Hybrid damping swing structure design method and system

Abstract

The invention relates to a hybrid damping swing structure design method and system, and the method comprises the following steps: analyzing an uncontrolled model of a floor, adding a damping ratio to the uncontrolled model, and carrying out the trial calculation to determine a target damping ratio; speed type energy dissipation devices are preliminarily arranged in the floor, and the parameters or the number of the speed type energy dissipation devices are adjusted so that the additional damping ratio can meet the target damping ratio; a swing column is arranged, supports are arranged on the periphery of the swing column, and support arrangement parameters are adjusted; extracting the most unfavorable working condition axial force of the support in small earthquakes and medium earthquakes, and arranging the buckling restrained support; and performing large-earthquake elastic-plastic analysis on the hybrid damping controlled model of the floor, judging whether the additional damping ratio is an optimal solution, optimizing the energy dissipater, and judging whether the structural index and the bearing capacity of the component of the hybrid damping controlled model meet the requirements to obtain the hybrid damping swing structure. Compared with the prior art, the self-resetting target of the structure after an earthquake and the recoverability of the structure function are achieved.

Description

Technical Field

[0001] The invention relates to the field of structural design, and in particular to a hybrid shock-absorbing rocking structure design method and system. Background Art

[0002] Newly built schools, kindergartens, nursing homes, child welfare institutions, emergency command centers, emergency shelters, radio and television stations and other buildings in high-intensity fortification areas and earthquake-critical monitoring and defense zones should adopt seismic isolation and shock-reduction technologies in accordance with relevant national regulations to ensure that they can meet normal use requirements when an earthquake occurs in the area.

[0003] Velocity-type energy dissipators (such as viscous dampers VFD) and displacement-type energy dissipators (such as buckling-restrained braces BRB) are commonly used energy dissipation elements in shock-absorbing structures. Under multiple earthquakes, BRB can provide additional stiffness for the main structure, reduce the displacement response of the structure but do not provide damping energy dissipation. VFD does not provide stiffness under earthquakes but provides additional damping to reduce the response to earthquakes. If the expected additional damping ratio of the structure is too large, the number of VFDs will increase significantly and the shock absorption efficiency will decrease. The hybrid shock absorption technology of BRB+VFD can give full play to the advantages of the two types of energy dissipators under different earthquake levels and achieve better shock absorption effects. For example, Chinese patent CN 117569486 B discloses a performance design method for a self-resetting rocking wall structure, which involves a seismic structure. A velocity damper and a displacement damper are provided between the rocking wall and the frame structure; the target displacement ratio and the target shear ratio are obtained according to the performance design indicators of the rocking wall and the frame structure; the displacement damping performance curve of the target displacement ratio and the shear damping performance curve of the target shear ratio are plotted, and the coordinate values ​​of the intersection of the two curves are obtained to obtain the additional stiffness requirement value and the additional damping ratio requirement value; the buckling restraint support parameters of the displacement damper and the damping parameters of the velocity damper are determined according to the additional stiffness requirement value and the additional damping ratio requirement value. Under the action of the design intensity earthquake, the reinforcement ratio of some frame columns will be too large, making the structural design difficult. Previously, steel sections were often inserted into concrete to solve this problem, but this would bring about adverse effects such as increased construction costs and difficulty in ensuring construction quality. Summary of the invention

[0004] The purpose of the present invention is to overcome the defects of the above-mentioned prior art and provide a hybrid shock-absorbing rocking structure design method and system, so as to effectively improve the shock-absorbing effect of the structure and realize the self-reset of the structure after earthquake and the recovery of the structural function.

[0005] The purpose of the present invention can be achieved by the following technical solutions:

[0006] A hybrid vibration-absorbing rocking structure design method comprises the following steps:

[0007] Conducting small earthquake response spectrum analysis on the uncontrolled model of the floor to determine whether the structural indicators meet the requirements of the specification to adjust the structural layout, conducting medium earthquake response spectrum analysis on the uncontrolled model with increased damping ratio, checking the displacement angle, and determining the target damping ratio by trial calculation;

[0008] Preliminarily arranging velocity type energy dissipators in the floors, and adjusting the parameters or quantity of the velocity type energy dissipators so that the additional damping ratio meets the target damping ratio;

[0009] According to the reinforcement conditions of the frame columns of the floor, swing columns are set, supports are arranged around the swing columns, and the support arrangement parameters are adjusted according to the small earthquake response spectrum analysis of the uncontrolled model to determine whether the structural indicators meet the requirements of the specification;

[0010] Extract the most unfavorable axial force of the support under small and medium earthquakes, and arrange corresponding displacement energy absorbers according to different conditions;

[0011] A large earthquake elastoplastic analysis is performed on the hybrid shock-absorbing controlled model of the floor to determine whether the additional damping ratio is the optimal solution, the energy dissipator is optimized, and it is determined whether the structural indicators and component bearing capacity of the hybrid shock-absorbing controlled model meet the requirements to obtain a hybrid shock-absorbing swaying structure.

[0012] Furthermore, when the reinforcement ratio of the frame column exceeds 4%, it is configured as a rocking column, and supports are provided between adjacent rocking columns.

[0013] Furthermore, when the upper frame column of the swing column is not configured as a swing column, supports are provided around the swing column.

[0014] Furthermore, the support arrangement parameters include arrangement form, arrangement quantity, arrangement position and support cross-sectional form and size.

[0015] Furthermore, the support arrangement includes multiple types such as single inclined rod, herringbone or V-shape.

[0016] Furthermore, the displacement type energy dissipator includes a damping type buckling restrained support and an energy dissipation type buckling restrained support.

[0017] Furthermore, the optimization of the energy dissipator includes optimization of the arrangement quantity of the velocity type energy dissipator, optimization of the arrangement position of the velocity type energy dissipator and optimization of the arrangement position of the displacement type energy dissipator.

[0018] Furthermore, the velocity type energy dissipator is arranged on the lower floors of the building, and the displacement type energy dissipator is arranged on the upper floors of the building.

[0019] Furthermore, the optimal solution of the additional damping ratio refers to a solution in which the number of the velocity-type energy dissipators arranged is the minimum on the basis of satisfying the target damping ratio.

[0020] According to another aspect of the present invention, there is provided a hybrid vibration-absorbing rocking structure design system, comprising:

[0021] The uncontrolled model analysis module is used to perform a small earthquake response spectrum analysis on the uncontrolled model of the floor to determine whether the structural indicators meet the requirements of the specification and adjust the structural layout, perform a medium earthquake response spectrum analysis on the uncontrolled model with an increased damping ratio, check the displacement angle, and determine the target damping ratio by trial calculation;

[0022] A velocity type energy dissipator arrangement module, used for preliminarily arranging the velocity type energy dissipators, and adjusting the parameters or quantity of the velocity type energy dissipators so that the additional damping ratio meets the target damping ratio;

[0023] A swing structure arrangement module is used to set a swing column, arrange supports around the swing column, and adjust support arrangement parameters so that the structural indicators meet the requirements of the specification;

[0024] The displacement type energy absorber arrangement module is used to extract the most unfavorable axial force of the support during small and medium earthquakes, and arrange the corresponding displacement type energy absorbers according to different conditions;

[0025] The hybrid shock-absorbing model analysis module is used to perform large earthquake elastoplastic analysis on the hybrid shock-absorbing controlled model and determine whether the structural indicators and component bearing capacity of the hybrid shock-absorbing controlled model meet the requirements, so as to obtain a hybrid shock-absorbing swaying structure.

[0026] Compared with the prior art, the present invention has the following beneficial effects:

[0027] 1. The present invention comprehensively applies velocity-type effectors and displacement-type effectors, sets swing columns, and sets supports between adjacent swing columns, so as to effectively improve the shock absorption effect of the structure and achieve the goal of self-reset of the structure after an earthquake.

[0028] 2. The present invention arranges buckling restraint support members in the floor structure, and the buckling restraint support members can be replaced to achieve the goal of restoring structural functions.

[0029] 3. The present invention determines whether the additional damping ratio of the hybrid shock-absorbing controlled model is the optimal solution, so that the additional damping ratio of the structure satisfies the expected damping ratio and the number of velocity-type energy dissipators arranged is the minimum, thereby effectively reducing the project cost. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] Figure 1 A schematic diagram of a flow chart of a hybrid shock-absorbing rocking structure design method proposed by the present invention;

[0031] Figure 2 A structural schematic diagram of a hybrid shock-absorbing swaying structure design system proposed by the present invention;

[0032] Figure 3A three-dimensional structural model diagram of a typical floor of a building in Example 1;

[0033] Figure 4 is a plan layout diagram of an uncontrolled model of a typical floor of a building in Example 1;

[0034] Figure 5 is a plan view of the velocity type energy dissipator of a typical floor of a building in Example 1;

[0035] Figure 6 is a plan view of the swing structure of a typical floor of a building in Example 1;

[0036] Figure 7 is a plan view of the displacement type energy dissipator of a typical floor of a building in Example 1;

[0037] Figure 8 This is a plan view of the hybrid shock-absorbing controlled model of a typical floor of a building in Example 1. DETAILED DESCRIPTION

[0038] The present invention is described in detail below in conjunction with the accompanying drawings and specific embodiments. This embodiment is implemented based on the technical solution of the present invention, and provides a detailed implementation method and specific operation process, but the protection scope of the present invention is not limited to the following embodiments.

[0039] Abbreviations involved:

[0040] Viscous Fluid Damper, VFD

[0041] Buckling-Restrained Brace, BRB

[0042] Example 1

[0043] In this embodiment, a hybrid shock-absorbing sway structure design is performed on a typical floor of a building. The three-dimensional structural model of the floor is shown in FIG. Figure 3 shown.

[0044] This embodiment provides a hybrid shock-absorbing rocking structure design method, such as Figure 1 As shown, the following steps are included:

[0045] S1. Analyze the uncontrolled model, and add the damping ratio to the uncontrolled model to determine the target damping ratio.

[0046] The uncontrolled model of the floor is subjected to small earthquake response spectrum calculation to determine whether the structural index of the floor meets the requirements of the specification. If not, the structural layout is adjusted and the small earthquake response spectrum is calculated again; if it is satisfied, the medium earthquake response spectrum of the uncontrolled model of the floor is calculated, and the displacement angle is checked and the target damping ratio is determined by trial calculation; if it is not satisfied, the additional damping ratio is adjusted and the medium earthquake response spectrum is calculated again; if it is satisfied, the velocity type energy dissipator is arranged. Figure 4 shown.

[0047] S2. Preliminarily arrange the velocity type energy dissipators and adjust the parameters or quantity of the velocity type energy dissipators so that the additional damping ratio meets the target damping ratio.

[0048] The velocity type energy dissipator is preliminarily arranged on the floor, and the elastic time history analysis is performed on the controlled model of the floor, and the additional damping ratio of the structure is calculated to determine whether the additional damping ratio meets the target damping ratio. If not, the parameters or quantity of the viscous damper VFD are adjusted and the elastic time history analysis is performed again; if it meets the target, the swaying structure is arranged. The plan layout of the velocity type energy dissipator on this floor is shown in Figure 5 shown.

[0049] S3. Set up rocking columns and arrange supports around them. Adjust the support arrangement parameters based on the small earthquake response spectrum analysis of the uncontrolled model to see whether the structural indicators meet the requirements of the specification.

[0050] The medium earthquake response spectrum of the uncontrolled floor model is calculated based on the actual additional damping ratio.

[0051] The frame columns with reinforcement ratio exceeding 4% are set as rocking columns, such as Figure 6 As shown, support columns are arranged around the sway columns, and a small earthquake response spectrum analysis is performed on the uncontrolled model of the floor with support columns. If the structural indicators do not meet the requirements of the specification, the support layout parameters are adjusted, including the layout form (single inclined rod, herringbone or V-shaped), layout quantity, layout position and support cross-sectional form and size, and the small earthquake response spectrum analysis is performed again; if they meet the requirements, the displacement type energy dissipator is arranged.

[0052] Under the action of earthquake fortification, the reinforcement ratio of some frame columns is relatively large, often exceeding 4%, causing difficulties in structural reinforcement. Frame columns with a reinforcement ratio exceeding 4% are set as swing columns. In order to solve the reduction of structural stiffness after setting the swing columns, supports are set between adjacent swing columns. The support form should be single diagonal rod type, herringbone or V-shaped. In order to ensure the continuity of the force transmission path of the vertical component, the upper structural column of the frame column set as the swing column should also be set as a swing column. When the upper frame column of the swing column is not set as a swing column, supports should be set around the lower swing column. The support form should be single diagonal rod type, and two single diagonal rod supports in the same direction should form a herringbone support.

[0053] S4. Extract the most unfavorable axial force of the support during small and moderate earthquakes, and arrange corresponding buckling restrained supports according to different conditions.

[0054] The axial force N1 of the support under the most unfavorable combination of small earthquake conditions is extracted, and the response spectrum analysis of the uncontrolled model of the additional damping ratio of the floor is performed on the medium earthquake to extract the axial force N2 of the support under the most unfavorable combination of medium earthquake conditions. When the axial force N1 of the support under the most unfavorable combination of small earthquake conditions is greater than the design value Nbr of the support strength, the support can be set as a damping type BRB; when the axial force N1 of the support under the most unfavorable combination of small earthquake conditions is less than the design value Nbr of the support strength and the axial force N2 of the support under the most unfavorable combination of medium earthquake conditions is greater than the standard value Nbry of the support wall, the support can be set as an energy-absorbing type BRB. The plan layout diagram of the displacement-type energy dissipator of this floor is shown in the figure below. Figure 7 shown.

[0055] S5. Perform large earthquake elastoplastic analysis on the hybrid shock-absorbing controlled model and optimize the energy dissipator to determine whether the structural indicators and component bearing capacity of the hybrid shock-absorbing controlled model meet the requirements, and obtain a hybrid shock-absorbing swaying structure.

[0056] Perform elastic time-history analysis on the hybrid controlled model of the floor, and calculate the additional damping ratio of the structure to determine whether the additional damping ratio is the optimal solution. If not, optimize the velocity-type energy dissipator and perform elastic time-history analysis on the hybrid controlled model of the floor again. If it is the optimal solution, optimize the velocity-type energy dissipator and perform large earthquake elastoplastic analysis on the hybrid shock-absorbing controlled model of the floor to determine whether its structural indicators and component bearing capacity meet the design requirements. If not, optimize the energy dissipator and perform elastic time-history analysis on the hybrid controlled model of the floor again. If it meets the design requirements, the hybrid shock-absorbing sway structure of the floor is obtained. The plan layout of the hybrid shock-absorbing controlled model of the floor is shown in the figure below. Figure 8 shown.

[0057] The additional damping ratio obtained by the hybrid damping controlled model in the time-history analysis calculation is often greater than the target damping ratio. At this time, the energy dissipators arranged above can be optimized. The optimization content includes: the optimization of the number of velocity-type energy dissipators, the optimization of the layout positions of velocity-type energy dissipators and displacement-type energy dissipators. The calculation results of a large number of engineering examples show that when the velocity-type energy dissipators are arranged in the lower floors of the building and the displacement-type energy dissipators are arranged in the middle and upper floors of the building, the shock absorption effect on the structure is better. The price of the velocity-type energy dissipator is much higher than that of the displacement-type energy dissipator. From the perspective of the lowest engineering cost, the optimal solution of the additional damping ratio means that the structure's additional damping ratio meets the expected damping ratio, and the number of velocity-type dampers arranged is the least.

[0058] Example 2

[0059] A hybrid shock-absorbing rocking structure design system, such as Figure 2As shown, including:

[0060] The uncontrolled model analysis module is used to calculate the small earthquake response spectrum and medium earthquake response spectrum of the uncontrolled model, and to determine the target damping ratio by trial calculation of the additional damping ratio of the uncontrolled model; the small earthquake response spectrum of the uncontrolled model of the floor is calculated to determine whether the structural indicators of the floor meet the requirements of the specification. If not, the structural layout is adjusted and the small earthquake response spectrum is calculated again; if satisfied, the medium earthquake response spectrum of the uncontrolled model of the floor is calculated, and the displacement angle is checked to determine the target damping ratio by trial calculation; if not satisfied, the additional damping ratio is adjusted and the medium earthquake response spectrum is calculated again; if satisfied, the velocity type energy dissipator is arranged.

[0061] The velocity type energy dissipator arrangement module is used to arrange the velocity type energy dissipator and adjust the parameters or quantity of the velocity type energy dissipator according to the additional damping ratio; the velocity type energy dissipator is preliminarily arranged in the floor, the elastic time history analysis is performed on the controlled model of the floor, and the additional damping ratio of the structure is calculated to determine whether the additional damping ratio meets the target damping ratio. If not, the parameters or quantity of the viscous damper VFD is adjusted and the elastic time history analysis is performed again; if it meets, the swing structure is arranged.

[0062] The swing structure layout module is used to set swing columns and arrange supports around the swing columns, and adjust the support layout parameters so that the structural indicators meet the requirements of the specifications; a small earthquake response spectrum analysis is performed on the uncontrolled model of the floor with support columns. If the structural indicators do not meet the requirements of the specifications, the support layout parameters are adjusted, including the layout form, layout quantity, layout position, and support cross-sectional form and size, and the small earthquake response spectrum analysis is performed again; if they meet the requirements, the displacement type energy dissipator is arranged.

[0063] The displacement type energy absorber arrangement module is used to extract the most unfavorable axial force of the support under small and medium earthquakes, and arrange the corresponding buckling restrained supports according to different conditions; extract the axial force N1 of the support under the most unfavorable combination of small earthquake conditions, and perform medium earthquake response spectrum analysis on the uncontrolled model of the additional damping ratio of the floor to extract the axial force N2 of the support under the most unfavorable combination of medium earthquake conditions. When the axial force N1 of the support under the most unfavorable combination of small earthquake conditions is greater than the design value Nbr of the support strength, the support can be set as a damping type BRB; when the axial force N1 of the support under the most unfavorable combination of small earthquake conditions is less than the design value Nbr of the support strength and the axial force N2 of the support under the most unfavorable combination of medium earthquake conditions is greater than the standard value Nbry of the support wall, the support can be set as an energy dissipation type BRB.

[0064] The hybrid shock-absorbing model analysis module is used to perform large earthquake elastic-plastic analysis on the hybrid shock-absorbing controlled model and determine whether the structural indicators and component bearing capacity of the hybrid shock-absorbing controlled model meet the requirements, thereby obtaining a hybrid shock-absorbing swaying structure. An elastic time-history analysis is performed on the hybrid controlled model of the floor, and the additional damping ratio of the structure is calculated to determine whether the additional damping ratio is the optimal solution. If not, the velocity-type energy dissipator is optimized, and the hybrid controlled model of the floor is subjected to an elastic time-history analysis again; if it is the optimal solution, the velocity-type energy dissipator is optimized, and a large earthquake elastic-plastic analysis is performed on the hybrid shock-absorbing controlled model of the floor to determine whether its structural indicators and component bearing capacity meet the design requirements. If not, the energy dissipator is optimized, and the hybrid controlled model of the floor is subjected to an elastic time-history analysis again; if it meets the design requirements, the hybrid shock-absorbing swaying structure of the floor is obtained.

[0065] The preferred specific embodiments of the present invention are described in detail above. It should be understood that a person skilled in the art can make many modifications and changes based on the concept of the present invention without creative work. Therefore, any technical solution that can be obtained by a person skilled in the art through logical analysis, reasoning or limited experiments based on the concept of the present invention on the basis of the prior art should be within the scope of protection determined by the claims.

Claims

1. A hybrid shock-absorbing rocking structure design method, characterized in that: The following steps are involved: Conducting small earthquake response spectrum analysis on the uncontrolled model of the floor to determine whether the structural indicators meet the requirements of the specification to adjust the structural layout, conducting medium earthquake response spectrum analysis on the uncontrolled model with increased damping ratio, checking the displacement angle, and determining the target damping ratio by trial calculation; Preliminarily arranging velocity type energy dissipators in the floors, and adjusting the parameters or quantity of the velocity type energy dissipators so that the additional damping ratio meets the target damping ratio; According to the reinforcement conditions of the frame columns of the floor, swing columns are set, supports are arranged around the swing columns, and the support arrangement parameters are adjusted according to the small earthquake response spectrum analysis of the uncontrolled model to determine whether the structural indicators meet the requirements of the specification; Extract the most unfavorable axial force of the support under small and medium earthquakes, and arrange corresponding displacement energy absorbers according to different conditions; A large earthquake elastoplastic analysis is performed on the hybrid shock-absorbing controlled model of the floor to determine whether the additional damping ratio is the optimal solution, the energy dissipator is optimized, and it is determined whether the structural indicators and component bearing capacity of the hybrid shock-absorbing controlled model meet the requirements to obtain a hybrid shock-absorbing swaying structure.

2. The hybrid vibration-absorbing rocking structure design method according to claim 1, characterized in that: When the reinforcement ratio of the frame column exceeds 4%, it is set as a rocking column, and supports are provided between adjacent rocking columns.

3. The hybrid vibration-absorbing rocking structure design method according to claim 2, characterized in that: When the upper frame column of the swing column is not configured as a swing column, supports are provided around the swing column.

4. The hybrid vibration-absorbing rocking structure design method according to claim 1, characterized in that: The support arrangement parameters include arrangement form, arrangement quantity, arrangement position, and support cross-sectional form and size.

5. The hybrid vibration-absorbing rocking structure design method according to claim 4, characterized in that: The support arrangement includes single diagonal rod, herringbone or V-shaped.

6. The hybrid vibration-absorbing rocking structure design method according to claim 1, characterized in that: The displacement type energy dissipator includes a damping type buckling restrained support and an energy dissipation type buckling restrained support.

7. The hybrid vibration-absorbing rocking structure design method according to claim 1, characterized in that: The optimized energy absorber includes the optimization of the arrangement quantity of velocity type energy absorbers, the optimization of the arrangement position of velocity type energy absorbers and the optimization of the arrangement position of displacement type energy absorbers.

8. The hybrid vibration-absorbing rocking structure design method according to claim 1, characterized in that: The velocity type energy dissipator is arranged on the lower floors of the building, and the displacement type energy dissipator is arranged on the middle and upper floors of the building.

9. The hybrid vibration-absorbing rocking structure design method according to claim 1, characterized in that: The optimal solution of the additional damping ratio means that the additional damping ratio satisfies the target damping ratio and the number of the velocity-type energy dissipators arranged is the minimum.

10. A hybrid vibration-damping rocking structure design system, comprising: The uncontrolled model analysis module is used to perform a small earthquake response spectrum analysis on the uncontrolled model of the floor to determine whether the structural indicators meet the requirements of the specification and adjust the structural layout, perform a medium earthquake response spectrum analysis on the uncontrolled model with an increased damping ratio, check the displacement angle, and determine the target damping ratio by trial calculation; A velocity type energy dissipator arrangement module, used for preliminarily arranging the velocity type energy dissipators, and adjusting the parameters or quantity of the velocity type energy dissipators so that the additional damping ratio meets the target damping ratio; A swing structure arrangement module is used to set a swing column, arrange supports around the swing column, and adjust support arrangement parameters so that the structural indicators meet the requirements of the specification; The displacement type energy absorber arrangement module is used to extract the most unfavorable axial force of the support during small and medium earthquakes, and arrange the corresponding displacement type energy absorbers according to different conditions; The hybrid shock-absorbing model analysis module is used to perform large earthquake elastoplastic analysis on the hybrid shock-absorbing controlled model and determine whether the structural indicators and component bearing capacity of the hybrid shock-absorbing controlled model meet the requirements, so as to obtain a hybrid shock-absorbing swaying structure.

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