阅读说明：本技术 一种钢-混组合梁桥的碰撞减振装置 (Collision vibration damping device of steel-concrete composite beam bridge ) 是由 张尤平 张立奎 王佐才 陈兆龙 杨洋 黄勇 陈亮 柴继乐 李洁 黄荣军 刘守苗 于 2021-01-04 设计创作，主要内容包括：本发明公开了一种钢-混组合梁桥的碰撞减振装置,是设置于钢-混组合梁桥相邻桥墩的工字钢梁之间,并由金属箱内两侧对称设置的碰撞机构和中间的调谐质量阻尼器组成；该调谐质量阻尼器由多个套杆组成并垂直焊接在金属箱的顶部和底部,每个套杆上套装有弹簧,并在弹簧的中部串接有小质量球,通过刚性杆连为一体；该碰撞机构是在金属箱的顶部和底部上分别通过连接件设置有刚性板,在刚性板上贴附有粘弹性材料层,其间设置有大质量球,通过刚性杆与互连为一体的小质量球相连。本发明旨在减小钢-混组合梁桥在车辆移动荷载作用下的振动反应,从而达到耗能减振的效果。(The invention discloses a collision vibration damper of a steel-concrete composite beam bridge, which is arranged between I-shaped steel beams of adjacent piers of the steel-concrete composite beam bridge and consists of collision mechanisms symmetrically arranged at two sides in a metal box and a middle tuned mass damper; the tuned mass damper consists of a plurality of loop bars which are vertically welded at the top and the bottom of the metal box, each loop bar is sleeved with a spring, the middle part of the spring is connected with a small mass ball in series, and the loop bars are connected into a whole through a rigid rod; the collision mechanism is characterized in that rigid plates are arranged on the top and the bottom of a metal box respectively through connecting pieces, viscoelastic material layers are attached to the rigid plates, large-mass balls are arranged between the rigid plates, and the large-mass balls are connected with small-mass balls which are connected into a whole through rigid rods. The invention aims to reduce the vibration reaction of the steel-concrete composite beam bridge under the action of the moving load of a vehicle, thereby achieving the effects of energy consumption and vibration reduction.)

1. A collision damping apparatus of a steel-concrete composite girder bridge, the steel-concrete composite girder bridge comprising: a concrete bridge deck (11) and an I-beam (12) on a pier (13); the bridge pier is characterized in that a collision damping device is arranged between the I-shaped steel beams (12) of the adjacent bridge piers (13); the collision vibration damping device is characterized in that collision mechanisms are symmetrically arranged in a metal box (6), and tuned mass dampers are arranged between the collision mechanisms on the two sides; the tuned mass damper is composed of n loop bars (2) and is vertically welded at the top and the bottom of the metal box (6), a spring (1) is sleeved on each loop bar, small mass balls (3) are connected in series in the middle of the spring (1), and the small mass balls on the n loop bars are connected into a whole through a rigid rod (4), so that the small mass balls are kept on the same horizontal plane;

the collision mechanism is characterized in that rigid plates (8) are respectively arranged on the top and the bottom of a metal box (6) through connecting pieces (9), viscoelastic material layers (10) are attached to the rigid plates (8), and a large-mass ball (7) is arranged between the viscoelastic material layers (10) on the top and the bottom; and the large-mass ball (7) is connected with the small-mass balls which are connected into a whole through the rigid rod (4).

2. A crash attenuation device as set forth in claim 1, characterized in that five rods (2) are provided in said tuned mass damper and are arranged in a "fork" type arrangement, the small mass balls on both sides being interconnected and then connected to the middle small mass ball.

3. The impact damper of a steel-concrete composite girder bridge according to claim 1, wherein a frequency of the bridge impact damper is adjusted by a stiffness of a spring on the loop bar.

4. The impact damper device for a steel-concrete composite girder bridge according to claim 1, wherein the frequency of the small mass ball is controlled by the mass of the small mass ball and the stiffness of the spring on the loop bar.

Technical Field

The invention relates to a collision vibration damper of a steel-concrete composite beam bridge, in particular to a collision vibration damper of travelling vibration of the steel-concrete composite beam bridge.

Background

In the steel-concrete composite beam bridge, because the steel has high tensile strength and the concrete has good compressive property, the composite beam in the positive bending moment area just exerts the excellent material properties of the steel and the concrete, and is accepted and accepted by bridge engineers. When the vehicle runs on the bridge, dynamic impact is generated on the bridge structure, so that the bridge vibrates, and the vibration of the bridge structure influences the vehicle running on the bridge in turn. Thus, the vibration of the vehicle and the vibration of the bridge structure are mutually influenced to form a complex multi-degree-of-freedom vibration system. Therefore, the research on the vibration problem of the bridge structure of the steel-concrete composite beam bridge caused by the moving load of the vehicle has important significance for the health monitoring of the bridge structure and the safety guarantee of driving.

Tuned Mass Damper (TMD) is a discrete damping device, also called an active Mass Damper or harmonic Damper, and can be used for vibration damping control of bridge structures and the like, and such a device is usually installed in a vibrating structure to suppress vibration of the structure and prevent damage and failure of the structure. The shock absorption principle of the TMD is that the TMD (comprising a mass block, a spring and a damper which are connected in parallel) is connected to a main structure, and the energy of the main structure is transferred to the TMD through the inertia mass and the vibration mode resonance controlled by the main structure, so that the vibration of the main structure is restrained. TMDs mitigate the dynamic response of the main structure by relative motion with the main structure, and this form of TMD has very limited energy dissipation capability. Meanwhile, the mass of the TMD is often up to several tons, and the steel-concrete composite girder bridge has a small mass and a limited installation space can be provided, thus limiting the application of the TMD in the steel-concrete composite girder bridge.

Disclosure of Invention

The invention provides a collision vibration damping device of a steel-concrete combined beam bridge, aiming at overcoming the defects in the prior art and reducing the vibration reaction of the steel-concrete combined beam bridge under the action of the moving load of a vehicle so as to achieve the effects of energy consumption and vibration damping.

In order to achieve the purpose, the invention adopts the following technical scheme:

the invention relates to a collision damping device of a steel-concrete composite beam bridge, which comprises: the bridge comprises a concrete bridge deck and I-shaped steel beams on bridge piers; the bridge pier is characterized in that a collision damping device is arranged between the I-shaped steel beams of adjacent bridge piers; the collision vibration reduction device is characterized in that collision mechanisms are symmetrically arranged in the metal box, and tuned mass dampers are arranged between the collision mechanisms on the two sides; the tuned mass damper consists of n loop bars which are vertically welded at the top and the bottom of the metal box, each loop bar is sleeved with a spring, small mass balls are connected in series in the middle of the spring, and the small mass balls on the n loop bars are connected into a whole through a rigid rod, so that the small mass balls are kept on the same horizontal plane;

the collision mechanism is characterized in that rigid plates are respectively arranged on the top and the bottom of the metal box through connecting pieces, viscoelastic material layers are attached to the rigid plates, and a large-mass ball is arranged between the viscoelastic material layers on the top and the bottom; and the large-mass ball is connected with the small-mass balls which are connected into a whole through the rigid rod.

The collision vibration damper is characterized in that five sleeve rods are arranged in the tuned mass damper and distributed in a fork shape, and the small mass balls on two sides are connected with the small mass ball in the middle after being connected with each other.

The frequency of the bridge impact damper is adjusted by the stiffness of the spring on the loop bar.

The frequency of the small mass ball is controlled by the mass of the small mass ball and the stiffness of the spring on the loop bar.

Compared with the prior art, the invention has the beneficial effects that:

according to the vibration damping device, the plurality of sleeve rods are vertically arranged, the springs are arranged on the sleeve rods, and the plurality of sleeve rods form a plurality of groups of adjustable frequency ratios, so that the multi-stage control of the vibration of the controlled structure in the vertical direction is realized, the detuning effect of the tuned mass damper is overcome, and the vibration damping rate of the device is improved; meanwhile, energy can be better dissipated due to collision of the mass ball and the viscoelastic material layer in the vibration damping device, the vibration damping effect of the device is greatly improved, and the application range of the device is expanded.

Drawings

FIG. 1 is a front view of a steel-concrete composite girder bridge collision damping apparatus according to an embodiment of the present invention;

FIG. 2 is a sectional view A-A of a steel-concrete composite girder collision damping device provided by an embodiment of the invention;

FIG. 3 is a schematic cross-sectional view of a steel plate composite girder bridge according to the present invention;

FIG. 4 is a schematic diagram of the PTMD layout position;

FIG. 5a shows the invention f₁2.65 first-order vertical bending mode diagram;

FIG. 5b is a drawing of the invention f₂A second-order vertical bending mode diagram at 10.21;

FIG. 6 is a graph showing the comparison of the time courses of the forward and backward displacements of the vibration damping device;

reference numbers in the figures: the bridge comprises a spring 1, a loop bar 2, a small mass ball 3, a rigid rod 4, a partition plate 5, a metal box 6, a large mass ball 7, a rigid plate 8, a connecting piece 9, a viscoelastic material layer 10, a concrete bridge deck 11, an I-shaped steel beam 12 and a pier 13.

Detailed Description

In this embodiment, as shown in fig. 3, the steel-concrete composite girder bridge includes: concrete bridge deck 11 and I-shaped steel beams 12 on bridge piers 13, and a steel-concrete composite beam bridge collision damping device which is arranged between the I-shaped steel beams 12 of adjacent bridge piers 13 and consists of tuned mass dampers and collision mechanisms symmetrically arranged on two sides as shown in figures 1 and 2. The tuned mass damper is composed of five springs 1, five loop bars 2, five small mass balls 3, a rigid rod 4, a partition plate 5 and a metal box 6. The collision mechanism is composed of a large-mass ball 7, two rigid plates 8, two connecting pieces 9 and a rigid rod 4.

As shown in fig. 1, the interior of the metal case 6 is divided into three spaces by two partition plates 5, and each partition plate 5 has an elongated hole. The middle space of the clapboard 5 is a tuned mass damper, the spaces at two sides of the clapboard 5 are collision mechanisms, and the two are connected through a rigid rod 4 which penetrates through a long strip-shaped hole on the clapboard 5. Five loop bars 2 are arranged in the tuned mass damper and distributed in a fork shape, the loop bars 2 are vertically welded at the top and the bottom of a metal box 6, each loop bar 2 is sleeved with a spring 1, and the middle of each spring 1 is connected with a small mass ball 3 in series. As shown in fig. 2, five small-mass balls 3 are interconnected in a horizontal direction by rigid rods 4 so that the small-mass balls are held on the same horizontal plane.

As shown in fig. 1, the collision mechanism is a bilateral symmetry structure, the collision mechanism on each side is that a rigid plate 8 is respectively arranged on the top and the bottom of a metal box 6 through connecting pieces 9, a viscoelastic material layer 10 is attached on the rigid plate 8, and a large-mass ball 7 is arranged between the viscoelastic material layers 10 on the top and the bottom; and the large-mass ball 7 is connected with the small-mass ball which is connected into a whole through the rigid rod 4. Due to the existence of the tuned mass damper, the large mass ball 7 in the collision mechanism can vibrate along the vertical direction and can collide with the viscoelastic material layer 10 attached to the rigid plate 8, so that the effects of energy consumption and vibration reduction are achieved.

In this embodiment, the impact damper should be fixed to the lower portion of the concrete deck 11 in use, as shown in fig. 3. When the bridge structure vibrates, the metal box 6, the spring 1, the loop bar 2 and the small mass ball 3 in the metal box form a vertical tuned mass damper, and the small mass ball 3 is allowed to vibrate along the vertical direction. Meanwhile, the small mass ball 3 in the tuned mass damper drives the large mass ball 7 in the collision system to vibrate vertically through the rigid rod 4 and collide with the rigid plate 8, and vibration reaction of the bridge structure is reduced through the vibration of the small mass ball 3 and the collision of the large mass ball 7, so that the effects of energy consumption and vibration reduction are achieved. The frequency of the damper can be kept consistent with the natural frequency of the structure by adjusting the rigidity of the spring and the mass of the mass ball, and the optimal vibration reduction effect is achieved.

In this embodiment, the frequency of the bridge collision damping device is adjusted by the stiffness of the spring on the loop bar, which is controlled by the mass of the small mass ball and the stiffness of the spring on the loop bar. When the stiffness of the spring and the mass of the mass ball are set, attention is required to: firstly, the mass ball swinging frequency is as close to the main frequency of a controlled structure as possible; secondly, reasonably selecting the spring stiffness to ensure that the frequency of the tuned mass damper is close to the vertical vibration frequency of the controlled structure; third, the viscoelastic material is disposed only on the surface of the rigid plate where the mass ball collides, to reduce the manufacturing cost.

The embodiment of the invention can be used for the driving vibration control application of the steel-concrete composite beam bridge. In practical application, a plurality of the vibration damping devices can be distributed along the bridge structure along the bridge direction, as shown in fig. 4, so as to equalize the vibration generated by the bridge during driving and reduce the damage of the bridge structure. The installation positions and the number of the damping devices should be determined according to the specific conditions of the structure so as to achieve the optimal damping effect. The box body of the damping device can be fixedly arranged at the lower part of the bridge deck of the steel-concrete composite beam bridge, for example, the box body and the box body can be fixed through connecting modes such as high-strength bolts, and the fixing modes can be flexibly selected by technicians in the field according to actual conditions as long as the stability of the damping device can be ensured.

The motion equation of the bridge collision damping device in the embodiment of the invention is as follows:

f_p-b ^v(t)＝k_pv[y^v _b-y^v _p]；f_p-b ^l(t)＝k_pl[y^l _b-y^l _p]

in the formula, m_pIs the quality of the PTMD; c. C_pvAnd c_plDamping of the PTMD in the vertical and lateral directions; k is a radical of_pvAnd k_plIs the stiffness of the PTMD; f. of_p-b ^l(t) is the force resulting from the relative movement of the bridge and the PTMD in the horizontal direction; f. of_p-b ^v(t) is the force in the vertical direction; f. of_p-b ^vp(t) and f_p-b ^lp(t) impact forces in vertical and horizontal directions; h is the direction of the impact force; Γ is the location of the impact force.

The vibration damping device is applied to the steel plate combined beam bridge, and the vibration damping effect of the steel plate combined beam bridge is verified.

And (3) establishing a steel-concrete composite beam bridge finite element model by using finite element software in combination with the graphs in the figures 3 and 4, and verifying the vibration reduction effect of the device. Concrete bridge panels adopt solid65 units, I-shaped steel and transverse beam adopt shell181 units, and the basic size is as follows:

the length, width and height of the concrete panel are 35000mm, 13000mm and 450mm in sequence, C50 concrete is adopted, and the elastic modulus Ex of the concrete panel is 3.45 multiplied by 10¹⁰N/m²Poisson's ratio v is 0.2, density dens is 2700kg/m³(ii) a The I-shaped steel beam adopts Q345 with the elastic modulus Ex of 2 multiplied by 10¹¹N/m²Poisson's ratio v is 0.245 and density dens is 7850kg/m³The thickness T1 of the upper flange and the lower flange is equal to T2 and equal to 20mm, the thickness T3 of the web is equal to 20mm, the height W3 of the I-steel is equal to 1750mm, and the length is 35000 mm; the cross section of the diaphragm beam is a rectangle 600mm multiplied by 30mm, and a Q345 steel beam is adopted.

The first two-order vertical bending vibration modes of the bridge obtained through modal analysis are shown in fig. 5a and 5b, the first-order frequency is 2.65, and the second-order frequency is 10.21. Preliminary analysis shows that in the dynamic displacement response of the steel plate composite beam bridge, the first-order vibration mode of the bridge is dominant. In order to reduce the dynamic response of the bridge, the vibration damping device needs to be adjusted to the fundamental frequency (first order frequency) of the bridge and installed at the position where the displacement response is maximum (mid-span position). In order to increase the vibration reduction effect and consider factors such as structural safety and construction convenience, the experimental example adopts a distributed mass arrangement method, takes the side span as a research object, and arranges the same vibration reduction devices in the side span and at positions which are 10m away from the bridge pier in front of and behind the side span respectively. The arrangement of the damping device is shown in fig. 4.

The vibration of the bridge under the action of the load of the moving vehicle is influenced by various factors such as the stability of the road surface, the mass of the vehicle, the speed of the vehicle and the like. In the experimental example, the simulation calculation is carried out by selecting the road surface unevenness as C grade (general), the vehicle mass as 55t and the vehicle speed as 50 km/h. In order to verify the damping effect of the damping device in the embodiment, a displacement time-course graph of the side span mid-span node of the steel plate composite beam bridge with the damping device installed at the front and the rear under the action of the load of a moving vehicle is given and compared, as shown in fig. 6.

The displacement time course analysis of the bridge structure under the action of the load of the uniform-speed moving vehicle shows that the maximum vertical vibration displacement of the side span of the steel plate combined beam bridge without the vibration damper is 6.814 mm; the maximum vertical vibration displacement of the steel plate combined beam bridge side span with the vibration damper is 4.689 mm. The maximum displacement value of the vibration damper which is not installed is obviously larger than that of the vibration damper which is installed, so that the vibration damper is effective to the vibration control of the bridge structure, and the vibration damping rate of the vibration damper to the displacement vibration of the side span and the middle span of the steel plate composite beam bridge is 31.18%.