WO2023124039A1 - 一种局域共振型建筑隔振基础 - Google Patents

一种局域共振型建筑隔振基础 Download PDF

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Publication number
WO2023124039A1
WO2023124039A1 PCT/CN2022/107756 CN2022107756W WO2023124039A1 WO 2023124039 A1 WO2023124039 A1 WO 2023124039A1 CN 2022107756 W CN2022107756 W CN 2022107756W WO 2023124039 A1 WO2023124039 A1 WO 2023124039A1
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WIPO (PCT)
Prior art keywords
local resonance
resonance type
vibration isolation
isolation foundation
wave resistance
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PCT/CN2022/107756
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English (en)
French (fr)
Inventor
姜博龙
刘冀钊
胡文林
王少林
何宾
齐春雨
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中国铁路设计集团有限公司
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Publication of WO2023124039A1 publication Critical patent/WO2023124039A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/34—Foundations for sinking or earthquake territories
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/0007—Base structures; Cellars
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E04H9/022—Bearing, supporting or connecting constructions specially adapted for such buildings and comprising laminated structures of alternating elastomeric and rigid layers

Definitions

  • the invention relates to the technical field of micro-vibration control of precision instruments, in particular to a local resonance type building vibration isolation foundation.
  • the vibration that affects the use of precision instruments is usually called micro-vibration, mainly because after the vibration is transmitted into the room, it is mainly low-frequency below 20Hz and small amplitude in the micron range, and it is difficult to control this type of vibration.
  • the purpose of the present invention is to provide a local resonance type building vibration isolation foundation for the problem that micron-level small-amplitude vibration is difficult to control in the prior art.
  • a local resonance type building vibration isolation foundation is laid under a building, and the building vibration isolation foundation is adjacently topologically carried out by a local resonance type wave resistance unit along a single direction, a plane direction or a space direction
  • the local resonance type wave resistance unit is a beam unit or a block unit
  • the local resonance type wave resistance unit is a rigid core body, an elastic wrapping layer, and a bearing capacity outer frame from the inside to the outside.
  • the material of the rigid core is cast iron, cast steel, lead or copper; the material of the elastic wrapping layer is rubber or polyurethane; the material of the bearing outer frame is concrete.
  • the filling rate of the rigid core is 25-50%; the filling rate of the elastic wrapping layer is 10-40%; the elastic modulus of the elastic wrapping layer is less than 0.2 MPa.
  • the total filling rate of the elastic wrapping layer and the rigid core should not exceed 65%.
  • the local resonance type wave resistance unit is a beam unit, and the beam units are arranged periodically adjacent to each other along the horizontal direction of vibration propagation.
  • the local resonance type wave resistance unit is a beam unit or a block unit
  • the local resonance type wave resistance unit is a beam unit
  • the beam unit is arranged in adjacent periodic arrangement along the horizontal direction and the vertical direction of vibration propagation;
  • the block unit is periodically arranged adjacent to each other along two directions, the horizontal direction of vibration propagation and the horizontal direction orthogonal to it.
  • the topological structure is topological along the spatial direction
  • the local resonance type wave resistance unit is a block unit
  • the topological direction of the block unit is along the horizontal direction of vibration propagation and the horizontal direction orthogonal to it
  • Adjacent periodic arrangements are made in three directions including the vertical direction and the vertical direction.
  • the number of topologies in each direction of the local resonance type wave resistance unit is not less than 3, and the outer edge of the building vibration isolation foundation exceeds the building facade by not less than 0.5m.
  • the local resonance type wave resistance units are connected by pouring or in the form of slots and bolts to form the vibration isolation foundation of the building.
  • the present invention uses the local resonance phononic crystal bandgap theory to carry out special design on the building foundation, changes the structural geometric size and material composition, and can realize the bandgap and vibration isolation frequency band Active adjustment and control achieves the goal of micro-vibration control while realizing the load-carrying function.
  • the present invention can significantly attenuate low-frequency, micron-level small-amplitude vibrations below 20 Hz (the lowest can reach 6 Hz, covering the main mode frequency of building structures), and has outstanding advantages in micro-vibration control.
  • the present invention can adjust the bandwidth of the damping section of the building vibration isolation foundation by adjusting the filling rate of the rigid core and the elastic wrapping layer and the modulus of elasticity of the elastic wrapping layer, and adjust the density of the rigid core to adjust the building insulation.
  • Figure 1 shows a cube local resonance type wave resistance unit (block unit), in which a is a perspective view, b is a sectional view, c is a perspective view, b1 is the A-A sectional view in a, b2 is the B-B sectional view in a, b3 is the C-C sectional view in a;
  • Figure 2 shows a cuboid local resonance type wave resistance unit (beam unit);
  • Figure 3 shows the vibration isolation foundation of the building composed of beam elements along a single direction topology
  • Figure 4 is a schematic diagram of the application of the building vibration isolation foundation composed of beam elements along a single direction topology
  • Figure 5 is a schematic diagram of the specific layout of the building vibration isolation foundation composed of beam elements along a single direction topology
  • Fig. 6 shows the band gap diagram of building vibration isolation foundation in embodiment 2;
  • Figure 7 shows the vibration isolation foundation of the building composed of beam elements along the plane direction topology
  • Figure 8 is a schematic diagram of the application of the building vibration isolation foundation composed of beam elements along the plane direction topology
  • Fig. 9 shows the forbidden band figure of building vibration isolation foundation in embodiment 3.
  • Figure 10 shows the building vibration isolation foundation composed of block units along the spatial direction topology
  • Figure 11 is a schematic diagram of the application of the building vibration isolation foundation composed of block units along the spatial direction topology
  • Figure 12 shows the forbidden band diagram of the building vibration isolation foundation in embodiment 4.
  • Figure 13 shows the building vibration isolation foundation composed of block units along the plane direction topology
  • Figure 14 is a schematic diagram of the application of building vibration isolation foundations composed of block units along the plane direction topology
  • Figure 15 is a schematic diagram of the specific layout of the building vibration isolation foundation composed of block units along the plane direction topology
  • Fig. 16 shows the forbidden band diagram of the building vibration isolation foundation in embodiment 5.
  • Fig. 17 is a forbidden band diagram of the building vibration isolation foundation in embodiment 6.
  • Fig. 18 is a forbidden band diagram of the building vibration isolation foundation in embodiment 7.
  • Fig. 19 is a forbidden band diagram of the building vibration isolation foundation in embodiment 8.
  • Fig. 20 is a forbidden band diagram of the building vibration isolation foundation in embodiment 9.
  • Fig. 21 is a forbidden band diagram of the building vibration isolation foundation in embodiment 10.
  • 1-local resonance type wave resistance unit 1-1-rigid core, 1-2-elastic wrapping layer, 1-3-bearing capacity outer frame.
  • a local resonance type building vibration isolation foundation is a topological structure composed of local resonance wave resistance units 1 through adjacent topologies, and the local resonance type wave resistance units 1 It is a block unit with three orthogonal directions close in size or a beam unit with two directions close in size and a third direction much larger than the other two directions.
  • the topological structure is the local resonance type wave resistance unit 1 Topology along three dimensions: unidirectional, planar, or spatial.
  • the local resonance type building vibration isolation foundation not only has bearing capacity, but also has the effect of isolating 6 Hz ultra-low frequency micro-vibration, and can cover the main mode frequency of the building structure.
  • the local resonance type wave resistance unit 1 is sequentially composed of a rigid core 1-1, an elastic wrapping layer 1-2 and an outer frame 1-3 with bearing capacity from inside to outside.
  • the material of the rigid core 1-1 is cast iron, cast steel, lead, copper or other dense metal materials
  • the material of the elastic wrapping layer 1-2 can be rubber or polyurethane
  • Frames 1-3 are building materials that can provide sufficient bearing capacity, preferably concrete.
  • the filling rate of the rigid core 1-1 is 25%-50%; the filling rate of the elastic wrapping layer 1-2 is 10-40%; the elastic modulus of the elastic wrapping layer 1-2 is less than 0.2MPa ; Increasing the filling rate of the rigid core 1-1 can effectively widen the bandwidth of the damping frequency band; increasing the filling rate of the elastic wrapping layer 1-2 can effectively reduce the initial frequency of vibration isolation; reduce the bearing capacity
  • the volume of the outer frame 1-3 can effectively widen the bandwidth of the vibration reduction frequency band.
  • the elastic modulus of the elastic wrapping layer 1-2 is increased, the bandwidth of the vibration damping frequency band can be effectively widened.
  • Increasing the density of the rigid core 1-1 can effectively reduce the initial frequency of vibration reduction and isolation.
  • the total filling rate of the elastic wrapping layer 1-2 and the rigid core 1-1 does not exceed 65%, which can effectively improve the bearing capacity and structural stability of the local resonance type building vibration isolation foundation.
  • adjusting the geometric size and material composition of the local resonance type wave resistance unit 1 can adjust the vibration isolation frequency range of the local resonance type building vibration isolation foundation, and can isolate the ultra-low frequency micro-vibration of 6 Hz at a minimum, Capable of covering the main mode shape frequencies of building structures.
  • the local resonance type wave resistance unit 1 is a beam unit, and the beam units are arranged periodically adjacent to each other along the horizontal direction of vibration propagation, and the local resonance type building
  • the outer edge of the vibration isolation foundation exceeds the building facade by no less than 0.5m.
  • the local resonance type wave resistance unit 1 is a beam unit or a block unit;
  • the local resonance type wave resistance unit 1 is a beam unit, and the beam units are arranged periodically adjacent to each other along the horizontal direction and the vertical direction of vibration propagation, and the arrangement range exceeds the building facade. less than 0.5m; the local resonance type wave resistance unit 1 is a block unit, and the block unit is periodically arranged adjacent to the horizontal direction of vibration propagation and the horizontal direction orthogonal to it Arrangement, the arrangement range exceeds the building facade by no less than 0.5m; the topological structure is topological along the spatial direction, the local resonance type wave resistance unit 1 is a block unit, and the topological direction of the block unit is along the vibration The horizontal direction of propagation and the three directions orthogonal to the horizontal direction and vertical direction are periodically arranged adjacent to it, and the outer edge of the local resonance type building vibration isolation foundation exceeds the building facade by no less than 0.5m.
  • the topological number of the local resonance type wave resistance units 1 in each direction is not less than three.
  • One of the local resonance type wave resistance units is connected by pouring or clamping groove and bolt anchorage to form the vibration isolation foundation of the local resonance type building.
  • Embodiment 1 is a specific implementation of Embodiment 1, a local resonance type building vibration isolation foundation, which is composed of a prefabricated local resonance type wave resistance unit 1 through topology design, and the local resonance type wave resistance unit 1 can be designed as a cube (Fig. 1, block unit) or a cuboid (Fig. 2, beam unit).
  • the local resonance type wave resistance unit 1 is sequentially composed of a rigid core 1-1, an elastic wrapping layer 1-2, and a bearing capacity outer frame 1-3 from the inside to the outside.
  • the rigid core 1-1 is made of cast iron, Material parameters: elastic modulus 210000MPa, density 7800kg/m 3 , Poisson's ratio 0.275; the elastic wrapping layer 1-2 is made of rubber material, material parameters: elastic modulus 0.137MPa, density 1300kg/m 3 , Poisson's ratio 0.463 ;
  • the bearing capacity outer frame 1-3 is made of concrete material, material parameters: elastic modulus 30000MPa, density 2500kg/m 3 , Poisson's ratio 0.2.
  • the filling rate of the rigid core is 36%; the filling rate of the elastic wrapping layer is 28%, and the total filling rate of the two is 64%.
  • the local resonance type building vibration isolation foundation is composed of
  • the local resonance type wave resistance unit 1 performs a unidirectional periodic topology along the horizontal direction of vibration propagation, as shown in Figure 4-5, and is arranged under the building. Specifically, the number of topological cycles and the local resonance type wave resistance unit The value of the L dimension in 1 depends on the size of the building.
  • the vibration isolation foundation of the local resonance type building needs to extend beyond the building facade by no less than 0.5m.
  • the forbidden band distribution of the local resonance type building vibration isolation foundation is shown in Figure 6. Under the action of the local resonance type building vibration isolation foundation in this embodiment, within the frequency range of 8.5Hz to 13.2Hz The vibration will be effectively attenuated.
  • This embodiment adopts the prefabricated beam unit of Embodiment 2, and the vibration isolation foundation of the local resonance type building is subjected to periodic topology in the plane direction by the local resonance type wave resistance unit 1 along the horizontal direction and the vertical direction of vibration propagation, as shown in the figure 7-As shown in Figure 8, it is arranged under the building.
  • the number of topological periods and the value of the L dimension in the local resonance type wave resistance unit 1 depend on the size of the building.
  • the vibration isolation foundation of the local resonance type building needs to be extended beyond the building facade by no less than 0.5m .
  • the forbidden band distribution shown in FIG. 9 can be formed. It can be seen from Fig. 9 that under the action of the local resonance type building vibration isolation foundation in this embodiment, the vibration within the frequency range of 8.5Hz-16.5Hz will be effectively attenuated.
  • the local resonance type building vibration isolation foundation is carried out by the local resonance type wave resistance unit 1 along the horizontal direction of vibration propagation, the orthogonal horizontal direction and the vertical direction to carry out the periodic topology of the space direction, as shown in Figures 10-11 It is shown that it is arranged under the building.
  • the number of topological periods and the value of L in the local resonance type wave resistance unit 1 depend on the size of the building. If necessary, the vibration isolation foundation of the local resonance type building needs to be extended outside the building. The facade is not less than 0.5m. According to the above configuration, the forbidden band distribution shown in FIG. 12 can be formed. As shown in FIG. 11 , under the action of the local resonance type building vibration isolation foundation in this embodiment, the vibration within the frequency range of 9 Hz to 12 Hz will be effectively attenuated.
  • the same prefabricated block unit as in Embodiment 4 is used, and the local resonance type wave resistance unit 1 is carried out in a planar periodic topology along the horizontal direction of vibration propagation and the orthogonal horizontal direction, which can be formed as shown in Figure 13- Figure 15 shows the local resonance type building vibration isolation foundation.
  • the vibration within the frequency range of 10 Hz to 13 Hz will be effectively attenuated.
  • the material of the rigid core 1-1 in Embodiment 2 is changed from cast iron to lead material.
  • the parameters of the lead material are: elastic modulus 17GPa, density 11344kg/m3, Poisson's ratio 0.42, and other conditions remain unchanged.
  • the beam element is periodically constructed along a single direction. As shown in Fig. 17, under the action of the local resonance type building vibration isolation foundation in this embodiment, the vibration within the frequency range of 7-16 Hz will be effectively attenuated.
  • the material of the rigid core 1-1 in Embodiment 2 is changed from cast iron to copper.
  • the material parameters of copper are: modulus of elasticity 106GPa, density 8900kg/m3, Poisson's ratio 0.324, and other conditions remain unchanged.
  • the beam element is periodically constructed along a single direction.
  • the vibration within the frequency range of 8-16 Hz will be effectively attenuated.
  • the beam element is periodically constructed along a single direction. As shown in Fig. 19, under the action of the local resonance type building vibration isolation foundation in this embodiment, the vibration within the frequency range of 9-22 Hz will be effectively attenuated.
  • the beam element is periodically constructed along a single direction.
  • the vibration in the frequency range of 6-9, 18-20 Hz will be effectively attenuated.
  • Example 2 Change the modulus of elasticity in Example 2 to 0.2MPa, and keep other conditions constant.
  • the beam element is periodically constructed along a single direction.
  • vibrations in the frequency ranges of 9-14 Hz and 27-28 Hz will be effectively attenuated.

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Abstract

本发明公开了一种局域共振型建筑隔振基础，所述建筑隔振基础由局域共振型波阻单元沿单方向、平面方向或空间方向进行拓扑构成，所述局域共振型波阻单元由内到外依次为刚性芯体、弹性包裹层以及承载力外框架。本发明采用局域共振型声子晶体禁带理论对建筑基础进行特殊设计，改变结构几何尺寸和材料组成，可实现对禁带及隔振频段的主动调节与控制，在实现承载功能的同时，达到微振动控制目标。

Description

一种局域共振型建筑隔振基础 技术领域
本发明涉及精密仪器微振动控制技术领域，特别是涉及一种局域共振型建筑隔振基础。
背景技术
随着城市化进程加速，城市路面交通、地铁列车运行以及建筑施工产生的振动严重影响周边精密仪器设备的正常使用，这种矛盾解决不好会直接导致巨大的经济与社会损失，可能会引起一些高科技产品的核心部件如芯片和大规模集成电路等加工异常，制约生物科学、电子光学、精密机械加工等高新技术产业发展，影响到舰船、航天器的生命力。影响精密仪器使用的振动通常被称为微振动，主要是因为振动传入到室内后以20Hz以下低频、微米级小振幅为主，此类振动控制难度大。
近年来，局域共振型声子晶体的快速发展给声振控制提供了全新的角度，得到了广泛关注。因此，可以考虑利用局域共振型声子晶体存在低频禁带特点，对建筑基础进行特殊隔振设计，赋予建筑基础微振动控制的附加功能。
发明内容
本发明的目的是针对现有技术中微米级小振幅振动控制难度大的问题，而提供一种局域共振型建筑隔振基础。
为实现本发明的目的所采用的技术方案是：
一种局域共振型建筑隔振基础，所述建筑隔振基础铺设于建筑物下方，所述建筑隔振基础由局域共振型波阻单元沿单方向、平面方向或空间方向进行相邻拓扑构成，所述局域共振型波阻单元为梁单元或块体单元，所述局域共振型波阻单元由内到外依次为刚性芯体、弹性包裹层以及承载力外框架。
在上述技术方案中，所述刚性芯体的材质为铸铁、铸钢、铅或铜；所述弹性包裹层的材质为橡胶或聚氨酯；所述承载力外框架的材质为混凝土。
在上述技术方案中，所述刚性芯体的填充率为25～50％；所述弹性包裹层填充率为10～40％；所述弹性包裹层的弹性模量小于0.2MPa。
在上述技术方案中，由于结构承载力需求，所述弹性包裹层加刚性芯体二者的总填充 率不超过65％。
在上述技术方案中，所述拓扑结构为单方向拓扑时，所述局域共振型波阻单元为梁单元，所述梁单元沿着振动传播的水平方向相邻的周期性排列布置。
在上述技术方案中，所述拓扑结构为平面方向拓扑时，所述局域共振型波阻单元为梁单元或块体单元；
所述局域共振型波阻单元为梁单元时，所述梁单元沿着振动传播的水平方向以及竖直方向这两个方向进行相邻的周期性排列布置；
所述局域共振型波阻单元为块体单元时，所述块体单元沿着振动传播的水平方向以及与其正交的水平方向这两个方向进行相邻的周期性排列布置。
在上述技术方案中，所述拓扑结构沿空间方向拓扑，所述局域共振型波阻单元为块体单元，所述块体单元拓扑方向为沿着振动传播的水平方向以及与其正交水平方向、竖直方向等三个方向进行相邻的周期性排列布置。
在上述技术方案中，所述局域共振型波阻单元每一个方向上的拓扑数量不少于3，所述建筑隔振基础外沿超过建筑外立面不少于0.5m。
在上述技术方案中，所述局域共振型波阻单元间采用浇筑或采用卡槽及螺栓锚固形式连接，形成所述的建筑隔振基础。
与现有技术相比，本发明的有益效果是：
1.本发明根据微振动低频、小幅值特点，采用局域共振型声子晶体禁带理论对建筑基础进行特殊设计，改变结构几何尺寸和材料组成，可实现对禁带及隔振频段的主动调节与控制，在实现承载功能的同时，达到微振动控制目标。
2.本发明可显著衰减20Hz以下(最低可达到6Hz，覆盖建筑结构主要振型频率)低频、微米级小振幅振动，微振动控制优势突出。
3.本发明可以通过对刚性芯体和弹性包裹层的填充率、弹性包裹层的弹性模量的调整，调整建筑隔振基础减振段带宽，对刚性芯体的密度调整，从而调整建筑隔振基础减隔振起始频率。
附图说明
图1所示为立方体局域共振型波阻单元(块体单元)，其中a为立体图，b为剖面图，c为透视图，b1为a中A-A剖面图，b2为a中B-B剖面图，b3为a中C-C剖面图；
图2所示为长方体局域共振型波阻单元(梁单元)；
图3所示为梁单元沿单方向拓扑构成的建筑隔振基础；
图4所示为梁单元沿单方向拓扑构成的建筑隔振基础应用示意图；
图5所示为梁单元沿单方向拓扑构成的建筑隔振基础具体布置示意图；
图6所示为实施例2中建筑隔振基础的禁带图；
图7所示为梁单元沿平面方向拓扑构成的建筑隔振基础；
图8所示为梁单元沿平面方向拓扑构成的建筑隔振基础应用示意图；
图9所示为实施例3中建筑隔振基础的禁带图；
图10所示为块体单元沿空间方向拓扑构成的建筑隔振基础；
图11所示为块体单元沿空间方向拓扑构成的建筑隔振基础应用示意图；
图12所示为实施例4中建筑隔振基础的禁带图；
图13所示为块体单元沿平面方向拓扑构成的建筑隔振基础；
图14所示为块体单元沿平面方向拓扑构成的建筑隔振基础应用示意图；
图15所示为块体单元沿平面方向拓扑构成的建筑隔振基础具体布置示意图；
图16所示为实施例5中建筑隔振基础的禁带图。
图17是实施例6中建筑隔振基础的禁带图。
图18是实施例7中建筑隔振基础的禁带图。
图19是实施例8中建筑隔振基础的禁带图。
图20是实施例9中建筑隔振基础的禁带图。
图21是实施例10中建筑隔振基础的禁带图。
图中：1-局域共振型波阻单元，1-1-刚性芯体，1-2-弹性包裹层，1-3-承载力外框架。
具体实施方式
以下结合具体实施例对本发明作进一步详细说明。应当理解，此处所描述的具体实施例仅仅用以解释本发明，并不用于限定本发明。
实施例1
一种局域共振型建筑隔振基础，所述局域共振型建筑隔振基础是由局域共振型波阻单元1通过相邻拓扑构成的拓扑结构，所述局域共振型波阻单元1为三个正交方向尺寸接近的块体单元或两个方向尺寸接近、第三个方向尺寸远大于另外两个方向尺寸的梁单元，所 述拓扑结构为所述局域共振型波阻单元1沿单方向、平面方向或空间方向三种维度进行拓扑。所述局域共振型建筑隔振基础不仅具有承载能力，还附带隔离6Hz超低频微振动作用，能够覆盖建筑结构的主要振型频率。
所述局域共振型波阻单元1由内到外依次为刚性芯体1-1、弹性包裹层1-2以及承载力外框架1-3。其中，所述刚性芯体1-1的材质为铸铁、铸钢、铅、铜或其它密度大的金属材料；所述弹性包裹层1-2的材质可为橡胶或聚氨酯；所述承载力外框架1-3为能提供足够承载力的建筑材料，优选为混凝土。
所述刚性芯体1-1的填充率为25％～50％；所述弹性包裹层1-2的填充率为10～40％；所述弹性包裹层1-2的弹性模量小于0.2MPa；增加所述刚性芯体1-1的填充率，可有效拓宽减振频段带宽；增加所述弹性包裹层1-2的填充率，可有效降低隔振起始频率；减小所述承载力外框架1-3的体积，可有效拓宽减振频段带宽。增大所述弹性包裹层1-2的弹性模量时，可有效拓宽减振频段带宽。增大所述刚性芯体1-1的密度，可有效降低减隔振起始频率。
所述弹性包裹层1-2加刚性芯体1-1二者的总填充率不超过65％，可有效提高局域共振型建筑隔振基础的承载能力和结构稳定性。
通过上述方式，调节所述局域共振型波阻单元1的几何尺寸和材料组成，可调节所述局域共振型建筑隔振基础的隔振频率范围，最低可隔离6Hz的超低频微振动，能够覆盖建筑结构的主要振型频率。
所述拓扑结构为单方向拓扑时，所述局域共振型波阻单元1为梁单元，所述梁单元沿着振动传播的水平方向相邻的周期性排列布置，所述局域共振型建筑隔振基础外沿超过建筑外立面不少于0.5m。
所述拓扑结构为平面方向拓扑时，所述局域共振型波阻单元1为梁单元或块体单元；
所述局域共振型波阻单元1为梁单元，所述梁单元沿着振动传播的水平方向以及竖直方向这两个方向进行相邻的周期性排列布置，布置范围超过建筑外立面不少于0.5m；所述局域共振型波阻单元1为块体单元，所述块体单元沿着振动传播的水平方向以及与其正交的水平方向这两个方向进行相邻的周期性排列布置，布置范围超过建筑外立面不少于0.5m；所述拓扑结构沿空间方向拓扑，所述局域共振型波阻单元1为块体单元，所述块体单元拓扑方向为沿着振动传播的水平方向以及与其正交水平方向、竖直方向等三个方向进行相邻的周期性排列布置，所述局域共振型建筑隔振基础外沿超过建筑外立面不少于0.5m。
所述局域共振型波阻单元1在每一方向拓扑数量不少于3。所述局域共振型波阻单元1间采用浇筑或采用卡槽及螺栓锚固形式连接，形成局域共振型建筑隔振基础。
实施例2
本实施例为实施例1的一种具体实施方式，一种局域共振型建筑隔振基础，由预制的局域共振型波阻单元1通过拓扑设计构成，所述局域共振型波阻单元1可设计为正方体(图1，即块体单元)或长方体(图2，即梁单元)。所述局域共振型波阻单元1由内至外依次为刚性芯体1-1、弹性包裹层1-2和承载力外框架1-3，所述刚性芯体1-1采用铸铁材料，材料参数：弹性模量210000MPa，密度7800kg/m 3，泊松比0.275；所述弹性包裹层1-2采用橡胶材料，材料参数：弹性模量0.137MPa，密度1300kg/m 3，泊松比0.463；所述承载力外框架1-3采用混凝土材料，材料参数：弹性模量30000MPa，密度2500kg/m 3，泊松比0.2。
以图2所示预制梁单元作为所述局域共振型波阻单元1，几何参数a＝1.0m，b＝0.8m，c＝0.6m。所述刚性芯体的填充率为36％；所述弹性包裹层填充率为28％，两者的总填充率为64％，如图3所示，所述局域共振型建筑隔振基础由该局域共振型波阻单元1沿振动传播的水平方向进行单方向的周期拓扑，如图4-图5所示，布置在建筑下方，具体的，拓扑周期数以及局域共振型波阻单元1中L尺寸取值视建筑尺寸决定，必要的，所述局域共振型建筑隔振基础需扩展出建筑外立面不少于0.5m。按照上述构造方式，所述局域共振型建筑隔振基础的禁带分布如图6所示，在该实施例中的局域共振型建筑隔振基础作用下，8.5Hz～13.2Hz频率范围内的振动将得到有效衰减。
实施例3
本实施例采用实施例2的预制梁单元，所述局域共振型建筑隔振基础由局域共振型波阻单元1沿振动传播的水平方向以及竖直方向进行平面方向的周期拓扑，如图7-图8所示，布置在建筑下方。具体的，拓扑周期数以及局域共振型波阻单元1中L尺寸取值视建筑尺寸决定，必要的，所述局域共振型建筑隔振基础需扩展出建筑外立面不少于0.5m。按照上述构造方式，可形成图9的禁带分布。由图9可知，在该实施例中的局域共振型建筑隔振基础作用下，8.5Hz～16.5Hz频率范围内的振动将得到有效衰减。
实施例4
以图1所示预制块体单元作为所述局域共振型波阻单元1，所述刚性芯体1-1、弹性包裹层1-2和承载力外框架1-3的材质依次为铸铁、橡胶、混凝土，材料参数与实施例2相 同。几何参数a＝1.5m，b＝0.9m，c＝0.75m，所述刚性芯体的填充率为25％；所述弹性包裹层填充率为11％，两者的总填充率为36％。所述局域共振型建筑隔振基础由该局域共振型波阻单元1沿振动传播的水平方向、正交的水平方向以及竖直方向进行空间方向的周期拓扑，如图10-图11所示，布置在建筑下方，具体的，拓扑周期数以及局域共振型波阻单元1中L尺寸取值视建筑尺寸决定，必要的，所述局域共振型建筑隔振基础需扩展出建筑外立面不少于0.5m。按照上述构造方式，可形成图12的禁带分布。由图11所示，在该实施例中的局域共振型建筑隔振基础作用下，9Hz～12Hz频率范围内的振动将得到有效衰减。
实施例5
本实施例采用与实施例4相同的预制块体单元，将所述局域共振型波阻单元1沿振动传播的水平方向、正交的水平方向进行平面的周期拓扑，可形成如图13-图15所示的局域共振型建筑隔振基础。由图16所示，在该实施例中的局域共振型建筑隔振基础作用下，10Hz～13Hz频率范围内的振动将得到有效衰减。
实施例6
本实施例将实施例2中的刚性芯体1-1的材质由铸铁换成铅材料，铅材料参数：弹性模量17GPa，密度11344kg/m3，泊松比0.42，其他条件保持不变。
如4图所示，将梁单元沿单一方向周期构造。由图17所示，在该实施例中的局域共振型建筑隔振基础作用下，7～16Hz频率范围内的振动将得到有效衰减。
实施例7
本实施例将实施例2中的刚性芯体1-1的材质由铸铁换成铜，铜的材料参数：弹性模量106GPa，密度8900kg/m3，泊松比0.324，其他条件保持不变。
如4图所示，将梁单元沿单一方向周期构造。由图18所示，在该实施例中的局域共振型建筑隔振基础作用下，8～16Hz频率范围内的振动将得到有效衰减。
实施例8
改变实施例6中的填充率，其他条件不变，具体的，以图2所示预制梁单元作为所述局域共振型波阻单元1，几何参数a＝1.0m，b＝0.8m，c＝0.68m。刚性芯体、弹性包裹层填充率分别为46.24％、17.76％，总填充率64％。
如4图所示，将梁单元沿单一方向周期构造。由图19所示，在该实施例中的局域共振型建筑隔振基础作用下，9～22Hz频率范围内的振动将得到有效衰减。
实施例9
改变实施例8中的填充率，其他条件不变，具体的，以图2所示预制梁单元作为所述局域共振型波阻单元1，几何参数a＝1.0m，b＝0.8m，c＝0.5m。刚性芯体、弹性包裹层填充率分别为25％、39％，总填充率64％。
如4图所示，将梁单元沿单一方向周期构造。由图20所示，在该实施例中的局域共振型建筑隔振基础作用下，6～9、18～20Hz频率范围内的振动将得到有效衰减。
实施例10
改变实施例2中的弹性模量为0.2MPa，其他条件不变。如4图所示，将梁单元沿单一方向周期构造。由图21所示，在该实施例中的局域共振型建筑隔振基础作用下，9～14Hz和27～28Hz频率范围内的振动将得到有效衰减。

Claims (8)

  1. 一种局域共振型建筑隔振基础，其特征在于，所述建筑隔振基础铺设于建筑物下方，所述建筑隔振基础由局域共振型波阻单元沿单方向、平面方向或空间方向进行相邻拓扑构成拓扑结构，所述局域共振型波阻单元为梁单元或块体单元，所述局域共振型波阻单元由内到外依次为刚性芯体、弹性包裹层以及承载力外框架；所述刚性芯体的填充率为25～50％；所述弹性包裹层填充率为10～40％，所述弹性包裹层加刚性芯体二者的总填充率不超过65％。
  2. 如权利要求1所述的局域共振型建筑隔振基础，其特征在于，所述刚性芯体的材质为铸铁、铸钢、铅或铜；所述弹性包裹层的材质为橡胶或聚氨酯；所述承载力外框架的材质为混凝土。
  3. 如权利要求1所述的局域共振型建筑隔振基础，其特征在于，所述弹性包裹层的弹性模量小于0.2MPa。
  4. 如权利要求1所述的局域共振型建筑隔振基础，其特征在于，所述拓扑结构为单方向拓扑时，所述局域共振型波阻单元为梁单元，所述梁单元沿着振动传播的水平方向相邻的周期性排列布置。
  5. 如权利要求1所述的局域共振型建筑隔振基础，其特征在于，所述拓扑结构为平面方向拓扑时，所述局域共振型波阻单元为梁单元或块体单元；
    所述局域共振型波阻单元为梁单元时，所述梁单元沿着振动传播的水平方向以及竖直方向这两个方向进行相邻的周期性排列布置；
    所述局域共振型波阻单元为块体单元时，所述块体单元沿着振动传播的水平方向以及与其正交的水平方向这两个方向进行相邻的周期性排列布置。
  6. 如权利要求1所述的局域共振型建筑隔振基础，其特征在于，所述拓扑结构沿空间方向拓扑，所述局域共振型波阻单元为块体单元，所述块体单元拓扑方向为沿着振动传播的水平方向以及与其正交水平方向、竖直方向这三个方向进行相邻的周期性排列布置。
  7. 如权利要求1所述的局域共振型建筑隔振基础，其特征在于，所述局域共振型波阻单元在每一个方向上的拓扑数量不少于3，所述建筑隔振基础外沿超过建筑外立面不少于0.5m。
  8. 如权利要求1所述的局域共振型建筑隔振基础，其特征在于，所述局域共振型波阻单元间采用浇筑或采用卡槽及螺栓锚固形式连接，形成所述的建筑隔振基础。
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