CN218881213U - Shearing type mild steel damper - Google Patents

Shearing type mild steel damper Download PDF

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CN218881213U
CN218881213U CN202222953444.XU CN202222953444U CN218881213U CN 218881213 U CN218881213 U CN 218881213U CN 202222953444 U CN202222953444 U CN 202222953444U CN 218881213 U CN218881213 U CN 218881213U
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plate
hyperbolic
energy
energy dissipation
flange plate
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刘铖聪
白羽
苏何先
刘颖茵
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Kunming University of Science and Technology
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Abstract

The utility model discloses a shearing type mild steel damper, which comprises an upper connecting plate, a hyperbolic type energy dissipation web plate, a buckling constraint part and a lower connecting plate; the double-line curved energy dissipation web plate is arranged between the two buckling constraint parts, the upper end of the double-line curved energy dissipation web plate is fixedly connected with the upper connecting plate, and the lower end of the double-line curved energy dissipation web plate is fixedly connected with the lower connecting plate. The utility model combines the hyperbolic energy dissipation web plate with the buckling constraint part, and the buckling constraint part plays a role in constraining the hyperbolic energy dissipation web plate under the action of an earthquake, so that the hyperbolic energy dissipation web plate can fully exert the energy dissipation capacity of shearing deformation, and the performance of the damper is improved; and the welding of the energy dissipation plate is reduced by the damper, so that the stress concentration is reduced.

Description

一种剪切型软钢阻尼器A shear type mild steel damper

技术领域technical field

本实用新型涉及一种剪切型软钢阻尼器,特别涉及是涉及一种双曲线腹板剪切型软钢阻尼器,属于建筑消能减震技术领域。The utility model relates to a shear type mild steel damper, in particular to a hyperbolic web shear type mild steel damper, which belongs to the technical field of building energy dissipation and shock absorption.

背景技术Background technique

地震引起的强烈地面振动,使各类建筑物倒塌和损坏,是造成人员伤亡和财产损失最重要的直接原因之一。传统建筑的抗震主要通过增大结构构件截面和强度,增加房屋结构抗侧刚度来满足抗震设防要求。而消能减震技术是在建筑结构某些部位装配耗能装置,通过耗能装置消耗振动能量,减小建筑结构的振动,保障结构的安全。消能减震技术减震机理明确、施工工艺简单,且逐渐趋于成熟,现已在建筑抗震中广泛应用。The strong ground vibrations caused by earthquakes cause the collapse and damage of various buildings, which is one of the most important direct causes of casualties and property losses. The anti-seismic of traditional buildings mainly meets the requirements of anti-seismic fortification by increasing the cross-section and strength of structural components and increasing the lateral stiffness of the building structure. The energy-dissipating and shock-absorbing technology is to assemble energy-dissipating devices in certain parts of the building structure, and consume vibration energy through the energy-dissipating devices to reduce the vibration of the building structure and ensure the safety of the structure. Energy dissipation and shock absorption technology has a clear shock absorption mechanism, simple construction technology, and gradually matures, and has been widely used in building earthquake resistance.

软钢阻尼器通常采用低屈服强度、塑性变形能力强的软钢制成。软钢阻尼器的作用原理是利用软钢塑性变形过程中的滞回耗能提供等效阻尼力,从而达到消能减震效果。传统的剪切型软钢阻尼器仅仅是耗能腹板连接上下连接板,需要用到加劲肋导致耗能板焊接过多,容易发生应力集中和平面外屈曲破坏等。Mild steel dampers are usually made of mild steel with low yield strength and strong plastic deformation ability. The working principle of the mild steel damper is to use the hysteretic energy consumption in the plastic deformation process of mild steel to provide equivalent damping force, so as to achieve the effect of energy dissipation and shock absorption. The traditional shear-type mild steel damper only connects the upper and lower connecting plates with the energy-dissipating web, and requires the use of stiffeners, resulting in excessive welding of the energy-dissipating plate, which is prone to stress concentration and out-of-plane buckling damage.

发明内容Contents of the invention

本实用新型提供了一种剪切型软钢阻尼器,通过双曲线型耗能腹板与屈曲约束部分结合,构建了双曲线腹板剪切型软钢阻尼器。The utility model provides a shearing type mild steel damper, and a hyperbolic web shearing type mild steel damper is constructed by combining a hyperbolic energy-dissipating web with a buckling restraint part.

本实用新型的技术方案是:一种剪切型软钢阻尼器,包括上连接板1、双曲线型耗能腹板2、屈曲约束部分、下连接板6;其中,双线曲型耗能腹板2设置于两个屈曲约束部分之间,双线曲型耗能腹板2上端与上连接板1固定连接,双线曲型耗能腹板2下端与下连接板6固定连接。The technical scheme of the utility model is: a shear type mild steel damper, including an upper connecting plate 1, a hyperbolic energy-dissipating web 2, a buckling constraint part, and a lower connecting plate 6; wherein, the hyperbolic energy-dissipating web The web 2 is arranged between the two buckling constrained parts, the upper end of the double-curved energy-dissipating web 2 is fixedly connected with the upper connecting plate 1 , and the lower end of the double-curved energy-dissipating web 2 is fixedly connected with the lower connecting plate 6 .

所述屈曲约束部分包括竖向钢板3、第一翼缘板4、第二翼缘板5;其中,两个竖向钢板3的中间安装与双曲线型耗能腹板2通过螺栓连接的第二翼缘板5;第二翼缘板5的上下安装与第二翼缘板5呈平行布置的第一翼缘板4,竖向钢板3上端与上连接板1焊接,竖向钢板3下端与下连接板6焊接,竖向钢板3与双曲线型耗能腹板2顶紧接触。The buckling constrained part includes a vertical steel plate 3, a first flange plate 4, and a second flange plate 5; wherein, the middle of the two vertical steel plates 3 is installed in the middle and the hyperbolic energy dissipation web 2 is connected by bolts. Two flange plates 5; the upper and lower installation of the second flange plate 5 is the first flange plate 4 arranged parallel to the second flange plate 5, the upper end of the vertical steel plate 3 is welded with the upper connecting plate 1, and the lower end of the vertical steel plate 3 Welded with the lower connecting plate 6, the vertical steel plate 3 is in close contact with the hyperbolic energy-dissipating web 2.

所述竖向钢板3与双曲线型耗能腹板2相接触面的上、下端部设有倒角。The upper and lower ends of the contact surfaces of the vertical steel plate 3 and the hyperbolic energy-dissipating web 2 are chamfered.

所述第一翼缘板4、第二翼缘板5呈U型,第一翼缘板4、第二翼缘板5左右两端的短边与竖向钢板3焊接。The first flange plate 4 and the second flange plate 5 are U-shaped, and the short sides of the left and right ends of the first flange plate 4 and the second flange plate 5 are welded to the vertical steel plate 3 .

本实用新型的有益效果是:本实用新型通过双曲线型耗能腹板与屈曲约束部分结合,屈曲约束部分在地震作用下对双曲线型耗能腹板起到约束作用,使双曲线耗能腹板充分发挥其剪切变形的耗能能力,使得阻尼器的性能得到提升;而且该阻尼器减少了耗能板的焊接进而减少了应力集中。The beneficial effects of the utility model are: the utility model combines the hyperbolic energy-dissipating web with the buckling restraint part, and the buckling restraint part plays a restraining role on the hyperbolic energy-dissipating web under the action of the earthquake, so that the hyperbolic energy-dissipating web The web fully utilizes the energy dissipation capacity of its shear deformation, so that the performance of the damper is improved; moreover, the damper reduces the welding of the energy dissipation plate and thus reduces the stress concentration.

附图说明Description of drawings

图1为本实用新型的结构图示意图;Fig. 1 is the structural diagram schematic diagram of the present utility model;

图2为本实用新型的正视图;Fig. 2 is the front view of the utility model;

图3为本实用新型的侧视图;Fig. 3 is a side view of the utility model;

图4为本实用新型的低屈服点软钢和上、下连接板组合示意图;Fig. 4 is the combination schematic diagram of low yield point mild steel and upper and lower connecting plates of the present invention;

图5为本实用新型的屈曲约束部分示意图;Fig. 5 is a schematic diagram of the buckling restraint part of the utility model;

图中:1、上连接板,2、双曲线型耗能腹板,3、竖向钢板,4、第一翼缘板,5、第二翼缘板,6、下连接板,7、螺栓孔。In the figure: 1. Upper connecting plate, 2. Hyperbolic energy-dissipating web, 3. Vertical steel plate, 4. First flange plate, 5. Second flange plate, 6. Lower connecting plate, 7. Bolts hole.

具体实施方式Detailed ways

下面结合附图和实施例,对实用新型做进一步的说明,但本实用新型的内容并不限于所述范围。Below in conjunction with accompanying drawing and embodiment, the utility model is described further, but the content of the utility model is not limited to said range.

实施例1:如图1-5所示,一种剪切型软钢阻尼器,包括上连接板1、双曲线型耗能腹板2、屈曲约束部分、下连接板6;其中,双线曲型耗能腹板2设置于两个屈曲约束部分之间,双线曲型耗能腹板2上端与上连接板1固定连接,双线曲型耗能腹板2下端与下连接板6固定连接。Example 1: As shown in Figures 1-5, a shear type mild steel damper includes an upper connecting plate 1, a hyperbolic energy-dissipating web 2, a buckling restraint part, and a lower connecting plate 6; The curved energy-dissipating web 2 is arranged between the two buckling constrained parts, the upper end of the double-line curved energy-dissipating web 2 is fixedly connected to the upper connecting plate 1, and the lower end of the double-linear curved energy-dissipating web 2 is connected to the lower connecting plate 6 Fixed connection.

进一步地,所述屈曲约束部分包括竖向钢板3、第一翼缘板4、第二翼缘板5;其中,两个竖向钢板3的中间安装与双曲线型耗能腹板2通过螺栓连接的第二翼缘板5;第二翼缘板5的上下安装与第二翼缘板5呈平行布置的第一翼缘板4,竖向钢板3上端与上连接板1焊接,竖向钢板3下端与下连接板6焊接,竖向钢板3与双曲线型耗能腹板2顶紧接触。Further, the buckling constraint part includes a vertical steel plate 3, a first flange plate 4, and a second flange plate 5; wherein, the middle installation of the two vertical steel plates 3 and the hyperbolic energy-dissipating web 2 are connected by bolts The second flange plate 5 connected; the upper and lower installation of the second flange plate 5 is the first flange plate 4 arranged parallel to the second flange plate 5, and the upper end of the vertical steel plate 3 is welded with the upper connecting plate 1, vertically The lower end of the steel plate 3 is welded to the lower connecting plate 6, and the vertical steel plate 3 is in tight contact with the hyperbolic energy-dissipating web 2.

进一步地,所述竖向钢板3与双曲线型耗能腹板2相接触端的上、下端部设有倒角,即直角处进行倒角处理;避免节点焊接,减少应力集中。Further, the upper and lower ends of the vertical steel plate 3 in contact with the hyperbolic energy-dissipating web 2 are chamfered, that is, chamfering is performed at right angles; joint welding is avoided to reduce stress concentration.

进一步地,所述第一翼缘板4、第二翼缘板5呈U型,第一翼缘板4、第二翼缘板5左右两端的短边与竖向钢板3焊接。Further, the first flange plate 4 and the second flange plate 5 are U-shaped, and the short sides of the left and right ends of the first flange plate 4 and the second flange plate 5 are welded to the vertical steel plate 3 .

在本实用新型的实施例中,设置了两个屈曲约束部分,屈曲约束部分结构相同,每个屈曲约束部分包括两块竖向钢板3、两块第一翼缘板4、一块第二翼缘板5;两块呈平行布置的竖向钢板3上端与上连接板1焊接,竖向钢板3下端与下连接板6焊接;两块竖向钢板3的中间安装一块第二翼缘板5,第二翼缘板5的上下各设有一块第一翼缘板4;两块竖向钢板3、两块第一翼缘板4与双曲线型耗能腹板2顶紧接触,不进行焊接,减少焊接工序,避免焊接带来的残余应力和残余变形,能更好地保障其良好的变形性能,充分发挥耗能性能;第二翼缘板5上设有圆形螺栓孔7,两个屈曲约束部分中间的第二翼缘板5与双曲线型耗能腹板2进行螺栓连接;第一翼缘板4、第二翼缘板5呈U型且两平行的水平短边与竖向钢板3焊接;双线曲型耗能腹板2上端与上连接板1焊接,双线曲型耗能腹板2下端与下连接板6焊接;所述上连接板、下连接板通过螺栓与建筑结构的构件连接。需要说明的是,第一翼缘板4的数量可以根据需要调整,第一翼缘板4可以选择上述与双曲线型耗能腹板2顶紧接触的方式,也可以选择第二翼缘板5与双曲线型耗能腹板2的连接方式,即螺栓连接。In the embodiment of the present utility model, two buckling constrained parts are provided, and the buckling constrained parts have the same structure, and each buckling constrained part includes two vertical steel plates 3, two first flange plates 4, and one second flange Plate 5; the upper ends of two vertical steel plates 3 arranged in parallel are welded to the upper connecting plate 1, and the lower ends of the vertical steel plates 3 are welded to the lower connecting plate 6; a second flange plate 5 is installed in the middle of the two vertical steel plates 3, A first flange plate 4 is arranged above and below the second flange plate 5; two vertical steel plates 3 and two first flange plates 4 are in close contact with the hyperbolic energy-dissipating web 2 without welding , reduce the welding process, avoid the residual stress and residual deformation caused by welding, can better guarantee its good deformation performance, and give full play to the energy dissipation performance; the second flange plate 5 is provided with circular bolt holes 7, two The second flange plate 5 in the middle of the buckling constrained part is bolted to the hyperbolic energy-dissipating web 2; the first flange plate 4 and the second flange plate 5 are U-shaped, and the two parallel horizontal short sides The steel plate 3 is welded; the upper end of the double-line curved energy-dissipating web 2 is welded to the upper connecting plate 1, and the lower end of the double-line curved energy-dissipating web 2 is welded to the lower connecting plate 6; the upper connecting plate and the lower connecting plate are connected to each other through bolts Component connections of building structures. It should be noted that the number of the first flange plate 4 can be adjusted according to the needs, the first flange plate 4 can choose the above-mentioned method of contacting the hyperbolic energy dissipation web 2, or the second flange plate can be selected 5 is connected to the hyperbolic energy-dissipating web 2, that is, bolt connection.

应用上述技术方案,改善了传统软钢阻尼器在耗能腹板因焊接工艺不当而造成耗能腹板强度减弱的问题,减少了焊接结构引起的残余变形、焊接内应力、应力集中等问题,有效防止双曲线型耗能腹板平面外屈曲破坏,防止软钢阻尼器提前失效。The application of the above-mentioned technical scheme has improved the traditional mild steel damper’s problem of weakening of the energy-dissipating web due to improper welding process, and reduced the problems of residual deformation, welding internal stress, and stress concentration caused by the welded structure. Effectively prevent out-of-plane buckling damage of hyperbolic energy-dissipating webs, and prevent premature failure of mild steel dampers.

本实用新型工作机理如下:The working mechanism of the utility model is as follows:

在地震作用下,利用低屈服点钢材制作而成的双曲线型耗能腹板2,上连接板1与下连接板6发生相互错动,以此带动双曲线型耗能腹板2侧向移动,双曲线型耗能腹板2主要承受剪力作用,并产生剪切变形来耗散地震输入结构的能量。同时,为防止双曲线型耗能腹板2在过大的剪切变形而导致平面外屈曲破坏,以及减少了焊接结构引起的残余变形、焊接内应力、应力集中等因素,本实用新型以竖向钢板3、第一翼缘板4、第二翼缘板5形成新型屈曲约束部分以约束双曲线型耗能腹板2,第一翼缘板4、第二翼缘板5将双曲线型耗能腹板2分块,使约束双曲线型耗能腹板2具有多阶振型形式,很大程度有效提高了对双曲线型耗能腹板2的约束作用,使双曲线耗能腹板2充分发挥其剪切变形的耗能能力,使得阻尼器的性能得到提升。Under earthquake action, the hyperbolic energy-dissipating web 2 made of steel with a low yield point, the upper connecting plate 1 and the lower connecting plate 6 stagger each other, thereby driving the hyperbolic energy-dissipating web 2 to move laterally The moving, hyperbolic energy-dissipating web 2 mainly bears the shear force, and produces shear deformation to dissipate the energy input by the earthquake into the structure. At the same time, in order to prevent out-of-plane buckling damage caused by excessive shear deformation of the hyperbolic energy-dissipating web 2, and to reduce residual deformation, welding internal stress, stress concentration and other factors caused by the welding structure, the utility model uses vertical A new type of buckling restraint part is formed to the steel plate 3, the first flange plate 4, and the second flange plate 5 to constrain the hyperbolic energy-dissipating web 2, and the first flange plate 4 and the second flange plate 5 will The energy dissipation web 2 is divided into blocks, so that the constrained hyperbolic energy dissipation web 2 has a multi-order mode shape, which effectively improves the restraint effect on the hyperbolic energy dissipation web 2 to a large extent, and makes the hyperbolic energy dissipation web 2 The plate 2 fully exerts its energy dissipation capacity of shear deformation, so that the performance of the damper is improved.

上面结合附图对本实用新型的具体实施方式作了详细说明,但是本实用新型并不限于上述实施方式,在本领域普通技术人员所具备的知识范围内,还可以在不脱离本实用新型宗旨的前提下作出各种变化。The specific implementation of the utility model has been described in detail above in conjunction with the accompanying drawings, but the utility model is not limited to the above-mentioned implementation. Various changes are made.

Claims (4)

1.一种剪切型软钢阻尼器,其特征在于:包括上连接板(1)、双曲线型耗能腹板(2)、屈曲约束部分、下连接板(6);其中,双线曲型耗能腹板(2)设置于两个屈曲约束部分之间,双线曲型耗能腹板(2)上端与上连接板(1)固定连接,双线曲型耗能腹板(2)下端与下连接板(6)固定连接。1. A shear type mild steel damper is characterized in that: it comprises an upper connecting plate (1), a hyperbolic energy-dissipating web (2), a buckling restraint part, and a lower connecting plate (6); The curved energy-dissipating web (2) is arranged between the two buckling restraint parts, the upper end of the double-line curved energy-dissipating web (2) is fixedly connected with the upper connecting plate (1), and the double-line curved energy-dissipating web ( 2) The lower end is fixedly connected with the lower connecting plate (6). 2.根据权利要求1所述的剪切型软钢阻尼器,其特征在于:所述屈曲约束部分包括竖向钢板(3)、第一翼缘板(4)、第二翼缘板(5);其中,两个竖向钢板(3)的中间安装与双曲线型耗能腹板(2)通过螺栓连接的第二翼缘板(5);第二翼缘板(5)的上下安装与第二翼缘板(5)呈平行布置的第一翼缘板(4),竖向钢板(3)上端与上连接板(1)焊接,竖向钢板(3)下端与下连接板(6)焊接,竖向钢板(3)与双曲线型耗能腹板(2)顶紧接触。2. The shear type mild steel damper according to claim 1, characterized in that: the buckling restraint part comprises a vertical steel plate (3), a first flange plate (4), a second flange plate (5 ); wherein, the middle of the two vertical steel plates (3) is installed with the second flange plate (5) connected by bolts to the hyperbolic energy dissipation web (2); the upper and lower installation of the second flange plate (5) The first flange plate (4) arranged parallel to the second flange plate (5), the upper end of the vertical steel plate (3) is welded to the upper connecting plate (1), and the lower end of the vertical steel plate (3) is welded to the lower connecting plate ( 6) Welding, the vertical steel plate (3) is in tight contact with the hyperbolic energy-dissipating web (2). 3.根据权利要求2所述的剪切型软钢阻尼器,其特征在于:所述竖向钢板(3)与双曲线型耗能腹板(2)相接触面的上、下端部设有倒角。3. The shear type mild steel damper according to claim 2, characterized in that: the upper and lower ends of the contact surfaces of the vertical steel plate (3) and the hyperbolic energy dissipation web (2) are provided with Chamfer. 4.根据权利要求2所述的剪切型软钢阻尼器,其特征在于:所述第一翼缘板(4)、第二翼缘板(5)呈U型,第一翼缘板(4)、第二翼缘板(5)左右两端的短边与竖向钢板(3)焊接。4. The shear type mild steel damper according to claim 2, characterized in that: the first flange plate (4), the second flange plate (5) are U-shaped, and the first flange plate ( 4), the short sides of the left and right ends of the second flange plate (5) are welded to the vertical steel plate (3).
CN202222953444.XU 2022-11-07 2022-11-07 Shearing type mild steel damper Expired - Fee Related CN218881213U (en)

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