Vibration double-control method based on three-dimensional variable-stiffness vibration isolation support

Abstract

The invention discloses a vibration double-control method based on a three-dimensional variable-stiffness vibration isolation support. The vibration double-control method comprises the steps that an initial value is calculated; a vertical rigidity adjusting step; a bidirectional rigidity adjusting step; wherein the step of calculating the initial value further comprises the step of calculating the vertical displacement of the three-dimensional variable-stiffness vibration isolation support, and the step of adjusting the vertical stiffness is used for determining a first-order vertical stiffness final value of the three-dimensional variable-stiffness vibration isolation support through vibration control analysis. The bidirectional rigidity adjusting step is used for determining the final values of the second-order vertical rigidity, the horizontal rigidity and the damping coefficient of the three-dimensional variable-rigidity vibration isolation support through rare earthquake analysis. By means of the method, the vertical rigidity, the horizontal rigidity and the damping coefficient of the three-dimensional variable-rigidity vibration isolation support can be accurately obtained, and subway vibration control and earthquake control can be more accurately conducted on a building structure at the same time. The invention further provides a three-dimensional variable-stiffness vibration isolation support.

Description

Technical Field

[0001] The invention relates to the technical field of subway vibration and earthquake control, in particular to a dual-vibration and earthquake control method based on a three-dimensional variable stiffness vibration isolation support. Background Art

[0002] According to statistics, there are about 5 million earthquakes in the world every year. When earthquakes occur, they often trigger tsunamis, landslides and other natural disasters, causing huge economic losses and casualties to cities. my country is located at the intersection of the Pacific Rim and the Eurasian Seismic Belt. The special geographical location makes cities in the seismic belt often threatened by earthquakes. The huge losses caused by earthquakes have made the seismic isolation design of buildings a research hotspot.

[0003] Building structures are threatened by earthquakes as well as vibrations, which have become one of the environmental hazards. For example, rail transit and large power equipment are sources of vibration that bring serious impacts. Building structures near rail transit are subject to excessive vibrations, which affects the use of the building, has a direct impact on the work and life quality of nearby line personnel, and the normal use of vibration-sensitive equipment, and reasonable vibration control measures need to be adopted.

[0004] Therefore, how to reduce the vibration response while reducing the seismic response of the building structure has become an urgent problem to be solved. Three-dimensional vibration isolation (seismic) bearings can meet the needs of solving earthquakes and vibrations at the same time. Although Chinese invention patents with application numbers 201810042993.7 and 202011491500.1 disclose control methods for solving subway vibrations and rare earthquakes, they both use vibration isolation bearings and viscous dampers to control separately, which is costly and inconvenient to control. Summary of the invention

[0005] In view of the deficiencies in the prior art, the present invention proposes a dual-vibration control method based on a three-dimensional variable stiffness vibration isolation support, which overcomes the problem of having to separately control subway vibration and earthquake vibration by arranging a three-dimensional vibration isolation support on the structure.

[0006] On the one hand, the present invention provides a dual-vibration and seismic control method based on a three-dimensional variable stiffness vibration isolation bearing, comprising: an initial value calculation step; a vertical stiffness adjustment step; and a bidirectional stiffness adjustment step; wherein the initial value calculation step further comprises calculating the vertical displacement of the three-dimensional variable stiffness vibration isolation bearing, and the vertical stiffness adjustment step is used to determine the final value of the first-order vertical stiffness of the three-dimensional variable stiffness vibration isolation bearing through vibration control analysis; and the bidirectional stiffness adjustment step determines the final values ​​of the second-order vertical stiffness, horizontal stiffness and damping coefficient of the three-dimensional variable stiffness vibration isolation bearing through rare earthquake analysis.

[0007] Furthermore, the above-mentioned calculation of the vertical displacement of the three-dimensional variable stiffness vibration isolation support includes the following steps: analyzing the vibration characteristics of a specific engineering subway; determining the vertical vibration isolation frequency; and calculating the vertical displacement.

[0008] Furthermore, the above vibration control analysis includes the following steps:

[0009] A finite element model is established for the overall structure of the above-mentioned specific project, a vibration load is applied to the finite element model, and it is verified whether the vibration response of the finite element model meets the vibration allowable value, wherein the vibration allowable value includes the vertical displacement difference limit and the vibration control target.

[0010] Furthermore, the above step of determining whether the vertical displacement difference limit is met further includes:

[0011] Establish a finite element model for the overall structure of the above-mentioned specific project; calculate the support reaction of the three-dimensional variable stiffness vibration isolation support; calculate the first-order vertical stiffness adjustment value of the three-dimensional variable stiffness vibration isolation support; arrange the three-dimensional variable stiffness vibration isolation support; calculate the vertical displacement difference of the three-dimensional variable stiffness vibration isolation support. If the vertical displacement difference limit is met, this step ends. If not, repeat the above steps.

[0012] Furthermore, the vertical displacement difference is the difference between the maximum deformation and the minimum deformation of the three-dimensional variable stiffness vibration isolation support, and the vertical displacement difference limit is less than +1 mm or -1 mm.

[0013] Furthermore, the above step of determining whether the vibration control target is met further includes:

[0014] On the basis of meeting the vertical displacement difference limit, input the subway vibration time history data; perform dynamic analysis on the finite element model; compare with the vibration control target, if the vibration control target is met, this step ends; if not, repeat the above initial value calculation step and the above vertical stiffness adjustment step until the vibration control target is met, and iterate to obtain the first-order vertical stiffness final value.

[0015] Furthermore, the above rare earthquake analysis also includes the following steps:

[0016] Input the initial value of the horizontal stiffness of the three-dimensional variable stiffness vibration isolation bearing, and the initial value of the assumed second-order vertical stiffness and damping coefficient; input the seismic motion time history data and perform seismic response analysis; compare with the seismic control target, if the seismic control target is met, this step ends; if not, repeat the above steps until the seismic control target is met, and iterate to obtain the final value of the horizontal stiffness, second-order vertical stiffness and damping coefficient of the three-dimensional variable stiffness vibration isolation bearing.

[0017] Optionally, the above-mentioned dual-vibration and seismic control method based on the three-dimensional variable stiffness vibration isolation support also includes an anti-overturning verification step.

[0018] On the other hand, the present invention provides a three-dimensional variable stiffness vibration isolation bearing, which is constructed using any of the above-mentioned dual-vibration and vibration control methods based on the three-dimensional variable stiffness vibration isolation bearing. The three-dimensional variable stiffness vibration isolation bearing includes a lower bearing plate, a horizontal member, a vertical member and an upper bearing plate connected in sequence from bottom to top, wherein the lower bearing plate is connected to the foundation, and the upper bearing plate is connected to the upper building structure.

[0019] Among them, the above-mentioned vertical component is a steel spring, a disc spring or thick rubber; the above-mentioned horizontal component is a friction pendulum, a lead core rubber or a damping barrel.

[0020] It can be seen from the above scheme that the beneficial effect of the present invention is: the method of the present invention can better control the relevant parameters of the three-dimensional variable stiffness vibration isolation bearing, accurately obtain the vertical stiffness, horizontal stiffness and damping coefficient of the three-dimensional variable stiffness vibration isolation bearing, and effectively realize the two-way control of subway vibration and earthquake vibration. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 This is a flow chart of a vibration and seismic dual control method based on a three-dimensional variable stiffness vibration isolation support according to an embodiment of the present invention;

[0022] Figures 2 to 4 for Figure 1 Detailed process diagram of some steps in the flow chart;

[0023] Figure 5 It is a schematic structural diagram of a three-dimensional variable stiffness vibration isolation support in one embodiment of the present invention;

[0024] Among them, the reference numerals

[0025] 1- Three-dimensional variable stiffness vibration isolation support;

[0026] 10-lower bearing plate;

[0027] 11- horizontal components;

[0028] 12- vertical member;

[0029] 13- upper deck;

[0030] 14- Foundation;

[0031] 15-superstructure;

[0032] S10~S13, S100-S102, S110~S112, S120~S122-steps. DETAILED DESCRIPTION

[0033] In order to make the purpose, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that references to "one embodiment", "embodiment", "example embodiment", etc. in the specification refer to the embodiment described, which may include specific features, structures or characteristics, but does not necessarily include these specific features, structures or characteristics. In addition, such expressions do not refer to the same embodiment. Further, when describing specific features, structures or characteristics in conjunction with the embodiments, whether or not there is a clear description, it has been shown that combining such features, structures or characteristics into other embodiments is within the knowledge of those skilled in the art.

[0034] Certain words are used in the specification and claims to refer to specific modules, components or parts. People of ordinary skill in the art should understand that technical users or manufacturers can refer to the same module, component or part by different nouns or terms. This specification and claims do not distinguish between modules, components or parts by differences in names, but rather by differences in the functions of modules, components or parts. The "include" and "comprising" mentioned throughout the specification and claims are open-ended terms and should be interpreted as "including but not limited to". In addition, the word "connect" here includes any direct and indirect electrical connection means. Indirect electrical connection means include connection through other devices.

[0035] Furthermore, in the following specification and the claims above, reference is made to a number of terms which shall be defined to have the following meanings. The singular forms "a", "an" and "the" include plural referents unless the context clearly dictates otherwise. "Optional" or "optionally" means that the subsequently described event or circumstance may or may not occur, and that the description includes instances where the event occurs and instances where it does not.

[0036] like Figure 1 The flowchart of the vibration dual control method based on the three-dimensional variable stiffness vibration isolation support according to one embodiment of the present invention is shown, and the method includes the following steps:

[0037] S10: Calculate the initial value, including calculating the vertical displacement of the three-dimensional variable stiffness vibration isolation support;

[0038] S11: vertical stiffness adjustment, used to determine the first-order vertical stiffness final value of the three-dimensional variable stiffness vibration isolation support through vibration control analysis;

[0039] S12: Bidirectional stiffness adjustment, used to determine the final values ​​of the second-order vertical stiffness, horizontal stiffness and damping coefficient of the three-dimensional variable stiffness vibration isolation support through rare earthquake analysis;

[0040] S13: Anti-overturning verification.

[0041] In this embodiment, if Figure 2 As shown in the figure, the calculation of the vertical displacement of the three-dimensional variable stiffness vibration isolation support includes the following steps:

[0042] S100: Analyze the vibration characteristics of the subway of a specific project. Specifically, analyze the time domain and frequency domain characteristics of subway vibration based on the measured data of the specific project.

[0043] S101: Determine the vertical vibration isolation frequency f, and find the control target frequency f as the vertical vibration isolation frequency, for example, the control target frequency f=5 Hz;

[0044] S102: Calculate the vertical displacement Δ based on the relationship between frequency and deformation The vertical displacement of the three-dimensional variable stiffness vibration isolation support is obtained as Δ=0.01m, where g is the acceleration of gravity.

[0045] In this embodiment, if Figure 3 As shown, the above vibration control analysis also includes the following steps:

[0046] S110: Establishing a finite element model for the overall structure of the specific project;

[0047] S111: applying a vibration load to the finite element model;

[0048] S112: Verify whether the vibration response of the finite element model meets the vibration allowable value.

[0049] The vibration allowable value includes a vertical displacement difference limit and a vibration control target.

[0050] Specifically, first, a finite element model of the overall building structure is established according to the specific project, for example, a 5-story frame system is established. Constant loads and live loads are applied to the finite element model, and the support reaction force of the three-dimensional variable stiffness vibration isolation support is analyzed under the self-weight of the structure and constant live loads. The support reaction force F is calculated, assuming that F = 100KN. According to the formula Determine the first-order vertical stiffness K of the three-dimensional support v1=10000KN / m. A vibration isolation layer is established below the ±0 elevation of the 5-story frame system and above the foundation of the overall building structure of the specific project. Specifically, a three-dimensional variable stiffness vibration isolation bearing is arranged under each column of the 5-story frame system and on the foundation. Optionally, the three-dimensional variable stiffness vibration isolation bearing is simulated using a connection unit. After the three-dimensional variable stiffness vibration isolation bearing is arranged, the difference δ between the maximum deformation and the minimum deformation of the three-dimensional variable stiffness vibration isolation bearing is calculated under the self-weight, constant load and live load of the overall finite element model. If the vertical displacement difference δ limit is ≤±1mm, and the preferred vertical displacement difference δ limit can be ≤±0.5mm, proceed to the next step. If not, repeat this step until the vertical displacement difference δ limit is met. During the iteration process, the first-order vertical stiffness K of the three-dimensional variable stiffness vibration isolation bearing v1 Continuously being optimized.

[0051] Then, the dynamic data of the specific engineering field test (which can also be calculated using the "subway train-track-tunnel-soil layer vibration analysis model") is used as the time-history function input to perform vibration response analysis on the 5-story frame system with a three-dimensional variable stiffness vibration isolation support. The dynamic response results are extracted and processed, and the time domain, frequency domain, and one-third octave band analysis values ​​after the extracted data processing are compared with the vibration control target. If they meet the requirements, continue to proceed. If not, repeat steps S10 to S11 until the vibration control target is met. During the iteration process, the first-order vertical stiffness K of the three-dimensional variable stiffness vibration isolation support v1 Continuously optimized, the first-order vertical stiffness K during the optimization process v1 is the first-order vertical stiffness adjustment value.

[0052] Finally, through the above steps, the first-order vertical stiffness K of the three-dimensional variable stiffness vibration isolation support is determined v1 The final value K v1f .

[0053] In this embodiment, if Figure 4 As shown, the above rare earthquake analysis includes the following steps:

[0054] S120: inputting the initial value of the horizontal stiffness of the three-dimensional variable stiffness vibration isolation support, the assumed second-order vertical stiffness and the initial value of the damping coefficient;

[0055] S121: Input earthquake motion time history data and perform earthquake response analysis;

[0056] S122: Compare with the seismic control target. If the seismic control target is met, this step ends; if not, repeat the above steps until the seismic control target is met, and iterate to obtain the final values ​​of the horizontal stiffness, second-order vertical stiffness and damping coefficient of the three-dimensional variable stiffness vibration isolation bearing.

[0057] Specifically, input the horizontal stiffness K of the three-dimensional variable stiffness vibration isolation supporth Initial value, for example: K h =0.4-0.6K v1f , assuming that the second-order vertical stiffness K of the three-dimensional variable stiffness vibration isolation support v2 and the initial value of the damping coefficient, where, for example, the initial value of the second-order vertical stiffness K v2i = Final value of first-order vertical stiffness K v1f . Select seismic waves according to the fortification intensity of the overall building structure, site category and design earthquake grouping of the specific work. There should be no less than two groups of natural earthquake records and no less than one group of artificial simulated seismic waves. Input the seismic motion time history data, conduct seismic response analysis, extract and process the seismic response results, and compare the inter-story displacement angle limit, seismic isolation bearing lateral deformation limit and tensile stress limit after data extraction with the seismic control target. If the seismic control target is met, proceed to the next step. If not, repeat this step until the seismic control target is met. During the iteration process, the horizontal stiffness K h , second-order vertical stiffness of three-dimensional support K v2 The damping coefficient is continuously optimized, and the horizontal stiffness K of the three-dimensional variable stiffness vibration isolation support that meets the requirements is finally determined. h , second-order vertical stiffness of three-dimensional support K v2 and the final value of the damping coefficient.

[0058] In this embodiment, an anti-overturning verification step S13 is optionally included. If the anti-overturning requirement is not met, anti-overturning measures are added, such as increasing the number of bolts of the three-dimensional variable stiffness vibration isolation support, until the anti-overturning requirement is met.

[0059] Figure 5 A three-dimensional variable stiffness vibration isolation bearing 1 in an embodiment of the present invention is constructed using any of the above-mentioned dual-vibration and vibration control methods based on a three-dimensional variable stiffness vibration isolation bearing. The three-dimensional variable stiffness vibration isolation bearing 1 includes a lower bearing plate 10, a horizontal member 11, a vertical member 12 and an upper bearing plate 13 connected in sequence from bottom to top, wherein the lower bearing plate 10 is connected to a foundation 14, and the upper bearing plate 13 is connected to an upper building structure 15.

[0060] In this embodiment, the vertical member 12 is a steel spring, and may also be other members having a vertical vibration control effect such as a disc spring and thick rubber, which can be selected according to actual conditions.

[0061] In this embodiment, the horizontal component 11 is a friction pendulum, and may also be other components with horizontal vibration control effect such as lead rubber and damping barrel, etc. The selection may be made according to actual conditions.

[0062] In summary, the method of the present invention can better design the relevant parameters of the three-dimensional variable stiffness vibration isolation bearing, and accurately obtain the horizontal stiffness, vertical stiffness and damping coefficient of the three-dimensional variable stiffness vibration isolation bearing. Further promote the production and application of three-dimensional variable stiffness vibration isolation bearings, and promote product upgrades and innovations. It overcomes the defect that vertical subway vibrations and horizontal seismic motions must be controlled separately by vibration isolation bearings and viscous dampers. In addition, the three-dimensional variable stiffness vibration isolation bearing provided by the present invention occupies a small area and can be better arranged in the vibration isolation (seismic) layer of the building, and is particularly suitable for some subway roof buildings to save space. It is also quick to construct and install, saving construction time and construction costs, and has high economic benefits.

[0063] The embodiments of the present invention are described above in conjunction with the accompanying drawings, but the present invention is not limited to the above-mentioned specific implementation methods. The above-mentioned specific implementation methods are merely illustrative and not restrictive. Under the enlightenment of the present invention, ordinary technicians in this field can also make many forms without departing from the scope of protection of the present invention and the claims, all of which belong to the protection scope of the present invention.

Claims

1. A dual-vibration control method based on a three-dimensional variable stiffness vibration isolation support, comprising: Calculate the initial value step; Vertical stiffness adjustment steps: Bidirectional stiffness adjustment step; characterized in that, The step of calculating the initial value further includes calculating the vertical displacement of the three-dimensional variable stiffness vibration isolation support; The vertical stiffness adjustment step is used to determine the first-order vertical stiffness final value of the three-dimensional variable stiffness vibration isolation support through vibration control analysis; The bidirectional stiffness adjustment step is used to determine the final values ​​of the second-order vertical stiffness, horizontal stiffness and damping coefficient of the three-dimensional variable stiffness vibration isolation support through rare earthquake analysis.

2. The vibration dual control method based on a three-dimensional variable stiffness vibration isolation support according to claim 1 is characterized in that: The calculation of the vertical displacement of the three-dimensional variable stiffness vibration isolation support includes the following steps: Analyze the vibration characteristics of subways in specific projects; Determine the vertical vibration isolation frequency; The vertical displacement is calculated.

3. The vibration dual control method based on a three-dimensional variable stiffness vibration isolation support according to claim 1 or 2, characterized in that: The vibration control analysis further comprises the following steps: Establish a finite element model for the overall structure of the specific project. applying a vibration load to the finite element model; Verify whether the vibration response of the finite element model meets the vibration allowable value, The vibration allowable value includes a vertical displacement difference limit and a vibration control target.

4. The vibration dual control method based on a three-dimensional variable stiffness vibration isolation support according to claim 3 is characterized in that: The step of determining whether the vertical displacement difference limit is met further comprises: Establishing a finite element model for the overall structure of the specific project; Calculating the support reaction force of the three-dimensional variable stiffness vibration isolation support; Calculating the first-order vertical stiffness adjustment value of the three-dimensional variable stiffness vibration isolation support; Arranging the three-dimensional variable stiffness vibration isolation support; The vertical displacement difference of the three-dimensional variable stiffness vibration isolation support is calculated. If the vertical displacement difference limit is met, this step ends. If not, the above steps are repeated.

5. The vibration dual control method based on a three-dimensional variable stiffness vibration isolation support according to claim 4 is characterized in that: The vertical displacement difference is the difference between the maximum deformation and the minimum deformation of the three-dimensional variable stiffness vibration isolation support, and the vertical displacement difference limit is +1mm or less than -1mm.

6. The vibration dual control method based on a three-dimensional variable stiffness vibration isolation support according to claim 5 is characterized in that: The steps to determine whether the vibration control target is met include: On the basis of satisfying the vertical displacement difference limit, inputting subway vibration time history data; performing a dynamic analysis on the finite element model; The first-order vertical stiffness final value is obtained by comparing the initial value calculated and the vertical stiffness final value with the vibration control target. If the vibration control target is met, this step ends. If not, the initial value calculation step and the vertical stiffness adjustment step are repeated until the vibration control target is met.

7. The vibration dual control method based on a three-dimensional variable stiffness vibration isolation support according to claim 1, 2, 4, 5 or 6, characterized in that: The rare earthquake analysis further comprises the following steps: Input the initial value of the horizontal stiffness of the three-dimensional variable stiffness vibration isolation support, the assumed second-order vertical stiffness and the initial value of the damping coefficient; Input earthquake motion time history data and conduct earthquake response analysis; Compare with the seismic control target. If the seismic control target is met, this step ends; if not, repeat the above steps until the seismic control target is met, and iterate to obtain the final values ​​of the horizontal stiffness, second-order vertical stiffness and damping coefficient of the three-dimensional variable stiffness vibration isolation support.

8. The vibration dual control method based on a three-dimensional variable stiffness vibration isolation support according to claim 1 is characterized in that: It also includes anti-overturning verification steps.

9. A three-dimensional variable stiffness vibration isolation support, characterized in that: The method for dual-controlling vibration and seismicity based on a three-dimensional variable stiffness vibration isolation support is constructed using any one of claims 1 to 8, wherein the three-dimensional variable stiffness vibration isolation support comprises a lower bearing plate, a horizontal member, a vertical member and an upper bearing plate connected in sequence from bottom to top, wherein the lower bearing plate is connected to the foundation, and the upper bearing plate is connected to the upper building structure.

10. The three-dimensional variable stiffness vibration isolation support according to claim 9, characterized in that: The vertical component is a steel spring, a disc spring or thick rubber; the horizontal component is a friction pendulum, a lead core rubber or a damping barrel.

Images