CN-117385728-B - Pier type vibration reduction structure and design method thereof

CN117385728BCN 117385728 BCN117385728 BCN 117385728BCN-117385728-B

Abstract

The invention relates to the technical field of vibration and noise control, and discloses a pier-type vibration reduction structure and a design method thereof, wherein the pier-type vibration reduction structure comprises a first supporting piece, a bearing platform, a pier and a second supporting piece, the pier is arranged at the top of the bearing platform in a supporting way, the pier is provided with a supporting end face facing the bearing platform, the second supporting piece is provided with a connecting face connected with the pier, and the area of the connecting face is smaller than that of the supporting end face; the vibration damping cushion is arranged between the bearing platform and the abutment, the isolated vibration is transmitted to the upper part. Through increasing the bearing area of the abutment and evenly diffusing the vertical force of the second support piece, the bearing strength of the vibration damping pad is reduced in multiple, the thickness of the vibration damping pad can be increased, and then the vertical rigidity of the vibration damping pad is reduced.

Inventors

LI SHENGYONG
HUANG ZHONGHAI
LIN SHAOMING
ZHOU DING
LI DINGQIAN
Li Haoan

Assignees

广州容柏生建筑工程设计咨询有限公司

Dates

Publication Date: 20260505
Application Date: 20231120

Claims (6)

1. The pier-type vibration reduction structure design method is applied to a pier-type vibration reduction structure and comprises a first supporting piece, a bearing platform, a pier and a second supporting piece, wherein the bearing platform is supported and arranged on the top of the first supporting piece, the pier is supported and arranged on the top of the bearing platform, the second supporting piece is supported and arranged on the top of the pier, the pier is provided with a supporting end face facing the bearing platform, the second supporting piece is provided with a connecting face connected with the pier, the area of the connecting face is smaller than that of the supporting end face, the pier-type vibration reduction structure further comprises a vibration reduction pad, the vibration reduction pad is arranged between the bearing platform and the pier, and friction fit is realized between the vibration reduction pad and the bearing platform, and between the vibration reduction pad and the pier. S1, establishing a finite element model of the building integral structure, and analyzing the vertical vibration response of the building integral structure by using the finite element model; S2, setting the height of the abutment as An included angle with the bottom of the abutment is Forming a designed abutment plane dimension, wherein ; S3, calculating and obtaining the bearing strength of the vibration damping pad according to the overall structure of the building and the plane size of the abutment, judging that the bearing strength of the vibration damping pad meets the requirement, if yes, executing the step S4, otherwise, executing the step S2; The bearing strength of the vibration reduction pad meets , Wherein, the Is the calculated value of the pressure-bearing strength of the vibration-damping pad, The design value of the bearing strength of the vibration damping pad, For the bearing load of the vibration-damping pad, Is born by the vibration-damping pad the bending moment transmitted by the abutment is used for adjusting the bending moment, The section bending coefficient of the abutment in the bending moment direction, Is the smaller of the support end surface area of the abutment and the damping pad area; s4, calculating the impact cutting bearing capacity of the abutment, judging whether the impact cutting bearing capacity of the abutment meets the performance requirement, if so, executing the step S5, and if not, executing the step S2; The impact-resistant and cutting-resistant bearing capacity of the abutment is satisfied , Wherein, the The design value is designed for the punching force, , Destroying the area of the unfavorable side of the cone for die cutting of the abutment; The design value of the tensile strength of the concrete axle center is designed; The effective height of the cone is destroyed for the die cutting of the abutment, Force-bearing steel bar for pier bottom the distance from the resultant force point to the bottom surface of the abutment, wherein the method comprises the steps of ; Is a pier Punching at the height to destroy the unfavorable side length of the cone; to be influenced by the height of the punched section, when When the number of the times is less than 800, 1.0 Is taken as When the diameter of the particle is larger than 2000mm, Taking 0.9 as Taken by linear interpolation at 800 to 2000 mm; S5, designing the plane size of the bearing platform to be the same as the plane size of the abutment, calculating the shearing bearing capacity of the bearing platform to obtain the height of the bearing platform, The shearing bearing capacity of the bearing platform is satisfied , , Wherein, the To be distant from the edge of the first support Cross-sectional area between the side of the platform and the site Bearing strength with vibration damping pad Is a product of (2); The design value of the tensile strength of the concrete axle center is designed; in order to check the effective area of the vertical section of the bearing platform at the section, Is the effective height of the bearing platform, Resultant force of reinforcing steel bars stressed on top of bearing platform the distance from the point to the top surface of the bearing platform, has the following components , The design height of the bearing platform is designed; As a factor affected by the height of the sheared cross-section, When (when) Taking at a time of less than 800 =800 Mm, when Taking the sample when the diameter is larger than 2000mm =2000mm; S6, setting the plane distribution form of the vibration damping pad and the thickness of the vibration damping pad to obtain the vertical rigidity of the designed vibration damping pad So that the thickness of the vibration reduction pad meets , Wherein, the Is a second shape factor of the integral vibration-damping pad, The ratio of the length of the shortest short side of the whole plane length of the vibration damping pad to the thickness of the vibration damping pad is equal; the vertical rigidity value of the vibration damping pad meets the following condition , , , , Wherein, the Is the first Vertical stiffness of the block damper pad unit; Is the first Area of the block damper pad unit; Is the first The block vibration damping pad unit considers the corrected elastic modulus of the volume micro compression; For the bulk modulus of elasticity of the material of the damping pad, Is 2GPa; Is the first The block damping pad unit considers the modified elastic modulus of the material and boundary constraint; The elastic modulus of the damping pad material; Is the first A first form factor of the block damper pad unit, ; Is the first The area of the block damping pad unit, Is the first The perimeter of the block vibration pad unit, Is the thickness of the vibration damping pad; ; shear modulus for the damping pad material; For damping pad material hardness and shear modulus Is used for the correction of the coefficient of (c), Taking 0.6-0.9 and shear modulus The larger the The smaller; the boundary constraint influence coefficient has a value not greater than 1, and the weaker the upper and lower surfaces of the vibration-damping pad are constrained The smaller; S7, calculating the vertical self-vibration frequency of the vibration reduction pad Judging whether the vibration wave passes through the vibration damping pad and meets the vibration damping performance requirement, if so, executing S8, and if not, executing S6; The vertical self-vibration frequency of the vibration reduction pad is satisfied Wherein, the In order to reduce the bearing weight of the vibration-damping pad, Equal to the bearing load of the vibration reduction pad Ratio to gravitational acceleration , A vertical stiffness value for the vibration dampening mat; s8, arranging a determined pier type vibration reduction structure in a finite element model of the integral structure of the building; s9, carrying out vertical vibration response of the integral structure with the pier-type vibration reduction structure, judging whether the vibration response of the integral structure after vibration reduction meets the vibration reduction effect requirement, if so, executing the step S10, and if not, executing the step S6; And S10, drawing and outputting a design drawing of the pier type vibration reduction structure.
2. The pier-type vibration-damping structure design method according to claim 1, characterized in that in step S7, when determining the vertical self-vibration frequency of the vibration-damping pad, a local finite element model is built in which the pier, the vibration-damping pad and the bearing platform are sequentially connected, and the response loss of the acceleration input value and the acceleration output value of the vibration wave before and after passing through the vibration-damping pad is analyzed to evaluate the vibration-damping performance of the vibration-damping pad, wherein the response loss satisfies the following requirements Wherein, the In order to achieve a frequency of the vibration wave, For frequency Corresponding input acceleration; for frequency Corresponding output acceleration.
3. The pier vibration reduction structure design method according to claim 1, wherein the vibration reduction pad comprises a plurality of pad units, and each pad unit is distributed between the bearing platform and the pier at intervals.
4. The pier vibration reduction structure design method according to claim 1, wherein the connecting surface has a first edge, the supporting end surface has a second edge, an included angle is formed between a connecting line between the first edge and the second edge and the supporting end surface, and the included angle is in a range of 35-75 degrees.
5. The pier vibration reduction structure design method according to claim 4, wherein the connecting surface and the supporting end surface are rectangular, and the first edge and the second edge are rectangular sides.
6. The pier vibration reduction structure design method according to claim 1, wherein the vibration reduction pad is made of one of rubber or polyurethane.

Description

Pier type vibration reduction structure and design method thereof Technical Field The invention relates to the technical field of vibration and noise control, in particular to a pier-type vibration reduction structure and a design method thereof. Background At present, rail transit construction such as subway of high-speed development has made things convenient for people swiftly to go out, also can induce general building vibration when the rail transit moves simultaneously, influences building quality and residence comfort. The subway operation causes the site vibration to be mainly vertical vibration, the strength is small, the strength of the vertical vibration is more or less 0.01-0.04m/s 2, and the frequency bandwidth of the vertical vibration is usually within 1-250Hz, so that the house comfort level under the resonance of the vertical vibration frequency can be influenced. The vertical vibration reduction technology research of the building is mainly concentrated on a rubber support, for example, patent with the authority bulletin number of CN216740062U discloses a structure of a deformation releasable vibration isolation support, which comprises an upper pier column, a foundation bearing platform and a vibration isolation support, wherein the upper pier column is arranged above the foundation bearing platform, the vibration isolation support is arranged between the upper pier column and the foundation bearing platform, rubber materials are arranged in the vibration isolation support, an upper flange plate is arranged on the upper side of the vibration isolation support, a lower flange plate is arranged on the lower side of the vibration isolation support, the upper flange plate and the lower flange plate are fixedly connected with the upper pier column and an embedded sleeve in the foundation bearing platform through anchor ribs respectively, an embedded steel base plate is arranged on the lower bottom surface of the upper pier column, the anchor ribs on the upper side penetrate through the embedded steel base plate, openings in the lower flange plate and the embedded steel base plate are matched with the diameters of the anchor ribs, and the adjustment holes are formed in the upper flange plate, and the size of the adjustment holes is the largest deformation size of the vibration isolation support. The shock insulation support is integrally vulcanized by lamination and lamination between rubber and steel plates and then is arranged on a building, so that the shock insulation support has a horizontal shock absorption effect. The existing laminated rubber support for isolating horizontal earthquake in high-intensity areas is mainly used for solving the structural safety problem under the action of horizontal earthquake inertia force, the horizontal deformation of the whole structure is small, the earthquake vibration is mainly the horizontal earthquake, the intensity is usually 2-3m/s 2, the intensity is larger, but the vibration frequency band is narrower and is 1-20Hz, the horizontal earthquake isolation technology is to absorb horizontal earthquake energy through the horizontal large deformation of a whole layer of earthquake isolation layer (earthquake isolation support), and the vertical rigidity is larger, and the vertical vibration reduction function is not provided. Because thicker rubber is easy to bend and unstably sideways after being pressed and turned, the first shape factor S1 (the ratio of the bearing area of a single rubber layer in the laminated rubber support to the free side surface area) and the second shape factor S2 (the ratio of the effective side length or diameter of the rubber layer in the laminated rubber support to the total thickness of the rubber) of the rubber layer are required to be controlled, namely, the rubber support can be ensured to obtain stable vertical bearing capacity by adopting larger S1>15 and S2> 5. One of the mainstream ways of reducing the vertical rigidity of a rubber support at present is to adopt a thick-layer rubber support scheme, increase the free side surface area of rubber and further reduce the first shape coefficient S1 by increasing the thickness of single-layer rubber, so that the rigidity of the rubber support is reduced, but the vibration reduction efficiency of the mode is limited, and the second shape coefficient S2 is reduced after the thickness of rubber is increased, so that the support is easy to be unstable. Another mainstream mode is to connect the traditional horizontal shock insulation support and the steel spring support in series to form an integral double-support scheme so as to achieve the double-control function of isolating horizontal earthquake and vertical vibration at the same time. However, the height of the whole double support is greatly increased, so that lateral buckling instability is easy to occur under instantaneous earthquake and long-term load, and structural potential safety hazards are brought, meanwhile, t