Spring vibration isolation bearing foundation structure applied to 300 mw level compressed air energy storage power station and vibration control and optimization method thereof

Abstract

The application relates to a spring vibration isolation support foundation structure applied to a 300MW-level compressed air energy storage power station and a vibration control and optimization method thereof. The spring vibration isolation support foundation structure comprises a foundation slab, a column and a plurality of spring vibration isolation supports arranged between the foundation slab and the column; the vibration control and optimization method comprises the following steps: a finite element simulation model of the spring vibration isolation support foundation structure is established, and modal analysis and harmonic response analysis are carried out on different spring parameter combinations and structure size schemes by using the finite element simulation model; the stiffness setting and arrangement scheme of the spring vibration isolation support are optimized according to the analysis results; a scale test model is made, and modal test and dynamic response test are carried out; the simulation model is checked and adjusted according to the test results, and the optimized spring vibration isolation support parameters and spring vibration isolation support foundation structure scheme are determined. The application effectively attenuates the vibration of the disturbance force of equipment transmitted to the column.

Description

Technical Field

[0001] This invention belongs to the fields of vibration control and power infrastructure technology, specifically relating to a spring vibration isolation support foundation structure for a 300MW compressed air energy storage power station and its vibration control and optimization method. Background Technology

[0002] As the capacity of individual power units continues to increase, the various complex dynamic loads generated during the operation of power equipment place higher demands on the vibration stability of the foundation structure. Large turbine units or compressor units in 300MW compressed air energy storage power stations, operating under frequent start-stop and variable operating conditions, are prone to excessive foundation vibration. Existing technologies mainly study the dynamic performance of the foundation through finite element simulation analysis and scaled-down model tests. However, finite element results rely on model simplification, boundary condition settings, and the accuracy of material parameters, making it difficult to fully reflect the nonlinear characteristics and complex operating conditions of the actual structure. Traditional rigid frame foundations rely solely on their own weight and stiffness to suppress vibration, lacking active adjustment mechanisms. Under variable speed or sudden load conditions, vibration energy can easily be transmitted through the foundation to surrounding structures, causing secondary noise and failing to meet the stringent requirements for foundation vibration displacement of precision equipment such as compressors.

[0003] In related technologies, such as CN118965711A, an evaluation and optimization method for the foundation of an air compressor in a 300MW-class compressed air storage power station is disclosed. This method includes establishing multiple numerical simulation models, calculating the foundation vibration velocity and peak displacement under load, and verifying the accuracy of the models through physical model experiments. This method employs high-speed, multi-frequency perturbation calculations and dual speed and displacement control standards to analyze and optimize the foundation structure, ensuring that the dynamic performance of the rigid foundation meets the requirements of a 300MW-class compressed air storage power station. However, this scheme focuses on the performance evaluation of the rigid foundation, without employing isolation measures such as spring vibration isolation, and without specifically designing for the staggering of the foundation's natural frequency and the equipment disturbance frequency, leaving room for further optimization. Summary of the Invention

[0004] The purpose of this invention is to address the shortcomings of the aforementioned background technology and provide a spring-loaded vibration isolation support foundation structure for a 300MW compressed air energy storage power station, along with its vibration control and optimization method. By reducing vibration transmission efficiency through elastic support, the dynamic coupling between the equipment and the foundation is isolated, structural noise and fatigue damage are reduced, thereby significantly improving the stability and safety of large-scale unit operation.

[0005] The technical solution adopted in this invention is: a spring vibration isolation bearing foundation structure and its vibration control and optimization method for a 300MW compressed air energy storage power station. The spring vibration isolation bearing foundation structure includes a foundation plate, columns, and several spring vibration isolation bearings disposed between the foundation plate and the columns; each spring vibration isolation bearing is composed of multiple spring units; the first natural frequency of the entire spring vibration isolation bearing foundation structure is designed to be offset from the main disturbance frequency of the turbine generator set or compressor set; the spring vibration isolation bearings are integrally fixed to the bottom of the foundation plate and the top of the columns through connecting pads. The spring vibration isolation supports are evenly distributed along the bottom of the foundation plate at a predetermined position to share the equipment load; the vibration control and optimization method includes: establishing a finite element simulation model of the above-mentioned spring vibration isolation support foundation structure, and using the finite element simulation model to perform modal analysis and harmonious response analysis on different spring parameter combinations and structural size schemes; optimizing the stiffness setting and arrangement scheme of the spring vibration isolation supports based on the analysis results; making a scaled-down test model and conducting modal tests and dynamic response tests; verifying and adjusting the simulation model based on the test results, and determining the optimized spring vibration isolation support parameters and the spring vibration isolation support foundation structure scheme.

[0006] Preferably, the spring vibration isolation support is integrally connected to the bottom of the foundation plate and the top of the column reinforcement steel plate through the upper connecting plate and the lower connecting plate.

[0007] Preferably, the lower end of the column is fixed to the elastic base plate.

[0008] Preferably, each spring unit comprises at least two metal helical springs connected in parallel.

[0009] Preferably, the different spring units are connected in series or in parallel to meet different stiffness or natural frequency design requirements.

[0010] Preferably, the spring vibration isolation supports are pre-arranged along the lower part of the foundation platform, and at least one spring vibration isolation support is provided at the base of each column to achieve uniform support for the equipment load and vibration isolation.

[0011] Preferredly, a finite element simulation model of the above-mentioned spring vibration isolation bearing foundation structure is established. Dynamic characteristic simulations are performed on various structural schemes with different combinations of foundation plate thickness, column cross-section and spring stiffness parameters. Harmonic response analysis is used to calculate the vibration displacement amplitude at the disturbance force loading point in each scheme, and the structural form and spring vibration isolation bearing parameters are adjusted accordingly to optimize the foundation vibration performance.

[0012] A preferred approach is to use the square root and sum of squares (SRSS) methods to combine and evaluate the peak vibration response of different schemes in order to obtain the overall vibration response index of the structure.

[0013] A preferred approach is to fabricate a scaled-down test model of the spring vibration isolation bearing foundation structure, and to conduct modal tests and forced vibration tests on the model using spatial excitation multi-point measurement. The test results are then compared and analyzed with the numerical simulation results to verify the simulation model and guide the final design of the vibration isolation bearing parameters.

[0014] Preferably, the vertical and horizontal stiffness of each spring vibration isolation support can be obtained by adjusting parameters such as the spring diameter, spring pitch, height, and number of single springs.

[0015] Compared with the prior art, the beneficial effects of the present invention are:

[0016] This invention effectively decouples the equipment from the foundation by introducing spring-loaded vibration isolation supports into large-scale dynamic foundation structures. Simulation and experimental results show that, compared with traditional rigid foundations, the dynamic foundation using spring-loaded vibration isolation supports exhibits significantly reduced vertical, lateral, and longitudinal vibration responses at various disturbance points, all meeting the specified limits. The spring-loaded vibration isolation support structure effectively attenuates the vibration transmitted from the equipment disturbance force to the columns, reducing the vibration amplitude at the column tops and platforms. Spring-loaded vibration isolation design can significantly reduce the impact of foundation vibration on the surrounding environment, extend equipment fatigue life, and adapt to variable load conditions, making it an effective technical approach to meet the vibration control requirements of compressor units and improve the dynamic performance of foundations.

[0017] This invention employs multiple structural optimization schemes for finite element model numerical simulation analysis. A refined finite element model is established, and the calculated results of the foundation dynamic characteristics and dynamic response are compared under various structural parameters. The differences in results caused by the influencing factors of each parameter are analyzed and compared.

[0018] This invention conducts scaled-down physical model test analysis. For the scaled-down physical model of turbine generator foundation, modal testing analysis, response prediction analysis and other test methods are used to comprehensively analyze the dynamic performance of spring vibration isolation bearing foundation structure from multiple aspects such as dynamic characteristics and dynamic response.

[0019] This invention provides a comprehensive evaluation of the dynamic performance of a turbine generator spring-isolated vibration-damping bearing foundation structure. Focusing on the dynamic performance of turbine generator power foundations, this study combines numerical simulation and physical model experiments, comparing the similarities and differences between finite element model calculations and physical model experiments. It summarizes the general laws governing the dynamic characteristics and dynamic response of turbine generator spring-isolated vibration-damping bearing foundation structures, analyzes the reasons for the differences between simulation analysis and model experiments, and comprehensively evaluates the dynamic characteristics and dynamic response of the spring-isolated vibration-damping power foundation. Attached Figure Description

[0020] Figure 1 This is a schematic diagram of the spring vibration isolation support foundation structure of the present invention;

[0021] Figure 2This is a schematic diagram of the structure of the spring vibration isolation support of the present invention;

[0022] Figure 3 This is a flowchart of the vibration control and optimization method of the present invention.

[0023] In the figure, 1-spring vibration isolation support (11-upper connecting pad, 12-lower connecting pad, 13-spring unit), 2-foundation platform, 3-column (31-column top reinforcing steel plate), 4-elastic base plate. Detailed Implementation

[0024] The specific embodiments of the present invention will be further described below with reference to the accompanying drawings. It should be noted that these descriptions are for the purpose of aiding understanding the present invention, but do not constitute a limitation thereof. Furthermore, the technical features involved in the various embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0025] like Figure 1 As shown, the spring vibration isolation support foundation structure of the present invention includes a foundation plate 2, a column 3, and several spring vibration isolation supports 1 disposed between the foundation plate 2 and the column 3; each spring vibration isolation support 1 is composed of multiple spring units 13; the first natural frequency of the overall spring vibration isolation support foundation structure is designed to be offset from the main disturbance frequency of the turbine generator set or compressor set; the spring vibration isolation supports 1 are integrally fixed to the bottom of the foundation plate 2 and the top of the column 3 by connecting pads; the spring vibration isolation supports 1 are evenly distributed along a preset position at the bottom of the foundation plate 2 to distribute the equipment load. Figure 2 As shown, the spring vibration isolation support 1 is integrally connected to the bottom of the foundation plate 2 and the top of the column 3 via the upper connecting plate 11 and the lower connecting plate 12. The lower end of the column 3 is fixed to the elastic base plate 4. The foundation plate 2, the column 3, and the elastic base plate 4 form the foundation of the turbine generator set or compressor set. Each spring unit 13 includes at least two metal helical springs connected in parallel. The spring vibration isolation supports are pre-arranged along the lower part of the foundation plate, and at least one spring vibration isolation support 1 is set at the base of each column to achieve uniform support and vibration isolation of the equipment load. Different spring units 13 are connected in series or in parallel to meet different stiffness or natural frequency design requirements. The vertical stiffness and horizontal stiffness of each spring vibration isolation support 1 can be obtained by adjusting parameters such as the spring diameter, spring pitch, height, and number of single springs.

[0026] like Figure 3As shown, the vibration control and optimization method includes: establishing a finite element simulation model of the above-mentioned spring vibration isolation bearing foundation structure, and using the finite element simulation model to perform modal analysis and harmonic response analysis on different spring parameter combinations and structural size schemes; optimizing the stiffness setting and arrangement scheme of the spring vibration isolation bearing based on the analysis results; fabricating a scaled-down test model and conducting modal tests and dynamic response tests; verifying and adjusting the simulation model based on the test results, and determining the optimized spring vibration isolation bearing parameters and the spring vibration isolation bearing foundation structure scheme.

[0027] A finite element simulation model of the above-mentioned spring vibration isolation bearing foundation structure was established. Dynamic characteristic simulations were performed on various structural schemes with different combinations of foundation plate thickness, column cross-section and spring stiffness parameters. Harmonic response analysis was used to calculate the vibration displacement amplitude at the disturbance force loading point in each scheme. Based on this, the structural form and spring vibration isolation bearing parameters were adjusted to optimize the foundation vibration performance.

[0028] The peak vibration response of different schemes was evaluated by combining the square root and sum of squares SRSS methods to obtain the overall vibration response index of the structure.

[0029] A scaled-down test model of the spring vibration isolation bearing foundation structure was constructed, and modal tests and forced vibration tests were conducted on the model using spatial excitation multi-point measurement. The test results were compared and analyzed with the numerical simulation results to verify the simulation model and guide the final design of the vibration isolation bearing parameters.

[0030] Example 1

[0031] Existing 300MW compressed air energy storage power station foundation designs lack active vibration isolation measures, resulting in insufficient foundation vibration control capabilities and difficulty in coping with the vibration challenges of high-power units under varying speeds and sudden load changes. To address these issues, this embodiment provides a spring-isolated vibration-damping bearing foundation structure for 300MW compressed air energy storage power stations, along with its vibration control and optimization method. By designing vibration-damping bearings with adjustable stiffness and achieving a misalignment between the foundation frequency and the disturbance frequency, the foundation's vibration isolation performance is improved. Simulation and experimental verification ensure that the foundation's dynamic response meets the specified limits. The core principle lies in combining multiple spring-isolated vibration-damping bearings and adjusting their stiffness characteristics to misalign the natural frequency of the foundation structure with the disturbance frequencies of the generator and compressor units, achieving efficient suppression and dynamic isolation of low-frequency vibrations. Simultaneously, by combining numerical simulation and experimental testing, the foundation structure parameters and bearing arrangement are optimized to meet the stringent vibration control requirements of 300MW compressor units.

[0032] Numerical simulation optimization analysis models were established: Finite element software was used to create rigid foundation models and spring-isolated foundation models, and different structural parameter schemes were analyzed. Specifically, ABAQUS and ANSYS software were used to mesh the foundation structure (spring-isolated support foundation structure) using hexahedral solid element meshes (such as solid185 solid elements), ensuring that the equipment mass was equivalently connected to the platform nodes. Different parameters were set according to the scheme, including foundation platform thickness (e.g., 2.3–2.7 m), column cross-sectional dimensions (e.g., 1.0–1.4 m), and different spring stiffness and height. Modal analysis was performed on each scheme to obtain the overall and local vibration modes. Then, harmonic response analysis was used to calculate the vertical, lateral, and longitudinal vibration displacement amplitudes at the key disturbance points of the equipment in each scheme under the given disturbance load, and compared with the velocity-displacement limits specified in industry standards. This evaluated the effectiveness of each vibration control scheme, and the structural scheme with the optimal response was selected.

[0033] Design and fabrication of a scaled-down physical model: A 1:10 scale physical test model was constructed based on the principle of similarity. First, the corresponding geometric, mass, and stiffness similarity ratios were calculated according to the optimized schemes for rigid and vibration-isolated foundations. Then, support design was carried out for the spring vibration isolation scheme: based on the requirement that the overall vibration frequency of the foundation be offset from the vibration frequency of the equipment, the required vertical deformation and stiffness of the vibration isolation support were calculated using the natural frequency formula of the vibration system. Appropriate spring diameter, pitch, height, and number of turns were selected, and multiple single springs were combined in parallel to form a spring vibration isolation support with the required stiffness. Vertical and horizontal stiffness tests were conducted on the selected single springs and combined spring supports to ensure that the design stiffness value was met. When installing the spring vibration isolation support in the physical model, the connecting plate of the spring support can be pre-embedded in the concrete at the bottom of the platform and the top of the column, thus integrating the spring vibration isolation support with the foundation as a whole and reducing the deviation caused by the height of the support above the ground.

[0034] Vibration Testing and Analysis of the Scaled-Down Model: Dynamic testing was conducted on the completed scaled-down vibration isolation foundation model. Modal testing was performed on the model using three-point spatial excitation (vertical, longitudinal, and transverse) and multi-point sensor placement to obtain the modal frequencies, damping ratios, and mode shapes of each order. Based on the modal test results, the forced vibration dynamic response of the model at the operating speed was predicted using the corresponding modal participation coefficients in simulation software. The dynamic characteristics obtained from the tests were compared and analyzed with the calculation results of the corresponding numerical simulation model to verify the accuracy of the simulation model. The simulation model parameters were adjusted based on the comparison results to provide a basis for further optimization of the design scheme. Finally, by combining the simulation and experimental data, the final stiffness setting and arrangement scheme of the spring vibration isolation support were determined, thereby achieving effective control and optimization of the turbine generator foundation vibration.

[0035] Table 1-1 below compares the parameters of the foundation structure scheme using optimized spring vibration isolation bearings and the foundation structure scheme without spring vibration isolation bearings:

[0036] Table 1-1 Comparison of Schemes

[0037]

[0038] It can be seen that:

[0039] Based on the relevant parameters of the rigid frame dynamic foundation and referring to the relevant parameters of similar vibration isolation projects, the vibration isolation parameters were obtained through analysis and calculation. On this basis, the dynamic characteristics and dynamic response features of the spring-isolated bearing foundation structure were analyzed, and the influence of the cross-sectional dimensions of the foundation plate and columns on the structural dynamic performance was studied. The following conclusions were drawn through numerical model analysis: the vertical, lateral, and longitudinal vibration responses of the spring-isolated bearing foundation structures at each disturbance point of each optimized scheme meet the code limit requirements; the dynamic foundation structure using spring vibration isolation design can effectively decouple the dynamic actions of the foundation plate and columns; for the vibration response of the foundation plate, the maximum values ​​of the vertical, lateral, and longitudinal vibration responses of the spring-isolated bearing foundation structure are less than those of the rigid foundation; for the vibration response of the columns, the vertical, lateral, and longitudinal vibration responses of the spring-isolated bearing foundation structure are significantly less than those of the rigid foundation. Compared to rigid foundations, vibration isolation systems effectively attenuate the vibration response transmitted from equipment disturbance forces to the columns and intermediate layers. Analysis of optimized schemes for spring-isolated foundation structures reveals that smaller foundation slab and column dimensions increase the vibration response values ​​of various structural parts, but still meet the constraints. The stiffness of the lower part of the foundation slab in the spring-isolated foundation structure is composed of two sets of units connected in series: the columns and the spring-isolated supports. The natural frequency of the horizontal overall vibration of the dynamic foundation is significantly affected by the column cross-sectional dimensions; the smaller the column cross-section, the lower the natural frequency. However, changes in the column cross-section have little impact on the vertical vibration natural frequency. Compared to rigid foundations, the natural frequencies of all orders in the spring-isolated foundation structure are significantly reduced. The typical vibration modes of the spring-isolated foundation structure are the overall slab vibration mode and the slab bending vibration mode, with the column vibration mode participating less.

[0040] Example 2

[0041] To determine the stiffness and damping parameters of each spring vibration isolation bearing, a selection analysis of the spring vibration isolation bearing needs to be carried out. The selection design of the spring vibration isolation bearing is carried out using a plate vibration isolation model. Based on existing engineering experience, the vertical design frequency of the spring vibration isolation bearing should be 3.5Hz, and the horizontal stiffness should be 0.37 times the vertical stiffness.

[0042] According to the formula for calculating the natural frequency of a single-degree-of-freedom system (1-1), the vertical deformation corresponding to the spring vibration isolation support with a vertical frequency of 3.5Hz can be calculated:

[0043]

[0044] Where ω is the frequency, g is the gravitational acceleration, and Δs is the vertical deformation.

[0045] From equation (1-1), the vertical deformation of the spring vibration isolation support can be calculated to be 20mm. From equation (1-2), it can be seen that the calculation...

[0046] The stiffness of the spring vibration isolation support also needs to be determined by its support reaction force.

[0047]

[0048] Where F represents the support reaction force, k represents the vibration isolation support stiffness, and Δs represents the vertical deformation. Considering design and construction convenience, this embodiment uses the same spring vibration isolation support parameters for each pair (five pairs in total), that is, the larger of the stiffness values ​​of the left and right column spring vibration isolation supports is selected as the design stiffness of the spring vibration isolation support for that pair of columns. The parameters of the spring vibration isolation supports for each pair of columns are shown in Table 1-2.

[0049] Table 1-2 Stiffness and Damping Parameters of Spring Isolation Supports for Each Column

[0050]

[0051] The above are merely specific embodiments of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Contents not described in detail in this specification belong to prior art known to those skilled in the art.

Claims

1. A vibration control and optimization method for spring vibration isolation bearing foundation structures applied to a 300MW compressed air energy storage power station, characterized in that: The spring vibration isolation support foundation structure includes a foundation plate, columns, and several spring vibration isolation supports disposed between the foundation plate and the columns; each spring vibration isolation support is composed of multiple spring units; the first natural frequency of the entire spring vibration isolation support foundation structure is designed to be offset from the main disturbance frequency of the turbine generator set or compressor set; the spring vibration isolation support is integrally fixed to the bottom of the foundation plate and the top of the column through connecting pads. The spring vibration isolation supports are evenly arranged at a preset position along the bottom of the foundation plate to share the equipment load. The vibration control and optimization method includes: establishing a finite element simulation model of the above-mentioned spring vibration isolation bearing foundation structure, and using the finite element simulation model to perform modal analysis and harmonious response analysis on different spring parameter combinations and structural size schemes; optimizing the stiffness setting and arrangement scheme of the spring vibration isolation bearing based on the analysis results; fabricating a scaled-down test model and conducting modal tests and dynamic response tests; verifying and adjusting the simulation model based on the test results, and determining the optimized spring vibration isolation bearing parameters and the spring vibration isolation bearing foundation structure scheme; The spring vibration isolation bearings are integrated with the bottom of the foundation plate and the top of the column reinforcement steel plate through the upper connecting plate and the lower connecting plate, respectively. The lower end of the column is fixed to the elastic base plate; Each spring unit comprises at least two metal helical springs connected in parallel; Different spring units can be connected in series or in parallel. The spring vibration isolation supports are pre-arranged along the lower part of the foundation slab, and at least one spring vibration isolation support is installed at the base of each column; A finite element simulation model of the above-mentioned spring vibration isolation support foundation structure was established. Dynamic characteristic simulations were performed on various structural schemes with different combinations of foundation plate thickness, column cross section and spring stiffness parameters. Harmonic response analysis was used to calculate the vibration displacement amplitude at the disturbance force loading point in each scheme. Based on this, the structural form and spring vibration isolation support parameters were adjusted to optimize the foundation vibration performance. The peak vibration response of different schemes was evaluated by a combination of the square root and sum of squares SRSS methods to obtain the overall vibration response index of the structure. A scaled-down test model of the spring vibration isolation bearing foundation structure was fabricated, and modal tests and forced vibration tests were conducted on the model using spatial excitation multi-point measurement. The test results were compared and analyzed with the numerical simulation results to verify the simulation model and guide the final design of the vibration isolation bearing parameters. The vertical and horizontal stiffness of each spring vibration isolation support can be obtained by adjusting the spring diameter, spring pitch, height, and number of individual springs.

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