Double-module tuned mass damper and using method

Abstract

The invention discloses a double-module tuned mass damper and a using method, and belongs to the technical field of building structure vibration control. The problems that a traditional multidirectional tuned mass damper is insufficient in supporting rigidity, and modal coupling and tuning in all directions are difficult are solved. According to the technical scheme, the device comprises a main vibration reduction module, an auxiliary cooperation module and an opposite-pull screw active stabilizing system; the main vibration reduction module actively tensions two independent supporting components into a high-rigidity door type frame through opposite-pull screws which apply and maintain designed pre-tightening force, and a main mass block is connected into the frame through a first vibration isolation unit set to restrain vertical vibration and first horizontal vibration of the structure. The auxiliary cooperation module connects the auxiliary mass block to the main mass block through the second vibration isolation unit set, suppresses orthogonal second horizontal vibration and can cooperate with the main vibration reduction module through inertia coupling. Decoupling control of multidirectional vibration is achieved, the supporting rigidity is actively adjustable, and the device has the advantages of being stable in structure, reliable in performance, convenient to construct and the like.

Description

Technical Field

[0001] This invention relates to the field of building structure vibration control technology, and in particular to a dual-module tuned mass damper for suppressing multi-directional vibrations of building structures and its usage method. Background Technology

[0002] In industrial and civil buildings, structures such as floors and platforms often experience harmful vertical and bidirectional horizontal vibrations due to equipment operation and personnel activity. Tuned mass dampers (TMDs) are effective passive devices for controlling such vibrations. However, existing multi-directional TMD solutions generally have shortcomings: using multiple independent unidirectional TMDs results in system redundancy, large space requirements, and high costs; using a single mass block with spatial elastic supports (such as three-dimensional springs or rubber pads) leads to severe coupling of vibration modes in all directions and ambiguous boundary conditions, making parameter tuning difficult, easily inducing unexpected instability, and resulting in poor long-term reliability. The root cause of these problems is that the support system of traditional TMDs is only a passive load-bearing structure, which cannot provide ideal motion constraints for the inertial mass block with clear boundaries, controllable stiffness, and decoupling in all directions.

[0003] How to solve the above problems is the research topic of this plan. Summary of the Invention

[0004] To address the aforementioned issues, this invention proposes a rationally constructed, performance-controllable dual-module tuned mass damper and its usage method. The aim is to overcome the shortcomings of existing technologies and provide a tuned mass damper with actively adjustable support stiffness, decoupled and collaboratively distributed multi-directional vibration control functions, and convenient engineering implementation.

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows: a dual-module tuned mass damper, comprising a main damping module, an auxiliary coordinating module superimposed on the main damping module, and a tie rod active stabilization system;

[0006] The main vibration damping module includes:

[0007] The left and right support components are independent rigid structures, arranged in parallel intervals, and fixed to the building floor slab by their respective bottom anchoring structures.

[0008] The first elastic vibration isolation unit group includes multiple high-damping rubber vibration isolators, which are symmetrically divided into left and right groups. One end of each vibration isolator is fixedly connected to the inner facade of the left support member and the right support member by a bolt assembly.

[0009] The main mass block is rigidly connected to the other end of the corresponding first elastic vibration isolation unit group on its left and right sides by bolt assemblies, so that the main mass block is elastically suspended between the left support member and the right support member.

[0010] The auxiliary coordination module includes:

[0011] The second elastic vibration isolation unit group includes multiple high-damping rubber vibration isolators, the lower ends of which are fixedly installed on the upper surface of the main mass block by bolt assembly;

[0012] An auxiliary mass block, the bottom of which is rigidly connected to the upper end of the second elastic vibration isolation unit group via a bolt assembly;

[0013] The tie rod active stabilization system includes:

[0014] At least one horizontally arranged high-strength tie rod is provided, which horizontally passes through the corresponding through holes on the left and right support members. Its two ends extend out and are locked to the outer facades of the left and right support members by fastening nuts, respectively, and are subject to a design preload, thereby actively tensioning and fixing the left and right support members into an integral high-rigidity portal frame.

[0015] The preload applied by the tie rod active stabilization system makes the stiffness of the support frame formed by the left and right support members in the direction parallel to the tie rod axis at least two orders of magnitude higher than the stiffness of the first elastic vibration isolation unit group in the orthogonal direction.

[0016] The first elastic vibration isolation unit group and the second elastic vibration isolation unit group are high-damping rubber vibration isolators or elastic vibration isolation units.

[0017] The main vibration damping module is tuned to suppress vertical vibration and first horizontal vibration of the building structure; the auxiliary cooperative module is tuned to suppress second horizontal vibration orthogonal to the first horizontal direction, and the center of mass of the auxiliary mass block is located in the XZ symmetry plane of the main mass block.

[0018] It also includes a monitoring and control device for monitoring or adjusting the preload of the tie rod, wherein the monitoring and control device is a force measuring washer, a torque indicating nut, or a strain sensor.

[0019] It also includes safety limiting devices disposed on the left support member, the right support member and the main mass block, wherein the safety limiting devices are anti-collision blocks or buffer pads.

[0020] The first elastic vibration isolation unit group is arranged symmetrically on the left and right sides;

[0021] The first elastic vibration isolation unit group is connected to the embedded parts inside the left and right support members and the connecting plates on both sides of the main mass block by high-strength bolts.

[0022] The main mass block is made of precast reinforced concrete;

[0023] The second elastic vibration isolation unit group is fixed to the connecting seat pre-embedded on the upper surface of the main mass block by the base plate bolts.

[0024] The left and right support components are made of steel and are independently and firmly anchored to the concrete floor slab or beam using chemical anchors. The distance between them is determined based on the length of the main mass block, the thickness of the first elastic vibration isolation unit group, and the required movement space.

[0025] The first elastic vibration isolation unit group consists of standardized high-damping rubber vibration isolators, whose horizontal shear stiffness Kx and Kz dominate the system's X and Z direction vibration reduction frequencies.

[0026] The mass M1 of the main mass block is determined by calculation based on the target vibration reduction frequency, the mass of the main structure, and the expected vibration reduction rate. Lifting rings and connectors can be pre-embedded inside.

[0027] The tie rod active stabilization system includes at least one high-strength, fully threaded tie rod, horizontally passing through pre-set stiffening holes on the left and right support members. Both ends of the tie rod are equipped with large-diameter washers and high-strength nuts. A designed preload Fp is applied to the nuts using a calibrated torque wrench or hydraulic tensioner. This preload Fp must ensure that the in-plane stiffness of the overall frame formed by the tensioning of the left and right support members in the Y-direction (parallel to the tie rod axis) is significantly greater than the constraint stiffness of the first vibration isolation unit group in that direction, thus providing a near-rigid Y-direction boundary for the main vibration damping module.

[0028] The Y-direction shear stiffness Ky of the second elastic vibration isolation unit is specifically designed to tune the Y-direction damping frequency of the auxiliary mass block. The mass M2 of the auxiliary mass block is determined according to the Y-direction control requirements. The center of mass of the auxiliary mass block is located in the XZ symmetry plane of the main mass block to achieve inertial coupling.

[0029] To achieve the above-mentioned objective, the present invention also provides a method for using a dual-module tuned mass damper, comprising the following steps:

[0030] S1. High-stiffness boundary construction steps—Calculation of tie rod preload and frame stiffness

[0031] The active stabilization system of the tie rod applies a preload force F to both ends of the high-strength tie rod that laterally penetrates the left and right support members. p The left and right support members, originally independently fixed to the building structure, are actively tensioned and fixed together into a single, high-rigidity portal frame; the preload F p Based on the required overall frame stiffness K f Determine, satisfy the following relations:

[0032] K f =K0+α∙ ;

[0033] in:

[0034] K0 is the initial stiffness (N / m) when the left and right support members are independent;

[0035] n is the number of tie rods;

[0036] E is the screw's elastic modulus in Pa;

[0037] A is the cross-sectional area of ​​the screw (m). 2 ;

[0038] L is the screw length in meters;

[0039] α is the cooperative working coefficient, with a value of 0.85~0.95, reflecting the connection efficiency between the screw and the support component;

[0040] F p The design preload N applied to each screw;

[0041] F y The yield load N of the screw;

[0042] To ensure that the boundary condition of the main vibration damping module is a rigid fixed end, and to avoid the elastic deformation of the supporting frame itself interfering with the vibration damping, the frame stiffness K is... f The following rigid boundary conditions must be met:

[0043] K f 10k x ;

[0044] Where, k x The equivalent stiffness of the main vibration damping module in the first horizontal X direction;

[0045] S2, Main Vibration Reduction Module Tuning Algorithm—Frequency Matching and Optimal Damping Design

[0046] One end of the first elastic vibration isolation unit group is fixedly connected to the inner facade of the left support member and the right support member respectively, and the other end is fixedly connected to the left and right sides of the main mass block, so that the main mass block is elastically suspended in the high stiffness portal frame, forming a two-degree-of-freedom swing system with preset dynamic characteristics in the vertical Z direction and the first horizontal X direction. Its design parameters include mass, stiffness and damping.

[0047] S21. Target frequency tuning formula:

[0048] The vertical natural frequency f of the main vibration damping module z and horizontal natural frequency f x Designed as follows:

[0049] f z = f x = ;

[0050] in:

[0051] m p The total mass of the main mass block is kg;

[0052] k z The equivalent total stiffness (N / m) of the first elastic vibration isolation unit group in the vertical direction;

[0053] k x The equivalent total stiffness (N / m) of the first elastic vibration isolation unit group in the horizontal X direction;

[0054] By adjusting m p Alternatively, replace the first elastic vibration isolation unit group with one of different stiffnesses to make f z and f x Each is related to the dominant vertical frequency f of the target building structure. z0 and dominant X-axis frequency f x0 Satisfying tuning relations:

[0055] f z =f z0 f x =f x0 ;

[0056] S22, Optimal Damping Ratio Formula: Den Hartog Classical Theory:

[0057] Damping ratio ζ in the X direction x Optimization should be performed based on the theory of tuned mass dampers.

[0058] μ= ;

[0059] ζ opt = ;

[0060] in:

[0061] M eff The effective modal mass of the target structure at the control point is kg;

[0062] ζ opt The optimal damping ratio;

[0063] Therefore, the required equivalent damping coefficient c of the first elastic vibration isolation unit group in the X direction is determined. x :

[0064] c x =2ζ opt m p ω x ;

[0065] Where, ω x =2 f x The angular frequency in the X direction is rad / s;

[0066] S3, Independent Tuning Algorithm for Auxiliary Coordination Modules:

[0067] The auxiliary coordination module is designed as a single-degree-of-freedom system with independent dynamic characteristics in the second horizontal direction, i.e., the Y direction;

[0068] S31. Target frequency tuning formula:

[0069] The second elastic vibration isolation unit group is fixedly installed on the upper surface of the main mass block, and then the auxiliary mass block is fixedly connected to the upper end of the second elastic vibration isolation unit group to form an additional inertial system in the second horizontal Y direction; the natural frequency f of the auxiliary cooperative module in the Y direction. y Designed as follows:

[0070] f y = ;

[0071] in:

[0072] m a The mass of the auxiliary mass block is kg;

[0073] k y The equivalent total stiffness (N / m) of the second elastic vibration isolation unit group in the Y direction;

[0074] By adjusting m a Alternatively, replace the second elastic vibration isolation unit group with one of different stiffnesses to make f y With the dominant Y-frequency f of the target structure y0 Satisfying tuning relations:

[0075] f y =f y0 ;

[0076] S32, Damping Coefficient Design:

[0077] The equivalent damping coefficient c of the auxiliary coordinating module in the Y direction y Optimize the design based on the mass ratio, or select based on engineering experience;

[0078] S4. Main Vibration Control Steps—Vertical and X-axis Energy Dissipation Algorithms

[0079] When the building structure vibrates, the main vibration damping module dissipates energy through inertial force and damping force;

[0080] S41, Vertical (Z-axis) vibration control:

[0081] When the building structure experiences vertical acceleration (t) During vibration, the vibration energy is transmitted through the high-stiffness portal frame, forcing the first elastic vibration isolation unit group to undergo shear deformation, driving the main mass block to generate a reverse vertical inertial motion m. p • (t), the vertical vibration energy is dissipated through the damping characteristics of the elastic vibration isolation unit, and the dissipated power P z (t) is:

[0082] P z (t)=c z • r (t) 2 ;

[0083] in, r (t)= p (t)- s (t) represents the vertical relative velocity between the main mass block and the supporting frame, and c represents the velocity between the main mass block and the supporting frame. z This is the vertical equivalent damping coefficient;

[0084] S42, First horizontal vibration control (X-axis):

[0085] When the building structure experiences its first horizontal X-axis vibration, the vibration energy causes the first elastic isolation unit group to undergo shear deformation, driving the main mass block to perform stable XZ-plane oscillation within the stable boundary of the high-stiffness portal frame. The X-axis inertial force F generated by the main mass block... x (t) is:

[0086] F x (t)=m p • (t);

[0087] in, (t) is the X-axis acceleration of the main mass block. This inertial force acts on the structure and is opposite to the direction of the structure's motion.

[0088] S5. Auxiliary Vibration Control and Coordination Steps—Y-axis Independent Control and X-axis Coordination Enhancement Algorithm

[0089] S51, Second horizontal independent control (Y-axis):

[0090] When the building structure experiences a second horizontal Y-axis vibration, the vibration is transmitted through the main mass block, and the auxiliary mass block undergoes relative Y-axis motion due to inertial lag. r(t), this motion forces the second elastic vibration isolation unit group to undergo shear deformation, driving the auxiliary mass block to undergo stable Y-direction shear deformation within the stable boundary of the high-stiffness portal frame, independently dissipating Y-direction vibration energy, with a dissipated power P. y (t) is:

[0091] P y (t)=c y • r (t) 2 ;

[0092] in, r (t) represents the relative velocity in the Y direction between the auxiliary mass block and the main mass block.

[0093] S52, X-axis synergistic enhancement effect:

[0094] When the building structure experiences its first horizontal X-axis vibration, the X-axis oscillation acceleration of the main mass block... (t) The force is transmitted to the second elastic vibration isolation unit group through the main mass block. Due to inertial coupling, the auxiliary mass block generates an additional X-direction inertial force F that is in phase with the main mass block. ax (t):

[0095] F ax (t)=m a • (t);

[0096] In the low-frequency operating range, because the X-direction stiffness of the second elastic vibration isolation unit is greater than the inertial force, the auxiliary mass block and the main mass block maintain the same phase motion, realizing the superposition of inertial masses, and the total cooperative inertial force F acting on the structure. total (t) is:

[0097] F total (t)=F x (t)+F ax (t)=(m p +m a )∙ (t);

[0098] Compared to a single master mass system, the effective inertial mass in the X direction increases from m p Upgraded to m p +m a The vibration reduction effect is enhanced;

[0099] S6, System Debugging and Error Verification Algorithm

[0100] After on-site installation is completed, the system tuning accuracy and boundary condition reliability are verified using the following formula:

[0101] S61, Stiffness ratio verification:

[0102] Measured overall stiffness of the support frame Verify whether the rigid boundary conditions are satisfied:

[0103] ;

[0104] S62. Frequency error verification:

[0105] Actual frequency measured in the X direction of the main vibration damping module Calculate the relative error ε with respect to the target frequency:

[0106] ε= ;

[0107] S63. Detection of preload loss in tie rod:

[0108] The residual preload of the tie rod was retested using a torque wrench. Ensure that it meets the following requirements:

[0109] 0.9F p .

[0110] Meanwhile, the present invention also provides a multi-directional vibration reduction system for building structures, including multiple dual-module tuned mass dampers, wherein the multiple dampers are arranged according to the dynamic characteristics analysis results of the target building structure.

[0111] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0112] (1) Innovative support structure: By actively constructing a high-rigidity boundary through adjustable preload tie rods, the instability and tuning problems caused by insufficient stiffness and ambiguous boundaries of traditional TMD support systems are fundamentally solved, and the support state is controllable and monitorable.

[0113] (2) Dynamic design optimization: The design adopts a "main-auxiliary dual-module, functional decoupling" design. The main vibration damping module is dedicated to suppressing vertical Z-axis and first horizontal X-axis vibrations; the auxiliary cooperative module is dedicated to suppressing orthogonal second horizontal Y-axis vibrations. The two modules achieve synergistic effect in the X-axis through inertial coupling, effectively avoiding complex coupling of multi-directional modes.

[0114] (3) High engineering practicality: The modular design with all bolted connections, combined with the construction process of "separate installation and overall tensioning", realizes standardized production, convenient installation and low-cost maintenance. Attached Figure Description

[0115] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used together with the embodiments of the invention to explain the invention and do not constitute a limitation thereof.

[0116] Figure 1 This is a three-dimensional structural diagram of an embodiment of the present invention. Figure 1 .

[0117] Figure 2 This is a three-dimensional structural diagram of an embodiment of the present invention. Figure 2 .

[0118] Figure 3 for Figure 1 A schematic diagram of its breakdown.

[0119] Figure 4 This is an exploded view of the structural components of the anti-sway unit according to an embodiment of the present invention.

[0120] Figure 5 This is a schematic diagram of the first elastic vibration isolation unit group and the second elastic vibration isolation unit group in an embodiment of the present invention.

[0121] The reference numerals in the attached drawings are as follows: 1. Left support member; 2. Right support member; 3. First elastic vibration isolation unit group; 4. Main mass block; 5. Tie rod; 6. Second elastic vibration isolation unit group; 7. Auxiliary mass block;

[0122] Figure 2 In the diagram, Fz represents the vertical vibration excitation; Fx represents the first horizontal vibration excitation; Fy represents the second horizontal vibration excitation; and the arrows indicate the motion trend of the mass block. Detailed Implementation

[0123] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0124] Example 1: See Figures 1 to 5 The technical solution provided in this embodiment is: a dual-module tuned mass damper, including a main damping module, an auxiliary coordinating module superimposed on the main damping module, and a tie rod active stabilization system;

[0125] The main vibration damping module includes:

[0126] Left support member 1 and right support member 2 are independent rigid structures, arranged in parallel intervals, and fixed to the building floor slab by their respective bottom anchoring structures.

[0127] The first elastic vibration isolation unit group 3 includes multiple high-damping rubber vibration isolators, which are symmetrically divided into left and right groups. One end of each vibration isolator is fixedly connected to the inner facade of the left support member 1 and the right support member 2 by bolt assembly.

[0128] The main mass block 4 is rigidly connected to the other end of the corresponding first elastic vibration isolation unit group 3 via bolt assemblies on its left and right sides, thereby allowing the main mass block 4 to be elastically suspended between the left support member 1 and the right support member 2.

[0129] The auxiliary collaboration module includes:

[0130] The second elastic vibration isolation unit group 6 includes multiple high-damping rubber vibration isolators, the lower end of which is fixedly installed on the upper surface of the main mass block 4 by bolt assembly.

[0131] The bottom of the auxiliary mass block 7 is rigidly connected to the upper end of the second elastic vibration isolation unit group 6 by a bolt assembly;

[0132] The tie rod active stabilization system includes:

[0133] At least one horizontally arranged high-strength tie rod 5, which horizontally passes through the corresponding through holes on the left support member 1 and the right support member 2, with its two ends extending out and locked to the outer facade of the left support member 1 and the right support member 2 respectively by fastening nuts, and is subject to the design preload, thereby actively tensioning and fixing the left support member 1 and the right support member 2 into an integral high-rigidity portal frame.

[0134] The preload applied by the tie rod active stabilization system makes the stiffness of the support frame formed by the left support member 1 and the right support member 2 in the direction parallel to the axis of the tie rod 5 at least two orders of magnitude higher than the stiffness of the first elastic vibration isolation unit group 3 in the orthogonal direction.

[0135] The first elastic vibration isolation unit group 3 and the second elastic vibration isolation unit group 6 are high-damping rubber vibration isolators or elastic vibration isolation units.

[0136] The main vibration damping module is tuned to suppress the vertical vibration and the first horizontal vibration of the building structure; the auxiliary coordination module is tuned to suppress the second horizontal vibration orthogonal to the first horizontal direction, and the center of mass of the auxiliary mass block 7 is located in the XZ symmetry plane of the main mass block 4.

[0137] It also includes a monitoring and control device for monitoring or adjusting the preload of the tie rod 5, which is a force measuring washer, a torque indicating nut, or a strain sensor.

[0138] It also includes safety limit devices installed on the left support member 1, the right support member 2 and the main mass block 4. The safety limit devices are anti-collision blocks or buffer pads.

[0139] The first elastic vibration isolation unit group 3 is arranged symmetrically on the left and right sides;

[0140] The first elastic vibration isolation unit group 3 is connected to the embedded parts inside the left support member 1 and the right support member 2 and the connecting plates on both sides of the main mass block 4 by high-strength bolts.

[0141] Main mass block 4 is made of precast reinforced concrete;

[0142] The second elastic vibration isolation unit group 6 is fixed to the connecting seat pre-embedded on the upper surface of the main mass block 4 by the base plate bolts.

[0143] The left and right support components are made of steel and are independently and firmly anchored to the concrete floor slab or beam using chemical anchors. The distance between them is determined based on the length of the main mass block, the thickness of the first elastic vibration isolation unit group, and the required movement space.

[0144] The first elastic vibration isolation unit group consists of standardized high-damping rubber vibration isolators, whose horizontal shear stiffness Kx and Kz dominate the system's X and Z direction vibration reduction frequencies.

[0145] The mass M1 of the main mass block is determined by calculation based on the target vibration reduction frequency, the mass of the main structure, and the expected vibration reduction rate. Lifting rings and connectors can be pre-embedded inside.

[0146] The tie rod active stabilization system includes at least one high-strength, fully threaded tie rod, horizontally passing through pre-set stiffening holes on the left and right support members. Both ends of the tie rod are equipped with large-diameter washers and high-strength nuts. A designed preload Fp is applied to the nuts using a calibrated torque wrench or hydraulic tensioner. This preload Fp must ensure that the in-plane stiffness of the overall frame formed by the tensioning of the left and right support members in the Y-direction (parallel to the tie rod axis) is significantly greater than the constraint stiffness of the first vibration isolation unit group in that direction, thus providing a near-rigid Y-direction boundary for the main vibration damping module.

[0147] The Y-direction shear stiffness Ky of the second elastic vibration isolation unit is specifically designed to tune the Y-direction damping frequency of the auxiliary mass block. The mass M2 of the auxiliary mass block is determined according to the Y-direction control requirements. The center of mass of the auxiliary mass block is located in the XZ symmetry plane of the main mass block to achieve inertial coupling.

[0148] See Figure 2 The working principle and vibration control method of this scheme are as follows:

[0149] The installation method is as follows:

[0150] S1. Position and lay out the lines, independently install and level the left support component 1 and the right support component 2 to ensure reliable anchoring.

[0151] S2. Install the tie rod 5, and use a torque wrench to apply the designed preload force Fp to the nuts at both ends in steps and symmetrically to form an overall high-rigidity frame.

[0152] S3. Install the first elastic vibration isolation unit group 3 inside the left support member 1 and the right support member 2.

[0153] S4. Hoist the main mass block 4 and connect and fix it to the first elastic vibration isolation unit group 3 on the left and right sides.

[0154] S5. After assembling the second elastic vibration isolation unit group 6 and the auxiliary mass block 7, the whole assembly is hoisted and fixed to the upper surface of the main mass block 4.

[0155] All connections are bolted, facilitating adjustment, maintenance, and replacement.

[0156] The method of using a dual-module tuned mass damper includes the following steps:

[0157] S1. High-stiffness boundary construction steps:

[0158] By using the tie rod active stabilization system, a design preload is applied to both ends of the high-strength tie rod 5 that runs laterally through the left support member 1 and the right support member 2, thereby actively tensioning and consolidating the left support member 1 and the right support member 2, which were originally independently fixed to the building structure, into an integral high-rigidity portal frame. This frame provides a stable support foundation with clear boundary conditions for subsequent vibration control, effectively suppressing the relative displacement and torsional instability of the support structure under horizontal loads.

[0159] S2. Installation and tuning steps of the main vibration damping module:

[0160] One end of the first elastic vibration isolation unit group 3 is fixedly connected to the inner facade of the left support member 1 and the right support member 2 respectively, and the other end is fixedly connected to the left and right sides of the main mass block 4, so that the main mass block 4 is elastically suspended in the high rigidity portal frame, forming a swing system with preset dynamic characteristics in the vertical Z direction and the first horizontal X direction.

[0161] S3, Auxiliary Coordination Module Installation and Tuning Steps:

[0162] The second elastic vibration isolation unit group 6 is fixedly installed on the upper surface of the main mass block 4, and the auxiliary mass block 7 is fixedly connected to the upper end of the second elastic vibration isolation unit group 6 to form an additional inertial system with independent adjustable dynamic characteristics in the second horizontal Y direction.

[0163] S4. Main vibration control steps:

[0164] When the building structure experiences vertical Z-axis vibration, the vibration energy is transmitted through the high-rigidity portal frame, forcing the first elastic vibration isolation unit group 3 to undergo shear deformation, driving the main mass block 4 to generate reverse vertical inertial motion, and dissipating the vertical vibration energy through the damping characteristics of the elastic vibration isolation unit.

[0165] When the building structure experiences the first horizontal X-axis vibration, the vibration energy causes the first elastic vibration isolation unit group 3 to also undergo shear deformation, driving the main mass block 4 to perform stable XZ plane oscillation within the stable boundary of the high-rigidity portal frame, dissipating the horizontal vibration energy through shear damping.

[0166] S5. Auxiliary vibration control and coordination steps:

[0167] When the building structure experiences a second horizontal Y-axis vibration, the vibration energy is transmitted through the high-rigidity portal frame and the first elastic vibration isolation unit group 3. Because the first elastic vibration isolation unit group 3 has a relatively large vertical stiffness, it forces the second elastic vibration isolation unit group 6 to undergo shear deformation, driving the auxiliary mass block 7 to undergo stable Y-axis shear deformation within the stable boundary of the high-rigidity portal frame, independently dissipating the Y-axis vibration energy.

[0168] When the building structure experiences the first horizontal X-direction vibration, the X-direction swing of the main mass block 4 is transmitted to the second elastic vibration isolation unit group 6 through the main mass block. The auxiliary mass block 7 generates an additional X-direction inertial motion in phase with the main mass block 4 due to inertial coupling, forming a synergistic enhancement effect with the main vibration reduction module, and jointly suppressing the X-direction vibration.

[0169] S6. System debugging and optimization steps:

[0170] By fine-tuning the preload of the tie rod 5, the overall stiffness characteristics of the support frame are optimized.

[0171] By replacing the first elastic vibration isolation unit group 3 with different stiffness characteristics or adjusting the counterweight of the main mass block 4, the vertical and first horizontal dynamic characteristics of the main vibration reduction module can be tuned on site.

[0172] By replacing the second elastic vibration isolation unit group 6 with different stiffness characteristics or adjusting the counterweight of the auxiliary mass block 7, the second horizontal dynamic characteristics of the auxiliary cooperative module can be independently tuned, thereby achieving the optimal control effect for the multi-directional vibration of the target building structure.

[0173] The technical principle of this solution:

[0174] This method constructs a high-stiffness support boundary using an active stabilization system with tie rods, thus overcoming the inherent deficiency of insufficient support stiffness in traditional suspension dampers. Through the functional division and dynamic coupling between the main damping module and the auxiliary coordinating module, it achieves main control in the vertical and first horizontal directions, independent control in the second horizontal direction, and synergistic enhancement in the first horizontal direction. The independent adjustability of the dynamic characteristics in each step ensures accurate matching and efficient suppression of complex multi-directional vibrations.

[0175] Example 2:

[0176] This embodiment proposes a multi-directional vibration reduction system for building structures, including multiple dual-module tuned mass dampers, which are arranged according to the dynamic characteristics analysis results of the target building structure.

[0177] The above description is merely a preferred embodiment of this application and is not intended to limit this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A dual-module tuned mass damper, characterized in that, It includes the main vibration damping module, the auxiliary coordinating module superimposed on the main vibration damping module, and the tie rod active stabilization system; The main vibration damping module includes: The left support member (1) and the right support member (2) are independent rigid structures, set in parallel and spaced apart, and fixed to the building floor by their respective bottom anchoring structures; The first elastic vibration isolation unit group (3) includes multiple high-damping rubber vibration isolators, which are symmetrically divided into left and right groups. One end of each vibration isolator is fixedly connected to the inner side of the left support member (1) and the right support member (2) by bolt assembly. The main mass block (4) is rigidly connected to the other end of the corresponding first elastic vibration isolation unit group (3) through bolt assemblies on its left and right sides, so that the main mass block (4) is elastically suspended between the left support member (1) and the right support member (2); The auxiliary coordination module includes: The second elastic vibration isolation unit group (6) includes multiple high-damping rubber vibration isolators, the lower end of which is fixedly installed on the upper surface of the main mass block (4) by bolt assembly; The bottom of the auxiliary mass block (7) is rigidly connected to the upper end of the second elastic vibration isolation unit group (6) by bolt assembly; The tie rod active stabilization system includes: At least one horizontally arranged high-strength tie rod (5) is provided. The tie rod (5) passes horizontally through the corresponding through holes on the left support member (1) and the right support member (2). Its two ends extend out and are locked to the outer facades of the left support member (1) and the right support member (2) respectively by fastening nuts. The design preload is applied to actively tension and fix the left support member (1) and the right support member (2) into an integral high-rigidity portal frame.

2. The dual-module tuned mass damper according to claim 1, characterized in that: The preload applied by the active stabilizing system of the tie rod makes the stiffness of the support frame formed by the left support member (1) and the right support member (2) in the direction parallel to the axis of the tie rod (5) at least two orders of magnitude higher than the stiffness of the first elastic vibration isolation unit group (3) in the orthogonal direction.

3. The dual-module tuned mass damper according to claim 2, characterized in that: The first elastic vibration isolation unit group (3) and the second elastic vibration isolation unit group (6) are high-damping rubber vibration isolators or elastic vibration isolation units.

4. The dual-module tuned mass damper according to claim 3, characterized in that: The main vibration damping module is tuned to suppress the vertical vibration and the first horizontal vibration of the building structure; the auxiliary cooperative module is tuned to suppress the second horizontal vibration orthogonal to the first horizontal direction, and the center of mass of the auxiliary mass block (7) is located in the XZ symmetry plane of the main mass block (4).

5. The dual-module tuned mass damper according to claim 4, characterized in that: It also includes a monitoring and control device for monitoring or adjusting the preload of the tie rod (5), wherein the monitoring and control device is a force measuring washer, a torque indicating nut or a strain sensor.

6. The dual-module tuned mass damper according to claim 5, characterized in that: It also includes safety limiting devices installed on the left support member (1), the right support member (2) and the main mass block (4), wherein the safety limiting device is a collision block or a buffer pad.

7. The dual-module tuned mass damper according to claim 6, characterized in that: The first elastic vibration isolation unit group (3) is arranged symmetrically on the left and right sides; The first elastic vibration isolation unit group (3) is connected to the embedded parts inside the left support member (1) and the right support member (2) and the connecting plates on both sides of the main mass block (4) by high-strength bolts; The main mass block (4) is made of precast reinforced concrete; The second elastic vibration isolation unit group (6) is fixed to the connecting seat pre-embedded on the upper surface of the main mass block (4) by the base plate bolts.

8. A method of using a dual-module tuned mass damper, characterized in that, The steps of applying the damper method according to any one of claims 1 to 6 include: S1. High-stiffness boundary construction steps—Calculation of tie rod preload and frame stiffness Through the active stabilizing system of the tie rod, a design preload F is applied to both ends of the high-strength tie rod (5) that runs laterally through the left support member (1) and the right support member (2). p The left-side support member (1) and the right-side support member (2), which were originally independently fixed to the building structure, are actively tensioned and fixed together into an integral high-rigidity portal frame; the preload F p Based on the required overall frame stiffness K f Determine, satisfy the following relations: K f =K0+α∙ ; in: K0 is the initial stiffness (N / m) when the left and right support members are independent; n is the number of tie rods; E is the screw's elastic modulus in Pa; A is the cross-sectional area of ​​the screw (m). 2 ; L is the screw length in meters; α is the cooperative working coefficient, with a value of 0.85~0.95, reflecting the connection efficiency between the screw and the support component; F p The design preload N applied to each screw; F y The yield load N of the screw; To ensure that the boundary condition of the main vibration damping module is a rigid fixed end, and to avoid the elastic deformation of the supporting frame itself interfering with the vibration damping, the frame stiffness K is... f The following rigid boundary conditions must be met: K f 10k x ; Where, k x The equivalent stiffness of the main vibration damping module in the first horizontal X direction; S2, Main Vibration Reduction Module Tuning Algorithm—Frequency Matching and Optimal Damping Design One end of the first elastic vibration isolation unit group (3) is fixedly connected to the inner facade of the left support member (1) and the right support member (2), and the other end is fixedly connected to the left and right sides of the main mass block (4), so that the main mass block (4) is elastically suspended in the high stiffness portal frame, forming a two-degree-of-freedom swing system with preset dynamic characteristics in the vertical Z direction and the first horizontal X direction. Its design parameters include mass, stiffness and damping. S21. Target frequency tuning formula: The vertical natural frequency f of the main vibration damping module z and horizontal natural frequency f x Designed as follows: f z = f x = ; in: m p The total mass of the main mass block (4) is kg; k z The equivalent total stiffness (N / m) of the first elastic vibration isolation unit group (3) in the vertical direction; k x The equivalent total stiffness (N / m) of the first elastic vibration isolation unit group (3) in the horizontal X direction; By adjusting m p Or replace the first elastic vibration isolation unit group (3) with one of different stiffnesses, so that f z and f x Each is related to the dominant vertical frequency f of the target building structure. z0 and dominant X-axis frequency f x0 Satisfying tuning relations: f z =f z0 ,f x =f x0 ; S22, Optimal Damping Ratio Formula: Den Hartog Classical Theory: Damping ratio ζ in the X direction x Optimization should be performed based on the theory of tuned mass dampers. μ= ; g opt = ; in: M eff The effective modal mass of the target structure at the control point is kg; ζ opt The optimal damping ratio; Therefore, the required equivalent damping coefficient c in the X direction of the first elastic vibration isolation unit group (3) is determined. x : c x =2z opt m p oh x ; Where, ω x =2 f x The angular frequency in the X direction is rad / s; S3, Independent Tuning Algorithm for Auxiliary Coordination Modules: The auxiliary coordination module is designed as a single-degree-of-freedom system with independent dynamic characteristics in the second horizontal direction, i.e., the Y direction; S31. Target frequency tuning formula: The second elastic vibration isolation unit group (6) is fixedly installed on the upper surface of the main mass block (4), and the auxiliary mass block (7) is fixedly connected to the upper end of the second elastic vibration isolation unit group (6) to form an additional inertial system in the second horizontal Y direction; the natural frequency f of the auxiliary cooperative module in the Y direction. y Designed as follows: f y = ； in: m a The mass of the auxiliary mass block (7) is kg; k y The equivalent total stiffness N / m of the second elastic vibration isolation unit group (6) in the Y direction; By adjusting m a Or replace the second elastic vibration isolation unit group (6) with one of different stiffnesses, so that f y With the dominant Y-frequency f of the target structure y0 Satisfying tuning relations: f y =f y0 ; S32, Damping Coefficient Design: The equivalent damping coefficient c of the auxiliary coordinating module in the Y direction y Optimize the design based on the mass ratio, or select based on engineering experience; S4. Main Vibration Control Steps—Vertical and X-axis Energy Dissipation Algorithms When the building structure vibrates, the main vibration damping module dissipates energy through inertial force and damping force; S41, Vertical (Z-axis) vibration control: When the building structure experiences vertical acceleration (t) During vibration, the vibration energy is transmitted through the high-stiffness portal frame, forcing the first elastic vibration isolation unit group (3) to undergo shear deformation, driving the main mass block (4) to generate a reverse vertical inertial motion m. p • (t), the vertical vibration energy is dissipated through the damping characteristics of the elastic vibration isolation unit, and the dissipated power P z (t) is: P z (t)=c z ∙ r (t) 2 ; in, r (t)= p (t)- s (t) represents the vertical relative velocity between the main mass block and the supporting frame, and c represents the velocity between them. z This is the vertical equivalent damping coefficient; S42, First horizontal vibration control (X-axis): When the building structure experiences its first horizontal X-axis vibration, the vibration energy causes the first elastic isolation unit group (3) to also undergo shear deformation, driving the main mass block (4) to perform stable XZ plane oscillation within the stable boundary of the high-stiffness portal frame. The X-axis inertial force F generated by the main mass block... x (t) is: F x (t)=m p ∙ (t); in, (t) is the X-axis acceleration of the main mass block. This inertial force acts on the structure and is opposite to the direction of the structure's motion. S5. Auxiliary Vibration Control and Coordination Steps—Y-axis Independent Control and X-axis Coordination Enhancement Algorithm S51, Second horizontal independent control (Y-axis): When the building structure experiences a second horizontal Y-axis vibration, the vibration is transmitted through the main mass block (4), and the auxiliary mass block (7) undergoes relative Y-axis motion due to inertial lag. r (t), this motion forces the second elastic vibration isolation unit group (6) to undergo shear deformation, driving the auxiliary mass block (7) to undergo stable Y-direction shear deformation within the stable boundary of the high-stiffness portal frame, independently dissipating Y-direction vibration energy, dissipating power P y (t) is: P y (t)=c y ∙ r (t) 2 in, r (t) represents the relative velocity in the Y direction between the auxiliary mass block and the main mass block. S52, X-axis synergistic enhancement effect: When the building structure experiences its first horizontal X-axis vibration, the X-axis oscillation acceleration of the main mass block (4) is... (t) is transmitted to the second elastic vibration isolation unit group (6) through the main mass block. Due to inertial coupling, the auxiliary mass block (7) generates an additional X-direction inertial force F in the same phase as the main mass block (4). ax (t): F ax (t)=m a ∙ (t); In the low-frequency operating range, since the X-direction stiffness of the second elastic vibration isolation unit (6) is greater than the inertial force, the auxiliary mass block (7) and the main mass block (4) maintain the same phase motion, realizing the superposition of inertial masses, and the total cooperative inertial force F acting on the structure. total (t) is: F total (t)=F x (t)+F ax (t)=(m p +m a )∙ (t); Compared to a single master mass system, the effective inertial mass in the X direction increases from m p Upgraded to m p +m a The vibration reduction effect is enhanced; S6, System Debugging and Error Verification Algorithm After on-site installation is completed, the system tuning accuracy and boundary condition reliability are verified using the following formula: S61, Stiffness ratio verification: Measured overall stiffness of the support frame Verify whether the rigid boundary conditions are satisfied: ； S62. Frequency error verification: Actual frequency measured in the X direction of the main vibration damping module Calculate the relative error ε with respect to the target frequency: e= ; S63. Detection of preload loss in tie rod: The residual preload of the tie rod (5) was retested using a torque wrench. Ensure that it meets the following requirements: 0.9F p 。 9. A multi-directional vibration reduction system for building structures, characterized in that, It includes multiple dual-module tuned mass dampers according to any one of claims 1-7, wherein the multiple dampers are arranged according to the dynamic characteristics analysis results of the target building structure.

Images