CN208202202U - A kind of semi-girder truss main diagonal of band bending surrender Wasted-energy steel plate - Google Patents
A kind of semi-girder truss main diagonal of band bending surrender Wasted-energy steel plate Download PDFInfo
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- 238000005265 energy consumption Methods 0.000 claims abstract description 3
- 239000004567 concrete Substances 0.000 claims description 5
- 229910000975 Carbon steel Inorganic materials 0.000 claims description 3
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Abstract
本实用新型公开了一种带弯曲屈服耗能钢板的伸臂桁架主斜杆，包括第一主斜杆和第二主斜杆，第一主斜杆和第二主斜杆之间设置有消能减震机构；所述的消能减震机构包括上盖板和下盖板，上盖板和下盖板的两侧设置有左波纹侧板和右波纹侧板，上盖板和下盖板的两端与第一主斜杆和第二主斜杆相连；所的消能减震机构内设置有弯曲屈服耗能钢板，所述的弯曲屈服耗能钢板由多个U型弯曲钢板沿着第一主斜杆的轴向阵列式排布固连形成，弯曲屈服耗能钢板的两端与第一主斜杆和第二主斜杆相连。本实用新型可以更好地吸收能量，发挥更好的耗能能力，可更好的耗散能量保护主体结构不受破坏。
The utility model discloses a main inclined rod of an outrigger truss with a bending yield energy-dissipating steel plate, which comprises a first main oblique rod and a second main oblique rod. energy-damping mechanism; the energy-dissipating and shock-absorbing mechanism includes an upper cover plate and a lower cover plate, and left corrugated side plates and right corrugated side plates are arranged on both sides of the upper cover plate and the lower cover plate, and the upper cover plate and the lower cover plate The two ends of the plate are connected with the first main oblique rod and the second main oblique rod; the energy-dissipating and shock-absorbing mechanism is provided with a bending yield energy-dissipating steel plate, and the bending-yielding energy-dissipating steel plate is composed of a plurality of U-shaped bending steel plates along the It is formed by the axial array arrangement of the first main oblique rods, and the two ends of the bending yield energy-dissipating steel plates are connected with the first main oblique rods and the second main oblique rods. The utility model can better absorb energy, exert better energy consumption capacity, and can better dissipate energy to protect the main structure from being damaged.
Description
技术领域technical field
本实用新型属于土木工程抗震与减震领域，涉及伸臂桁架主斜杆，具体涉及一种带弯曲屈服耗能钢板的伸臂桁架主斜杆。The utility model belongs to the field of anti-seismic and damping of civil engineering, and relates to a main oblique rod of an outrigger truss, in particular to a main oblique rod of an outrigger truss with a bending yield energy-dissipating steel plate.
背景技术Background technique
框架-核心筒结构是一类较为常用的高层建筑结构体系,由核心筒和外框架共同组成。在风、地震等侧向荷载作用下,核心筒剪切刚度大,以弯曲变形模式为主；外框架剪切刚度较小,以剪切变形模式为主。一般采用刚度较大的伸臂桁架构件联系核心筒和外框架,以保证核心筒和外框架的变形协调和协同受力。当高层建筑结构主要承担水平地震作用时,伸臂桁架整体上承担剪力作用，对应于斜腹杆分别为轴向拉力和轴向压力作用。Frame-core tube structure is a kind of commonly used high-rise building structure system, which is composed of core tube and outer frame. Under the action of lateral loads such as wind and earthquake, the shear stiffness of the core tube is large, and the bending deformation mode is the main mode; the shear stiffness of the outer frame is small, and the shear deformation mode is the main mode. Generally, outrigger truss members with high rigidity are used to connect the core tube and the outer frame to ensure the coordination of deformation and the coordinated force of the core tube and the outer frame. When the high-rise building structure mainly bears the horizontal earthquake action, the outrigger truss bears the shear force as a whole, corresponding to the axial tension and axial compression of the diagonal members.
传统的伸臂桁架构件一般采用钢筋混凝土或型钢构件，常用的型钢腹杆在轴向压力作用下易于发生屈曲，因而存在以下缺点：(A)人字形布置的型钢腹杆当受压杆件发生屈曲时，会在伸臂桁架梁中部产生不平衡剪力和轴力，容易导致其破坏。(B)在地震荷载作用下，当型钢腹杆发生屈曲时，其轴压刚度急剧下降，甚至出现负刚度，此时伸臂桁架将由于刚度不足而失效，整体框架-核心筒二者的组合效应大大降低，进而降低结构的整体抗侧刚度。(C)型钢腹杆受力过程中易于受压屈曲和拉压受力不对称的属性，致使其在反复荷载作用下的滞回曲线不饱满且严重不对称，无法起到良好的消能减震作用。Traditional outrigger truss members generally adopt reinforced concrete or section steel members, and the commonly used section steel webs are prone to buckling under the action of axial pressure, so there are the following disadvantages: (A) The section steel webs arranged in a herringbone shape will During buckling, unbalanced shear force and axial force will be generated in the middle of the outrigger truss beam, which will easily lead to its failure. (B) Under the action of earthquake load, when the section steel web buckles, its axial compression stiffness drops sharply, and even negative stiffness occurs. At this time, the outrigger truss will fail due to insufficient stiffness. The combination of the overall frame and the core tube The effect is greatly reduced, thereby reducing the overall lateral stiffness of the structure. (C) The properties of steel webs, which are prone to buckling in compression and asymmetrical in tension and compression, make their hysteretic curves under repeated loads not full and seriously asymmetrical, which cannot achieve good energy dissipation. Shock effect.
发明内容Contents of the invention
针对现有技术存在的不足，本实用新型的目的在于，提供一种带弯曲屈服耗能钢板的伸臂桁架主斜杆，解决现有技术中的伸臂桁架主斜杆消能减震效果的技术问题。Aiming at the deficiencies in the prior art, the purpose of this utility model is to provide an outrigger truss main oblique rod with a bending yield energy-dissipating steel plate to solve the problem of energy dissipation and shock absorption of the outrigger truss main oblique rod in the prior art. technical problem.
为了解决上述技术问题，本实用新型采用如下技术方案予以实现：In order to solve the above technical problems, the utility model adopts the following technical solutions to achieve:
一种带弯曲屈服耗能钢板的伸臂桁架主斜杆，包括第一主斜杆和第二主斜杆，第一主斜杆和第二主斜杆之间设置有消能减震机构；An outrigger truss main oblique bar with bending yield energy-dissipating steel plates, comprising a first main oblique bar and a second main oblique bar, an energy dissipation and shock absorbing mechanism is arranged between the first main oblique bar and the second main oblique bar;
所述的消能减震机构包括上盖板和下盖板，上盖板和下盖板的两侧设置有左波纹侧板和右波纹侧板，上盖板和下盖板的两端与第一主斜杆和第二主斜杆相连；The energy-dissipating and shock-absorbing mechanism includes an upper cover and a lower cover. Left corrugated side panels and right corrugated side panels are arranged on both sides of the upper cover and the lower cover. Both ends of the upper cover and the lower cover are connected to The first main oblique rod is connected with the second main oblique rod;
所的消能减震机构内设置有弯曲屈服耗能钢板，所述的弯曲屈服耗能钢板由多个U型弯曲钢板沿着第一主斜杆的轴向阵列式排布固连形成，弯曲屈服耗能钢板的两端与第一主斜杆和第二主斜杆相连。The energy-dissipating and shock-absorbing mechanism is provided with a bending yield energy-dissipating steel plate, and the bending-yielding energy-dissipating steel plate is formed by a plurality of U-shaped bending steel plates arranged and connected in an array along the axial direction of the first main inclined bar. Both ends of the yield energy-dissipating steel plate are connected with the first main oblique rod and the second main oblique rod.
本实用新型还具有如下技术特征：The utility model also has the following technical characteristics:
所述的U型弯曲钢板为面对称结构，U型弯曲钢板的对称面与第一主斜杆的轴向垂直。The U-shaped curved steel plate is a plane-symmetrical structure, and the symmetrical plane of the U-shaped curved steel plate is perpendicular to the axial direction of the first main inclined rod.
所述的U型弯曲钢板的U型开口朝向上盖板设置。The U-shaped opening of the U-shaped curved steel plate is set toward the upper cover plate.
所述的上盖板和下盖板均采用强度为235MPa的普通碳素钢制成。Both the upper cover plate and the lower cover plate are made of ordinary carbon steel with a strength of 235MPa.
所述的弯曲屈服耗能钢板、左波纹侧板和右波纹侧板均采用强度为120MPa的低屈服点软钢制成。The bending yield energy-dissipating steel plate, the left corrugated side plate and the right corrugated side plate are all made of mild steel with a strength of 120 MPa and a low yield point.
所述的第一主斜杆和第二主斜杆与弯曲屈服耗能钢板相连的端部固结有连接端板，连接端板与弯曲屈服耗能钢板之间通过螺栓实现可拆卸连接。The ends of the first main oblique rod and the second main oblique rod connected to the bending yield energy-dissipating steel plate are consolidated with connecting end plates, and the connecting end plate and the bending yield energy-dissipating steel plate are detachably connected by bolts.
所述的第一主斜杆和第二主斜杆的结构相同且同轴设置，第一主斜杆包括H型钢骨架，H型钢骨架两侧半包式填充有混凝土层。The first main oblique rod and the second main oblique rod have the same structure and are arranged coaxially. The first main oblique rod includes an H-shaped steel skeleton, and both sides of the H-shaped steel skeleton are half-filled with concrete layers.
所述的第一主斜杆和第二主斜杆的端部均设置有节点连接环。The ends of the first main oblique rod and the second main oblique rod are provided with node connecting rings.
本实用新型与现有技术相比，具有如下技术效果：Compared with the prior art, the utility model has the following technical effects:
(Ⅰ)本实用新型可以更好地吸收能量，发挥更好的耗能能力，可更好的耗散能量保护主体结构不受破坏。(I) The utility model can better absorb energy, exert better energy dissipation capacity, and can better dissipate energy to protect the main structure from damage.
(Ⅱ)本实用新型由于超高层层间用的伸臂桁架主斜杆拉压同性的受力特点，使得超高层层间用的伸臂桁架主斜杆可以保证伸臂桁架梁所受的剪力平衡，对伸臂桁架梁起到了保护作用。(II) Due to the stress characteristics of the same tension and compression characteristics of the main diagonal rods of the outrigger trusses used between the super high-rise floors, the main diagonal rods of the outrigger trusses used between the super high-rise floors can ensure the shear force of the outrigger truss beams. The force balance has played a protective role for the outrigger truss beam.
(Ⅲ)本实用新型相比于传统伸臂桁架的型钢腹杆，伸臂桁架主斜杆不会发生受压屈曲，而且即便型钢发生屈服仍然存在轴向刚度和承载力，表明超高层层间用的伸臂桁架主斜杆可为超高层建筑的加强层提供更为稳定的斜向支撑刚度。(Ⅲ) Compared with the shaped steel web members of the traditional outrigger truss, the utility model does not buckle the main oblique rod of the outrigger truss under compression, and even if the shaped steel yields, there is still axial stiffness and bearing capacity, indicating that the super high-rise interlayer The main oblique rod of the outrigger truss used can provide more stable oblique support stiffness for the reinforced layer of super high-rise buildings.
(Ⅳ)本实用新型本带可更换弯曲屈服耗能钢板的伸臂桁架主斜杆采用仅在两端腹板的一侧半包混凝土的构造，不仅加了斜杆的抗压强度，有效的避免了斜杆在地震荷载下可能发生的失稳破坏，而且节省了材料，便于施工。(Ⅳ) The main oblique rod of the outrigger truss with replaceable bending yield energy-dissipating steel plate of the utility model adopts the structure of half-wrapping concrete only on one side of the web at both ends, which not only increases the compressive strength of the oblique rod, but also effectively The possible instability and damage of the oblique rod under the earthquake load is avoided, and the material is saved, which is convenient for construction.
(Ⅴ)本实用新型在大震作用下，超高层层间用的伸臂桁架主斜杆可以通过型钢的反复拉压屈服与消能减震机构利用软钢不同形式的弹塑性滞回变形来耗散地震输入能量，相当于为建筑提供附加阻尼，且软钢具有良好的低周疲劳特性、对外界环境变化不敏感性，且价格低廉，方便耐用。这表明，采用超高层层间用的伸臂桁架主斜杆可以有效减小建筑结构上的地震作用，起到消能减震的目的。相比于其他类型超高层层间用的伸臂桁架主斜杆，这种带有金属软钢消能减震机构的超高层层间用的伸臂桁架主斜杆有易加工、滞回性能稳定、易于更换、造价及维护费用低廉等优点，因此广泛应用于工程结构的抗震加固和维修领域。(Ⅴ) In this utility model, under the action of a large earthquake, the main oblique rod of the outrigger truss used between super high-rise floors can be deformed by repeated tensile and compressive yielding of section steel and energy dissipation damping mechanism using different forms of elastic-plastic hysteretic deformation of mild steel. Dissipating the input energy of the earthquake is equivalent to providing additional damping for the building, and mild steel has good low-cycle fatigue characteristics, is insensitive to changes in the external environment, and is cheap, convenient and durable. This shows that the use of outrigger truss main slant rods used between super high-rise floors can effectively reduce the seismic action on the building structure and achieve the purpose of energy dissipation and shock absorption. Compared with other types of outrigger truss main slant used for super high-rise inter-story, this kind of outrigger truss main slant for super high-rise inter-story with metal mild steel energy dissipation and damping mechanism has easy processing and hysteretic performance Stable, easy to replace, low cost and maintenance costs, etc., so it is widely used in the field of seismic reinforcement and maintenance of engineering structures.
(Ⅵ)本实用新型主要采用螺栓连接的方式，便于操作，拆卸方便，传力明确，受力合理，且成本较低，连接效果好，使超高层层间用的伸臂桁架主斜杆更好的发挥作用。(Ⅵ) The utility model mainly adopts the way of bolt connection, which is easy to operate, easy to disassemble, clear force transmission, reasonable force, low cost and good connection effect, so that the main diagonal rod of the outrigger truss used between super high-rise floors can be more efficient. Good function.
附图说明Description of drawings
图1是本实用新型的分解结构示意图。Fig. 1 is a schematic diagram of an exploded structure of the utility model.
图2是本实用新型的正视结构示意图。Fig. 2 is a schematic view of the front view of the utility model.
图3是本实用新型的俯视结构示意图。Fig. 3 is a top view structural diagram of the utility model.
图4是本实用新型的左视结构示意图。Fig. 4 is a left view structural diagram of the utility model.
图5是本实用新型的消能减震机构的内部结构示意图。Fig. 5 is a schematic diagram of the internal structure of the energy dissipation and shock absorbing mechanism of the present invention.
图6是本实用新型的使用状态示意图。Fig. 6 is a schematic diagram of the use state of the utility model.
图中各个标号的含义为：1-第一主斜杆，(1-1)-H型钢骨架，(1-2)-混凝土层，2-第二主斜杆，3-消能减震机构，4-上盖板，5-下盖板，6-左波纹侧板，7-右波纹侧板，8-弯曲屈服耗能钢板，9-U型弯曲钢板，10-连接端板，11-螺栓，12-节点连接环，13—巨柱，14—核心筒剪力墙，15—带弯曲屈服耗能钢板的伸臂桁架主斜杆，16—环带桁架。The meanings of each label in the figure are: 1-the first main oblique rod, (1-1)-H-shaped steel skeleton, (1-2)-concrete layer, 2-the second main oblique rod, 3-energy dissipation and shock absorbing mechanism , 4-upper cover plate, 5-lower cover plate, 6-left corrugated side plate, 7-right corrugated side plate, 8-bending yield energy dissipation steel plate, 9-U-shaped curved steel plate, 10-connecting end plate, 11- Bolts, 12-joint connection ring, 13-column, 14-core tube shear wall, 15-outrigger truss main slant with bending yield energy-dissipating steel plate, 16-ring belt truss.
以下结合实施例对本实用新型的具体内容作进一步详细解释说明。Below in conjunction with embodiment the specific content of the present utility model is described in further detail.
具体实施方式Detailed ways
以下给出本实用新型的具体实施例，需要说明的是本实用新型并不局限于以下具体实施例，凡在本申请技术方案基础上做的等同变换均落入本实用新型的保护范围。The specific embodiments of the present utility model are provided below, and it should be noted that the present utility model is not limited to the following specific embodiments, and all equivalent transformations done on the basis of the technical solution of the application all fall into the protection scope of the present utility model.
实施例1：Example 1:
遵从上述技术方案，如图1至图5所示，本实施例给出一种带弯曲屈服耗能钢板的伸臂桁架主斜杆，包括第一主斜杆1和第二主斜杆2，第一主斜杆1和第二主斜杆2之间设置有消能减震机构3；According to the above-mentioned technical scheme, as shown in Fig. 1 to Fig. 5, this embodiment provides an outrigger truss main slant with bending yield energy dissipation steel plate, including a first main slant 1 and a second main slant 2, An energy-dissipating and shock-absorbing mechanism 3 is arranged between the first main slanting rod 1 and the second main slanting rod 2;
所述的消能减震机构3包括上盖板4和下盖板5，上盖板4和下盖板5的两侧设置有左波纹侧板6和右波纹侧板7，上盖板4和下盖板5的两端与第一主斜杆1和第二主斜杆2相连；The energy-dissipating and shock-absorbing mechanism 3 includes an upper cover plate 4 and a lower cover plate 5, the two sides of the upper cover plate 4 and the lower cover plate 5 are provided with a left corrugated side plate 6 and a right corrugated side plate 7, and the upper cover plate 4 The two ends of the lower cover plate 5 are connected with the first main oblique rod 1 and the second main oblique rod 2;
所的消能减震机构3内设置有弯曲屈服耗能钢板8，所述的弯曲屈服耗能钢板8由多个U型弯曲钢板9沿着第一主斜杆1的轴向阵列式排布固连形成，弯曲屈服耗能钢板8的两端与第一主斜杆1和第二主斜杆2相连。The energy-dissipating and shock-absorbing mechanism 3 is provided with a bending yield energy-dissipating steel plate 8, and the bending-yielding energy-dissipating steel plate 8 is arranged in an array along the axial direction of the first main inclined bar 1 by a plurality of U-shaped bending steel plates 9 Formed by solid connection, the two ends of the bending yield energy dissipation steel plate 8 are connected with the first main oblique rod 1 and the second main oblique rod 2 .
本实施例中，上盖板4和下盖板5的两侧焊接有左波纹侧板6和右波纹侧板7。In this embodiment, a left corrugated side plate 6 and a right corrugated side plate 7 are welded on both sides of the upper cover plate 4 and the lower cover plate 5 .
本实施例中，左波纹侧板6和右波纹侧板7结构相同，对称设置，左波纹侧板6是由一张平钢板按135°用弯折机弯折而成。In this embodiment, the left corrugated side plate 6 and the right corrugated side plate 7 have the same structure and are arranged symmetrically. The left corrugated side plate 6 is formed by bending a flat steel plate at 135° with a bending machine.
作为本实施例的一种优选方案，U型弯曲钢板9由两翼缘和中间的半圆形腹板组成，翼缘和腹板的宽度相同。U型弯曲钢板9为面对称结构，U型弯曲钢板9的对称面与第一主斜杆1的轴向垂直。U型弯曲钢板9的U型开口朝向上盖板4设置。弯曲屈服耗能钢板8由五个U型弯曲钢板9组成。As a preferred solution of this embodiment, the U-shaped curved steel plate 9 is composed of two flanges and a semicircular web in the middle, and the widths of the flanges and the web are the same. The U-shaped curved steel plate 9 is a plane-symmetrical structure, and the symmetrical plane of the U-shaped curved steel plate 9 is perpendicular to the axial direction of the first main inclined rod 1 . The U-shaped opening of the U-shaped curved steel plate 9 is arranged toward the upper cover plate 4 . The bending yield energy-dissipating steel plate 8 is composed of five U-shaped bending steel plates 9 .
作为本实施例的一种优选方案，上盖板4和下盖板5均采用强度为235MPa的普通碳素钢制成。弯曲屈服耗能钢板8、左波纹侧板6和右波纹侧板7均采用强度为120MPa的低屈服点软钢制成。As a preferred solution of this embodiment, both the upper cover plate 4 and the lower cover plate 5 are made of ordinary carbon steel with a strength of 235 MPa. The bending yield energy-dissipating steel plate 8 , the left corrugated side plate 6 and the right corrugated side plate 7 are all made of mild steel with a strength of 120 MPa and a low yield point.
作为本实施例的一种优选方案，第一主斜杆1和第二主斜杆2与弯曲屈服耗能钢板8相连的端部固结有连接端板10，连接端板10与弯曲屈服耗能钢板8之间通过螺栓11实现可拆卸连接。As a preferred solution of this embodiment, the end of the first main oblique rod 1 and the second main oblique rod 2 connected to the bending yield energy dissipation steel plate 8 is consolidated with a connecting end plate 10, and the connecting end plate 10 is connected to the bending yield energy dissipating plate 8. The detachable connection can be realized by bolts 11 between the steel plates 8 .
第一主斜杆1和第二主斜杆2与上盖板4和下盖板5之间也通过螺栓11实现可拆卸连接。螺栓11通常采用高强螺栓，可以在消能减震机构3破坏后，对消能减震机构3实现拆卸和更换。螺栓孔的位置应符合钢结构设计原理中关于螺栓孔中心距及螺栓孔中心到板件边缘距离的要求。The detachable connection between the first main oblique rod 1 and the second main oblique rod 2 and the upper cover plate 4 and the lower cover plate 5 is also realized through bolts 11 . The bolts 11 are usually high-strength bolts, which can disassemble and replace the energy-dissipating and shock-absorbing mechanism 3 after the energy-dissipating and shock-damping mechanism 3 is damaged. The position of the bolt holes shall meet the requirements of the center distance of the bolt holes and the distance from the center of the bolt holes to the edge of the plate in the principles of steel structure design.
作为本实施例的一种优选方案，第一主斜杆1和第二主斜杆2的结构相同且同轴设置，第一主斜杆1包括H型钢骨架1-1，H型钢骨架1-1两侧半包式填充有混凝土层1-2。H型钢骨架1-1采用热轧H型钢加工制成。As a preferred solution of this embodiment, the first main oblique rod 1 and the second main oblique rod 2 have the same structure and are coaxially arranged. The first main oblique rod 1 includes an H-shaped steel skeleton 1-1, and the H-shaped steel skeleton 1- 1 The two sides are filled with concrete layers 1-2 in a semi-enveloped manner. The H-shaped steel frame 1-1 is made of hot-rolled H-shaped steel.
作为本实施例的一种优选方案，第一主斜杆1和第二主斜杆2的端部均设置有节点连接环12。As a preferred solution of this embodiment, node connection rings 12 are provided at the ends of the first main oblique rod 1 and the second main oblique rod 2 .
本实用新型使用时，如图6所示，将主斜杆两端通过节点连接环12固定在伸臂桁架中，结构形式选用单跨单斜撑型。当结构遭受地震作用时，结构加强层受剪力，在伸臂桁架中剪力转换为轴向的拉压力传递至超高层层间用的伸臂桁架主斜杆。超高层层间用的伸臂桁架主斜杆通过中部的消能减震机构3反复受到拉压，由其中的左波纹侧板6、右波纹侧板7以及弯曲屈服耗能钢板8发生受力变形，产生前后方向的位移，使左波纹侧板6、右波纹侧板7以及弯曲屈服耗能钢板8屈服耗能，达到弯曲耗能的目的。如果消能减震机构3承受荷载较大发生破坏，则可将消能减震机构3从支撑中拆卸下来，更换新的消能减震机构3。When the utility model is in use, as shown in Figure 6, the two ends of the main diagonal rod are fixed in the outrigger truss through the node connecting ring 12, and the structural form is selected as a single-span single-slant bracing type. When the structure is subjected to earthquake action, the structural strengthening layer is subject to shear force, and the shear force is converted into axial tension and pressure in the outrigger truss, which is transmitted to the main diagonal rod of the outrigger truss used between super high-rise floors. The main oblique rod of the outrigger truss used between super high-rise floors is repeatedly subjected to tension and compression through the energy dissipation and shock absorption mechanism 3 in the middle, and the left corrugated side plate 6, right corrugated side plate 7 and bending yield energy dissipation steel plate 8 are subjected to stress Deformation produces displacement in the front and rear directions, so that the left corrugated side plate 6, the right corrugated side plate 7, and the bending yield energy-dissipating steel plate 8 yield and consume energy, so as to achieve the purpose of bending energy consumption. If the energy-dissipating and shock-absorbing mechanism 3 bears a large load and is damaged, the energy-dissipating and shock-absorbing mechanism 3 can be disassembled from the support, and a new energy-dissipating and shock-absorbing mechanism 3 can be replaced.
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| CN110108463A (en) * | 2019-05-19 | 2019-08-09 | 北京工业大学 | A kind of elastoplasticity support construction testing machine vibration absorber |
| CN111734136A (en) * | 2020-08-05 | 2020-10-02 | 上海建工集团股份有限公司 | A vertical sliding device for displacement one-way control |
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| CN110108463A (en) * | 2019-05-19 | 2019-08-09 | 北京工业大学 | A kind of elastoplasticity support construction testing machine vibration absorber |
| CN111734136A (en) * | 2020-08-05 | 2020-10-02 | 上海建工集团股份有限公司 | A vertical sliding device for displacement one-way control |
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