CN105735106A - Self-resetting friction damper for beam bridge seismic isolation system - Google Patents
Self-resetting friction damper for beam bridge seismic isolation system Download PDFInfo
- Publication number
- CN105735106A CN105735106A CN201610224695.0A CN201610224695A CN105735106A CN 105735106 A CN105735106 A CN 105735106A CN 201610224695 A CN201610224695 A CN 201610224695A CN 105735106 A CN105735106 A CN 105735106A
- Authority
- CN
- China
- Prior art keywords
- self
- piston
- damper
- isolation system
- resetting
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000002955 isolation Methods 0.000 title claims abstract description 31
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 238000007906 compression Methods 0.000 claims description 10
- 230000006835 compression Effects 0.000 claims description 8
- 238000000034 method Methods 0.000 abstract description 11
- 230000008569 process Effects 0.000 abstract description 10
- 238000005265 energy consumption Methods 0.000 abstract description 3
- 238000006073 displacement reaction Methods 0.000 description 38
- 230000003068 static effect Effects 0.000 description 14
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 8
- 230000009471 action Effects 0.000 description 6
- 230000007423 decrease Effects 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000004033 plastic Substances 0.000 description 2
- 230000008439 repair process Effects 0.000 description 2
- 229910001209 Low-carbon steel Inorganic materials 0.000 description 1
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000009916 joint effect Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004810 polytetrafluoroethylene Substances 0.000 description 1
- 229920001343 polytetrafluoroethylene Polymers 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
Description
技术领域 technical field
本发明涉及梁桥防震技术领域，具体涉及一种用于梁桥隔震系统的自复位摩擦阻尼器。 The invention relates to the field of anti-seismic technology of girder bridges, in particular to a self-resetting friction damper used in an anti-seismic system of girder bridges.
背景技术 Background technique
目前国内外关于梁桥隔震系统的研究已经证明隔震能够有效的降低桥墩受到的水平惯性力，从而减小其截面弯矩和剪力，避免了其弯曲或剪切破坏。但目前的梁桥隔震系统一般存在以下几个问题： At present, domestic and foreign studies on beam bridge seismic isolation systems have proved that seismic isolation can effectively reduce the horizontal inertial force on bridge piers, thereby reducing its section bending moment and shear force, and avoiding its bending or shear failure. However, the current girder bridge isolation system generally has the following problems:
（1）隔震系统在小震时不发挥作用，当遇到中、大震时才能启用隔震系统，隔震系统一般是待剪力销钉的剪断或防震挡块破坏后才开始发挥作用，震后需更换隔震系统的相关部件，这就造成了震后修复费用的增加。 (1) The seismic isolation system does not work during small earthquakes. The seismic isolation system can only be activated when encountering moderate or large earthquakes. The seismic isolation system generally does not start to function until the shear pins are cut or the shockproof blocks are broken. Relevant components of the seismic isolation system need to be replaced after the earthquake, which increases the cost of post-earthquake repairs.
（2）目前梁桥隔震系统的耗能一般采用摩擦力耗能，为增大其耗能能力一般将摩擦力设计的较大，但该摩擦力在地震结束后需要复位时仍然存在，阻止了上部结构的复位。 (2) At present, the energy consumption of beam bridge isolation systems generally adopts frictional energy dissipation. In order to increase its energy dissipation capacity, the frictional force is generally designed to be larger. However, this frictional force still exists when it needs to be reset after the earthquake, preventing Reset of the superstructure.
（3）部分隔震装置利用软钢进入塑性状态后在反复荷载作用下具有的耗能能力实现耗能，但这种材料的耗能装置不具有自复位功能。 (3) Part of the seismic isolation device uses the energy dissipation capacity of mild steel under repeated loads to achieve energy dissipation after entering the plastic state, but the energy dissipation device of this material does not have a self-resetting function.
发明内容 Contents of the invention
本发明的目的在于针对现有技术中的缺陷而提供一种兼具耗能能力和自复位功能的阻尼器，该装置能够使上部结构偏离平衡位置时具有摩擦力实现耗能，而在恢复到平衡位置的过程中不具有摩擦力，减小复位阻力，并且整个过程中阻尼器的各个构件均处于弹性范围内，从而有效克服了现有技术存在的一系列问题。 The object of the present invention is to provide a damper with both energy dissipation capability and self-resetting function in view of the defects in the prior art. This device can cause the upper structure to have friction to realize energy dissipation when it deviates from the equilibrium position, and when it returns to the There is no friction force during the process of the equilibrium position, reducing the reset resistance, and all the components of the damper are within the elastic range during the whole process, thus effectively overcoming a series of problems existing in the prior art.
本发明所采用的技术方案如下： The technical scheme adopted in the present invention is as follows:
用于梁桥隔震系统的自复位摩擦阻尼器，包括阻尼器缸、摩擦装置、第一弹性装置、第二弹性装置、活塞和导向杆；导向杆贯穿整个阻尼器缸，活塞沿导向杆左右活动并且分别通过第一弹性装置和第二弹性装置与阻尼器缸的左右壁连接；摩擦装置和阻尼器缸的上下壁活动连接，而活塞通过连接斜杆与摩擦装置连接，连接斜杆与活塞之间设有限位装置。 The self-resetting friction damper used in the beam isolation system includes a damper cylinder, a friction device, a first elastic device, a second elastic device, a piston and a guide rod; the guide rod runs through the entire damper cylinder, and the piston runs along the guide rod left and right It is movable and connected to the left and right walls of the damper cylinder through the first elastic device and the second elastic device respectively; the friction device is movably connected to the upper and lower walls of the damper cylinder, and the piston is connected to the friction device through a connecting slant rod, which connects the slant rod to the piston There is a limit device between them.
为了方便安装，便于使用，所述摩擦装置为摩擦片，所述限位装置为限位螺杆。 In order to facilitate installation and use, the friction device is a friction plate, and the limiting device is a limiting screw.
为便于梁桥隔震系统使用自复位摩擦阻尼器，所述阻尼器缸通过拉杆与梁桥的混凝土盖梁连接；所述活塞通过拉杆与梁桥的混凝土主梁连接。 In order to facilitate the use of the self-resetting friction damper in the girder bridge seismic isolation system, the damper cylinder is connected with the concrete cover beam of the girder bridge through a tie rod; the piston is connected with the concrete main girder of the girder bridge through a tie rod.
为了更好的实现阻尼器的自复位功能，所述第一弹性装置为受压弹簧，所述受压弹簧围绕导向杆设置并且与阻尼器缸的右壁连接；所述第二弹性装置为受拉弹簧，所述受拉弹簧围绕导向杆设置并且与阻尼器缸的左壁连接；所述导向杆至少设有两个，对应每个导向杆，活塞的左右都设有受拉弹簧和受压弹簧；所述阻尼器缸的上下壁对称设有多个摩擦装置，对应每个摩擦装置的连接斜杆和限位装置都需要等长设置。 In order to better realize the self-resetting function of the damper, the first elastic device is a compressed spring, which is arranged around the guide rod and connected with the right wall of the damper cylinder; the second elastic device is a compressed spring. Tension spring, the tension spring is arranged around the guide rod and connected with the left wall of the damper cylinder; the guide rod is provided with at least two, corresponding to each guide rod, the left and right sides of the piston are provided with a tension spring and a pressure spring. Spring; the upper and lower walls of the damper cylinder are symmetrically provided with a plurality of friction devices, and the connecting oblique rods and limit devices corresponding to each friction device need to be set with equal lengths.
为了便于活塞活动时增大摩擦力，所述连接斜杆与摩擦装置及活塞的连接处可自由转动。 In order to increase the frictional force when the piston moves, the connection between the connecting oblique rod, the friction device and the piston can rotate freely.
为了便于本发明应用到梁桥隔震系统，所述拉杆与梁桥主体连接时，两者之间还要设置钢绞线，所述拉杆只承受拉力。 In order to facilitate the application of the present invention to the girder bridge seismic isolation system, when the tie rod is connected to the main body of the girder bridge, a steel strand is arranged between the two, and the tie rod only bears tension.
当阻尼器的活塞在外力作用下发生向右的位移时，连接斜杆与活塞的夹角变大，则推动摩擦片向阻尼器缸壁靠近，当摩擦片与缸壁之间的接触压力达到设计压力时，限位螺杆阻止夹角的进一步增加，使得摩擦片与缸壁之间的接触压力达到最大值，此时摩擦片与缸壁之间产生静摩擦力，当外力大于该静摩擦力时，摩擦片与缸壁之间的摩擦力转变为滑动摩擦力，当活塞达到右侧最大位移时，活塞不再移动，外力全部由缸壁承担。此时如果外力撤除，则活塞在受拉弹簧和受压弹簧的共同作用下有向左移动的趋势，且此时连接斜杆与活塞之间的夹角变小，摩擦片与缸壁脱离，摩擦力消失，则活塞向左移动。直到活塞达到左侧位移最大值，这一过程中从平衡位置向左移动再返回到平衡位置的拉力位移曲线如图3所示，其中： When the piston of the damper is displaced to the right under the action of external force, the angle between the connecting oblique rod and the piston becomes larger, and the friction plate is pushed closer to the cylinder wall of the damper. When the contact pressure between the friction plate and the cylinder wall reaches At the design pressure, the limit screw prevents the further increase of the included angle, so that the contact pressure between the friction plate and the cylinder wall reaches the maximum value. At this time, a static friction force is generated between the friction plate and the cylinder wall. When the external force is greater than the static friction force, The friction force between the friction plate and the cylinder wall is converted into sliding friction force. When the piston reaches the maximum displacement on the right side, the piston will no longer move, and all external forces are borne by the cylinder wall. At this time, if the external force is removed, the piston tends to move to the left under the joint action of the tension spring and the compression spring, and at this time, the angle between the connecting oblique rod and the piston becomes smaller, and the friction plate is separated from the cylinder wall. The friction force disappears, and the piston moves to the left. Until the piston reaches the maximum displacement on the left side, the tension-displacement curve of moving from the equilibrium position to the left and returning to the equilibrium position during this process is shown in Figure 3, where:
OA段：此时外力小于最大静摩擦力，活塞无相对缸壁的位移，这一阶段的位移是由阻尼器左侧的拉杆由于受力伸长引起的，线段OA的斜率等于阻尼器左侧拉杆的抗拉截面模量EA。 Section OA: At this time, the external force is less than the maximum static friction force, and the piston has no displacement relative to the cylinder wall. The displacement at this stage is caused by the elongation of the tie rod on the left side of the damper due to the force, and the slope of the line segment OA is equal to the left tie rod of the damper. The tensile section modulus EA.
AB段：A点的拉力等于阻尼器的最大静摩擦力，当外力继续增加时，摩擦力变为滑动摩擦力并保持为恒定值，此时活塞受到的力有两部分，一部分为滑动摩擦力，一部分为拉压弹簧对活塞的力，且线段AB段的斜率等于拉压弹簧的弹性系数k1+k2，且k1+k2远小于阻尼器左侧拉杆的抗拉截面模量EA。这一阶段的位移主要为活塞相对缸壁的位移。 Section AB: The pulling force at point A is equal to the maximum static friction force of the damper. When the external force continues to increase, the friction force becomes sliding friction force and remains constant. At this time, the force on the piston has two parts, one part is sliding friction force, and the other is sliding friction force. Part of it is the force of the tension-compression spring on the piston, and the slope of the line segment AB is equal to the elastic coefficient k 1 +k 2 of the tension-compression spring, and k 1 +k 2 is much smaller than the tensile section modulus EA of the left tie rod of the damper. The displacement at this stage is mainly the displacement of the piston relative to the cylinder wall.
BC段：当活塞位移达到左侧做大位移时，外力逐渐撤除，此时活塞无相对缸壁的位移，这一阶段的位移为阻尼器左侧的拉杆拉力变小产生的恢复位移。 Section BC: When the displacement of the piston reaches the maximum displacement on the left side, the external force is gradually removed. At this time, the piston has no displacement relative to the cylinder wall. The displacement at this stage is the recovery displacement caused by the decrease of the pulling force of the tie rod on the left side of the damper.
CO段：C点的力等于活塞由左侧最大位移移动到右侧最大位移时弹簧产生的力，当外力继续撤除时，活塞在弹簧的恢复力作用下向左移动，直到左侧最大位移。 Section CO: The force at point C is equal to the force generated by the spring when the piston moves from the maximum displacement on the left to the maximum displacement on the right. When the external force continues to be removed, the piston moves to the left under the restoring force of the spring until it reaches the maximum displacement on the left.
通过上述过程可见，虽然AB段也有斜率，但该斜率远小于OA段的斜率，可以忽略不计，则这一装置类似于一个理想的弹塑性装置，且具有自复位功能，并且工作阶段装置的各个部分均处于弹性范围，因此图3的F—S曲线具有可重复性，不会像弹塑性材料那样具有残余位移。总之，该阻尼器具有“当活塞向右移动时具有摩擦力，当活塞向左移动时无摩擦力”的功能。 Through the above process, it can be seen that although the AB segment also has a slope, the slope is much smaller than that of the OA segment and can be ignored. This device is similar to an ideal elastic-plastic device and has a self-resetting function. Some of them are in the elastic range, so the F-S curve in Figure 3 is repeatable and will not have residual displacement like elastoplastic materials. In short, the damper has the function of "friction when the piston moves to the right and no friction when the piston moves to the left".
本发明相对于现有技术具有如下优点或有益的效果： Compared with the prior art, the present invention has the following advantages or beneficial effects:
1、本发明的结构简单实用，兼具耗能能力和自复位功能，能够使上部结构偏离平衡位置时产生摩擦力实现耗能，而恢复到平衡位置的过程中不产生摩擦力，减小复位阻力，并且整个过程中阻尼器的各个构件均处于弹性范围内，不容易损坏，减少的维修成本，提高了使用年限。 1. The structure of the present invention is simple and practical, and has both energy dissipation capability and self-resetting function. It can cause friction force to consume energy when the upper structure deviates from the equilibrium position, and no friction force is generated during the process of returning to the equilibrium position, reducing reset Resistance, and all components of the damper are in the elastic range during the whole process, which is not easy to damage, reduces maintenance costs, and improves the service life.
2、本发明的活塞两头分别连接受拉弹簧和受压弹簧，提高了结构本身的自复位能力。 2. The two ends of the piston of the present invention are respectively connected with a tension spring and a compression spring, which improves the self-resetting ability of the structure itself.
3、本发明的活塞与连接斜杆之间设置了限位螺杆，保证了活塞偏移时产生较大的摩擦力耗能，复位时不产生摩擦力，结构简单，功能强大。 3. A limiting screw is set between the piston and the connecting inclined rod in the present invention, which ensures that a large frictional force consumes energy when the piston is offset, and no frictional force is generated when the piston is reset. The structure is simple and the function is powerful.
4、本发明的阻尼器缸中部设有多个导向杆，保证了活塞运动只发生水平方向的偏移和复位，提高了梁桥的抗震性能。 4. The middle part of the damper cylinder of the present invention is provided with a plurality of guide rods, which ensures that the piston movement only shifts and resets in the horizontal direction, and improves the anti-seismic performance of the beam bridge.
5、本发明在实际使用当中能够左右对称设置，无论左右那个方向受到外力产生偏移后都能够轻松的复位，大大提高了梁桥的防震，减震性能，结构设计简单，实用性较高。 5. The present invention can be symmetrically arranged left and right in actual use, and can be easily reset no matter which direction is offset by external force, which greatly improves the shockproof and shock absorption performance of the girder bridge. The structure design is simple and the practicability is high.
附图说明 Description of drawings
图1为本发明的阻尼器结构示意图； Fig. 1 is the structural representation of damper of the present invention;
图2为本发明在梁桥隔震系统中的应用示意图； Fig. 2 is the application schematic diagram of the present invention in the girder bridge seismic isolation system;
图3为本发明工作时的拉力位移曲线图； Fig. 3 is the pulling force displacement curve figure when the present invention works;
图4为自复位摩擦阻尼器的梁桥隔震系统简化图； Fig. 4 is a simplified diagram of a girder bridge isolation system with a self-resetting friction damper;
图5为简化的梁桥隔震系统各状态F-S曲线图。 Fig. 5 is a simplified F-S curve diagram of each state of the beam-bridge isolation system.
具体实施方式 detailed description
以下结合附图，对本发明的用于梁桥隔震系统的自复位摩擦阻尼器做进一步的详细说明。 The self-resetting friction damper used in the girder bridge seismic isolation system of the present invention will be further described in detail below in conjunction with the accompanying drawings.
如图1所示，本发明的用于梁桥隔震系统的自复位摩擦阻尼器，包括阻尼器缸1、多组上下对称设置的摩擦装置2、第一弹性装置3、第二弹性装置4、活塞7和两个导向杆8。两个导向杆8贯穿整个阻尼器缸1，活塞7沿导向杆8左右活动并且分别通过第一弹性装置3和第二弹性装置4与阻尼器缸1的左右壁连接；摩擦装置2和阻尼器缸1的上下壁活动连接，活塞7通过连接斜杆5与摩擦装置2连接，其中，摩擦装置2优选摩擦片，并且连接斜杆5与活塞7之间设有限位装置6，限位装置6优选限位螺杆；连接斜杆5与摩擦装置2及活塞7的连接处可自由转动；第一弹性装置3使用受压弹簧，受压弹簧围绕导向杆8设置并且与阻尼器缸1的右壁连接；第二弹性装置4使用受拉弹簧，受拉弹簧围绕导向杆8设置并且与阻尼器缸1的左壁连接。 As shown in Figure 1, the self-resetting friction damper used in the girder bridge seismic isolation system of the present invention includes a damper cylinder 1, multiple groups of friction devices 2 arranged symmetrically up and down, a first elastic device 3, and a second elastic device 4 , Piston 7 and two guide rods 8. Two guide rods 8 run through the entire damper cylinder 1, and the piston 7 moves left and right along the guide rods 8 and is connected to the left and right walls of the damper cylinder 1 through the first elastic device 3 and the second elastic device 4 respectively; the friction device 2 and the damper The upper and lower walls of the cylinder 1 are movably connected, and the piston 7 is connected to the friction device 2 through the connecting oblique rod 5, wherein the friction device 2 is preferably a friction plate, and a limiting device 6 is arranged between the connecting oblique rod 5 and the piston 7, and the limiting device 6 The preferred limit screw; the connection between the inclined rod 5 and the friction device 2 and the piston 7 can rotate freely; the first elastic device 3 uses a compressed spring, which is arranged around the guide rod 8 and connected to the right wall of the damper cylinder 1 Connection; the second elastic device 4 uses a tension spring, which is arranged around the guide rod 8 and connected with the left wall of the damper cylinder 1 .
本发明在用于梁桥防震系统时，阻尼器缸1通过拉杆9与梁桥的混凝土盖梁连接；活塞7通过拉杆9与梁桥的混凝土主梁连接；拉杆9与梁桥主体连接时，两者之间还要设置钢绞线，拉杆9只承受拉力。 When the present invention is used in the anti-vibration system of the girder bridge, the damper cylinder 1 is connected with the concrete cover beam of the girder bridge through the tie rod 9; the piston 7 is connected with the concrete main girder of the girder bridge through the pull rod 9; Steel strand will also be set between the two, and pull bar 9 only bears the pulling force.
如图2所示，具自复位摩擦阻尼器的梁桥隔震系统主要由钢绞线27、自复位摩擦阻尼器25和聚四氟乙烯滑板支座26组成，还包括混凝土主梁21，混凝土盖梁22，混凝土桥墩23，锚固块24，。该系统能够在小震时保证桥墩与上部结构无相对位移，对梁桥的后续使用不造成任何影响，在中震或大震作用下发生可人为控制的相对位移，从而减少下部结构传至上部结构的地震力，有效防止桥墩发生剪切或弯曲破坏及上部结构的横向落梁。当地震停止时上下部结构的相对位移在该系统的作用下又可以恢复，以此降低震后梁桥的修复费用。 As shown in Figure 2, the beam isolation system with self-resetting friction dampers is mainly composed of steel strands 27, self-resetting friction dampers 25 and PTFE slide bearings 26, and also includes concrete main girders 21, concrete Cover beam 22, concrete pier 23, anchor block 24,. The system can ensure that there is no relative displacement between the pier and the superstructure during a small earthquake, and will not have any impact on the subsequent use of the girder bridge. Under the action of a moderate earthquake or a large earthquake, there will be a relative displacement that can be controlled artificially, thereby reducing the transmission of the substructure to the superstructure. The seismic force of the structure can effectively prevent the shear or bending damage of the bridge pier and the lateral drop of the superstructure. When the earthquake stops, the relative displacement of the upper and lower structures can be recovered under the action of the system, so as to reduce the repair cost of the beam bridge after the earthquake.
对图2所示的具自复位摩擦阻尼器的梁桥隔震系统，如果将上部结构简化为一个集中质量，盖梁用一固定装置代替，则该系统可简化为如图4所示的单自由度振动结构体系。 For the girder bridge seismic isolation system with self-resetting friction dampers shown in Figure 2, if the superstructure is simplified as a concentrated mass, and the cover beam is replaced by a fixing device, the system can be simplified as a single unit as shown in Figure 4 degrees of freedom for vibrating structural systems.
1、平衡状态 1. Balanced state
图4所示状态即为结构的平衡状态，此时两侧钢绞线的拉力等于零。且此时阻尼器A活塞位于左侧最大位移处，阻尼器B活塞位于右侧最大位移处。 The state shown in Figure 4 is the equilibrium state of the structure, at this time the tension of the steel strands on both sides is equal to zero. And at this time, the damper A piston is located at the maximum displacement on the left, and the damper B piston is located at the maximum displacement on the right.
2、集中质量由平衡位置发生向左的位移 2. The concentrated mass is displaced to the left from the equilibrium position
此时钢绞线Ⅱ拉力仍然为零，而钢绞线Ⅲ的拉力逐渐大于零，则阻尼器B摩擦片与缸壁之间有静摩擦力，因此当钢绞线Ⅲ的拉力小于阻尼器B摩擦片与缸壁之间的静摩擦力时，活塞不动，当该位移继续增大时，活塞开始滑动，静摩擦力变为滑动摩擦力，此时钢绞线Ⅲ的拉力保持不变。 At this time, the tensile force of steel strand II is still zero, and the tensile force of steel strand III is gradually greater than zero, so there is static friction between the friction plate of damper B and the cylinder wall, so when the tensile force of steel strand III is less than the friction of damper B When the static friction between the plate and the cylinder wall, the piston does not move. When the displacement continues to increase, the piston starts to slide, and the static friction becomes sliding friction. At this time, the tension of the steel strand III remains unchanged.
3、集中质量由左侧最大位移处向平衡位置发生位移 3. The concentrated mass is displaced from the maximum displacement on the left to the equilibrium position
此时钢绞线Ⅲ的拉力逐渐减小，且阻尼器B摩擦片与缸壁之间有静摩擦力，当集中质量达到平衡位置时，钢绞线Ⅲ拉力为零，此时阻尼器B摩擦片与缸壁之间无摩擦力，阻尼器B活塞在受拉和受压弹簧的作用下与集中质量同步向右移动达到该阻尼器右侧最大位移。并且在这一过程中阻尼器A无变化。 At this time, the tension of steel strand III gradually decreases, and there is static friction between the friction plate of damper B and the cylinder wall. When the concentrated mass reaches the equilibrium position, the tension of steel strand III is zero. At this time, the friction plate of damper B There is no friction with the cylinder wall, and the damper B piston moves to the right synchronously with the concentrated mass under the action of the tension and compression springs to reach the maximum displacement on the right side of the damper. And there is no change in damper A during this process.
4、集中质量由平衡位置向右侧最大位移处移动 4. The concentrated mass moves from the equilibrium position to the maximum displacement position on the right side
此时钢绞线Ⅲ拉力仍然为零，而钢绞线Ⅱ的拉力逐渐大于零，则阻尼器A摩擦片与缸壁之间有静摩擦力，因此当钢绞线Ⅱ的拉力小于阻尼器A摩擦片与缸壁之间的静摩擦力时，活塞不动，当该位移继续增大时，活塞开始滑动，静摩擦力变为滑动摩擦力，此时钢绞线Ⅱ的拉力保持不变。 At this time, the tensile force of steel strand III is still zero, and the tensile force of steel strand II is gradually greater than zero, so there is static friction between the friction plate of damper A and the cylinder wall, so when the tensile force of steel strand II is less than the friction of damper A When the static friction between the plate and the cylinder wall, the piston does not move. When the displacement continues to increase, the piston starts to slide, and the static friction becomes sliding friction. At this time, the tension of the steel strand II remains unchanged.
5、集中质量由右侧最大位移处向平衡位置发生位移 5. The concentrated mass is displaced from the maximum displacement position on the right side to the equilibrium position
此时钢绞线Ⅱ的拉力逐渐减小，且阻尼器A摩擦片与缸壁之间有静摩擦力，当集中质量达到平衡位置时，钢绞线Ⅱ拉力为零，此时阻尼器A摩擦片与缸壁之间无摩擦力，阻尼器A活塞在受拉和受压弹簧的作用下与集中质量同步向右移动达到该阻尼器右侧最大位移。并且在这一过程中阻尼器B无变化。 At this time, the tension of steel strand II gradually decreases, and there is static friction between the friction plate of damper A and the cylinder wall. When the concentrated mass reaches the equilibrium position, the tension of steel strand II is zero. At this time, the friction plate of damper A There is no friction with the cylinder wall, and the damper A piston moves to the right synchronously with the concentrated mass under the action of the tension and compression springs to reach the maximum displacement on the right side of the damper. And there is no change in damper B during this process.
上述第2、3、4、5步骤的F-S曲线如图5所示。 The F-S curves of the above-mentioned 2nd, 3rd, 4th, 5th steps are shown in Figure 5.
6、集中质量在任意位置处地震停止 6. Concentrated mass stops the earthquake at any position
此时相当于集中质量在平衡位置的左侧或右侧突然停止，假定停在平衡位置左侧，此时阻尼器A的活塞位于其左侧最大位置处且钢绞线Ⅱ及受拉、受压弹簧的力为零，阻尼器B活塞位于其右侧最大位移的左侧，且受拉、受压弹簧对活塞有向右的恢复力，钢绞线Ⅲ拉力等于阻尼器B静摩擦力。则集中质量会在钢绞线Ⅲ拉力作用下向右发生微小位移，使得钢绞线Ⅲ的拉力逐渐减小，当该拉力小于阻尼器B拉压弹簧恢复力时，活塞及集中质量在弹簧恢复力作用下向右移动，直到集中质量达到平衡位置，即集中质量具有自复位功能。 At this time, it is equivalent to the sudden stop of the concentrated mass on the left or right side of the equilibrium position. Suppose it stops on the left side of the equilibrium position. The force of the compression spring is zero, the piston of the damper B is located on the left side of the maximum displacement on the right side, and the tensioned and compressed spring has a rightward restoring force on the piston, and the tension of the steel strand III is equal to the static friction of the damper B. Then the concentrated mass will have a small displacement to the right under the tension of the steel strand III, so that the tension of the steel strand III gradually decreases. Under the action of force, it moves to the right until the concentrated mass reaches the equilibrium position, that is, the concentrated mass has a self-resetting function.
总之，当梁桥结构遭遇小震作用时，墩顶水平位移较小，对上部结构的水平力也较小，可以通过调整阻尼器中限位螺杆来调整阻尼器的静摩擦力，使得小震作用下上部结构与墩顶无相对位移，当遇到中震或大震时，墩顶水平位移较大，此时该装置可以使墩顶与上部结构之间发生相对位移，及墩顶有水平位移，而上部结构不随墩顶发生位移，从而减小上部结构的水平加速度，减小墩顶受到的水平惯性力使其处于弹性范围，并且在墩顶与上部结构发生相对位移的过程中通过摩擦力实现耗能，从而避免或减小桥墩的破坏。当地震停止时，该装置又可以将上部结构与墩顶的相对位移减小至零，达到自复位功能。 In short, when the girder bridge structure encounters a small earthquake, the horizontal displacement of the pier top is small, and the horizontal force on the superstructure is also small. The static friction of the damper can be adjusted by adjusting the limit screw in the damper, so that under the small earthquake There is no relative displacement between the upper structure and the top of the pier. When a moderate earthquake or a large earthquake occurs, the horizontal displacement of the top of the pier is relatively large. At this time, the device can cause a relative displacement between the top of the pier and the top of the pier, and there is a horizontal displacement of the top of the pier. The superstructure does not displace with the top of the pier, thereby reducing the horizontal acceleration of the superstructure, reducing the horizontal inertial force on the top of the pier so that it is in the elastic range, and achieving relative displacement between the top of the pier and the superstructure through friction. Energy consumption, so as to avoid or reduce the damage of pier. When the earthquake stops, the device can reduce the relative displacement between the superstructure and the top of the pier to zero, achieving the self-resetting function.
以上所述仅为本发明的较佳实施例而已，并不用以限制本发明，凡在本发明的精神和原则之内所作的任何修改、等同替换和改进等，均应包含在本发明的保护范围之内。 The above descriptions are only preferred embodiments of the present invention, and are not intended to limit the present invention. Any modifications, equivalent replacements and improvements made within the spirit and principles of the present invention should be included in the protection of the present invention. within range.
Claims (10)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610224695.0A CN105735106B (en) | 2016-04-12 | 2016-04-12 | Self-resetting frcition damper for bridge isolation system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610224695.0A CN105735106B (en) | 2016-04-12 | 2016-04-12 | Self-resetting frcition damper for bridge isolation system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105735106A true CN105735106A (en) | 2016-07-06 |
| CN105735106B CN105735106B (en) | 2018-04-03 |
Family
ID=56254049
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610224695.0A Expired - Fee Related CN105735106B (en) | 2016-04-12 | 2016-04-12 | Self-resetting frcition damper for bridge isolation system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105735106B (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109487703A (en) * | 2019-01-14 | 2019-03-19 | 兰州理工大学 | A kind of function separate type Self-resetting shock-absorption bridge and installation method |
| CN111411574A (en) * | 2020-01-16 | 2020-07-14 | 长江勘测规划设计研究有限责任公司 | Self-recovery damper capable of self-eliminating temperature effect |
| CN113392450A (en) * | 2021-06-07 | 2021-09-14 | 国能朔黄铁路发展有限责任公司 | Method, device and system for evaluating health state of railway pier |
| CN113958005A (en) * | 2021-11-01 | 2022-01-21 | 天津大学 | Piezoelectric variable friction damping system suitable for large-span space structure |
| CN114351570A (en) * | 2022-01-27 | 2022-04-15 | 北京交通大学 | Transverse equivalent TMD damping control system |
| CN114481821A (en) * | 2021-12-31 | 2022-05-13 | 安徽尚德科技有限公司 | Multidirectional viscous damping support |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002340085A (en) * | 2001-05-11 | 2002-11-27 | Toyo Tire & Rubber Co Ltd | Damping damper device |
| KR100927737B1 (en) * | 2007-11-29 | 2009-11-18 | 한국건설기술연구원 | Seismic strengthening composite system and seismic strengthening structure of building structure |
| CN203594125U (en) * | 2013-09-27 | 2014-05-14 | 西安建筑科技大学 | Self-resetting piezoelectric semi-active friction damper |
| CN203639798U (en) * | 2013-12-19 | 2014-06-11 | 清华大学 | Function-recoverable bridge |
| CN204372021U (en) * | 2014-12-03 | 2015-06-03 | 华侨大学 | Self-resetting friction-changing damper |
| CN105064531A (en) * | 2015-09-01 | 2015-11-18 | 北京交通大学 | Self-reset magnetic fluid damper |
| CN205501801U (en) * | 2016-04-12 | 2016-08-24 | 兰州理工大学 | A friction damper that restores to throne certainly for beam bridge shock isolation system |
-
2016
- 2016-04-12 CN CN201610224695.0A patent/CN105735106B/en not_active Expired - Fee Related
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002340085A (en) * | 2001-05-11 | 2002-11-27 | Toyo Tire & Rubber Co Ltd | Damping damper device |
| KR100927737B1 (en) * | 2007-11-29 | 2009-11-18 | 한국건설기술연구원 | Seismic strengthening composite system and seismic strengthening structure of building structure |
| CN203594125U (en) * | 2013-09-27 | 2014-05-14 | 西安建筑科技大学 | Self-resetting piezoelectric semi-active friction damper |
| CN203639798U (en) * | 2013-12-19 | 2014-06-11 | 清华大学 | Function-recoverable bridge |
| CN204372021U (en) * | 2014-12-03 | 2015-06-03 | 华侨大学 | Self-resetting friction-changing damper |
| CN105064531A (en) * | 2015-09-01 | 2015-11-18 | 北京交通大学 | Self-reset magnetic fluid damper |
| CN205501801U (en) * | 2016-04-12 | 2016-08-24 | 兰州理工大学 | A friction damper that restores to throne certainly for beam bridge shock isolation system |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109487703A (en) * | 2019-01-14 | 2019-03-19 | 兰州理工大学 | A kind of function separate type Self-resetting shock-absorption bridge and installation method |
| CN111411574A (en) * | 2020-01-16 | 2020-07-14 | 长江勘测规划设计研究有限责任公司 | Self-recovery damper capable of self-eliminating temperature effect |
| CN113392450A (en) * | 2021-06-07 | 2021-09-14 | 国能朔黄铁路发展有限责任公司 | Method, device and system for evaluating health state of railway pier |
| CN113958005A (en) * | 2021-11-01 | 2022-01-21 | 天津大学 | Piezoelectric variable friction damping system suitable for large-span space structure |
| CN114481821A (en) * | 2021-12-31 | 2022-05-13 | 安徽尚德科技有限公司 | Multidirectional viscous damping support |
| CN114481821B (en) * | 2021-12-31 | 2024-03-19 | 安徽尚德科技有限公司 | Multidirectional viscous damping support |
| CN114351570A (en) * | 2022-01-27 | 2022-04-15 | 北京交通大学 | Transverse equivalent TMD damping control system |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105735106B (en) | 2018-04-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105735106B (en) | Self-resetting frcition damper for bridge isolation system | |
| CN1190573C (en) | Engineering structure multidimensional damping device | |
| CN104831621B (en) | Guide rail type anti-drawing high-damping rubber shock insulation support | |
| CN109235681B (en) | Assembled self-resetting prestressed concrete frame mild steel energy consumption low-damage node | |
| CN104314166B (en) | High-rise structural system of energy-dissipating shock-absorbing outrigger trusses connected by vertical viscous dampers | |
| Mazza | Displacement-based seismic design of hysteretic damped braces for retrofitting in-plan irregular rc framed structures | |
| CN104005489B (en) | A self-resetting energy-dissipating connection device and energy-dissipating shock absorbing method | |
| JP2016118008A (en) | Structural vibration control device, method for removing residual displacement of superstructure using the same and bridge reinforcement method | |
| CN205501801U (en) | A friction damper that restores to throne certainly for beam bridge shock isolation system | |
| CN109555009B (en) | Support and beam body shock absorption and insulation structure system and application thereof | |
| CN110453955A (en) | Anti-foreign matter anti-pull complex friction pendulum shock-isolation bearing | |
| CN206408835U (en) | A kind of dissipative member of the replaceable coupling beam of shear yielding type | |
| CN108999339A (en) | A kind of more limb square columns and its assembly method of built-in stem recoverable function | |
| CN108978446A (en) | A kind of Self-resetting energy-dissipation structure suitable for bridge | |
| CN107974926A (en) | A kind of self-balancing resets bridge aseismic devices | |
| CN112727220B (en) | Self-reset and synergistic seismic isolation column and its underground space structure system | |
| CN110485786A (en) | A kind of compound multiple friction-pendulum shock-insulation support of vertical energy dissipating resistance to plucking | |
| Zhang et al. | Hysteretic behavior and parametric studies of a self-centering shear wall with tension-compression disc spring devices | |
| Wang et al. | Shaking table test of a three-story frame with resilient variable friction braces | |
| CN107974925A (en) | A kind of two-way preloading bridge block | |
| US11739810B2 (en) | Bidirectional collapse-proof damper with macroscopic NPR structure and bridge structure having same | |
| CN205242248U (en) | Shape memory alloy cable shock mount | |
| CN105178466B (en) | A Self-resetting Steel Coupling Beam System Using Combined Tie Rods | |
| Gimenez et al. | Md. Seismic isolation of bridges: devices, common practices in Japan, and examples of application | |
| KR101193849B1 (en) | Steel plate damper for improving earthquake-proof efficiency |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180403 Termination date: 20200412 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |