CN113293880A - Buckling-restrained shear plate damper and design method thereof - Google Patents

Buckling-restrained shear plate damper and design method thereof Download PDF

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CN113293880A
CN113293880A CN202110721001.5A CN202110721001A CN113293880A CN 113293880 A CN113293880 A CN 113293880A CN 202110721001 A CN202110721001 A CN 202110721001A CN 113293880 A CN113293880 A CN 113293880A
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plate
buckling
damper
shear
straight
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门进杰
张智勇
王家琛
兰涛
齐松鑫
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Xian University of Architecture and Technology
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92Protection against other undesired influences or dangers
    • E04B1/98Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04HBUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021Bearing, supporting or connecting constructions specially adapted for such buildings

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Abstract

本发明公开了一种防屈曲剪切板阻尼器及其设计方法,包括波形防屈曲剪切耗能板、上端板和下端板;上下端板与波形防屈曲剪切耗能板通过焊接相互连接;波形防屈曲剪切耗能板由三段直板和两段曲板在横向上间隔分布依次连接组成。本防屈曲剪切板阻尼器中的曲板能够有效减轻面外屈曲,在上下端板发生沿耗能板强轴方向的相对位移情况下,耗能板的三段直板会发生平面内的剪切变形,两段曲板会发生平面外的弯曲变形,弯曲变形是沿着耗能板的强轴方向,将矩形钢板腹板中部大位移下发生的面外变形转变成沿着耗能板强轴的弯曲变形,从而减轻面外屈曲程度,提升耗能能力。本阻尼器具有面外屈曲程度小、延性好、耗能能力强等诸多优越性能,是一种理想的耗能元件。

Figure 202110721001

The invention discloses an anti-buckling shearing plate damper and a design method thereof. The damper comprises a corrugated anti-buckling shearing energy dissipation plate, an upper end plate and a lower end plate; the upper and lower end plates and the corrugated anti-buckling shearing energy dissipation plate are connected to each other by welding ; The corrugated anti-buckling shearing energy-dissipating plate is composed of three sections of straight plates and two sections of curved plates that are connected in sequence in the transverse direction. The curved plate in the anti-buckling shear plate damper can effectively reduce out-of-plane buckling. In the case of relative displacement of the upper and lower end plates along the direction of the strong axis of the energy-dissipating plate, the three-section straight plates of the energy-dissipating plate will undergo in-plane shearing. Shear deformation, the two sections of curved plates will have out-of-plane bending deformation. The bending deformation is along the direction of the strong axis of the energy-dissipating plate, and the out-of-plane deformation occurring under the large displacement of the middle of the rectangular steel plate web is transformed into a strong axis along the energy-dissipating plate. The bending deformation of the shaft can reduce the degree of out-of-plane buckling and improve the energy dissipation capacity. The damper has many superior properties such as small out-of-plane buckling, good ductility, and strong energy dissipation capacity, and is an ideal energy dissipation element.

Figure 202110721001

Description

一种防屈曲剪切板阻尼器及其设计方法A kind of anti-buckling shear plate damper and design method thereof

技术领域technical field

本发明属于建筑工程和结构工程抗震领域,具体涉及一种防屈曲剪切板阻尼器及其设计方法及应用。The invention belongs to the seismic field of construction engineering and structural engineering, and particularly relates to an anti-buckling shear plate damper and a design method and application thereof.

背景技术Background technique

地震会引起建筑结构的严重破坏,造成大量房屋破坏或倒塌,使人民生命财产蒙受巨大损失。为了减少地震给人们带来的巨大损失,近年来消能减震技术得到了迅速发展。在结构的节点、支撑、剪力墙、楼层空间、主附结构等部位设置阻尼器装置,通过阻尼器的弯曲、剪切、扭转变形来耗散地震能量,减少结构的地震反应,从而减轻结构的损伤程度,达到消能减震的效果。应用最为普遍的一类阻尼器是金属阻尼器。Earthquakes can cause serious damage to building structures, cause a large number of houses to be destroyed or collapse, and cause huge losses to people's lives and properties. In order to reduce the huge losses caused by earthquakes, the technology of energy dissipation and shock absorption has been developed rapidly in recent years. Damper devices are installed at the nodes, supports, shear walls, floor spaces, main attached structures and other parts of the structure to dissipate seismic energy through the bending, shearing and torsional deformation of the dampers, reducing the seismic response of the structure, thereby reducing the structure of the structure. The degree of damage to achieve the effect of energy dissipation and shock absorption. The most common type of damper is the metal damper.

一般金属剪切型阻尼器通过两种方式进行耗能,一种是通过耗能板剪切屈服耗能,另一种是通过耗能板弯曲屈服耗能。其中剪切钢板阻尼器是利用钢板平面内产生剪切弹塑性变形进行耗能减震,因其具有制作简单、耗能性能良好、初始刚度大、经济性好等优点被研究并应用于房屋和桥梁结构中。但研究发现,剪切钢板阻尼器在往复荷载作用下,随着剪切变形的增大,腹板易发生平面外屈曲,阻尼器的滞回曲线过早出现捏缩,致使其承载力和耗能能力下降并且很快发生破坏退出工作。Generally, metal shear dampers dissipate energy in two ways, one is to dissipate energy through shear yielding of the energy-dissipating plate, and the other is to dissipate energy through bending and yielding of the energy-dissipating plate. Among them, the shear steel plate damper uses shear elastic-plastic deformation in the plane of the steel plate for energy dissipation and shock absorption. Because of its advantages of simple production, good energy dissipation performance, large initial stiffness, and good economy, it has been studied and applied to houses and buildings. in the bridge structure. However, the study found that under the action of reciprocating load, the shear plate damper is prone to out-of-plane buckling with the increase of shear deformation, and the hysteresis curve of the damper is prematurely pinched, resulting in its bearing capacity and wear and tear. Decreased performance and soon broke out of work.

发明内容SUMMARY OF THE INVENTION

为了克服上述现有技术存在的问题,解决剪切钢板阻尼器腹板发生平面外屈曲致使其承载力和耗能能力下降问题,设计了一种防屈曲剪切板阻尼器,该阻尼器不仅具有优良的耗能性能,还能够有效降低剪切钢板的平面外屈曲现象,提高该阻尼器的耗能减震效果;同时使用高强螺栓与应用结构连接,易于安装与拆卸,可实现震后可更换功能。In order to overcome the above-mentioned problems in the prior art and solve the problem that the out-of-plane buckling of the shear steel plate damper causes its bearing capacity and energy dissipation capacity to decrease, an anti-buckling shear plate damper is designed, which not only has Excellent energy dissipation performance, can also effectively reduce the out-of-plane buckling phenomenon of sheared steel plates, and improve the energy dissipation and shock absorption effect of the damper; at the same time, high-strength bolts are used to connect with the application structure, which is easy to install and disassemble, and can be replaced after earthquakes Function.

为达到上述效果,本发明是通过以下技术方案实现的:In order to achieve the above-mentioned effects, the present invention is achieved through the following technical solutions:

本发明提供了一种防屈曲剪切板阻尼器的设计方法包括:The present invention provides a design method for an anti-buckling shear plate damper, comprising:

根据阻尼器实际布置位置和内力情况,确定弹性屈服荷载Py;根据实际布置位置尺寸设定阻尼器高厚比h/t;Determine the elastic yield load P y according to the actual arrangement position and internal force of the damper; set the height-to-thickness ratio h/t of the damper according to the size of the actual arrangement position;

根据弹性屈服荷载Py得到阻尼器截面面积A:The cross-sectional area A of the damper is obtained from the elastic yield load P y :

Figure BDA0003136510510000021
Figure BDA0003136510510000021

其中,fy为材料屈服应力,b为阻尼器长度,t为阻尼器板材厚度,α为放大系数;Among them, f y is the material yield stress, b is the length of the damper, t is the thickness of the damper plate, and α is the amplification factor;

根据虚功原理,计算阻尼器矩形截面的弹性刚度K:According to the principle of virtual work, calculate the elastic stiffness K of the rectangular section of the damper:

Figure BDA0003136510510000022
Figure BDA0003136510510000022

得到阻尼器矩形截面钢板的弹性屈服位移ΔyObtain the elastic yield displacement Δ y of the damper rectangular section steel plate:

Figure BDA0003136510510000023
Figure BDA0003136510510000023

其中,

Figure BDA0003136510510000024
分别为单位荷载P作用下的弯曲和剪切变形;E为弹性模量,ν为泊松比,k为截面切应力分布不均匀修正系数;in,
Figure BDA0003136510510000024
are the bending and shear deformations under the action of the unit load P, respectively; E is the elastic modulus, ν is the Poisson's ratio, and k is the correction factor for the uneven distribution of shear stress in the section;

将弹性屈服位移Δy乘以折减系数β得到弹性屈服位移:Multiply the elastic yield displacement Δy by the reduction factor β to obtain the elastic yield displacement:

Δy发=βΔy Δ y = βΔ y

检验Δy是否满足抗震层间侧移要求,若不满足则重新选择高厚比h/t,重新计算截面面积,直至满足要求。Check whether Δ y meets the seismic interlayer lateral displacement requirements. If not, re-select the height-to-thickness ratio h/t, and recalculate the cross-sectional area until the requirements are met.

本发明进而提供了一种防屈曲剪切板阻尼器,包括波形防屈曲剪切耗能板、上端板和下端板,上端板和下端板平行布置,在上端板和下端板之间垂直连接有波形防屈曲剪切耗能板;所述波形防屈曲剪切耗能板是由直板冷加工处理形成,由三段直板和两段曲板与上下端板平行方向间隔分布依次连接构成;三段直板分别布置在两端部和中部,两段曲板为半圆弧段,布置在中部直板段两侧,且圆弧开口方向相反。The present invention further provides an anti-buckling shear plate damper, comprising a wave-shaped anti-buckling shear energy dissipation plate, an upper end plate and a lower end plate, the upper end plate and the lower end plate are arranged in parallel, and a vertical connection between the upper end plate and the lower end plate is provided. Corrugated anti-buckling shearing energy-dissipating board; the corrugated anti-buckling shearing energy-dissipating board is formed by cold processing of straight plates, and consists of three sections of straight plates and two sections of curved plates and the upper and lower end plates are connected in sequence in parallel in the parallel direction; three sections of straight plates They are respectively arranged at the two ends and the middle, and the two curved plates are semi-circular arc segments, which are arranged on both sides of the straight plate segment in the middle, and the opening directions of the arcs are opposite.

作为优选,所述直板位于波形防屈曲剪切耗能板两端部和中部,曲板位于直板之间,为半圆弧段,两半圆弧段曲率半径大小一致。Preferably, the straight plates are located at both ends and the middle of the wave-shaped anti-buckling shearing energy-dissipating plate, and the curved plates are located between the straight plates, which are semi-circular arc segments, and the curvature radii of the two semi-circular arc segments are the same.

作为优选,位于中部的直板段宽度为两端部直板段宽度的一半。Preferably, the width of the straight plate segment located in the middle is half of the width of the straight plate segment at both ends.

作为优选,直板段长度与曲板直径尺寸比例为:直a:曲b:直c:曲b:直a=1:1:0.5:1:1。Preferably, the size ratio of the length of the straight plate segment to the diameter of the curved plate is: straight a: curved b: straight c: curved b: straight a=1:1:0.5:1:1.

作为优选,位于波形防屈曲剪切耗能板两端部和中部的直板和相邻于直板之间的半圆弧段曲板关于中部直板段的形心中心对称布置,且全截面剪力合力通过此形心。Preferably, the straight plates located at both ends and the middle of the wave-shaped anti-buckling shearing energy-dissipating plate and the semi-circular arc segment curved plates between the adjacent straight plates are symmetrically arranged with respect to the centroid center of the straight plate segment in the middle, and the resultant shear force of the full section is through this centroid.

作为优选,所述波形防屈曲剪切耗能板由一整块完整的直钢板经过冷加工而成,直板与曲板连接处以圆弧过渡。Preferably, the corrugated anti-buckling shearing energy-dissipating plate is cold-worked from a complete straight steel plate, and the connection between the straight plate and the curved plate is transitioned by an arc.

作为优选,所述波形防屈曲剪切耗能板与上端板和下端板采用焊接连接;上端板和下端板通过高强螺栓与应用结构相连。Preferably, the corrugated anti-buckling shearing energy dissipation plate is connected to the upper end plate and the lower end plate by welding; the upper end plate and the lower end plate are connected to the application structure through high-strength bolts.

作为优选,上端板和下端板采用Q345钢材;波形防屈曲剪切耗能板采用LY225或Q235钢材。Preferably, the upper end plate and the lower end plate are made of Q345 steel; the corrugated anti-buckling shear energy dissipation plate is made of LY225 or Q235 steel.

本发明的防屈曲剪切板阻尼器能够在剪力墙连梁和安置人字支撑于框架结构中应用。The anti-buckling shear plate damper of the present invention can be applied in the shear wall coupling beam and the arrangement of the herringbone support in the frame structure.

本发明防屈曲剪切板阻尼器可应用于框架结构中,上端板与框架梁相连,下端板与人字支撑相连,人字支撑下部与框架柱相连。防屈曲剪切板阻尼器的上端板和下端板均开有螺栓孔,可通过高强螺栓与应用结构相连。The anti-buckling shear plate damper of the present invention can be applied to the frame structure, the upper end plate is connected with the frame beam, the lower end plate is connected with the herringbone support, and the lower part of the herringbone support is connected with the frame column. The upper and lower end plates of the anti-buckling shear plate damper are provided with bolt holes, which can be connected to the application structure through high-strength bolts.

防屈曲剪切板阻尼器还可应用于剪力墙连梁中,安置于剪力墙连梁中部。连梁中预埋钢板与阻尼器上端板和下端板通过高强螺栓相连。The anti-buckling shear plate damper can also be used in the shear wall coupling beam, and is placed in the middle of the shear wall coupling beam. The pre-embedded steel plate in the coupling beam is connected with the upper and lower end plates of the damper through high-strength bolts.

与现有技术相比,本发明的有益效果体现在:Compared with the prior art, the beneficial effects of the present invention are embodied in:

本防屈曲剪切板阻尼器中直板主要通过发生沿强轴方向的剪切变形发挥耗能作用,曲板主要通过发生平面外的弯曲变形耗能,曲板能够有效减轻面外屈曲,在上下端板发生沿耗能板强轴方向的相对位移情况下,耗能板的三段直板会发生平面内的剪切变形,两段曲板会发生平面外的弯曲变形,弯曲变形是沿着耗能板的强轴方向,将矩形钢板腹板中部大位移下发生的面外变形转变成沿着耗能板强轴的弯曲变形,从而减轻面外屈曲程度,提升耗能能力。本阻尼器具有面外屈曲程度小、延性好、耗能能力强等诸多优越性能,是一种理想的耗能元件。In the anti-buckling shear plate damper, the straight plate mainly dissipates energy through shear deformation along the strong axis direction, and the curved plate mainly dissipates energy through out-of-plane bending deformation. When the relative displacement of the end plate along the strong axis of the energy dissipation plate occurs, the three straight plates of the energy dissipation plate will undergo in-plane shear deformation, and the two curved plates will undergo out-of-plane bending deformation. The direction of the strong axis of the energy plate transforms the out-of-plane deformation that occurs under the large displacement in the middle of the rectangular steel plate web into the bending deformation along the strong axis of the energy-dissipating plate, thereby reducing the degree of out-of-plane buckling and improving the energy dissipation capacity. The damper has many superior properties such as small out-of-plane buckling, good ductility, and strong energy dissipation capacity, and is an ideal energy dissipation element.

该结构具有以下优点:This structure has the following advantages:

1、该结构可以有效解决剪切钢板阻尼器在往复荷载作用下,腹板易发生平面外屈曲的问题。1. This structure can effectively solve the problem that the web is prone to out-of-plane buckling under the reciprocating load of the shear steel plate damper.

2、当阻尼器工作时,可以有效解决剪切钢板阻尼器延性不足,承载力下降突然且迅速的问题。2. When the damper is working, it can effectively solve the problem of insufficient ductility of the shear steel plate damper and sudden and rapid decline of the bearing capacity.

3、可以有效解决剪切钢板阻尼器的滞回曲线过早出现捏缩,耗能能力下降大并且很快发生破坏退出工作的问题。3. It can effectively solve the problems that the hysteresis curve of the shear steel plate damper appears pinch prematurely, the energy dissipation capacity drops greatly, and the damage and withdrawal from work occur soon.

4、可根据防屈曲剪切板阻尼器所应用的结构实际构件尺寸和结构层间位移角限值调整波形防屈曲剪切耗能板尺寸大小,使得其能够在不同的结构中达到理想目标。4. The size of the corrugated anti-buckling shearing energy-dissipating plate can be adjusted according to the actual structural member size and the displacement angle limit of the structure applied by the anti-buckling shear plate damper, so that it can achieve the ideal target in different structures.

5、防屈曲剪切板阻尼器能够实现地震集中损伤,震后快速更换,恢复建筑结构预定功能。5. The anti-buckling shear plate damper can realize concentrated earthquake damage, quickly replace it after the earthquake, and restore the predetermined function of the building structure.

附图说明Description of drawings

图1为本发明结构示意图;Fig. 1 is the structural representation of the present invention;

图2为波形防屈曲剪切耗能板几何参数确定图;Figure 2 is a diagram for determining the geometric parameters of the wave-shaped anti-buckling shear energy-dissipating plate;

图3为矩形钢板阻尼器直观图;Figure 3 is a visual diagram of a rectangular steel plate damper;

图4(a)、(b)、(c)分别为矩形钢板阻尼器几何参数、剪力、弯矩简化分析模型;Figure 4(a), (b), (c) are the simplified analytical models for the geometric parameters, shear force and bending moment of the rectangular steel plate damper;

图5(a)、(b)为本发明应用实例图;Fig. 5 (a), (b) are application example diagrams of the present invention;

图6为滞回曲线对比图;Figure 6 is a comparison diagram of hysteresis curves;

图7为骨架曲线对比图;Fig. 7 is a skeleton curve comparison diagram;

图8为等效粘滞阻尼比对比图;Figure 8 is a comparison diagram of the equivalent viscous damping ratio;

图9为累积总耗能对比图;Figure 9 is a comparison diagram of the cumulative total energy consumption;

图10为本发明加载至36.60mm平面外变形正视图;Figure 10 is a front view of the present invention loaded to 36.60mm out-of-plane deformation;

图11为矩形钢板阻尼器加载至27.64mm平面外变形正视图;Figure 11 is a front view of the rectangular steel plate damper loaded to 27.64mm out-of-plane deformation;

图12为本发明加载至27.64mm平面外变形正视图。Figure 12 is a front view of the present invention loaded to 27.64mm out-of-plane deformation.

图中:1-波形防屈曲剪切耗能板;2-直板;3-曲板;4-上端板;5-下端板;6-螺栓孔;7-波形防屈曲剪切耗能板。In the picture: 1-wave-shaped anti-buckling shearing energy plate; 2-straight plate; 3-curved plate; 4-upper end plate; 5-lower end plate; 6-bolt hole; 7-waveform anti-buckling shearing energy-dissipating plate.

具体实施方式Detailed ways

下面将结合附图以及具体实施例来详细说明本发明,在此本发明的示意性实施例以及说明用来解释本发明,但并不作为对本发明的限定。The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. The exemplary embodiments and descriptions of the present invention are used to explain the present invention, but are not intended to limit the present invention.

如图1所示,为本发明实施例提供的一种防屈曲剪切板阻尼器,包括波形防屈曲剪切耗能板1、上端板4和下端板5。上端板和下端板平行布置,在上端板4和下端板5之间设置有波形防屈曲剪切耗能板1,波形防屈曲剪切耗能板是由直板冷加工处理形成将波形防屈曲剪切耗能板1的顶端焊接于上端板4,底端焊接于下端板5。As shown in FIG. 1 , an anti-buckling shear plate damper provided in an embodiment of the present invention includes a wave-shaped anti-buckling shear energy dissipation plate 1 , an upper end plate 4 and a lower end plate 5 . The upper end plate and the lower end plate are arranged in parallel, and between the upper end plate 4 and the lower end plate 5, there is a corrugated anti-buckling shearing energy-dissipating plate 1. The top end of the energy dissipation plate 1 is welded to the upper end plate 4 , and the bottom end is welded to the lower end plate 5 .

波形防屈曲剪切耗能板1由三段直板2和两段曲板3在横向上间隔分布依次连接组成。可由一整块完整的直钢板经过冷加工处理而成,直板与曲板连接处做倒角处理。可最大限度降低钢板的初始缺陷,减轻初始缺陷对屈服强度的影响,两段曲板3的开口朝向相反,以实现最大化弯曲耗能能力。The corrugated anti-buckling shearing energy-dissipating plate 1 is composed of three sections of straight plates 2 and two sections of curved plates 3 which are connected in sequence at intervals in the transverse direction. It can be made of a complete straight steel plate through cold processing, and the connection between the straight plate and the curved plate is chamfered. The initial defect of the steel plate can be minimized, and the influence of the initial defect on the yield strength can be reduced. The openings of the two sections of the curved plate 3 are opposite to maximize the bending energy dissipation capacity.

在本发明的一个实例中,直板2有三段,其中中间直板2段长度为两端直板2段长度的一半;曲板3有两段,为半圆弧段,曲率半径大小一致,且圆弧开口方向相反;三段直板分别布置在两端部和中部。三段直板2和两段曲板3关于中间直板的形心中心对称布置,且全截面剪力合力通过此形心。采用参数限制参见图2为波形防屈曲剪切耗能板几何参数确定图,三段直板2长度与两段曲板3外表面直径尺寸比例为:直a:曲b:直c:曲b:直a=1:1:0.5:1:1。其中,上端板和下端板采用Q345钢材;波形防屈曲剪切耗能板采用LY225或Q235钢材。In an example of the present invention, the straight plate 2 has three sections, wherein the length of the middle straight plate 2 is half of the length of the straight plate 2 at both ends; the curved plate 3 has two sections, which are semi-circular arc sections, with the same radius of curvature and circular arc. The opening directions are opposite; the three straight plates are arranged at the two ends and the middle respectively. The three-section straight plate 2 and the two-section curved plate 3 are symmetrically arranged with respect to the centroid center of the middle straight plate, and the resultant shear force of the full section passes through this centroid. Refer to Fig. 2 for the determination of the geometric parameters of the corrugated anti-buckling shear energy dissipation plate for parameter restrictions. The ratio of the length of the three-section straight plate 2 to the outer surface diameter of the two-section curved plate 3 is: straight a: curved b: straight c: curved b: Straight a = 1:1:0.5:1:1. Among them, the upper end plate and the lower end plate are made of Q345 steel; the corrugated anti-buckling shear energy dissipation plate is made of LY225 or Q235 steel.

本发明的波形防屈曲剪切耗能板1是通过一块完整的矩形板经过冷加工处理而来,所以本发明的简化分析模型采用等高厚比h/t等长度b的矩形钢板阻尼器推导其理论屈服荷载和屈服位移,如图4(a)-(c)所示,为矩形截面钢板阻尼器几何参数和简化分析模型。横截面最大切应力根据材料力学可得:The corrugated anti-buckling shearing energy-dissipating plate 1 of the present invention is obtained by cold processing a complete rectangular plate, so the simplified analysis model of the present invention uses a rectangular steel plate damper with equal height-thickness ratio h/t and equal length b to derive its The theoretical yield load and yield displacement, as shown in Fig. 4(a)-(c), are the geometric parameters and simplified analytical model of the rectangular-section steel plate damper. The maximum shear stress of the cross section can be obtained according to the mechanics of materials:

Figure BDA0003136510510000061
Figure BDA0003136510510000061

式中τmax为横截面最大切应力;Py为横截面处剪力;A=t×b为横截面面积。where τ max is the maximum shear stress of the cross section; P y is the shear force at the cross section; A=t×b is the area of the cross section.

由mises屈服准则:Yield Criterion by Mises:

Figure BDA0003136510510000062
Figure BDA0003136510510000062

当截面中部切应力最大时,正应力为零,此时可看做纯剪状态,可得:When the shear stress in the middle of the section is the largest, the normal stress is zero, which can be regarded as a pure shear state, and it can be obtained:

Figure BDA0003136510510000071
Figure BDA0003136510510000071

式中σx、σy和σz为正应力,τxy、τyz和τzx为切应力;fy为材料屈服应力。由式(2)(3)得

Figure BDA0003136510510000072
再代入式(1)可得矩形截面钢板阻尼器的弹性屈服荷载为:where σ x , σ y and σ z are normal stress, τ xy , τ yz and τ zx are shear stress; f y is material yield stress. From formula (2)(3), we get
Figure BDA0003136510510000072
Substituting into equation (1) again, the elastic yield load of the rectangular section steel plate damper can be obtained as:

Figure BDA0003136510510000073
Figure BDA0003136510510000073

由虚功原理可得荷载作用下端部位移Δy,即:According to the principle of virtual work, the end displacement Δ y under the action of the load can be obtained, namely:

Figure BDA0003136510510000074
Figure BDA0003136510510000074

Figure BDA0003136510510000075
Figure BDA0003136510510000075

Figure BDA0003136510510000076
Figure BDA0003136510510000076

式中

Figure BDA0003136510510000077
分别为单位荷载P作用下的弯曲和剪切变形;I(z)为横截面惯性矩;E为弹性模量;k为截面切应力分布不均匀修正系数,矩形截面取k=1.2;
Figure BDA0003136510510000078
分别为单位力和单位荷载P作用下x处截面的弯矩;
Figure BDA0003136510510000079
分别为单位力和单位荷载P作用下x处截面剪力。in the formula
Figure BDA0003136510510000077
are the bending and shear deformations under the action of the unit load P, respectively; I(z) is the moment of inertia of the cross-section; E is the elastic modulus; k is the correction factor for uneven distribution of shear stress in the section, and k = 1.2 for the rectangular section;
Figure BDA0003136510510000078
are the bending moments of the section at x under the action of unit force and unit load P, respectively;
Figure BDA0003136510510000079
are the shear forces of the section at x under the action of unit force and unit load P, respectively.

将式(4)、(6)、(7)代入式(5)可得矩形截面钢板阻尼器的弹性屈服位移:Substituting equations (4), (6), and (7) into equation (5), the elastic yield displacement of the rectangular-section steel plate damper can be obtained:

Figure BDA00031365105100000710
Figure BDA00031365105100000710

式中ν为泊松比。where ν is Poisson's ratio.

由于本发明的波形防屈曲剪切耗能板1含有曲板3,纯剪切直板2耗能部分比矩形耗能钢板小,所以极限承载力低于矩形耗能钢板。所以设计本发明的截面尺寸时,需要将矩形截面钢板阻尼器的弹性屈服荷载和位移进行放大或折减。Since the corrugated anti-buckling shearing energy-dissipating plate 1 of the present invention contains a curved plate 3, and the energy-consuming part of the pure shearing straight plate 2 is smaller than that of the rectangular energy-dissipating steel plate, the ultimate bearing capacity is lower than that of the rectangular energy-dissipating steel plate. Therefore, when designing the section size of the present invention, it is necessary to enlarge or reduce the elastic yield load and displacement of the rectangular section steel plate damper.

根据表1模拟计算结果,矩形截面钢板阻尼器与本发明的弹性屈服荷载比为α=Py/Py发=1.88,刚度比为K/K=1.8,所以可推导出本发明的弹性屈服位移比

Figure BDA0003136510510000081
即将矩形截面钢板阻尼器的弹性屈服荷载乘以放大系数α=1.88,弹性屈服位移乘以折减系数β=0.96计算所得矩形板截面尺寸,然后加工成所述的波形防屈曲剪切耗能板1。According to the simulation calculation results in Table 1, the elastic yield load ratio of the rectangular section steel plate damper and the present invention is α=P y /P y = 1.88, and the stiffness ratio is K/K = 1.8, so the elasticity of the present invention can be deduced Yield displacement ratio
Figure BDA0003136510510000081
The elastic yield load of the rectangular section steel plate damper is multiplied by the amplification factor α = 1.88, and the elastic yield displacement is multiplied by the reduction coefficient β = 0.96 to calculate the section size of the rectangular plate, and then processed into the wave-shaped anti-buckling shear energy dissipation plate 1.

表1模拟计算具体数值表。Table 1 Simulation calculation specific numerical table.

表1Table 1

Figure BDA0003136510510000082
Figure BDA0003136510510000082

下面给出本发明防屈曲剪切板阻尼器的设计方法:The design method of the anti-buckling shear plate damper of the present invention is given below:

首先,根据阻尼器实际布置位置内力情况确定弹性屈服荷载Py,根据实际布置位置尺寸设定阻尼器高厚比h/t。First, the elastic yield load P y is determined according to the internal force of the actual arrangement position of the damper, and the height-to-thickness ratio h/t of the damper is set according to the size of the actual arrangement position.

其次,将此弹性屈服荷载Py乘以放大系数α=1.88,由公式

Figure BDA0003136510510000083
得到阻尼器长度b和截面面积A。Next, multiply this elastic yield load P y by the magnification factor α=1.88, by the formula
Figure BDA0003136510510000083
Obtain the damper length b and cross-sectional area A.

其中,fy为材料屈服应力,b为阻尼器长度,t为阻尼器板材厚度,α为放大系数。Among them, f y is the material yield stress, b is the length of the damper, t is the thickness of the damper plate, and α is the amplification factor.

然后根据虚功原理计算得矩形截面阻尼器弹性刚度

Figure BDA0003136510510000084
进而得到矩形截面钢板阻尼器的弹性屈服位移
Figure BDA0003136510510000091
Then, according to the principle of virtual work, the elastic stiffness of the rectangular section damper is calculated
Figure BDA0003136510510000084
Then the elastic yield displacement of the rectangular section steel plate damper is obtained
Figure BDA0003136510510000091

其中,

Figure BDA0003136510510000092
分别为单位荷载P作用下的弯曲和剪切变形;E为弹性模量,ν为泊松比,k为截面切应力分布不均匀修正系数。in,
Figure BDA0003136510510000092
are the bending and shear deformations under the action of the unit load P, respectively; E is the elastic modulus, ν is the Poisson's ratio, and k is the correction factor for the uneven distribution of shear stress in the section.

最后将弹性屈服位移Δy乘以折减系数β=0.96得到的本发明的弹性屈服位移Δy发=βΔy,检验Δy是否满足抗震层间侧移要求,若不满足则重新选择高厚比h/t,重新计算截面面积,直至满足。Finally, multiply the elastic yield displacement Δ y by the reduction coefficient β = 0.96 to obtain the elastic yield displacement Δ y = βΔ y of the present invention, and check whether Δ y satisfies the seismic inter-story lateral displacement requirements, if not, re-select the height and thickness Ratio h/t, recalculate the cross-sectional area until it is satisfied.

下面结合附图对本发明效果和应用做进一步说明。The effect and application of the present invention will be further described below in conjunction with the accompanying drawings.

参考图5(a)所示,为本发明应用实例图,应用结构为框架结构时,防屈曲剪切板阻尼器7可通过人字支撑安置于框架结构中,其中上端板4与框架梁相连,下端板5与人字支撑相连。参考图5(b)所示,应用结构为剪力墙连梁时,防屈曲剪切板阻尼器7可安置于剪力墙连梁中间部位,连梁中预埋钢板与上端板4和下端板5通过高强螺栓相连,发挥耗能减震作用,同时螺栓连接易于安装与拆卸,可实现震后可更换功能。Referring to Fig. 5(a), which is an application example diagram of the present invention, when the application structure is a frame structure, the anti-buckling shear plate damper 7 can be placed in the frame structure through a herringbone support, and the upper end plate 4 is connected to the frame beam. , the lower end plate 5 is connected with the herringbone support. Referring to Figure 5(b), when the application structure is a shear wall coupling beam, the anti-buckling shear plate damper 7 can be placed in the middle of the shear wall coupling beam, and the steel plate embedded in the coupling beam and the upper end plate 4 and the lower end The plate 5 is connected by high-strength bolts, which play the role of energy consumption and shock absorption. At the same time, the bolt connection is easy to install and disassemble, and can realize the function of replacement after earthquake.

当阻尼器工作时(上端板4和下端板5发生相对位移时),矩形耗能钢板发生剪切变形后易发生平面外屈曲,这时所述波形防屈曲剪切耗能板1中的曲板3耗能板将发挥重要作用。耗能板的三段直板2会发生平面内的剪切变形,两段曲板3会发生平面外的弯曲变形,相比矩形钢板阻尼器发生剪切变形的范围小,弯曲变形的方向是沿着耗能板的强轴方向,将矩形钢板腹板中部会发生的面外变形转变成沿着耗能板强轴的弯曲变形,从而减轻面外屈曲程度,提升耗能能力。本阻尼器具有面外屈曲程度小、塑性变形能力大、延性好、耗能能力强等诸多优越性能,是一种理想的耗能元件。When the damper is working (when the upper end plate 4 and the lower end plate 5 are relatively displaced), the rectangular energy-dissipating steel plate is prone to out-of-plane buckling after shearing deformation. Plate 3 Energy consumption plates will play an important role. The three-section straight plate 2 of the energy dissipation board will undergo in-plane shear deformation, and the two-section curved plate 3 will undergo out-of-plane bending deformation. Compared with the rectangular steel plate damper, the shear deformation range is smaller, and the bending deformation direction is along the According to the direction of the strong axis of the energy dissipation plate, the out-of-plane deformation that occurs in the middle of the rectangular steel plate web is transformed into a bending deformation along the strong axis of the energy dissipation plate, thereby reducing the degree of out-of-plane buckling and improving the energy dissipation capacity. The damper has many superior properties such as small out-of-plane buckling, large plastic deformation capacity, good ductility, and strong energy dissipation capacity, and is an ideal energy dissipation element.

参见图3所示,为矩形钢板阻尼器的直观图,采用与本发明相同的材质,在高厚比一致、钢材用量一致的情况下,施加相同的以位移控制的循环往复荷载。Referring to Fig. 3, it is a visual diagram of a rectangular steel plate damper, using the same material as the present invention, and applying the same displacement-controlled cyclic reciprocating load under the condition of the same height-to-thickness ratio and the same amount of steel.

参见图6所示,为本发明与矩形钢板阻尼器在往复加载下的滞回曲线对比图,由于本发明的波形防屈曲剪切耗能板1含有曲板3,纯剪切直板2耗能部分比矩形耗能钢板小,极限承载力低于矩形耗能钢板,但矩形耗能钢板一旦出现面外屈曲,承载力下降迅速,加载位移仅到达27.64mm时便达到破坏荷载,本发明加载位移达到36.60mm时达到破坏荷载,可见矩形钢板阻尼器与本发明相比过早发生破坏。同时本发明滞回曲线饱满,捏缩现象小,承载力下降缓慢,具有较好的延性性能和耗能能力。Referring to FIG. 6 , which is a comparison diagram of the hysteresis curves of the present invention and the rectangular steel plate damper under reciprocating loading, since the corrugated anti-buckling shearing energy-dissipating plate 1 of the present invention contains a curved plate 3, the pure shearing straight plate 2 consumes energy Part of it is smaller than the rectangular energy-consuming steel plate, and its ultimate bearing capacity is lower than that of the rectangular energy-consuming steel plate. However, once the rectangular energy-consuming steel plate has out-of-plane buckling, the bearing capacity will drop rapidly, and the failure load will be reached when the loading displacement reaches 27.64mm. The loading displacement of the present invention When reaching 36.60mm, the breaking load is reached, and it can be seen that the rectangular steel plate damper breaks prematurely compared with the present invention. At the same time, the hysteresis curve of the invention is full, the pinching phenomenon is small, the bearing capacity decreases slowly, and the invention has better ductility performance and energy dissipation capacity.

参见图7所示,为本发明与矩形钢板阻尼器骨架曲线对比图,根据《建筑抗震试验方法规程》4.5.4条计算获得本发明的延性系数为13.22,矩形钢板阻尼器的延性系数为8.78,本发明的延性系数明显大于矩形钢板阻尼器的延性系数,本发明具有更好的延性。Referring to Fig. 7, it is a comparison diagram of the skeleton curve of the present invention and the rectangular steel plate damper. According to Article 4.5.4 of the "Building Seismic Test Method Regulations", the ductility coefficient of the present invention is 13.22, and the ductility coefficient of the rectangular steel plate damper is 8.78. , the ductility coefficient of the present invention is obviously larger than that of the rectangular steel plate damper, and the present invention has better ductility.

参见图8所示,为等效粘滞阻尼比对比图,等效粘滞阻尼比在试件屈服前随加载位移的增大而增大,本发明与矩形钢板阻尼器屈服后等效粘滞阻尼比都在0.55-0.59之间。矩形耗能钢板在四个角进入屈服后,腹板中部开始产生面外屈曲,等效粘滞阻尼比迅速下降,耗能能力降低。本发明四个角进入屈服后,腹板中部并未发生面外屈曲,因此等效粘滞阻尼比下降缓慢,呈现较好的延性和耗能性能。参见图9所示,为累积总耗能对比图,可见本发明累积总耗能明显高于矩形耗能板,累积总耗能提高了19.49%,说明本发明的耗能性能优于矩形耗能板。Referring to Figure 8, which is a comparison diagram of the equivalent viscous damping ratio, the equivalent viscous damping ratio increases with the increase of the loading displacement before the specimen yields, and the equivalent viscous damping ratio between the present invention and the rectangular steel plate damper after yielding The damping ratios are all between 0.55-0.59. After the four corners of the rectangular energy-dissipating steel plate yielded, out-of-plane buckling began to occur in the middle of the web, the equivalent viscous damping ratio decreased rapidly, and the energy dissipation capacity decreased. After the four corners of the present invention yield, no out-of-plane buckling occurs in the middle of the web, so the equivalent viscous damping ratio decreases slowly, showing good ductility and energy dissipation performance. Referring to Fig. 9, which is a comparison chart of the cumulative total energy consumption, it can be seen that the cumulative total energy consumption of the present invention is significantly higher than that of the rectangular energy consumption board, and the cumulative total energy consumption is increased by 19.49%, indicating that the energy consumption performance of the present invention is better than that of the rectangular energy consumption. plate.

参见图10所示,为本发明加载至36.60mm时波形防屈曲剪切耗能板1平面外屈曲变形正视图,与图11所示,矩形钢板阻尼器加载至27.64mm时平面外屈曲变形正视图相比,本发明平面外屈曲程度小于矩形钢板阻尼器平面外屈曲程度。这是由于矩形钢板阻尼器承载力先于本发明降至极限承载力的85%,此时是矩形钢板阻尼器的最大平面外屈曲位移约为41.14mm,本发明最大平面外屈曲位移为39.43mm。参见图12所示,为本发明加载位移达到27.64mm时的平面外屈曲程度,波形防屈曲剪切耗能板1的平面外屈曲位移约为26.19mm,平面外屈曲降低程度为36.34%,可见本发明平面外屈曲程度明显小于矩形钢板阻尼器平面外屈曲程度,并且本发明波形防屈曲剪切耗能板1腹板中部并未发生明显的面外屈曲变形。Referring to Fig. 10, it is the front view of the out-of-plane buckling deformation of the wave-shaped anti-buckling shearing energy-dissipating plate 1 when the load is 36.60mm, and the front view of the out-of-plane buckling deformation when the rectangular steel plate damper is loaded to 27.64mm as shown in Fig. 11 Compared with the figure, the out-of-plane buckling degree of the present invention is smaller than the out-of-plane buckling degree of the rectangular steel plate damper. This is because the bearing capacity of the rectangular steel plate damper drops to 85% of the ultimate bearing capacity before the present invention. At this time, the maximum out-of-plane buckling displacement of the rectangular steel plate damper is about 41.14 mm, and the maximum out-of-plane buckling displacement of the present invention is 39.43 mm. . Referring to Fig. 12, which is the out-of-plane buckling degree when the loading displacement of the present invention reaches 27.64 mm, the out-of-plane buckling displacement of the wave-shaped anti-buckling shear energy dissipation plate 1 is about 26.19 mm, and the out-of-plane buckling reduction degree is 36.34%. It can be seen that The out-of-plane buckling degree of the present invention is obviously smaller than the out-of-plane buckling degree of the rectangular steel plate damper, and no obvious out-of-plane buckling deformation occurs in the middle of the web of the corrugated anti-buckling shear energy dissipation plate 1 of the present invention.

综上,说明本发明可有效防止耗能板面外屈曲,是一种优秀的耗能元件。To sum up, the present invention can effectively prevent the out-of-plane buckling of the energy-consuming plate, and is an excellent energy-dissipating element.

以上所述,仅为本发明的具体实施方式,但本发明的保护范围并不局限于此,任何熟悉本技术领域的技术人员在本发明揭露的技术范围内,可轻易想到的变化或替换,都应涵盖在本发明的保护范围之内。The above are only specific embodiments of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art who is familiar with the technical scope disclosed by the present invention can easily think of changes or substitutions. All should be included within the protection scope of the present invention.

Claims (10)

1.一种防屈曲剪切板阻尼器的设计方法,其特征在于,包括:1. a design method of anti-buckling shear plate damper, is characterized in that, comprises: 根据阻尼器实际布置位置和内力情况,确定弹性屈服荷载Py;根据实际布置位置尺寸设定阻尼器高厚比h/t;Determine the elastic yield load P y according to the actual arrangement position and internal force of the damper; set the height-to-thickness ratio h/t of the damper according to the size of the actual arrangement position; 根据弹性屈服荷载Py得到阻尼器截面面积A:The cross-sectional area A of the damper is obtained from the elastic yield load P y :
Figure FDA0003136510500000011
Figure FDA0003136510500000011
其中,fy为材料屈服应力,b为阻尼器长度,t为阻尼器板材厚度,α为放大系数;Among them, f y is the material yield stress, b is the length of the damper, t is the thickness of the damper plate, and α is the amplification factor; 根据虚功原理,计算阻尼器矩形截面的弹性刚度K:According to the principle of virtual work, calculate the elastic stiffness K of the rectangular section of the damper:
Figure FDA0003136510500000012
Figure FDA0003136510500000012
得到阻尼器矩形截面钢板的弹性屈服位移ΔyObtain the elastic yield displacement Δ y of the damper rectangular section steel plate:
Figure FDA0003136510500000013
Figure FDA0003136510500000013
其中,
Figure FDA0003136510500000014
分别为单位荷载P作用下的弯曲和剪切变形;E为弹性模量,ν为泊松比,k为截面切应力分布不均匀修正系数;
in,
Figure FDA0003136510500000014
are the bending and shear deformations under the action of the unit load P, respectively; E is the elastic modulus, ν is the Poisson's ratio, and k is the correction factor for the uneven distribution of shear stress in the section;
将弹性屈服位移Δy乘以折减系数β得到弹性屈服位移:Multiply the elastic yield displacement Δy by the reduction factor β to obtain the elastic yield displacement: Δy发=βΔy Δ y = βΔ y 检验Δy是否满足抗震层间侧移要求,若不满足则重新选择高厚比h/t,重新计算截面面积,直至满足要求。Check whether Δ y meets the seismic interlayer lateral displacement requirements. If not, re-select the height-to-thickness ratio h/t, and recalculate the cross-sectional area until the requirements are met.
2.一种权利要求1所述方法设计的防屈曲剪切板阻尼器,其特征在于,包括波形防屈曲剪切耗能板、上端板和下端板,上端板和下端板平行布置,在上端板和下端板之间垂直连接有波形防屈曲剪切耗能板;波形防屈曲剪切耗能板由三段直板和两段曲板与上下端板平行方向间隔分布依次连接构成;三段直板分别布置在两端部和中部;两段曲板为半圆弧段,布置在中部直板段两侧,且圆弧开口方向相反。2. An anti-buckling shear plate damper designed by the method according to claim 1, characterized in that it comprises a corrugated anti-buckling shear energy dissipation plate, an upper end plate and a lower end plate, the upper end plate and the lower end plate are arranged in parallel, and the upper end plate and the lower end plate are arranged in parallel. The corrugated anti-buckling shearing energy-dissipating plate is vertically connected between the plate and the lower end plate; the corrugated anti-buckling shearing energy-dissipating plate is composed of three sections of straight plates and two sections of curved plates and the upper and lower end plates are connected in sequence in parallel in the parallel direction; three sections of straight plates They are respectively arranged at both ends and the middle; the two curved plates are semi-circular arc segments, arranged on both sides of the straight plate segment in the middle, and the arc opening directions are opposite. 3.根据权利要求2所述的一种防屈曲剪切板阻尼器,其特征在于,两半圆弧段曲率半径大小一致。3 . The anti-buckling shear plate damper according to claim 2 , wherein the radius of curvature of the two semicircular arc segments is the same. 4 . 4.根据权利要求2所述的一种防屈曲剪切板阻尼器,其特征在于,位于中部的直板段宽度为两端部直板段宽度的一半。4 . The buckling-resistant shear plate damper according to claim 2 , wherein the width of the straight plate segment located in the middle is half the width of the straight plate segment at both ends. 5 . 5.根据权利要求2所述的一种防屈曲剪切板阻尼器,其特征在于,直板段长度与曲板直径尺寸比例为:直a:曲b:直c:曲b:直a=1:1:0.5:1:1。5 . The anti-buckling shear plate damper according to claim 2 , wherein the size ratio of the length of the straight plate segment to the diameter of the curved plate is: straight a: curved b: straight c: curved b: straight a=1 :1:0.5:1:1. 6.根据权利要求2所述的一种防屈曲剪切板阻尼器,其特征在于,位于波形防屈曲剪切耗能板两端部和中部的直板和相邻于直板之间的半圆弧段曲板关于中部直板段的形心中心对称布置,且全截面剪力合力通过此形心。6 . The anti-buckling shear plate damper according to claim 2 , wherein the straight plates located at both ends and the middle of the wave-shaped anti-buckling shear energy-dissipating plate and the semi-circular arcs between the adjacent straight plates. 7 . The segmental curved plates are arranged symmetrically about the centroid center of the middle straight plate segment, and the resultant shear force of the full section passes through this centroid. 7.根据权利要求2所述的一种防屈曲剪切板阻尼器,其特征在于,所述波形防屈曲剪切耗能板由一整块完整的直钢板经过冷加工而成,直板与曲板连接处以圆弧过渡。7. An anti-buckling shear plate damper according to claim 2, characterized in that, the wave-shaped anti-buckling shear energy dissipation plate is cold-worked from a complete straight steel plate, and the straight plate and the curved plate are cold-worked. The connections are transitioned in arcs. 8.根据权利要求2所述的一种防屈曲剪切板阻尼器,其特征在于,所述波形防屈曲剪切耗能板与上端板和下端板采用焊接连接;上端板和下端板通过高强螺栓与应用结构相连。8 . The anti-buckling shear plate damper according to claim 2 , wherein the corrugated anti-buckling shear energy-dissipating plate is connected with the upper end plate and the lower end plate by welding; the upper end plate and the lower end plate are connected by high-strength Bolts are attached to the application structure. 9.根据权利要求2所述的一种防屈曲剪切板阻尼器,其特征在于,上端板和下端板采用Q345钢材;波形防屈曲剪切耗能板采用LY225或Q235钢材。9 . The anti-buckling shear plate damper according to claim 2 , wherein the upper end plate and the lower end plate are made of Q345 steel; the wave-shaped anti-buckling shear energy dissipation plate is made of LY225 or Q235 steel. 10.根据权利要求2-9任一项所述的一种防屈曲剪切板阻尼器在剪力墙连梁和安置人字支撑于框架结构中应用。10. The anti-buckling shear plate damper according to any one of claims 2-9 is used in shear wall coupling beams and arranging herringbone supports in frame structures.
CN202110721001.5A 2021-06-28 2021-06-28 Buckling-restrained shear plate damper and design method thereof Pending CN113293880A (en)

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112144690A (en) * 2020-10-30 2020-12-29 中国地震局工程力学研究所 Bending shear mixed type square steel pipe damper and manufacturing method
CN117251952A (en) * 2023-09-08 2023-12-19 海南大学 Optimal design method for shock-absorbing structures based on multi-level graded yield dampers

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106351495A (en) * 2016-10-28 2017-01-25 中交柏嘉工程技术研究院有限公司 Design method of metal damper
CN109598043A (en) * 2018-11-22 2019-04-09 宁波职业技术学院 A kind of construction design method of brace type damper
CN111945915A (en) * 2020-07-20 2020-11-17 北京工业大学 Nested U-shaped staged yield damper
CN216892922U (en) * 2021-06-28 2022-07-05 西安建筑科技大学 Buckling-restrained shear plate damper

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106351495A (en) * 2016-10-28 2017-01-25 中交柏嘉工程技术研究院有限公司 Design method of metal damper
CN109598043A (en) * 2018-11-22 2019-04-09 宁波职业技术学院 A kind of construction design method of brace type damper
CN111945915A (en) * 2020-07-20 2020-11-17 北京工业大学 Nested U-shaped staged yield damper
CN216892922U (en) * 2021-06-28 2022-07-05 西安建筑科技大学 Buckling-restrained shear plate damper

Non-Patent Citations (3)

* Cited by examiner, † Cited by third party
Title
付文祥等: "连梁型钢滞变阻尼器数值分析以及性能比较", 第26届全国结构工程学术会议, 20 October 2017 (2017-10-20), pages 051 - 056 *
李恒德: "现代材料科学与工程辞典", 31 August 2001, 山东科学技术出版社, pages: 276 *
王俊: "波形反对称钢板阻尼器的力学性能试验研究", 工程科技Ⅱ, 15 June 2021 (2021-06-15), pages 038 - 398 *

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112144690A (en) * 2020-10-30 2020-12-29 中国地震局工程力学研究所 Bending shear mixed type square steel pipe damper and manufacturing method
CN112144690B (en) * 2020-10-30 2023-03-17 中国地震局工程力学研究所 Bending shear mixed type square steel pipe damper and manufacturing method
CN117251952A (en) * 2023-09-08 2023-12-19 海南大学 Optimal design method for shock-absorbing structures based on multi-level graded yield dampers

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