-resetting energy dissipation friction devices at the corners of the T-shaped ultra-high performance concrete shear wall are fixedly connected together; the lower side of the fixed steel plate is fixedly connected with the concrete base, and the foot of the T-shaped ultra-high performance concrete shear wall is fixedly connected with the concrete base.

[0006] Optionally, the side of the fixed steel plate attached to the T-shaped super high-performance concrete shear wall is a plane, the side of the first friction steel plate matched with the fixed steel plate is provided with a groove, the side of the first friction steel plate matched with the second friction steel plate is provided with a groove, and the side of the second friction steel plate matched with the first friction steel plate is provided with a convex groove matched with the groove on the first friction steel plate.

[0007] Optionally, the height of the convex groove of the first friction steel plate is greater than the height of the convex groove of the second friction steel plate.

[0008] Optionally, the first friction steel plate and the second friction steel plate are polytetrafluoroethylene plates, and the thickness of the polytetrafluoroethylene plates is not less than 5 mm.

[0009] Optionally, the self-resetting energy dissipation friction devices on both sides of the corner of the T-shaped super high-performance concrete shear wall are fixedly connected through a screw rod, a plurality of disc springs are arranged outside the screw rod, and the plurality of disc springs are fixed outside through nuts.

[0010] Optionally, a metal rubber shock absorber is arranged between the plurality of disc springs and the second friction steel plate.

[0011] Optionally, the wall thickness of the plurality of disc springs is not less than 6 mm, a pre-pressure needs to be set, and under the action of an earthquake, the plurality of disc springs are extruded and deformed to provide energy dissipation and self-resetting capability.

[0012] Optionally, the triangular key groove is composed of super high-performance concrete, and the triangular key groove is connected between the ordinary concrete shear wall and the T-shaped super high-performance concrete shear wall by using post-cast high-strength grouting material.

[0013] Optionally, the T-shaped super high-performance concrete shear wall and the lower concrete base are connected by using a hinged support, the hinged support is connected by using a steel rod penetrating between prefabricated steel rings, anchor steel bars are embedded around the prefabricated steel rings, the anchor steel bars are anchored and connected with concrete in the T-shaped super high-performance concrete shear wall and the concrete base, and square baffles are arranged at both ends of the steel rod to constrain the translation of the steel rod.

[0014] Based on the same inventive concept, a toughness evaluation method of a toughness shear wall structure of the present application comprises the following steps:

[0015] S1, on the basis of building information integration, a fine finite element model of the toughness shear wall structure is established, on the basis of which an elastic-plastic dynamic time history analysis of the toughness shear wall structure is performed to obtain the seismic response characteristics of the toughness shear wall structure, and engineering demand parameters are extracted, including the maximum rotation demand and the maximum residual displacement angle demand of the shear wall under different damage states;

[0016] S2, the damage state of the function recoverable shear wall component is divided into 5 levels; 0 level: no damage occurs; 1 level: only slight damage affecting appearance occurs; 2 level: the first friction steel plate and the disc spring occur general damage that can recover the original function after simple repair; 3 level: the first friction steel plate, the second friction steel plate, the disc spring and the metal rubber shock absorber occur more serious damage that can recover the original function after regular repair; 4 level: serious damage occurs that affects the bearing capacity of the component, and the first friction steel plate, the second friction steel plate, the disc spring and the metal rubber shock absorber need to be replaced;

[0017] S3, the seismic ground motion is selected to perform Monte Carlo simulation on the ductile shear wall structure, and based on the results of the Monte Carlo simulation, the vulnerability data of the building component are extracted, including the maximum rotation angle and the residual displacement angle of the shear wall under the action of the earthquake;

[0018] S4, the seismic ductility of the ductile shear wall structure is evaluated from three dimensions, including repair cost evaluation, repair time evaluation and personnel casualty evaluation; the repair cost is the sum of the single repair cost of each component, and the influence coefficient of the repair cost of each component is considered; the repair time is the sum of the recovery time itself and the waiting repair time of the structure; the repair time considers the influence of factors such as damage state, damage repair sequence and worker quantity; the personnel casualty is calculated based on floors as the basic unit, and the product of the injury rate or mortality rate, the personnel density and the number of personnel in the floor is used to obtain the possible number of personnel injuries or deaths; the results of the repair cost evaluation, the repair time evaluation and the personnel casualty evaluation are comprehensively evaluated to evaluate the seismic ductility of the ductile shear wall structure.

[0019] Beneficial effects: compared with the prior art, the ductile shear wall structure of the present application uses the recovery capacity of the self-centering energy dissipation friction device to realize the self-centering and energy dissipation of the wall, breaks through the technical difficulties of the existing recoverable function concrete shear wall self-centering structure, which is complex and difficult to construct, so that other parts of the reinforced concrete shear wall structure are not damaged or have low damage, reduces the post-earthquake repair difficulty of the reinforced concrete shear wall structure, improves the post-earthquake function recoverability of the reinforced concrete structure, and reduces the influence of the earthquake disaster on normal life and production; the advantages are as follows:

[0020] (1) The plastic strain of the traditional concrete shear wall structure is mainly concentrated in the plastic hinge area of the wall. The setting of the self-centering energy dissipation friction device in the function recoverable shear wall of the present application avoids the damage of the wall foot area of the traditional concrete shear wall, and the relevant plastic energy dissipation is concentrated in the self-centering energy dissipation friction device.

[0021] (2) The first friction plate and the second friction plate are started in stages to realize the staged work in the medium earthquake and the large earthquake conditions; the convex groove height of the second friction plate is small, and the friction energy consumption can be started in the medium earthquake condition; the convex groove height of the first friction plate is large, and the work can be started in the large earthquake condition.

[0022] (3) The setting of the ultra-high performance concrete provides good concrete performance and avoids the local crushing of the lower area concrete.

[0023] (4) The setting of the disc spring provides the lateral restraint force and the self-resetting force; the disc spring is pre-pressed to provide the normal pressure of the first friction plate and the second friction plate and provide the friction force; and the deformation of the disc spring itself can provide certain friction energy consumption.

[0024] (5) The setting of the triangular key groove improves the restraint effect between the ordinary concrete and the ultra-high performance concrete, so that the two can work together.

[0025] (6) The setting of the self-resetting energy dissipation friction device improves the repairability of the functionally recoverable shear wall; the damage of the functionally recoverable shear wall is concentrated in the self-resetting energy dissipation friction device, and the damage of other areas is small.

[0026] (7) The setting of the spiral spring at the foot of the T-shaped ultra-high performance concrete shear wall improves the self-resetting capacity of the wall.

[0027] (8) The setting of the metal rubber shock absorber increases the energy dissipation and deformation capacity of the self-resetting energy dissipation friction device and improves the reliability of the self-resetting energy dissipation friction device.

[0028] (9) The lower part of the T-shaped ultra-high performance concrete shear wall is connected with the concrete base by using a hinged support, and the foot of the T-shaped ultra-high performance concrete shear wall is connected by using the self-resetting energy dissipation friction device, so that the bending and shearing forces of the whole shear wall are separated, the hinged support bears the shear force, the self-resetting energy dissipation friction device bears the tension and pressure, and thus the stress of the whole shear wall is more clear, and the overall design of the shear wall is facilitated.

[0029] The fortification target of the functionally recoverable shear wall is: no damage in the small earthquake; repairable in the medium earthquake, and the first friction plate starts to work; not fall in the large earthquake, and the first friction plate and the second friction plate start to work, and the multiple disc springs provide sufficient restoring force.

[0030] The toughness evaluation method of the toughness shear wall structure of the application is convenient for analyzing and designing the structure and promotes the evaluation of the seismic toughness of the toughness shear wall structure. BRIEF DESCRIPTION OF DRAWINGS

[0031] Figure 1 is a building structure schematic diagram adopting the toughness shear wall structure of the application.

[0032] Figure 2 is a schematic diagram of a ductile shear wall structure of the present application;

[0033] Figure 3 is a schematic diagram of a T-shaped ultra-high performance concrete shear wall of the present application;

[0034] Figure 4 is a schematic diagram of a self-resetting energy dissipation friction device of the present application;

[0035] Figure 5 is a schematic diagram of a first friction steel plate of the present application;

[0036] Figure 6 is a schematic diagram of a second friction steel plate of the present application;

[0037] Figure 7 is a schematic diagram of a fixed steel plate of the present application;

[0038] Figure 8 is a schematic diagram of a metal rubber shock absorber of the present application;

[0039] Figure 9 is a schematic diagram of a hinged support of the present application;

[0040] Figure 10 is a flow chart of a seismic ductility evaluation method of the ductile shear wall structure of the present application;

[0041] In the figure: I: functional recoverable shear wall, II: floor; 1: T-shaped ultra-high performance concrete shear wall; 2: triangular keyway; 3: ordinary concrete shear wall; 4: self-resetting energy dissipation friction device; 5: fixed steel plate; 6: first friction steel plate; 7: second friction steel plate; 8: screw rod; 9: disc spring; 10: metal rubber shock absorber; 11: nut; 12: concrete base; 13: coil spring; 14: hinged support; 15: prefabricated steel ring; 16: embedded steel bar; 17: steel rod; 18: square baffle. DETAILED DESCRIPTION

[0042] The present application will be described in detail below in conjunction with the accompanying drawings and specific examples.

[0043] Figure 1 The building wall shown adopts the ductile shear wall structure I of the present application, and floor II is arranged between the upper and lower layers and on the roof.

[0044] As Figures 2-9As shown, the present application proposes a kind of flexible shear wall structure of simple structure and easy construction, including T-shaped super high performance concrete shear wall 1, triangular keyway 2 and ordinary concrete shear wall 3, function can restore shear wall lower part sets T-shaped super high performance concrete shear wall 1, T-shaped super high performance concrete shear wall 1 upper part sets triangular keyway 2, triangular keyway 2 upper side sets ordinary concrete shear wall 3, T-shaped super high performance concrete shear wall 1 corner both sides symmetrically sets self-resetting energy dissipation friction device 4;Self-resetting energy dissipation friction device 4 is made of fixed steel plate 5, first friction steel plate 6 and second friction steel plate 7, one side of fixed steel plate 5 is set recess, the other side is plane, one side of first friction steel plate 6 is set convex slot, the other side is set recess, the recess of fixed steel plate 5 and the convex slot of first friction steel plate 6 are mutually matched;Second friction steel plate 7 one side sets convex slot, the other side is plane, the convex slot of second friction steel plate 7 and the recess of first friction steel plate 6 are mutually matched.The height of the convex slot of first friction steel plate 6 is greater than the height of the convex slot of second friction steel plate 7.Elliptical sliding slot is set on fixed steel plate 5, first friction steel plate 6 and second friction steel plate 7, through screw rod 8 is set in elliptical sliding slot, multiple disc springs 9 are set on the outside of screw rod 8, metal rubber shock absorber 10 with round hole is set between multiple disc springs 9 and second friction steel plate 7, multiple disc springs 9 are fixed using nut 11 on the outside.The lower side of fixed steel plate 5 is welded with the embedded part of concrete base 12, the lower side of the foot of T-shaped super high performance concrete shear wall 1 is set helical spring 13, and the upper and lower of helical spring 13 are fixedly connected with T-shaped super high performance concrete shear wall 1 and concrete base 12 respectively, and the setting of helical spring 13 improves the self-resetting capacity of wall.T-shaped super high performance concrete shear wall 1 and lower concrete base 12 are connected using hinged support 14.

[0045] Wherein, T-shaped super high performance concrete shear wall 1 is made of super high performance concrete and corresponding horizontal steel bar and longitudinal reinforcement, and ordinary concrete shear wall 3 is made of ordinary concrete shear wall and corresponding horizontal steel bar and longitudinal reinforcement. Figure 3 As shown, the lower sides of T-shaped super high performance concrete shear wall 1 are provided with multiple groups of bolt holes for fixedly connecting with the self-resetting energy dissipation friction devices 4 on both sides.

[0046] Wherein, the first friction steel plate 6 and the second friction steel plate 7 are polytetrafluoroethylene plates, the convex slot shape of which adopts V shape or three-fold line shape, to improve the energy dissipation capacity of the whole function-recoverable shear wall unit, and the thickness of the first friction steel plate 6 and the second friction steel plate 7 is not less than 5 mm.

[0047] Wherein, the self-resetting energy dissipation friction device 4 provides energy dissipation capacity and self-resetting capacity.

[0048] The multilayer disc spring 9 needs to be provided with a pre-pressure, and under the action of an earthquake, the multilayer disc spring 9 is deformed by extrusion to provide energy dissipation and self-resetting capability.

[0049] The triangular key groove 2 is composed of ultra-high performance concrete, and the triangular key groove 2 has good connection with the ordinary concrete shear wall 3 and the T-shaped ultra-high performance concrete shear wall 1, that is, the T-shaped ultra-high performance concrete shear wall 1 and the triangular key groove 2 are connected by post-cast high-strength grouting material, and the triangular key groove 2 and the ordinary concrete shear wall 3 are connected by post-cast high-strength grouting material.

[0050] As shown in Figure 8 The metal rubber shock absorber 10 is orderly arranged in a stretch-opened and spiral state in a stamping die and is formed by cold stamping, and has the elasticity of rubber and the pore characteristics of porous metal. The metal rubber shock absorber 10 is in a cubic shape, and a circular hole is arranged in the middle, and the screw rod 8 passes through the circular hole.

[0051] As shown in Figure 9 The hinged support 14 is connected by a steel bar 17 penetrating between prefabricated steel rings 15, and anchor steel bars 16 are embedded around the prefabricated steel rings 15, and the anchor steel bars 16 are anchored and connected with concrete in the T-shaped ultra-high performance concrete shear wall 1 and the concrete base 12. Square baffles 18 are arranged at both ends of the steel bar 17 to constrain the translation of the steel bar 17.

[0052] In summary, the present application is a ductile shear wall structure, which uses the restoring capability of the self-resetting energy dissipation friction device to realize the self-resetting and energy dissipation of the wall, breaks through the technical problems of the existing recoverable function concrete shear wall, such as complex self-resetting structure and high construction difficulty, causes no damage or low damage to other components of the reinforced concrete shear wall structure, reduces the post-earthquake repair difficulty of the reinforced concrete shear wall structure, improves the post-earthquake function recoverability of the reinforced concrete structure, and reduces the influence of the earthquake disaster on normal life and production.

[0053] Based on the same inventive concept, the present application provides an earthquake-resistant ductility evaluation method for a ductile shear wall structure, which facilitates the analysis and design of the structure and promotes the evaluation of the earthquake-resistant ductility of the ductile shear wall structure. Figure 10 As shown in

[0054] Firstly, on the basis of building information integration, a fine finite element model of the ductile shear wall structure is established, and on this basis, an elastoplastic dynamic time-history analysis of the ductile shear wall structure is performed to obtain the seismic response characteristics of the ductile shear wall structure and extract the engineering demand parameters.

[0055] The finite element model of the ductility shear wall is established as follows: 1. The T-shaped ultra-high performance concrete shear wall is simulated by using a nonlinear shell element; 2. The triangular key groove is simulated by using a rigid element; 3. The ordinary concrete shear wall is simulated by using a nonlinear shell element; 4. The self-resetting energy dissipation friction device is simulated by using a multi-linear self-resetting element; 5. The fixed steel plate is simulated by using a rigid element; 6. The first friction steel plate is simulated by using a rigid element; 7. The second friction steel plate is simulated by using a rigid element; 8. The screw rod is simulated by using a spring element; 9. The disc spring is simulated by using a spring element; 10. The metal rubber shock absorber is simulated by using a viscous damping element; 11. The nut is simulated by using a rigid element; 12. The concrete base is simulated by using a rigid element; 13. The spiral spring is simulated by using a spring element; 14. The hinged support is simulated by using a hinged element; 15. The prefabricated steel ring is simulated by using a rigid element; 16. The embedded steel bar is simulated by using a truss element; 17. The steel rod is simulated by using a bilinear element; and 18. The square baffle is simulated by using a rigid element.

[0056] The elastoplastic dynamic time-history analysis refers to numerical simulation of dynamic responses of the shear wall structure under the action of earthquake dynamics on the basis of establishment of the finite element model of the shear wall structure.

[0057] The extracted engineering demand parameters include maximum rotation demand and maximum residual displacement angle demand of the shear wall under different damage states (5 damage states, see the second step).

[0058] In the second step, the damage state of the functional recoverable shear wall component is divided into five levels. Level 0: no damage occurs. Level 1: only slight damage affecting the appearance occurs, such as slight loosening of the bolt 8. Level 2: the first friction steel plate 6 and the disc spring 9 have general damage that can be restored to the original function after simple repair. Level 3: the first friction steel plate 6, the second friction steel plate 7, the disc spring 9 and the metal rubber shock absorber 10 have relatively serious damage that can be restored to the original function after regular repair. Level 4: serious damage occurs that affects the load-carrying capacity of the component, and the first friction steel plate 6, the second friction steel plate 7, the disc spring 9 and the metal rubber shock absorber 10 need to be replaced.

[0059] In the third step, the earthquake motion is selected to perform Monte Carlo simulation on the ductility shear wall structure, and based on the results of the Monte Carlo simulation, the vulnerability data of the building component is extracted.

[0060] The extracted vulnerability data of the building component is the maximum rotation and residual displacement angle of the shear wall under the action of the earthquake.

[0061] Fourthly, the seismic resilience of the ductile shear wall structure is evaluated from three aspects, which are the repair cost, the repair time and the casualty. The repair cost of the ductile shear wall structure is the sum of the repair cost of each component, and the influence coefficient of the repair cost of each component is considered. The repair time of the ductile shear wall structure is the sum of the recovery time of itself and the waiting time for repair. The influence of the damage state, the repair sequence, the number of workers and other factors is considered. The casualty is calculated based on the floor as the basic unit. The product of the injury rate or mortality rate, the density of personnel and the number of personnel in the floor is used to obtain the possible number of injured or dead personnel. The seismic resilience of the ductile shear wall structure is evaluated by combining the results of the repair cost evaluation, the repair time evaluation and the casualty evaluation.

Claims

1. A ductile shear wall structure, characterized by, The utility model relates to a kind of self-centering energy dissipation friction devices for T-shaped super high performance concrete shear wall, including T-shaped super high performance concrete shear wall (1), triangular keyway (2) and ordinary concrete shear wall (3), T-shaped super high performance concrete shear wall (1) bottom is fixedly connected with concrete base (12), T-shaped super high performance concrete shear wall (1) upper portion is provided with triangular keyway (2), triangular keyway (2) upper portion is provided with ordinary concrete shear wall (3), T-shaped super high performance concrete shear wall (1) corner two sides are symmetrically provided with self-centering energy dissipation friction device (4), self-centering energy dissipation friction device (4) includes fixed steel plate (5), first friction steel plate (6) and second friction steel plate (7), one side of fixed steel plate (5) is attached with T-shaped super high performance concrete shear wall (1), the other side is frictionally matched with one side of first friction steel plate, the other side of first friction steel plate is frictionally matched with one side of second friction steel plate;Self-centering energy dissipation friction device (4) of T-shaped super high performance concrete shear wall (1) corner two sides is fixedly connected together;Fixed steel plate (5) lower side is fixedly connected with concrete base (12), the foot of T-shaped super high performance concrete shear wall (1) is fixedly connected with concrete base (12); The side of fixed steel plate (5) and T-shaped super high performance concrete shear wall (1) is attached with plane, the side matched with first friction steel plate (6) is provided with recess, the side matched with first friction steel plate (6) of fixed steel plate (5) is provided with convex groove matched with the recess of fixed steel plate (5), the side matched with second friction steel plate (7) is provided with recess, the side matched with first friction steel plate (6) of second friction steel plate (7) is provided with convex groove matched with the recess of first friction steel plate (6); The height of the convex groove of first friction steel plate (6) is greater than the height of the convex groove of second friction steel plate (7); Self-centering energy dissipation friction device (4) of T-shaped super high performance concrete shear wall (1) corner two sides is fixedly connected by screw rod (8), multiple disc springs (9) are provided outside screw rod (8), and multiple disc springs (9) are fixed outside by nut (11); Metal rubber shock absorber (10) is provided between multiple disc springs (9) and second friction steel plate (7).

2. A ductile shear wall structure according to claim 1, wherein First friction steel plate (6) and second friction steel plate (7) are polytetrafluoroethylene plates, and the thickness is not less than 5 mm.

3. A ductile shear wall structure according to claim 1, wherein The wall thickness of multiple disc springs (9) is not less than 6 mm, and pre-pressure needs to be set, under the action of earthquake, multiple disc springs (9) are extruded and deformed to provide energy dissipation and self-centering ability.

4. A ductile shear wall structure according to claim 1, wherein Triangular keyway (2) is composed of super high performance concrete, and post-cast high-strength grouting material is used to connect triangular keyway (2), ordinary concrete shear wall (3) and T-shaped super high performance concrete shear wall (1).

5. A ductile shear wall structure according to claim 1, wherein The T-shaped super high performance concrete shear wall (1) is connected with the lower concrete base (12) by a hinged support (14), the hinged support (14) is connected by a steel rod (17) penetrating between prefabricated steel rings (15), the prefabricated steel rings (15) are embedded with anchor steel bars (16), the anchor steel bars (16) are anchored with the concrete in the T-shaped super high performance concrete shear wall (1) and the concrete base (12), and square baffles (18) are arranged at both ends of the steel rod (17) to constrain the translation of the steel rod (17).

6. A method for evaluating the toughness of the ductile shear wall structure according to any one of claims 1-5, comprising the following steps: S1. On the basis of building information integration, a fine finite element model of the ductile shear wall structure is established, on the basis of which an elastic-plastic dynamic time history analysis of the ductile shear wall structure is performed to obtain the seismic response characteristics of the ductile shear wall structure, and the engineering demand parameters are extracted, including the maximum rotation demand and the maximum residual displacement angle demand of the shear wall under different damage states; S2. The damage state of the functionally recoverable shear wall component is divided into five levels: 0 level: no damage occurs; 1 level: only minor damage affecting appearance occurs; 2 level: the first friction steel plate (6) and the disc spring (9) have general damage that can be restored to original function after simple repair; 3 level: the first friction steel plate (6), the second friction steel plate (7), the disc spring (9) and the metal rubber shock absorber (10) have more serious damage that can be restored to original function after regular repair; 4 level: the first friction steel plate (6), the second friction steel plate (7), the disc spring (9) and the metal rubber shock absorber (10) need to be replaced due to serious damage affecting the load-carrying capacity of the component; S3. Seismic waves are selected to perform Monte Carlo simulation on the ductile shear wall structure, and based on the results of the Monte Carlo simulation, the vulnerability data of the building component are extracted, including the maximum rotation and residual displacement angle of the shear wall under seismic action; S4. The seismic toughness of the ductile shear wall structure is evaluated from three dimensions, including repair cost evaluation, repair time evaluation and personnel casualty evaluation; the repair cost is the sum of the individual repair costs of each component, considering the influence coefficient of the repair cost of each component; the repair time is the sum of the recovery time itself and the waiting repair time of the structure; the repair time considers the influence of damage state, repair sequence, number of workers, etc.; the calculation of personnel casualties takes floors as the basic unit, and the product of injury rate or mortality rate, personnel density and number of personnel in the floor is used to obtain the possible number of injured or dead personnel; the results of repair cost evaluation, repair time evaluation and personnel casualty evaluation are integrated to evaluate the seismic toughness of the ductile shear wall structure. ​ ​

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