A hybrid shock-absorbing rocking structure design method and system

Abstract

The present invention relates to a hybrid shock-absorbing swaying structure design method and system, the method comprising the following steps: analyzing an uncontrolled model of a floor, adding a damping ratio to the uncontrolled model to determine a target damping ratio; preliminarily arranging velocity-type energy dissipators in the floor, adjusting the parameters or quantity of the velocity-type energy dissipators so that the additional damping ratio meets the target damping ratio; setting a swaying column, arranging supports around the swaying column, and adjusting the support arrangement parameters; extracting the most unfavorable axial forces of the supports during small and medium earthquakes, and arranging buckling-restrained supports; performing a large earthquake elastoplastic analysis on the hybrid shock-absorbing controlled model of the floor and determining whether the additional damping ratio is the optimal solution, optimizing the energy dissipators, determining whether the structural indicators and component bearing capacity of the hybrid shock-absorbing controlled model meet the requirements, and obtaining a hybrid shock-absorbing swaying structure. Compared with the prior art, the present invention achieves the goal of self-reset of the structure after an earthquake and the recovery of structural functions.

Description

Technical Field

[0001] The present invention relates to the field of structural design, and in particular to a hybrid vibration-damping 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 absorption 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 (VFDs)) and displacement-type energy dissipators (such as buckling-restrained braces (BRBs)) are commonly used energy dissipation elements in shock-absorbing structures. Under the action of multiple earthquakes, BRBs can provide additional stiffness to the main structure, reducing the structural displacement response but not providing damping energy dissipation. VFDs do not provide stiffness under earthquakes but provide additional damping to reduce the seismic response. If the expected additional damping ratio of the structure is too large, the number of VFDs will increase significantly, reducing the shock absorption efficiency. 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 earthquake-resistant structures. A velocity damper and a displacement damper are provided between the rocking wall and the frame structure; the target displacement ratio and target shear ratio are obtained based on the performance design indicators of the rocking wall and the frame structure; a displacement damping performance curve of the target displacement ratio and a shear damping performance curve of the target shear ratio are plotted, and the coordinate values ​​of the intersection of these 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 based on the additional stiffness requirement value and the additional damping ratio requirement value. Under the action of a high-intensity earthquake, the reinforcement ratio of some frame columns will be too large, making structural design difficult. Previously, steel sections were often inserted into concrete to solve this problem, but this would result in increased 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, which effectively improves the structural shock absorption effect and realizes the self-reset of the structure after earthquake and the recovery of structural function.

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

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

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

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

[0009] Setting sway columns according to the reinforcement of the frame columns of the floor, arranging supports around the sway columns, and adjusting support arrangement parameters based on 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 minor and moderate earthquakes, and arrange corresponding displacement energy dissipators 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, thereby obtaining a hybrid shock-absorbing swaying structure.

[0012] Furthermore, 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.

[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 type, herringbone type or V-shaped type.

[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 dissipators includes optimization of the arrangement quantity of the velocity type energy dissipators, optimization of the arrangement position of the velocity type energy dissipators and optimization of the arrangement position of the displacement type energy dissipators.

[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 velocity-type energy dissipators arranged is the least on the basis of satisfying the target damping ratio.

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

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

[0022] A velocity type energy dissipator arrangement module is used to 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;

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

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

[0025] The hybrid shock absorption model analysis module is used to perform large earthquake elastic-plastic analysis on the hybrid shock absorption controlled model and determine whether the structural indicators and component bearing capacity of the hybrid shock absorption controlled model meet the requirements, thereby obtaining a hybrid shock absorption 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, which effectively improves the shock absorption effect of the structure and achieves the goal of self-reset of the structure after an earthquake.

[0028] 2. The present invention arranges buckling-restrained support members in the floor structure, and the buckling-restrained 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 meets the expected damping ratio and the number of velocity-type energy dissipators arranged is minimized, effectively reducing the project cost. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] Figure 1 A schematic flow chart of a hybrid vibration-damping rocking structure design method proposed in the present invention;

[0031] Figure 2 This is a schematic structural diagram of a hybrid shock-absorbing rocking structure design system proposed in 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 floor plan of the uncontrolled model of a typical floor of a building in Example 1;

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

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

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

[0037] Figure 8 This is a plan layout diagram of the hybrid vibration reduction controlled model for a typical floor of a building in Example 1. DETAILED DESCRIPTION

[0038] The present invention is described in detail below with reference to 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, add the damping ratio to the uncontrolled model and determine the target damping ratio.

[0046] Perform small earthquake response spectrum calculation on the uncontrolled model of the floor to determine whether the structural indicators of the floor meet the requirements of the specification. If not, adjust the structural layout and perform small earthquake response spectrum calculation again; if satisfied, perform medium earthquake response spectrum calculation on the uncontrolled model of the floor, check the displacement angle, and determine the target damping ratio by trial calculation; if not satisfied, adjust the additional damping ratio and perform medium earthquake response spectrum calculation again; if satisfied, arrange the velocity type energy dissipator. Figure 4 shown.

[0047] S2. Preliminarily arrange 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 this floor, and the elastic time history analysis is performed on the controlled model of this floor. 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 number 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 diagram of the velocity type energy dissipator on this floor is shown in the figure below. 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 moderate 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 rocking 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 type, herringbone or V shape), layout quantity, layout position and support cross-sectional form and size, and the small earthquake response spectrum analysis is performed again; if the requirements are met, the displacement type energy dissipator is arranged.

[0052] Under the action of earthquake fortification, some frame columns have high reinforcement ratios, often exceeding 4%, making structural reinforcement difficult. Frame columns with reinforcement ratios exceeding 4% are designed as rocking columns. To address the reduced structural stiffness associated with rocking columns, supports are installed between adjacent rocking columns. These supports should preferably be single-diagonal, herringbone, or V-shaped. To ensure continuity in the force transmission path of vertical components, the upper structural columns of frame columns designed as rocking columns should also be designed as rocking columns. If the frame columns above the rocking columns are not designed as rocking columns, supports should be installed around the lower rocking columns. These supports should be single-diagonal, with two single-diagonal supports in the same direction forming a herringbone support.

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

[0054] Extract the axial force N1 of the support under the most unfavorable combination of small earthquake conditions, and perform a moderate 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 moderate earthquake conditions. When the axial force N1 of the support under the most unfavorable combination of small earthquake conditions is greater than the support strength design value Nbr, 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 support strength design value Nbr and the axial force N2 of the support under the most unfavorable combination of moderate 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. Performing large earthquake elastoplastic analysis on the hybrid vibration-damping controlled model and optimizing the energy dissipator to determine whether the structural indicators and component bearing capacity of the hybrid vibration-damping controlled model meet the requirements, thereby obtaining a hybrid vibration-damping 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 elastic-plastic 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 from the time-history analysis of the hybrid damping controlled model is often greater than the target damping ratio. In this case, the previously arranged energy dissipators can be optimized. The optimization includes: optimizing the number of velocity-type energy dissipators, and optimizing the placement of velocity-type energy dissipators and displacement-type energy dissipators. Calculation results from a large number of engineering examples show that the shock absorption effect on the structure is better when velocity-type energy dissipators are placed on the lower floors of the building and displacement-type energy dissipators are placed on the middle and upper floors of the building. The price of velocity-type energy dissipators is much higher than that of displacement-type energy dissipators. From the perspective of minimizing the project cost, the optimal solution for the additional damping ratio refers to the solution where the structure's additional damping ratio meets the expected damping ratio while the number of velocity-type dampers is minimized.

[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 moderate 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 calculation is performed again; if so, the moderate earthquake response spectrum of the uncontrolled model of the floor is calculated, the displacement angle is checked, and the target damping ratio is determined by trial calculation; if not, the additional damping ratio is adjusted and the moderate earthquake response spectrum calculation is performed again; if so, the velocity-type energy dissipator is arranged.

[0061] The velocity-type energy dissipator arrangement module is used to arrange velocity-type energy dissipators and adjust the parameters or quantity of velocity-type energy dissipators according to the additional damping ratio. The velocity-type energy dissipators are preliminarily arranged on the floor, and an elastic time-history analysis is performed on the controlled model of the floor. 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 damping ratio, the rocking structure is arranged.

[0062] The sway structure layout module is used to set up sway columns and arrange supports around the sway 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 arranged. If the structural indicators do not meet the requirements of the specifications, the support layout parameters, including the layout form, layout quantity, layout position, and support cross-sectional form and size, are adjusted, 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 energy absorber placement module is used to extract the axial forces of the supports under the most unfavorable conditions during minor and moderate earthquakes and arrange corresponding buckling-restrained supports based on different conditions. The axial force N1 of the supports under the most unfavorable minor earthquake combination is extracted, and a moderate earthquake response spectrum analysis is performed on the uncontrolled model of the floor's additional damping ratio to extract the axial force N2 of the supports under the most unfavorable moderate earthquake combination. When the axial force N1 of the supports under the most unfavorable minor earthquake combination is greater than the design strength value Nbr of the support, the supports can be configured as damping-type BRBs. When the axial force N1 of the supports under the most unfavorable minor earthquake combination is less than the design strength value Nbr of the support, and the axial force N2 of the supports under the most unfavorable moderate earthquake combination is greater than the standard value Nbry of the supporting wall, the supports can be configured as energy-dissipating BRBs.

[0064] The hybrid shock-absorbing model analysis module is used to perform a large-scale 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 an elastic time-history analysis is performed on the hybrid controlled model of the floor again. If it is the optimal solution, the velocity-type energy dissipator is optimized, and a large-scale 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 an elastic time-history analysis is performed on the hybrid controlled model of the floor again. If it meets the design requirements, a hybrid shock-absorbing swaying structure of the floor is obtained.

[0065] The above describes in detail the preferred embodiments of the present invention. It should be understood that those skilled in the art can make numerous modifications and variations based on the concepts of the present invention without inventive effort. Therefore, any technical solutions that can be derived by those skilled in the art through logical analysis, reasoning, or limited experimentation based on the concepts of the present invention and the prior art should be within the scope of protection defined by the claims.

Claims

1. A hybrid shock-absorbing rocking structure design method, characterized in that: The following steps are involved: Conducting a small earthquake response spectrum analysis on the uncontrolled model of the floor to determine whether the structural indicators meet the code requirements and adjust the structural layout; conducting a moderate earthquake response spectrum analysis on the uncontrolled model with an increased damping ratio, checking the displacement angle, and determining the target damping ratio by trial calculation; Preliminarily arranging velocity-type energy dissipators on the floors, and adjusting parameters of the velocity-type energy dissipators so that the additional damping ratio meets the target damping ratio; Setting sway columns according to the reinforcement of the frame columns of the floor, arranging supports around the sway columns, and adjusting support arrangement parameters based on 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 minor and moderate earthquakes, and arrange corresponding displacement energy dissipators according to different conditions; Perform large-seismic elastoplastic analysis on the hybrid shock-absorbing controlled model of the floor and determine whether the additional damping ratio is the optimal solution. Optimize the energy dissipator and determine 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. The optimal solution of the additional damping ratio means that the additional damping ratio meets the target damping ratio while the number of velocity-type energy dissipators arranged is the least.

2. The hybrid vibration-damping 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 set between adjacent rocking columns.

3. The hybrid vibration-damping 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.

4. The hybrid vibration-damping rocking structure design method according to claim 3, characterized in that: The support arrangement includes single oblique rod, herringbone or V-shaped arrangements.

5. The hybrid vibration-damping 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.

6. The hybrid vibration-damping rocking structure design method according to claim 1, characterized in that: The optimization of the energy dissipator includes the optimization of the arrangement quantity of the velocity type energy dissipator, the optimization of the arrangement position of the velocity type energy dissipator and the optimization of the arrangement position of the displacement type energy dissipator.

7. The hybrid vibration-damping 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 upper floors of the building.

8. A hybrid vibration-damping rocking structure design system, comprising: The uncontrolled model analysis module is used to perform small earthquake response spectrum analysis on the uncontrolled model of the floor to determine whether the structural indicators meet the requirements of the code and adjust the structural layout. It is also used to perform medium earthquake response spectrum analysis on the uncontrolled model with increased damping ratio, verify 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 dissipator and adjusting the parameters of the velocity type energy dissipator so that the additional damping ratio meets the target damping ratio; A swing structure layout module is used to set up a swing column, arrange supports around the swing column, and adjust support layout parameters so that the structural indicators meet the requirements of the specification; The displacement energy dissipator layout module is used to extract the most unfavorable axial force of the support during small and medium earthquakes, and arrange the corresponding displacement energy dissipators according to different conditions; The hybrid shock absorption model analysis module is used to perform large earthquake elastic-plastic analysis on the hybrid shock absorption controlled model and determine whether the structural indicators and component bearing capacity of the hybrid shock absorption controlled model meet the requirements, thereby obtaining a hybrid shock absorption swaying structure.

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