A high-efficiency vibration isolation barrier system for building exteriors
By integrating prestressed metal energy dissipation, composite particle damping, and bidirectional inertial counterweight into a high-efficiency vibration isolation barrier system, the problems of poor performance of traditional vibration isolation devices for low-frequency vibrations and groundwater seepage have been solved, achieving high-efficiency vibration isolation and improved stability of buildings.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- CHINA RAILWAY 11TH BUREAU GRP CORP LTD
- Filing Date
- 2026-05-27
- Publication Date
- 2026-06-30
AI Technical Summary
Existing external vibration control measures for buildings lack comprehensiveness and quantifiability. Traditional vibration isolation devices are ineffective against low-frequency vibrations and cannot effectively prevent groundwater seepage, leading to structural instability and exacerbation of building defects.
The system integrates prestressed metal energy dissipation, composite particle damping, and bidirectional inertial counterweight. It achieves efficient dissipation of vibration energy in both horizontal and vertical directions through four functional modules, including a circular steel pipe pile support, an S-shaped micro-curved stainless steel plate energy dissipation unit, a sand-composite particle damping filler, and a vertical sliding inertial counterweight, forming a highly efficient vibration isolation barrier system.
It achieves deep vibration isolation for low-frequency vibrations (insertion loss >15dB), while effectively blocking groundwater seepage and improving the stability and protection performance of the building.
Smart Images
Figure CN122304397A_ABST
Abstract
Description
Technical Field
[0001] This application relates to the field of vibration control technology in civil engineering, and more specifically to a quantifiable designable high-efficiency vibration isolation barrier system for the exterior of buildings. Background Technology
[0002] Buildings and precision facilities are often subject to external vibrations. External vibrations, such as those generated by freight railways, heavy-duty highways, and construction projects, pose a significant threat to the surrounding environment and the building's structure, especially vulnerable structures, causing structural instability and partial collapse of the exposed surfaces; 2) Moisture seepage, caused by groundwater fluctuations and atmospheric rainfall, leads to groundwater seepage and hydraulic erosion, resulting in the surface soil undergoing freeze-thaw cycles, wet-dry cycles, and soluble salt crystallization, thus accelerating the deterioration of the building's surface; 3) Insufficient building stability, affected by external vibrations, moisture seepage, and material deterioration, can lead to structural instability, partial collapse, hollowing, and cracking in certain areas of the building.
[0003] Existing protective measures often treat various defects in isolation, lacking a holistic, quantifiable, and systematic approach. For example, in terms of vibration isolation, traditional vibration isolation trenches and continuous concrete vibration isolation walls significantly damage the surrounding environment and are ineffective at isolating low-frequency vibrations. Regarding groundwater infiltration, the main approach is to block surface water infiltration to replenish groundwater, thereby slowing down the rise of the groundwater level and reducing water infiltration. However, this approach cannot completely and effectively block groundwater infiltration in a specific direction and is easily limited by site conditions, making construction impossible. In terms of structural reinforcement, modern materials such as cement and epoxy resin are often used for grouting or anchoring. These materials have high hardness, poor aging resistance, and are prone to producing soluble salts, often leading to protective damage.
[0004] Existing vibration isolation trenches or pile barriers rely on wave resistance bands formed by soil excavation or pile scattering, which are all passive and inefficient "wave path interference" approaches. They lack active energy dissipation mechanisms and have limited vibration isolation effectiveness (usually insertion loss <10dB), especially for low-frequency vibrations.
[0005] The market urgently needs an engineered solution that integrates active energy dissipation, multi-dimensional control, and predictable performance. Summary of the Invention
[0006] In view of this, this application proposes a high-efficiency external vibration isolation barrier system for buildings with a well-defined structure, clear mechanism, and quantifiable performance. Through the system integration of prestressed metal energy dissipation, composite particle damping, and bidirectional inertial counterweight, it achieves efficient dissipation of vibration energy in both horizontal and vertical directions, reaching a vibration isolation depth (target insertion loss >15dB) that is difficult for traditional passive barriers to achieve.
[0007] Specifically, the application proposes a high-efficiency vibration isolation barrier system for the exterior of a building, which is installed at a certain distance from the outside of the building structure / body, and consists of four main functional modules arranged along the vibration isolation groove: Module 1: Circular steel pipe, spaced circular steel pipe pile support; the specific structure is as follows: standard seamless steel pipe piles are driven into the foundation at the designed spacing (e.g., 1.5-2.5 times the pile diameter) to serve as the main vertical support and force transmission skeleton of the system. The top of the pile is a certain distance above the bottom of the trench to facilitate the installation of the upper components. Module 2: S-shaped micro-curved stainless steel plate energy dissipation unit with controllable pretension, which is the core horizontal energy dissipator; the specific structure is that the S-shaped plate body of high-strength austenitic stainless steel plate is cold rolled into an S-shaped thin plate with a specific radius of curvature, and its curvature design ensures uniform stress distribution within the expected displacement. Module 3: Sand-composite particle damping filler, distributed three-dimensional energy dissipation medium; specifically, the space between the S-shaped plate energy dissipation unit and the vibration isolation groove wall is filled with a layered composite material; in the sand-composite particle damping filler, sand forms the main skeleton, providing basic gravity and stiffness; rubber particles provide high elasticity and viscous damping, dissipating energy through inter-particle friction and extrusion deformation; high-density metal particles provide inertial mass, consuming kinetic energy through inelastic collisions with other particles during vibration; Module 4: Vertical sliding inertial counterweight, vertical and horizontal inertial energy dissipator; specifically, it is a counterweight fixed on a sliding sleeve; the sliding sleeve is a steel sleeve with a low-friction coefficient polymer bushing embedded in the inner wall of a circular steel pipe pile; the counterweight is a reinforced concrete or cast iron block with a central hole; the counterweight can slide freely up and down along the pile body, but has no rigid horizontal connection with the pile body.
[0008] More specifically, the S-shaped micro-curved stainless steel plate energy-consuming unit has a rigid rectangular frame set between two adjacent circular steel pipe piles. The upper and lower edges of the S-shaped plate are anchored to the rigid rectangular frame by high-strength bolts. Tension adjustment bolts are provided at the four corners of the frame, which can be used to precisely apply and lock the in-plane pretension of the S-shaped plate by a torque wrench. The entire frame is then reliably connected to the steel pipe piles by shear bolts. When the pile body undergoes relative displacement due to horizontal vibration, the S-shaped plate is in a high stress state due to the pretension, and the S-shaped plate produces additional bending deformation. Some areas quickly enter the plastic state, and a large amount of energy is consumed through the plastic hysteresis of the material. The pretension greatly improves the initial stiffness of the S-shaped plate and the energy consumption efficiency under small displacement.
[0009] More specifically, the sand-composite particle damping filler composition is as follows: a skeleton of dry medium-coarse sand, accounting for 70%-85%; high-damping rubber particles, with a particle size of 3-8mm, accounting for 10%-20%; and metal particles, with a particle size of 2-5mm, accounting for 5%-10%.
[0010] More specifically, a high-strength spring assembly or rubber buffer pad is installed below the counterweight to provide appropriate vertical support and restoring force; when the round steel pipe pile column vibrates horizontally, the counterweight lags behind due to inertia, and it tends to move relative to the pile body, dissipating energy through friction between the sleeve and the pile. When vertical vibrations are transmitted from the foundation, the counterweight acts like a "mass-spring-damping" system, sliding up and down. Its inertial force, together with the lower spring damping, absorbs and dissipates the vertical vibration energy, while dynamically compacting the lower filling material.
[0011] More specifically, horizontal vibration isolation satisfies the following conditions: Taking the S-shaped plate restoring force model simplified to a bilinear restoring force model as an example, F_h = K1 *δ+ F_y*H(δ-δ_y); where F_h is the horizontal restoring force, K1 is the initial stiffness provided by the pretension, δ is the relative displacement between piles, F_y is the plate yield force, δ_y is the yield displacement, and H is the step function. Energy consumption per cycle: W_plate = 4 * F_y * (δ_max -δ_y), where δ_max is the maximum displacement. Equivalent damping of the filler: The composite filler can be equivalent to an additional nonlinear viscous damping C_g(v), whose damping force F_damp = C_g(v) *v, where v is the relative velocity, and C_g(v) can be obtained through dynamic direct shear test of the filler. The horizontal insertion loss (IL_h) of the system can be obtained by establishing a "mass-spring-damping" multi-degree-of-freedom model and inputting the above parameters for time history analysis or frequency domain analysis.
[0012] More specifically, vertical vibration isolation satisfies the following conditions: The equation of motion for the counterweight is: M * a + C_v * v + K_v *δ_v = -M * a_ground; M: Mass of the counterweight C_v: The equivalent damping of the sliding friction of the counterweight and the lower spring. K_v: The equivalent stiffness of the lower spring. δ_v, v, a: Displacement, velocity, and acceleration of the counterweight relative to the pile. a_ground: Input for the vertical acceleration of the foundation. Energy dissipation: Vertical vibration energy is mainly dissipated through C_v. The force transmitted to the building side is F_transmit = K_v * δ_v + C_v * v. By designing M, K_v, and C_v, their natural frequencies can avoid the main disturbance frequencies and the damping can be maximized, thereby calculating the vertical insertion loss IL_v.
[0013] More specifically, the overall vibration isolation effect is jointly determined by IL_h and IL_v. It can be accurately simulated by establishing an overall model that includes pile-soil interaction, S-shaped plate nonlinearity, equivalent model of infill body and counterweight dynamics through finite element calculation, and predict the comprehensive insertion loss curve of the vibration isolation barrier system in different frequency bands.
[0014] By optimizing and adjusting the parameter values of the above parameters, a comprehensive insertion loss of >15dB for buildings can be achieved.
[0015] The technical solution proposed in this application has the following innovative features and beneficial effects compared with the prior art.
[0016] This application proposes a high-efficiency vibration isolation barrier system for building exteriors. The system boasts a feasible construction and mature materials: it utilizes standard steel, concrete, and commercially available granular materials, with no unreliable "smart" components. The vibration isolation mechanism is clear, and the horizontal and vertical isolation capabilities can be reliably calculated. Each component has a well-defined mechanical model, and the overall performance can be quantitatively predicted. Through multi-mechanism synergy, it aims to achieve a comprehensive insertion loss of >15dB, far exceeding existing passive barriers. Attached Figure Description
[0017] To more clearly illustrate the technical solutions in the embodiments of this application or related technologies, the drawings used in the description of the embodiments or prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of this application. For those skilled in the art, other drawings can be obtained based on the provided drawings without creative effort.
[0018] The structures, proportions, sizes, etc., shown in the accompanying drawings are only for the purpose of assisting those skilled in the art in understanding and reading the content disclosed in the specification, and are not intended to limit the implementation conditions of this application. Therefore, they have no substantial technical significance. Any modifications to the structure, changes in the proportions, or adjustments to the size should still fall within the scope of the technical content disclosed in this application, provided that they do not affect the effects and purposes that this application can produce.
[0019] Figure 1 This is a schematic diagram of a high-efficiency vibration isolation barrier system for the exterior of a building, as proposed in this application. Figure 2 A schematic diagram of a vertical sliding inertial counterweight according to an embodiment of this application. Detailed Implementation
[0020] The embodiments of this application are described clearly and completely below. Obviously, the described embodiments are only a part of the embodiments of this application, and not all of the embodiments. Based on the embodiments of this application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of this application.
[0021] This application provides a high-efficiency vibration isolation barrier system for the exterior of buildings, as shown in the attached figure. Figure 1 As shown, four functional modules are installed along the vibration isolation grooves at a certain distance from the outside of the building structure / body: Module 1: Circular steel pipe, spaced-out circular steel pipe pile support. The specific structure is as follows: standard seamless steel pipe piles are driven into the foundation at the designed interval (e.g., 1.5-2.5 times the pile diameter) to serve as the main vertical support and force transmission skeleton of the system. The top of the pile is a certain distance above the bottom of the trench to facilitate the installation of the upper components.
[0022] Module Two: The core horizontal energy dissipator is an S-shaped micro-curved stainless steel plate energy dissipation unit with controllable pretension. Specifically, it is constructed using an S-shaped plate made of high-strength austenitic stainless steel, cold-rolled into a thin S-shaped plate with a specific radius of curvature. The curvature design ensures uniform stress distribution within the expected displacement.
[0023] Tension application and anchoring frame: A rigid rectangular frame is set between two adjacent circular steel pipe piles. The upper and lower edges of the S-shaped plate are anchored to the rigid rectangular frame by high-strength bolts. Tension adjustment bolts are provided at the four corners of the frame. The in-plane pretension of the S-shaped plate can be accurately applied and locked by a torque wrench. The entire frame is then reliably connected to the steel pipe piles by shear bolts.
[0024] When the pile body undergoes relative displacement due to horizontal vibration, the S-shaped plate is in a high stress state due to the pretension, and the S-shaped plate produces additional bending deformation. Some areas quickly enter the plastic state, and a large amount of energy is consumed through the plastic hysteresis of the material. The pretension greatly improves the initial stiffness of the S-shaped plate and the energy consumption efficiency under small displacement.
[0025] Module 3: Sand-composite particle damping filler, distributed three-dimensional energy dissipation medium. The specific structure is as follows: a mixed material is layered and filled in the space between the S-shaped plate energy dissipation unit and the vibration isolation groove wall. The proportions are: dry medium-coarse sand (skeleton, 70%-85%), high-damping rubber particles (3-8mm particle size, 10%-20%), and metal (such as lead or cast iron) particles (2-5mm particle size, 5%-10%).
[0026] In sand-composite particle damping fillers, sand forms the main framework, providing basic gravity and stiffness; rubber particles provide high elasticity and viscous damping, dissipating energy through inter-particle friction and extrusion deformation; high-density metal particles provide inertial mass, consuming kinetic energy through inelastic collisions with other particles during vibration. The combination of these three components produces excellent nonlinear damping characteristics.
[0027] Module Four: Vertical sliding inertial counterweight, vertical and horizontal inertial energy dissipators. See appendix. Figure 2 The specific structure is as follows: the counterweight is a reinforced concrete or cast iron block with a central hole; the sliding sleeve is a steel sleeve with a low-friction coefficient polymer bushing (such as PTFE) embedded in the inner wall of the circular steel pipe pile; the counterweight is fixed on the sliding sleeve so that it can slide freely up and down along the pile body, but there is no rigid horizontal connection between it and the pile body.
[0028] Limiting and resetting functions are achieved by installing a high-strength spring assembly or rubber buffer pad under the counterweight to provide appropriate vertical support and resetting force.
[0029] When the circular steel pipe piles vibrate horizontally, the counterweight lags behind due to inertia, and it tends to move relative to the pile body, dissipating energy through friction between the sleeve and the pile.
[0030] When vertical vibrations are transmitted from the foundation, the counterweight acts like a "mass-spring-damping" system, sliding up and down. Its inertial force, together with the lower spring damping, absorbs and dissipates the vertical vibration energy, while dynamically compacting the lower filling material.
[0031] The performance of the high-efficiency vibration isolation barrier system outside the aforementioned buildings can be quantitatively predicted and calculated using the following mechanical model: 1. Horizontal vibration isolation calculation (based on S-shaped plate) The restoring force model of the S-shaped plate can be simplified into a bilinear restoring force model.
[0032] F_h = K1 *δ + F_y * H(δ - δ_y). Where F_h is the horizontal restoring force, K1 is the initial stiffness provided by the pretension, δ is the relative displacement between piles, F_y is the plate yield force, δ_y is the yield displacement, and H is the step function.
[0033] Energy consumption per cycle: W_plate = 4 * F_y * (δ_max -δ_y), where δ_max is the maximum displacement. Equivalent damping of the filler: The composite filler can be equivalent to an additional nonlinear viscous damping C_g(v), whose damping force F_damp = C_g(v) *v, where v is the relative velocity, and C_g(v) can be obtained through dynamic direct shear tests of the filler.
[0034] The horizontal insertion loss (IL_h) of the system can be obtained by establishing a "mass-spring-damping" multi-degree-of-freedom model and inputting the above parameters for time history analysis or frequency domain analysis.
[0035] 2. Vertical vibration isolation calculation (with counterweight as the core) The equation of motion for the counterweight is: M * a + C_v * v + K_v *δ_v = -M * a_ground.
[0036] M: Mass of the counterweight.
[0037] C_v: The equivalent damping of the sliding friction of the counterweight and the lower spring.
[0038] K_v: The equivalent stiffness of the lower spring.
[0039] δ_v, v, a: Displacement, velocity, and acceleration of the counterweight relative to the pile.
[0040] a_ground: Input of vertical acceleration of the foundation.
[0041] Energy dissipation: Vertical vibration energy is mainly dissipated through C_v. The force transmitted to the building side is F_transmit = K_v * δ_v + C_v * v. By designing M, K_v, and C_v, their natural frequencies can be made to avoid the main disturbance frequencies, and damping can be maximized, thereby calculating the vertical insertion loss IL_v.
[0042] 3. Comprehensive performance evaluation The overall vibration isolation effect is determined by IL_h and IL_v. It can be accurately simulated by establishing an overall model that includes pile-soil interaction, S-shaped plate nonlinearity, equivalent model of filling body and counterweight dynamics through finite element software, and the comprehensive insertion loss curve of the system under different frequency bands can be predicted.
[0043] Finally, it should be noted that the above embodiments are merely specific implementations of the present invention, used to illustrate the technical solutions of the present invention, and not to limit it. The scope of protection of the present invention is not limited thereto. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that any person skilled in the art can still modify or easily conceive of changes to the technical solutions described in the foregoing embodiments within the scope of the technology disclosed in the present invention, or make equivalent substitutions for some of the technical features; and these modifications, changes, or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention, and should all be covered within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.
Claims
1. A high-efficiency vibration isolation barrier system for building exteriors, characterized in that, Four main functional modules are installed along the vibration isolation groove at a certain distance from the outside of the building structure / body: Module 1: Circular steel pipe, spaced circular steel pipe pile support; the specific structure is as follows: standard seamless steel pipe piles are driven into the foundation at the designed spacing (e.g., 1.5-2.5 times the pile diameter) to serve as the main vertical support and force transmission skeleton of the system. The top of the pile is a certain distance above the bottom of the trench to facilitate the installation of the upper components. Module 2: S-shaped micro-curved stainless steel plate energy dissipation unit with controllable pretension, which is the core horizontal energy dissipator; the specific structure is that the S-shaped plate body of high-strength austenitic stainless steel plate is cold rolled into an S-shaped thin plate with a specific radius of curvature, and its curvature design ensures uniform stress distribution within the expected displacement. Module 3: Sand-composite particle damping filler, distributed three-dimensional energy dissipation medium; specifically, the space between the S-shaped plate energy dissipation unit and the vibration isolation groove wall is filled with a layered composite material; in the sand-composite particle damping filler, sand forms the main skeleton, providing basic gravity and stiffness; rubber particles provide high elasticity and viscous damping, dissipating energy through inter-particle friction and extrusion deformation; high-density metal particles provide inertial mass, consuming kinetic energy through inelastic collisions with other particles during vibration; Module 4: Vertical sliding inertial counterweight, vertical and horizontal inertial energy dissipator; specifically, it is a counterweight fixed on a sliding sleeve; the sliding sleeve is a steel sleeve with a low-friction coefficient polymer bushing embedded in the inner wall of a circular steel pipe pile; the counterweight is a reinforced concrete or cast iron block with a central hole; the counterweight can slide freely up and down along the pile body, but has no rigid horizontal connection with the pile body.
2. The high-efficiency vibration isolation barrier system for external buildings according to claim 1, characterized in that, The S-shaped micro-curved stainless steel plate energy dissipation unit has a rigid rectangular frame set between two adjacent circular steel pipe piles. The upper and lower edges of the S-shaped plate are anchored to the rigid rectangular frame by high-strength bolts. Tension adjustment bolts are provided at the four corners of the frame, which can be used to accurately apply and lock the in-plane pretension of the S-shaped plate by torque wrench. The entire frame is then reliably connected to the steel pipe pile by shear bolts. When the pile body undergoes relative displacement due to horizontal vibration, the S-shaped plate is in a high stress state due to the pretension, and the S-shaped plate produces additional bending deformation. Some areas quickly enter the plastic state, and a large amount of energy is consumed through the plastic hysteresis of the material. The pretension greatly improves the initial stiffness of the S-shaped plate and the energy consumption efficiency under small displacement.
3. The high-efficiency vibration isolation barrier system for external buildings according to claim 1, characterized in that, The sand-composite particle damping filler composition is as follows: dry medium-coarse sand skeleton, accounting for 70%-85%; high damping rubber particles, particle size 3-8mm, accounting for 10%-20%; and metal particles, particle size 2-5mm, accounting for 5%-10%.
4. The high-efficiency vibration isolation barrier system for external buildings according to claim 1, characterized in that, A high-strength spring assembly or rubber buffer pad is installed below the counterweight to provide appropriate vertical support and restoring force. When the round steel pipe pile column vibrates horizontally, the counterweight lags behind due to inertia, and it tends to move relative to the pile body, dissipating energy through friction between the sleeve and the pile. When vertical vibrations are transmitted from the foundation, the counterweight acts like a "mass-spring-damping" system, sliding up and down. Its inertial force, together with the lower spring damping, absorbs and dissipates the vertical vibration energy, while dynamically compacting the lower filling material.
5. The high-efficiency vibration isolation barrier system for external buildings according to claim 1, characterized in that, Horizontal vibration isolation must meet the following conditions: Taking the S-shaped plate restoring force model simplified to a bilinear restoring force model as an example, F_h = K1 *δ+ F_y*H(δ-δ_y); where F_h is the horizontal restoring force, K1 is the initial stiffness provided by the pretension, δ is the relative displacement between piles, F_y is the plate yield force, δ_y is the yield displacement, and H is the step function. Energy consumption per cycle: W_plate = 4 * F_y * (δ_max -δ_y), where δ_max is the maximum displacement. Equivalent damping of the filler: The composite filler can be equivalent to an additional nonlinear viscous damping C_g(v), whose damping force F_damp = C_g(v) * v, where v is the relative velocity, and C_g(v) can be obtained through dynamic direct shear test of the filler. The horizontal insertion loss (IL_h) of the system can be obtained by establishing a "mass-spring-damping" multi-degree-of-freedom model and inputting the above parameters for time history analysis or frequency domain analysis.
6. The high-efficiency vibration isolation barrier system for external buildings according to claim 5, characterized in that, Vertical vibration isolation must meet the following conditions: The equation of motion for the counterweight is: M * a + C_v * v + K_v *δ_v = -M * a_ground; M: Mass of the counterweight C_v: The equivalent damping of the sliding friction of the counterweight and the lower spring. K_v: The equivalent stiffness of the lower spring. δ_v, v, a: Displacement, velocity, and acceleration of the counterweight relative to the pile. a_ground: Input for the vertical acceleration of the foundation. Energy dissipation: Vertical vibration energy is mainly dissipated through C_v. The force transmitted to the building side is F_transmit = K_v *δ_v + C_v * v. By designing M, K_v, and C_v, their natural frequencies can avoid the main disturbance frequencies and the damping can be maximized, thereby calculating the vertical insertion loss IL_v.
7. The high-efficiency vibration isolation barrier system for external buildings according to claim 6, characterized in that, The overall vibration isolation effect is determined by IL_h and IL_v. It can be accurately simulated by establishing an overall model that includes pile-soil interaction, S-shaped plate nonlinearity, equivalent model of filling body and counterweight dynamics through finite element calculation, and predict the comprehensive insertion loss curve of the vibration isolation barrier system in different frequency bands.