Anti-settling vibration isolation system and vibration reduction method, building, vibration isolation effect detection method

Abstract

The present invention relates to the technical field of building vibration reduction structures, and in particular to an anti-settlement vibration isolation system and a vibration reduction method, a building, and a vibration isolation effect detection method. The anti-settlement vibration isolation system of the present invention includes a multi-stage vibration isolation foundation structure arranged between a base layer and one or more target foundation layers. The multi-stage vibration isolation foundation structure includes a vibration reduction foundation layer arranged between the bottom base layer and each target foundation layer, and a first bottom cushion layer respectively arranged between each target foundation layer and the vibration reduction foundation layer. The vibration isolation system can achieve a sufficiently good vibration suppression effect that cannot be achieved by the existing single-stage vibration isolation structure, and utilizes the multi-stage vibration isolation foundation structure to produce an effective effect of resisting uneven settlement. The vibration isolation system can effectively reduce the vibration impact on the building caused by the operation of rail transit, and can also improve the building's ability to resist uneven settlement.

Description

Technical Field

[0001] The invention relates to the technical field of building vibration reduction structures, and in particular to an anti-settling vibration isolation system and a vibration reduction method, a building, and a vibration isolation effect detection method. Background Art

[0002] As the operating mileage of urban rail transit increases exponentially and the scale of the line network continues to increase, it is inevitable that rail transit lines overlap with existing or newly built building land, and even pass under special buildings with dangerous sources. The vibration generated by the wheel-rail action is transmitted to the building foundation through the tunnel structure and rock and soil medium, causing the indoor living comfort of the building to decrease and vibration-sensitive equipment to fail. The secondary radiation noise caused by the vibration of the floor and walls further aggravates the impact of vibration pollution.

[0003] In the treatment of seismic isolation of buildings, although the seismic isolation system has been used for many years to protect building structures from damage caused by earthquakes, its basic principle is to use a seismic isolation layer with an overall reset function composed of rubber seismic isolation bearings and damping devices between the foundation, bottom or lower structure and upper structure of the house to extend the natural vibration period of the structural system, reduce the horizontal seismic action input to the upper structure, and achieve the expected seismic protection requirements. And because the ability of building structures to resist horizontal seismic actions is weak, the seismic isolation design of buildings for earthquake engineering vibration is mainly carried out for working conditions under large horizontal deformation. However, the main feature of building vibration caused by environmental vibration induced by rail transit is small-amplitude vertical vibration, and its vibration characteristics are very different from building vibration under earthquakes. It will not cause serious structural damage to general buildings, but it is easy to cause very serious impact on the safe production of special building complexes (including special buildings) such as gas pipelines. However, the design process and concept of building seismic isolation in earthquake engineering cannot meet the needs of reducing the impact of rail transit on special building vibration.

[0004] Subways and urban underground gas pipelines are lifeline projects for modern cities to survive. With the influence of urban intensive development, in recent years, subway lines, gas pipelines and their gas relay stations (such as gas pressure regulating stations) have inevitably overlapped. Gas stations are dangerous sources that need to be focused on in urban safety and are special buildings that are the focus of safety production. Once such buildings are damaged and cause gas leakage, serious safety accidents will occur, and the consequences will be disastrous. The vibration caused by the long-term operation of subways under gas stations may have a certain adverse effect on their long-term safety, and cause the risk of gas leakage in weak locations such as gas pipelines and equipment flanges. Therefore, the vibration of gas stations should be strictly and effectively controlled. For some medium and large gas stations, there are often more than one gas facility plant with independent foundations, but multiple gas facilities in the same gas station are often hard-connected by pipelines. The independent foundation gas facilities separated from each other are more sensitive to uneven settlement. Therefore, the vibration suppression measures in the mining area should not only be effective in vibration control, but also have an effective anti-settlement effect.

[0005] In the existing gas pipeline network, the vibration control method for gas station buildings is to perform vibration isolation treatment on the foundation of the gas pressure regulating station. The vibration isolation treatment is to establish a single-stage vibration isolation system for the foundation of the gas station building. However, considering the extreme importance and vibration sensitivity of the gas pressure regulating station, only performing single-stage vibration isolation treatment on the foundation often cannot achieve sufficient vibration suppression effect, and cannot produce effective anti-settlement effect. Summary of the invention

[0006] 1. Technical issues to be resolved

[0007] The embodiments of the present invention provide an anti-settlement vibration isolation system and a vibration reduction method, a building, and a vibration isolation effect detection method, so as to solve the defects that the vibration isolation structure in the prior art cannot achieve a sufficiently good vibration suppression effect and cannot produce an effective anti-uneven settlement effect.

[0008] (II) Technical solution

[0009] In order to solve the above technical problems, on the one hand, the present invention provides an anti-subsidence vibration isolation system, including a multi-stage vibration isolation foundation structure arranged between a base layer and one or more target foundation layers; the multi-stage vibration isolation foundation structure includes a vibration-damping foundation layer arranged between the bottom base layer and each of the target foundation layers, and a first bottom cushion layer respectively arranged between each of the target foundation layers and the vibration-damping foundation layer.

[0010] In some embodiments, when there are multiple target base layers, the bottom of each target base layer is respectively wrapped with the first bottom cushion layer, and each of the first bottom cushion layers is respectively connected to the same vibration-damping base layer.

[0011] In some embodiments, the multi-stage vibration isolation foundation structure further includes a second bottom cushion layer disposed between the vibration reduction foundation layer and the bottom ground layer.

[0012] In some embodiments, the vibration-damping base layer includes one or more horizontal basic unit plates stacked vertically. When there are multiple basic unit plates, a second bottom cushion layer is installed between two upper and lower adjacent basic unit plates.

[0013] In some embodiments, each side surface of the multi-stage vibration isolation foundation structure is provided with a side foundation layer, and the multi-stage vibration isolation foundation structure further includes:

[0014] The side cushion layer is arranged between the side wall of each target foundation layer and each side foundation layer.

[0015] In some embodiments, when there are multiple target foundation layers, the multiple target foundation layers are sequentially arranged between the side foundation layers on both sides, and the side foundation layers are respectively arranged between two adjacent target foundation layers. The side walls of each target foundation layer are wrapped with the side cushion layers, and each side cushion layer is respectively connected to the side foundation layers.

[0016] In a second aspect, the present invention provides a building comprising the anti-settlement vibration isolation system as described above.

[0017] In a third aspect, the present invention provides a method for detecting a vibration isolation effect of a vibration isolation system, comprising:

[0018] Based on the anti-settling vibration isolation system as described above, the natural frequency, excitation frequency, damping ratio, and vibration source strength of the multi-stage vibration isolation foundation structure of the system are obtained, and the vibration isolation coefficient of the vibration isolation system is determined through a target vibration model;

[0019] Wherein, the target vibration model is specifically:

[0020]

[0021] Wherein, TR is the vibration isolation coefficient, ω / ω 0 is the frequency ratio, ξ is the damping ratio of the vibration isolation system, ω is the dominant frequency of the vibration source, ω 0 is the natural frequency of the system, Z 0 is the vibration source strength, Z 1 is the strength of the response.

[0022] In some embodiments, the detection method further comprises:

[0023] Based on the vibration isolation coefficient of the vibration isolation system and the vibration source intensity and spectrum, obtaining the intensity and spectrum of the response of the vibration isolation system;

[0024] The vibration isolation effect of the vibration isolation system is evaluated based on the intensity and frequency spectrum of the response and the frequency ratio of the vibration isolation system.

[0025] In a fourth aspect, the present invention provides a method for reducing building vibration, comprising:

[0026] Establishing a building base overall model based on the building as described above, wherein the building base overall model includes a base pressure distribution model, a target vibration model, a vibration transfer function, and the anti-settlement vibration isolation system as described above;

[0027] Based on the overall model of the building base, the vibration source intensity and spectrum of the vibration isolation system and the intensity of the response required to be obtained after the vibration isolation system is reduced in order to obtain the vibration isolation coefficient required to be obtained after the vibration isolation system is reduced in vibration;

[0028] Based on the vibration isolation coefficient and the target vibration model, obtaining the system natural frequency required after the vibration isolation system is reduced in vibration;

[0029] Based on the vibration transfer function, the system natural frequency, and the base pressure distribution model, internal structural parameters of the vibration isolation system are obtained.

[0030] (III) Beneficial effects

[0031] The above technical solution of the present invention has the following beneficial effects: the anti-settlement vibration isolation system of the present invention includes a multi-stage vibration isolation foundation structure arranged between the base layer and one or more target foundation layers. The multi-stage vibration isolation foundation structure includes a vibration reduction foundation layer arranged between the bottom base layer and each target foundation layer, and a first bottom cushion layer arranged between each target foundation layer and the vibration reduction foundation layer respectively. The vibration isolation system can achieve a sufficiently good vibration suppression effect that cannot be achieved by the existing single-stage vibration isolation structure, and utilizes the multi-stage vibration isolation foundation structure to produce an effective anti-uneven settlement effect. This is because special building groups (such as gas facility groups) are connected by pipelines, and the safety requirements for buildings are higher than those for general buildings. If uneven settlement occurs in a building or a building group, each target foundation layer will have a relatively large relative displacement. The vibration isolation system of the present invention places one or more target foundation layers on the same vibration reduction foundation layer at the same time, thereby reducing the phenomenon of relatively uneven settlement between each target foundation layer and / or between the target foundation layer and the base layer, thereby greatly improving the safety of the building. The vibration isolation system can effectively reduce the vibration impact on the building caused by rail transit operation, and can also improve the building's ability to resist uneven settlement. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0033] Figure 1 Schematic diagram of vibration reduction principle of the anti-settling vibration isolation system according to an embodiment of the present invention (I);

[0034] Figure 2 Schematic diagram of vibration reduction principle of the anti-settling vibration isolation system according to an embodiment of the present invention (II);

[0035] Figure 3 Schematic diagram of vibration reduction principle of the anti-settling vibration isolation system according to an embodiment of the present invention (III);

[0036] Figure 4 It is a structural schematic diagram of the anti-settlement vibration isolation system according to an embodiment of the present invention;

[0037] Figure 5 A vibration isolation coefficient function curve diagram of a building according to an embodiment of the present invention;

[0038] Figure 6 A schematic diagram of a base pressure distribution model of a building according to an embodiment of the present invention;

[0039] Figure 7 It is a function curve diagram of the relationship between various parameters of the internal structural parameters of the building according to the embodiment of the present invention.

[0040] In the above figures:

[0041] 100, bottom foundation layer; 200, side foundation layer; 300, target foundation layer;

[0042] 1. First bottom cushion layer; 2. Second bottom cushion layer; 3. Side cushion layer; 4. Vibration-damping foundation layer;

[0043] 400, exterior wall; 500, interior structural wall; A, first area; B, second area; C, third area; 5, first stress extreme area; 6, first stress extreme area; 7, third stress extreme area. DETAILED DESCRIPTION

[0044] The following embodiments of the present invention are described in further detail in conjunction with the accompanying drawings and examples. The following examples are used to illustrate the present invention, but are not intended to limit the scope of the present invention.

[0045] In the description of the present invention, unless otherwise specified, "plurality" means two or more. The orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", "inner", "outer", "bottom", "side", etc. is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operate in a specific orientation, and therefore cannot be understood as limiting the present invention. In addition, the terms "first", "second", etc. are only used for descriptive purposes and cannot be understood as indicating or implying relative importance.

[0046] The present invention proposes an anti-settlement vibration isolation system and a vibration reduction method, a building, and a vibration isolation effect detection method through the following embodiments. Among them, the vibration isolation system includes a multi-stage vibration isolation foundation structure arranged between the ground layer and one or more target foundation layers 300 of the building. The buildings described in the embodiments of the present invention include but are not limited to buildings and structures, such as gas facilities. The vibration isolation system is suitable for special buildings or building groups such as gas stations or gas pipelines, and is particularly suitable for buildings or structures with multiple facilities or equipment foundations, and is particularly suitable for gas station systems with gas hazardous sources with multiple independent foundations. The vibration isolation system can significantly improve the vibration reduction efficiency of the system, and has better control over the differential settlement of the building foundation, and can improve the vibration suppression stability of the system.

[0047] Embodiment 1

[0048] This embodiment provides a vibration isolation system. The vibration isolation system is installed between the ground layer and a target building foundation layer, such as Figure 1 As shown. Furthermore, a multi-stage vibration isolation foundation structure is constructed between the ground layer and a target building foundation layer. The multi-stage vibration isolation foundation structure includes a vibration reduction foundation layer 4 and a first bottom cushion layer 1. On the one hand, the multi-stage vibration isolation foundation structure can absorb vibrations through the combined action of the first bottom cushion layer 1 and the vibration reduction foundation layer 4, thereby providing a sufficiently good vibration suppression effect for the target foundation layer 300. On the other hand, it can provide a balanced bearing force for the target foundation layer 300 through the vibration reduction foundation layer 4, thereby producing an effective anti-uneven settlement effect.

[0049] In this embodiment, the vibration-damping foundation layer 4 is horizontally laid between the bottom foundation layer 100 and the above-mentioned target foundation layer 300. The vibration-damping foundation layer 4 can provide pre-vibration-damping effect for the target foundation layer 300 as a whole, thereby improving the vibration-damping effect of the vibration isolation system and improving the ability of the vibration isolation system to resist uneven settlement. The vibration-damping foundation layer 4 is preferably a raft foundation, and the setting range of the raft foundation is larger than the range of the target foundation layer 300. The vibration-damping foundation layer 4 can regard the target foundation layer 300 as a vibration-damping whole in the vibration isolation system, so as to produce a sufficiently good vibration reduction effect while utilizing the multi-stage vibration isolation foundation structure to produce an effect of resisting uneven settlement. This is because special buildings or building groups (such as gas facility groups) are connected by pipelines, and their safety requirements for buildings are higher than general buildings. If uneven settlement occurs in the building group, each target foundation layer 300 will have a relatively large relative displacement. The vibration isolation system of the present invention places one or more target foundation layers 300 on the same vibration-damping foundation layer 4 at the same time, thereby reducing the phenomenon of relatively uneven settlement between each target foundation layer 300 and / or between the target foundation layer 300 and the foundation layer, thereby greatly improving the safety of the building.

[0050] In this embodiment, a first bottom cushion layer 1 is installed between the target base layer 300 and the vibration reduction base layer 4. The first bottom cushion layer 1 is wrapped around the bottom of the target base layer 300 and is located on the top of the vibration reduction base layer 4 so that the vertical vibration time history Z 0 After the pre-vibration reduction effect, the final vibration reduction effect is applied again, so that the response intensity of the residual vibration transmitted to the target foundation layer 300 by the vibration isolation system is reflected as the vertical vibration time history Z 1 , and there is Z 0 >Z 1 In order to produce a reliable vibration reduction effect, the first bottom cushion layer 1 is preferably a flexible cushion layer, which has different structural parameters corresponding to different materials, including but not limited to the damping coefficient c 1 and elastic modulus k 1 .

[0051] In order to further enhance the vibration reduction capability of the multi-stage vibration isolation foundation structure, the multi-stage vibration isolation foundation structure of the present embodiment further includes a second bottom cushion layer 2. The first bottom cushion layer 1, the vibration reduction foundation layer 4, and the second bottom cushion layer 2 are sequentially arranged from top to bottom between the target foundation layer 300 and the bottom foundation layer 100 at the bottom of the building, so that the multi-stage vibration isolation foundation structure forms a two-stage vibration isolation system, and the vibration impact input into the vibration isolation system is consumed step by step by the multi-stage vibration isolation foundation structure, so that compared with the prior art, the vibration isolation system can produce a better vibration isolation effect.

[0052] It is understandable that when the second bottom cushion layer 2 is installed between the vibration-damping foundation layer 4 and the bottom foundation layer 100, the second bottom cushion layer 2 is placed flat as a whole between the vibration-damping foundation layer 4 and the bottom foundation layer 100. When the vibration of the vibration source acts on the vibration isolation system, in order to prevent resonance between the first bottom cushion layer 1 and the second bottom cushion layer 2, it is preferred that the frequency of the first bottom cushion layer 1 and the frequency of the second bottom cushion layer 2 are not equal, that is, the frequency ratio between the first bottom cushion layer 1 and the second bottom cushion layer 2 is not equal to 1, thereby avoiding resonance. Furthermore, in order to better avoid the resonance phenomenon, in the multi-stage vibration isolation foundation structure described in the embodiment of the present invention, the frequency ratio between the first bottom cushion layer 1 and the second bottom cushion layer 2 is preferably greater than 1.4 or less than 0.7.

[0053] In this embodiment, the vibration effect of the input vibration isolation system is reflected as the vertical vibration time course Z 0 , then the second bottom cushion layer 2 can resist the vertical vibration time Z generated from the bottom foundation layer 100 upwards 0 In order to produce a reliable vibration reduction effect, the second bottom cushion layer 2 is preferably a flexible cushion layer, which may have different structural parameters according to different materials, including but not limited to the damping coefficient c 2 and elastic modulus k 2 .

[0054] Specifically, Figure 1 The m shown in 1 The target base layer for the building is 300 m 2 For the vibration-damping base layer 4, k 1 and c 1 are the elastic modulus and damping coefficient of the first elastic cushion layer, k 2 and c 2 are the elastic modulus and damping coefficient of the second elastic cushion layer, Z 0 is the vertical vibration time history of the vibration source (i.e., the vibration source strength of the multi-stage vibration isolation foundation structure), Z 1 is the vertical vibration time history of the vibration response (ie, the intensity of the response transmitted to the target foundation layer 300 by the multi-stage vibration isolation base structure).

[0055] The influence of the vibration of the vibration source on the vibration isolation system is reflected in the vertical vibration time history Z input into the entire vibration isolation system. 0 After the vibration isolation system has been used twice for damping, the residual vibration response transmitted to the target foundation layer 300 by the entire vibration isolation system is reflected as the vertical vibration time history Z of the vibration response. 1 . Inside the vibration isolation system, Z 0 After entering the vibration isolation system, the second bottom cushion layer 2 of the multi-level vibration isolation foundation structure is Z 0 The pre-consumption (pre-vibration reduction) effect is produced, and then the first bottom cushion layer 1 produces a secondary vibration reduction effect, so that Z 0It is consumed step by step in the vibration isolation system, so that the vibration isolation system has a two-stage vibration isolation and vibration reduction effect.

[0056] The vibration isolation system of this embodiment can greatly reduce the vibration impact on the target building and effectively reduce differential settlement through the following three aspects:

[0057] (1) Reasonable selection of the material of the flexible material cushion layer in the above-mentioned multi-stage vibration isolation foundation structure can minimize the natural frequency of the entire vibration isolation system (i.e., the system natural frequency ω), by keeping it away from the strong vibration frequency of the vibration source (i.e., the excitation frequency ω of the vibration source). 0 ), thereby minimizing the system response;

[0058] (2) By adopting a large-volume raft vibration isolation foundation, the system's parametric mass is effectively increased, thereby further reducing the system's natural frequency and ultimately effectively reducing the system's vibration displacement response;

[0059] (3) A multi-stage vibration isolation foundation structure is provided between the target foundation layer 300 and the bottom foundation layer 100 of the building, thereby increasing the system damping to dissipate energy, and utilizing the multi-stage vibration isolation foundation structure to repeatedly consume the vibration energy input into the system, thereby improving the vibration effect.

[0060] Embodiment 2

[0061] The vibration isolation system provided in this embodiment has a substantially same structure as the vibration isolation system described in the first embodiment, and the similarities are not repeated here. The difference is that the vibration isolation system of this embodiment is installed between the base layer and the foundation layers of multiple target buildings, such as Figure 3 As shown, since there are multiple target base layers 300 in this embodiment, the bottom of each target base layer 300 is respectively wrapped with a first bottom cushion layer 1 , and each first bottom cushion layer 1 is respectively connected to the same vibration-damping base layer 4 .

[0062] It is understandable that since the multiple target foundation layers 300 of different buildings or the same building are independent of each other, uneven settlement is very likely to occur when affected by vibration. Therefore, it is preferred that the present embodiment preferably adopts a large-area raft foundation as the vibration-damping foundation layer 4. The vibration-damping foundation layer 4 is used to connect multiple separated target foundation layers 300 into a whole, which can effectively resist uneven settlement, thereby effectively reducing the vibration impact caused by the movement of the subway and improving the system's anti-settlement ability.

[0063] Since the gas stations of multiple independent basic gas facility groups (i.e., the multiple target foundation layers 300 mentioned above) are relatively dispersed and independent of each other, it is very important to control the settlement of each target foundation layer 300 or to control the settlement uniformly. Uneven settlement will not only have a certain impact on the safety of the system, but may also affect the reliability of the original vibration suppression measures. The integrated anti-settlement vibration isolation system described in this embodiment adopts a large-volume and large-area raft foundation as the vibration reduction foundation layer 4, so that multiple target foundation layers 300 can be connected into an integral structure to effectively resist the differential settlement of multiple independent basic gas facility groups caused by later soil consolidation or long-term micro-vibration, which is beneficial to improve the system safety and vibration suppression stability.

[0064] It is understandable that, since the multiple target base layers 300 are separated from each other, the distances between different target base layers 300 and the vibration-damping base layer 4 may be equal or unequal. Therefore, according to the distances between each target base layer 300 and the vibration-damping base layer 4, first base layers 1 of different thicknesses may be selected for different target base layers 300 in a targeted manner.

[0065] It is understandable that in addition to considering the gas stations of multiple independent basic gas facility groups as multiple above-mentioned target foundation layers 300 as described in this embodiment, different compressive stress areas of the same building can also be regarded as different target foundation layers 300, thereby utilizing the anti-subsidence vibration isolation system to ensure uniform overall settlement of the building.

[0066] Embodiment 3

[0067] Based on the structure of the vibration isolation system described in Example 1 or Example 2, this embodiment provides another vibration isolation system. The structure of this vibration isolation system is the same as that of the vibration isolation system described in Example 1 or Example 2, and the difference is that the vibration reduction base layer 4 of the vibration isolation system described in this embodiment includes one or more horizontal basic unit plates stacked vertically. When there are multiple basic unit plates, a second bottom cushion layer 2 is installed between two adjacent basic unit plates. The vertical vibration time course Z of the vibration source 0 When passing through a plurality of transversely placed basic unit plates, they are gradually decomposed and consumed by a plurality of sequentially arranged second bottom cushion layers 2, so as to enhance the original two-stage vibration reduction effect to more than two-stage vibration reduction effect, thereby further improving the vibration reduction effect on the basis of the original pre-vibration reduction effect.

[0068] Embodiment 4

[0069] Based on the structure of the vibration isolation system described in any one of the first to third embodiments, this embodiment provides a new vibration isolation system. The structure of the vibration isolation system is the same as that of the vibration isolation system described in the above embodiments, and the difference is that: Figure 2As shown, in the vibration isolation system of this embodiment, each side of the multi-stage vibration isolation foundation structure is provided with a side foundation layer 200. In addition to the above-mentioned vibration reduction foundation layer 4, the first bottom foundation layer 1 and the second bottom foundation layer 2, the multi-stage vibration isolation foundation structure also includes a side cushion layer 3. The side cushion layer 3 is provided between the side wall of each target foundation layer 300 and each side foundation layer 200. The side cushion layer 3 is preferably a flexible cushion layer and has a damping coefficient c 3 and elastic modulus k 3 , which is used to constrain the sides of each target base layer 300 to help the target base layer 300 resist lateral vibration.

[0070] In order to ensure that the sides of the multiple independent target foundation layers 300 can be well constrained, thereby effectively resisting the damage caused by earthquakes or other lateral vibrations, such as Figure 3 and Figure 4 As shown, when there are multiple target foundation layers 300, the multiple target foundation layers 300 are sequentially arranged between the side subgrade layers 200 on both sides, and a side subgrade layer 200 is respectively provided between two adjacent target foundation layers 300. Each of the side walls of each target foundation layer 300 is wrapped with a side cushion layer 3, and each side cushion layer 3 is respectively connected to the side subgrade layer 200.

[0071] like Figure 2 As shown, when the target vibration reduction building (i.e., the protected gas station and its overall foundation) has a target foundation layer 300 (box-type foundation), the bottom of the target foundation layer 300 is formed by a spring having an elastic parameter c 1 , k 1 The first bottom cushion layer 1 is supported, and the side wall is supported by a first bottom cushion layer 1 having an elastic parameter c 3 , k 3 The first bottom cushion layer 1, the second bottom cushion layer 2, the side cushion layer 3 and the vibration reduction foundation layer 4 form a multi-stage vibration isolation foundation structure, so that the target vibration reduction building has at least two levels of vibration reduction effect.

[0072] like Figure 3 As shown, when the target vibration reduction building (i.e., the protected gas station and its overall foundation) has a plurality of target foundation layers 300 that are independent of each other (e.g. Figure 3 The bottoms of the three target base layers 300 are respectively formed with elastic parameters c 11 and k 11 , elastic parameter c 12 and k 12 , and elastic parameter c 13 and k 13 The first bottom cushion layer 1 with three different parameters is supported by the first bottom cushion layer 1, and is placed on an integral large-volume vibration isolation raft foundation (i.e., vibration reduction foundation layer 4). Under the raft foundation is placed a vibration isolation raft with elastic parameters c2 , k 2 The sides of the three target base layers 300 are respectively formed with elastic parameters c 31 and k 31 , elastic parameter c 32 and k 32 , and elastic parameter c 33 and k 33 The three side cushion layers 3 with different parameters are constrained on the side bottom layer. A multi-level vibration isolation foundation structure is formed by multiple first bottom cushion layers 1, second bottom cushion layers 2, side cushion layers 3 and vibration reduction foundation layers 4, so that the target vibration reduction building has at least two levels of vibration reduction effect.

[0073] From the above content, it can be seen that the specific vibration reduction measures of the vibration isolation system of this embodiment include the following process:

[0074] (1) A sandwich-type multi-stage vibration isolation foundation structure is used as the first line of defense for vibration protection.

[0075] When the base vibration is transmitted upward, this first line of defense takes effect. In addition to reducing the system vibration frequency to alleviate the system dynamic response, it also relies on the up and down reciprocating vibration or torsion of the vibration-damping base layer 4 sandwiched between the first base layer 1 and the second base layer 2 to dissipate the vibration energy.

[0076] (2) The first bottom pad layer 1 wrapped around the bottom of the target base layer 300 and the side pad layer 3 wrapped around the side of the target base layer 300 simultaneously serve as the second line of defense for vibration protection.

[0077] The remaining system vibration after passing through the first line of defense is dissipated by the elastic cushion isolation body wrapped by the first bottom cushion layer 1 and the side cushion layer 3, so that the vibration energy is consumed repeatedly, thereby achieving the effect of reducing the building vibration.

[0078] Embodiment 5

[0079] Based on the structure of the vibration isolation system described in any one of Examples 1 to 4, this embodiment provides a building, which includes the anti-settlement vibration isolation system described in any of the above embodiments, or a combination of the anti-settlement vibration isolation systems described in multiple of the above embodiments.

[0080] Embodiment 6

[0081] Based on the above embodiments, this embodiment proposes a method for detecting the vibration isolation effect of a vibration isolation system. The detection method includes:

[0082] S1. Based on the anti-settling vibration isolation system described in any of the above embodiments, obtain the system's natural frequency, excitation frequency, damping ratio, and the vibration source strength of the multi-stage vibration isolation infrastructure, thereby determining the vibration isolation coefficient TR of the vibration isolation system. The result of the vibration isolation effect evaluation can be represented by the vibration isolation coefficient TR. The vibration isolation coefficient TR is also called the vibration transfer coefficient, that is, the response vibration amplitude after passing through the vibration isolation system (i.e., Figure 1 The intensity of the response Z is shown 1 ) and the vibration amplitude of the vibration source (i.e. Figure 1 The vibration source strength Z 0 ) ratio.

[0083] The vibration isolation coefficient TR can be used to directly evaluate the vibration isolation effect of the vibration isolation system. Specifically, when the vibration isolation coefficient TR = 1, the response intensity Z 1 and the vibration source intensity Z 0 equal, the vibration isolation system does not achieve the vibration isolation and vibration reduction effect; when the vibration isolation coefficient TR>1, that is, the response intensity Z 1 and the vibration source intensity Z 0 When the ratio is greater than 1, the vibration isolation system not only fails to achieve the effect of vibration isolation and vibration reduction, but also plays a reverse amplification role on the vibration generated by the vibration source; when the vibration isolation coefficient TR is less than 1, that is, the intensity Z of the response is 1 and the vibration source intensity Z 0 If the ratio is less than 1, the vibration isolation system has a vibration isolation and vibration reduction effect on the vibration from the vibration source, and as the vibration isolation coefficient TR gradually decreases, the vibration reduction effect of the vibration isolation system can have a better vibration reduction effect.

[0084] On the basis of the above S1, the detection method further includes:

[0085] S2. Based on the vibration isolation coefficient of the vibration isolation system, and the vibration source intensity and spectrum, obtaining the intensity and spectrum of the response of the vibration isolation system; and

[0086] S3. Evaluate the vibration isolation effect of the vibration isolation system based on the intensity and spectrum of the response and the frequency ratio of the vibration isolation system.

[0087] The above S1 further includes:

[0088] S11. Taking the multi-stage vibration isolation foundation structure as the target structure as a whole, a target vibration model is established based on the vibration source input parameters, internal structure parameters, and vibration response parameters of the target structure as a whole.

[0089] S12. Based on the vibration source input parameters, determine the vibration source strength of the multi-stage vibration isolation foundation structure and the excitation frequency of the entire target structure.

[0090] S13. Obtain the system natural frequency of the entire target structure through finite element calculation, actual measurement analog estimation or empirical estimation algorithm.

[0091] S14. Determine the frequency ratio of the entire target structure based on the excitation frequency and the system natural frequency.

[0092] S15. Determine the damping coefficient of the entire target structure based on the internal structural parameters of the entire target structure to obtain a damping ratio.

[0093] S16. Based on the frequency ratio and the damping ratio, a vibration isolation coefficient is obtained through a target vibration model.

[0094] Among them, the target vibration model is specifically:

[0095]

[0096] Where TR is the vibration isolation coefficient, ω / ω 0 is the frequency ratio, ξ is the damping ratio of the vibration isolation system, ω is the dominant frequency of the vibration source, ω 0 is the natural frequency of the system, Z 0 is the vibration source strength, Z 1 is the strength of the response.

[0097] It can be understood that the vibration isolation coefficient TR is related to the frequency ratio ω / ω 0 and the damping ratio ξ.

[0098] Figure 5 A curve diagram of the vibration isolation coefficient function (i.e., the curve of the relationship between the dynamic displacement response of the damped system and the excitation frequency ratio) is given. Figure 5 The horizontal axis represents the input load Z 0 The excitation frequency (i.e., the dominant frequency ω of the vibration source) and the natural frequency of the structure (the natural frequency ω of the system 0 ) ratio (i.e., the excitation frequency ratio or simply the frequency ratio ω / ω 0 ). Figure 5 The vertical axis represents the ratio of dynamic displacement to static displacement under the same force amplitude (which can be equivalent to Z 1 / Z 0 ). When the frequency ratio ω / ω 0 When it is 0, it means that the load is static, so the dynamic displacement is equal to the static displacement, and the ratio is 1.

[0099] from Figure 5 It can be seen from the figure that for a small damping structure (such as a damping ratio ξ less than 0.2), as the frequency ratio ω / ω 0 Gradually increasing from zero, the dynamic displacement response first increases sharply and then decreases gradually; when the frequency ratio ω / ω 0 When the frequency ratio is 1, the dynamic displacement is the largest (i.e. resonance); when the frequency ratio increases to 2, the dynamic displacement gradually tends to a constant, which is about 20% of the static displacement (i.e. entering the vibration isolation stage). 0 The larger the size, the better the vibration isolation effect.

[0100] It is understandable that in order to avoid resonance, the frequencies of the various cushion layers in the vibration isolation system should not be equal to the excitation frequency ω, and the frequencies of the various cushion layers should not be equal to each other, so as to completely avoid resonance.

[0101] Embodiment 7

[0102] This embodiment proposes a method for reducing vibration in buildings based on the above embodiments. Since the parameter selection of each vibration-damping pad is the vibration-damping core of the vibration isolation system, only by reasonably selecting the structural parameters of the vibration-damping pad can the corresponding vibration-damping effect be achieved. An unreasonable selection of the vibration-damping pad may have no effect or even a negative effect. The core structural parameters of the vibration-damping pad mainly include the model of the pad, the thickness of the pad, the elastic modulus and damping coefficient of the pad material, the load pressure applied to the pad, and the input load frequency.

[0103] Specifically, the method includes:

[0104] T1. Based on the building as described in Example 5, an overall model of the building base is established, wherein the overall model of the building base includes a base pressure distribution model, a target vibration model as described in Example 6, a vibration transfer function, and an anti-settlement vibration isolation system as described in any one of Examples 1 to 4.

[0105] T2. Based on the overall model of the building base, obtain the vibration source intensity Z of the vibration isolation system 0 , and the intensity and spectrum Z of the response that the vibration isolation system needs to obtain after vibration reduction 1 , to obtain the vibration isolation coefficient TR required after the vibration isolation system is reduced.

[0106] T3. Based on the vibration isolation coefficient TR and the target vibration model, the natural frequency ω of the system required after the vibration isolation system is reduced is obtained. 0 .

[0107] T4, based on vibration transfer function, system natural frequency ω 0 , and the base pressure distribution model to obtain the internal structural parameters of the vibration isolation system.

[0108] The system natural frequency ω described in T3 0 It is the first-order natural frequency of the entire vibration isolation system. When the vibration isolation system is designed for vibration reduction, when the input load dominant frequency ω of the source strength is known, it is expected that the first-order natural frequency (that is, the above-mentioned system natural frequency ω) of the combined structure (that is, the above-mentioned vibration isolation system) with each vibration reduction pad added should be less than 1 / 2 of the excitation frequency ω. At this time, the frequency ratio ω / ω 0 If it is greater than 2, the system can enter the vibration isolation stage and the vibration will be greatly reduced.

[0109] The internal structural parameters described in T4 include the thickness, model, elastic modulus k of the first bottom cushion layer 1 1 and the damping coefficient c 1 , and the thickness, type, elastic modulus k of the second bottom cushion layer 2 2 and the damping coefficient c 2 .

[0110] Furthermore, in order to obtain the structural parameters of each component inside the vibration isolation system (i.e., the internal structural parameters of the vibration isolation system), the above-mentioned T4 further includes:

[0111] T41, based on the vibration transfer function G(s), obtaining the elastic modulus k1 and the damping coefficient c1 of the first bottom cushion layer 1, and the elastic modulus k2 and the damping coefficient c2 of the second bottom cushion layer 2;

[0112] T42, based on the system natural frequency ω 0 and the base pressure distribution model, and obtain the thickness and model of the first bottom cushion layer 1 and the thickness and model of the second bottom cushion layer 2 in the vibration damping pad material database.

[0113] The following Figure 2 The above-mentioned T41 is described in detail by taking the vibration isolation system shown as an example.

[0114] Specifically, let the mass of the target base layer 300 be m 1 , the damping coefficient of the first bottom cushion layer 1 is c 1 , the elastic modulus of the first bottom pad layer 1 is k 1 , the mass of the vibration-damping base layer 4 is m 2 , the damping coefficient of the second bottom cushion layer 2 is c 2 , the elastic modulus of the second bottom pad layer 2 is k 2 The vertical vibration time history of the vibration generated by the bottom foundation layer 100 is Z0, that is, the vibration source is strong; the vertical vibration time history of the target foundation layer 300 is Z11, and the vertical vibration time history of the vibration reduction foundation layer 4 is Z12.

[0115] The second-order dynamic differential motion equation is listed for the vibration isolation system described in the first embodiment, and the second-order dynamic differential motion equation is solved after Laplace decomposition, and the vibration transfer function G(s) of the vibration of the target foundation layer 300 relative to the vibration of the bottom foundation layer 100 can be obtained. Specifically, it can be expressed as:

[0116]

[0117] In the above functional formula, G(s) is the vibration transfer function inside the vibration isolation system, and s is the Laplace operator (ie, Laplace operator).

[0118] From the vibration transfer function G(s), we can see that as long as we know the physical parameters m of the vibration isolation system, 1 、c 1 , k 1 、m 2 、c 2 and k 2 , then the response Z1 of the target base layer 300 can be obtained according to Z0 through G(s) in the vibration transfer function, so that the vibration reduction effect of the vibration isolation system can be obtained through the vibration transfer function G(s), or it can be used as the vibration reduction target during design. The value of the vibration transfer function G(s) is less than 1, which means that the vibration isolation system has a vibration reduction effect. The smaller the value of G(s), the more obvious the vibration reduction effect of the vibration isolation system.

[0119] It should be noted that, for the vibration isolation system including the side pad layer 3 described in the fourth embodiment, Figure 2 or Figure 3 As shown in the figure, the vibration transfer function of the vibration isolation system can also be obtained with m 1 、c 1 , k 1 、m 2 、c 2 , k 2 and the elastic modulus k of the side pad layer 3 3 and the damping coefficient c 3 related.

[0120] Therefore, the side pad layer 3 has an elastic modulus k 3 and the damping coefficient c 3 , the elastic modulus k is preset when performing vibration reduction design 3 and preset damping coefficient c 3 The specific value of can be determined according to the needs and the vibration transfer function G(s) of the vibration isolation system including the side pad layer 4. 3 and preset damping coefficient c 3 The value of can adjust the vibration reduction effect of the vibration isolation system, and select a suitable elastic modulus k for the side cushion layer 3. 3 and the damping coefficient c 3 , the vibration isolation system provided in the embodiment of the present invention can achieve the optimal vibration reduction effect.

[0121] like Figure 6 and Figure 7 As shown, multiple target foundation layers 300 are established based on the distribution of multiple different compressive stress regions in the same building. The multi-level vibration isolation foundation structure at the bottom of each target foundation layer 300 is designed as follows using the vibration reduction method of this embodiment:

[0122] Take the determination of the structural parameters of the first bottom cushion layer 1 as an example. Figure 6 A schematic diagram of the base pressure distribution model of a building is given. Figure 6 The minimum range of the required vibration reduction foundation layer 4 is defined according to the range of the outer wall 400, that is, in the multi-stage vibration isolation structure foundation used in the building, the edge and area of ​​the vibration reduction foundation layer 4 should exceed Figure 6 The outline range of the outer wall 400 and the area defined by the outer wall 400 are shown.

[0123] Should Figure 6 In the figure, according to the distribution of the internal structural wall 500 and the structural compressive stress distribution of the building, multiple stress extreme value areas represented by multiple groups of compressive stress contour lines are obtained, that is, according to the outline of the external wall 400 and the distribution of the stress extreme value areas, the building is divided into the first area A, the second area B and the third area C. Among them, the first area A has a first stress extreme value area 5, and the first stress extreme value area 5 has a higher stress range of 271kPa to 331kPa; the second area B has a second stress extreme value area 6, and the second stress extreme value area 6 has the lowest stress value of 82kPa of the building; the third area C has a third stress extreme value area 7, and the third stress extreme value area 7 has a higher stress range of 267kPa to 349kPa.

[0124] The above three areas are taken as three independent target base layers 300. 0 and the excitation frequency ω are known, according to Figure 6 Given the stress value, the intensity Z of the response required after the vibration isolation system is reduced can be obtained. 1 , thereby obtaining the vibration isolation coefficient TR required after the vibration isolation system is reduced; based on the vibration isolation coefficient TR and the target vibration model, the system natural frequency ω required after the vibration reduction corresponding to each target base layer 300 is obtained respectively 0 .

[0125] Combination Figure 7 As shown, the thickness of each first bottom cushion layer is determined according to the relative position of the bottom of each target foundation layer 300; according to the natural frequency ω of the system 0 The compressive stress range (or compressive stress value) and the corresponding thickness value corresponding to each area are determined in the vibration damping pad material database, and the curve a or b or c or d corresponding to the thickness selected for each first bottom pad layer 1 is determined; finally, according to the curve a or b or c or d, and using the vibration transfer function G(s), the structural parameters corresponding to the second bottom pad layer 2 and each first bottom pad layer 1 can be obtained.

[0126] The above process can also be referred to for the selection of the side cushion layer 3. It should be noted that when designing the side cushion layer 3, the base compressive stress diagram needs to be replaced with the soil side pressure diagram.

[0127] In summary, the anti-settling vibration isolation system of this embodiment includes a multi-stage vibration isolation foundation structure arranged between a base layer and one or more target base layers 300. The multi-stage vibration isolation foundation structure includes a vibration reduction foundation layer 4 arranged between a bottom base layer 100 and each target base layer 300, a first bottom cushion layer 1 arranged between each target base layer 300 and the vibration reduction foundation layer 4, and a second bottom cushion layer 2 arranged between the vibration reduction foundation layer 4 and the bottom base layer 100. The vibration isolation system can achieve a sufficiently good vibration suppression effect that cannot be achieved by the existing single-stage vibration isolation structure, and utilizes a multi-stage vibration isolation foundation structure to produce an effective anti-uneven settlement effect. This is because special buildings or building groups (such as gas facility groups) are connected by pipelines, and their safety requirements for buildings are higher than those for general buildings. If uneven settlement occurs in the building group, each target foundation layer 300 will have a relatively large relative displacement. The vibration isolation system of the present invention places one or more target foundation layers 300 on the same vibration reduction foundation layer 4 at the same time, thereby reducing the phenomenon of relatively uneven settlement between each target foundation layer 300 and / or between the target foundation layer 300 and the base layer, thereby greatly improving the safety of the building. The vibration isolation system can effectively reduce the vibration impact on the building caused by the operation of rail transit, and can also improve the anti-settlement ability of the building.

[0128] The embodiments of the present invention are provided for the purpose of illustration and description, and are not intended to be exhaustive or to limit the present invention to the disclosed forms. Many modifications and variations are obvious to those of ordinary skill in the art. The various embodiments of the present invention are all reasonably related, and it is a technical means that those skilled in the art can easily think of to make reasonable combinations between the various embodiments described above. The embodiments are selected and described in order to better illustrate the principles and practical applications of the present invention, and to enable those of ordinary skill in the art to understand the present invention and design various embodiments with various modifications suitable for specific purposes.

Claims

1. An anti-settling vibration isolation system, characterized in that: It comprises a multi-stage vibration isolation foundation structure arranged between a base layer and a plurality of target foundation layers; the multi-stage vibration isolation foundation structure comprises a vibration reduction foundation layer arranged between a bottom base layer and each of the target foundation layers, and a first bottom cushion layer respectively arranged between each of the target foundation layers and the vibration reduction foundation layer; When there are multiple target base layers, the bottom of each target base layer is respectively wrapped with the first bottom cushion layer, and each of the first bottom cushion layers is respectively connected to the same vibration-damping base layer; the first bottom cushion layer is a flexible cushion layer; The multi-stage vibration isolation foundation structure further comprises a second bottom cushion layer provided between the vibration reduction foundation layer and the bottom foundation layer; the second bottom cushion layer is a flexible cushion layer; Each side surface of the multi-stage vibration isolation foundation structure is provided with a side foundation layer, and the multi-stage vibration isolation foundation structure further comprises: The side cushion layer is arranged between the side wall of each target foundation layer and each side foundation layer.

2. The anti-settling vibration isolation system according to claim 1, characterized in that: The vibration-damping basic layer includes one or more horizontal basic unit plates stacked vertically. When there are multiple basic unit plates, a second bottom cushion layer is installed between two upper and lower adjacent basic unit plates.

3. The anti-settling vibration isolation system according to claim 1 or 2, characterized in that: When there are multiple target foundation layers, the multiple target foundation layers are sequentially arranged between the side foundation layers on both sides, and the side foundation layers are respectively arranged between two adjacent target foundation layers. The side walls of each target foundation layer are wrapped with the side cushion layers, and each side cushion layer is respectively connected to the side foundation layers.

4. A building, characterized in that: It comprises the anti-settlement vibration isolation system as described in any one of claims 1 to 3.

5. A method for detecting the vibration isolation effect of a vibration isolation system, characterized in that: include: Based on the anti-settling vibration isolation system according to any one of claims 1 to 3, the natural frequency, excitation frequency, damping ratio, and vibration source strength of the multi-stage vibration isolation foundation structure of the system are obtained, and the vibration isolation coefficient of the vibration isolation system is determined by a target vibration model; Wherein, the target vibration model is specifically: Wherein, TR is the vibration isolation coefficient, ω / ω0 is the frequency ratio, ξ is the damping ratio of the vibration isolation system, ω is the dominant frequency of the vibration source, ω0 is the natural frequency of the system, Z0 is the vibration source strength, and Z1 is the intensity of the response.

6. The vibration isolation effect detection method according to claim 5, characterized in that: The detection method also includes: Based on the vibration isolation coefficient of the vibration isolation system and the vibration source intensity and spectrum, obtaining the intensity and spectrum of the response of the vibration isolation system; The vibration isolation effect of the vibration isolation system is evaluated based on the intensity and frequency spectrum of the response and the frequency ratio of the vibration isolation system.

7. A method for reducing building vibration, characterized in that: include: Establishing a building base overall model based on the building as claimed in claim 4, wherein the building base overall model includes a base pressure distribution model, a target vibration model, a vibration transfer function, and an anti-settlement vibration isolation system as claimed in any one of claims 1 to 3; Based on the overall model of the building base, the vibration source intensity and spectrum of the vibration isolation system and the intensity of the response required to be obtained after the vibration isolation system is reduced in order to obtain the vibration isolation coefficient required to be obtained after the vibration isolation system is reduced in vibration; Based on the vibration isolation coefficient and the target vibration model, obtaining the system natural frequency required after the vibration isolation system is reduced in vibration; Based on the vibration transfer function, the system natural frequency, and the base pressure distribution model, internal structural parameters of the vibration isolation system are obtained.

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