WO2020252835A1 - 一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁 - Google Patents

一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁 Download PDF

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WO2020252835A1
WO2020252835A1 PCT/CN2019/096251 CN2019096251W WO2020252835A1 WO 2020252835 A1 WO2020252835 A1 WO 2020252835A1 CN 2019096251 W CN2019096251 W CN 2019096251W WO 2020252835 A1 WO2020252835 A1 WO 2020252835A1
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friction
plate
web
oblique
earthquake
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PCT/CN2019/096251
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English (en)
French (fr)
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崔瑶
吴天骄
王鑫
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大连理工大学
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Publication of WO2020252835A1 publication Critical patent/WO2020252835A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, 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

Definitions

  • the invention belongs to the technical field of energy dissipation and shock absorption in civil engineering, and in particular relates to a shear steel truss connecting beam with a friction damper for quick recovery after an earthquake.
  • Coupling beam is an important seismic energy dissipation component in the shear wall system and the frame-shear wall system. It effectively resists the overturning moment by ensuring the transmission of forces between adjacent wall limbs.
  • Reinforced concrete coupling beams are fundamentally restricted in performance due to material factors, so in recent years, steel structure coupling beams with excellent energy dissipation and ductility properties have been proposed.
  • steel truss connecting beams not only have various advantages of steel connecting beams, but also have the advantages of saving steel, flexible arrangement of rods, and convenient replacement. When the span height of the steel truss connecting beam is relatively small, the steel truss connecting beam is mainly sheared.
  • the present invention proposes a shear-shaped steel truss connecting beam with friction dampers that quickly recovers after an earthquake, and the friction dampers are located at the inclined webs with relatively large deformations.
  • the utility model relates to a shear steel truss connecting beam with friction damper for quick recovery after earthquake, which mainly includes chord 1, diagonal web and friction damper.
  • the oblique web rod includes an oblique web rod A2 and an oblique web rod B7.
  • the friction damper connects the oblique web rod A2 and the oblique web rod B7 into one oblique web rod; the two oblique web rods are cross-fixed on two chords. Between the rods 1, the two chords 1 are kept parallel; among them, the upper ends of the two oblique webs A2 are respectively fixed to the upper chord 1, and the lower ends of the two oblique webs B7 are respectively fixed to the lower chord 1;
  • the friction damper includes a friction main plate 3, a friction plate 6, a cover plate 4 and a friction bolt 5; the web surface of the lower part of the oblique web rod A2 is provided with the cover plate 4, the friction plate 6, the friction main plate 3 and Friction plate 6; the upper part of the friction main plate 3 is provided with a long slotted hole to achieve sliding, the axial direction of the long slotted hole is consistent with the length direction of the inclined web bar A2; the inclined web bar A2, the friction plate 6 and the cover plate 4
  • the same round bolt holes are processed, and the position of the round bolt holes corresponds to the position of the long slot hole on the friction main plate 3; there is a gap between the inclined web A2, the friction plate 6, the friction main plate 3 and the cover plate 4.
  • the friction type bolt 5 and the nut are matched and fixed as a whole; the lower part of the friction main plate 3 is fixed on the upper web of the oblique web bar B7, thereby connecting the oblique web bar A2 and the oblique web bar B7 into one body, and ensures There is a gap between the two.
  • the oblique web rod A2 the friction plate 6 and the circular bolt holes on the cover plate 4 all correspond to the center position of the long slot hole on the friction main plate 3 to ensure that when the friction main plate 3 slips relative to the oblique web rod, the The forward and reverse sliding displacements are equal; the gap between the inclined web bar A2 and the inclined web bar B7 is greater than the sliding displacement of the friction main plate 3.
  • the friction main plate 3 and the oblique web bar B7 are fixed by welding or bolt connection; the upper chord 1 and the oblique web bar A2 are fixed by welding; the lower chord 1 and the oblique web bar B7 are fixed by welding.
  • a disc spring 8 is installed under the friction type bolt 5 and the nut to prevent the friction type bolt 5 from loosening and deforming during the sliding process of the friction main plate 3.
  • chord 1 is T-shaped steel
  • the oblique web A2 is channel steel, H-shaped square steel or I-shaped steel
  • the friction plate 6 is a brass friction plate, a brake pad and other friction materials.
  • Figure 1 is a schematic structural diagram of an embodiment of the present invention.
  • Figure 2 is a schematic diagram of the structure of the present invention.
  • Fig. 3 is a longitudinal sectional view of the position of the friction damper in Fig. 1.
  • Fig. 4 is a radial sectional view of the position of the friction damper in Fig. 1.
  • Figure 5 is the hysteresis curve of the shear steel truss coupling beam with friction damper of the present invention.
  • the present invention is a shear steel truss connecting beam with friction damper for quick recovery after earthquake, which comprises a friction damper, a chord 1 and a diagonal web.
  • the oblique web bar includes oblique web bar A2 and oblique web bar B7.
  • the friction damper connects oblique web bar A2 and oblique web bar B7 into one oblique web bar; two oblique webs
  • the rods are cross-fixed between the two chords 1, and the two chords 1 are kept parallel; among them, the upper ends of the two oblique webs A2 are welded to the upper chord 1, and the lower ends of the two oblique webs B7 are respectively welded to On the lower chord 1.
  • the friction damper is installed at the lower web of the oblique web A2.
  • the friction damper includes a friction main plate 3, a friction plate 6, a cover plate 4 and a friction bolt 5; the surface of the lower web of the oblique web A2 is from outside to
  • the cover plate 4, the friction plate 6, the friction main plate 3 and the friction plate 6 are arranged in sequence; the upper part of the friction main plate 3 is provided with a long slotted hole to realize sliding, and the axial direction of the long slotted hole is consistent with the length direction of the inclined web rod A2
  • the oblique web rod A2, the friction plate 6 and the cover plate 4 are all processed with the same circular bolt hole, the position of the circular bolt hole corresponds to the center position of the long slot hole on the friction main plate 3; the oblique web rod A2, friction There is a gap between the sheet 6, the friction main plate 3 and the cover plate 4, and the friction type bolt 5 is fixed with the nut as a whole; the disc spring 8 is installed under the friction type bolt 5 and
  • the friction plate 6 is arranged on the web at the lower part of the oblique web rod A2, which can ensure the normal operation of the friction damper and slip friction; and the friction plate 6 is used in the non-friction area to ensure that the cover plate 4 and the oblique web
  • the distance between the rods A2 is the same, otherwise an eccentric bending moment will be generated, which will affect the normal operation of the friction damper.
  • Figure 5 is the hysteresis curve of the shear steel truss connecting beam with friction damper of the present invention.
  • the bearing capacity of the shear steel truss connecting beam with friction damper does not decrease.
  • the operation is simple, the cycle is short, and it can be used in time.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Business, Economics & Management (AREA)
  • Emergency Management (AREA)
  • Environmental & Geological Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Vibration Dampers (AREA)
  • Buildings Adapted To Withstand Abnormal External Influences (AREA)
  • Vibration Prevention Devices (AREA)

Abstract

本发明提供了一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，包括弦杆、斜腹杆和摩擦阻尼器。本发明在普通钢桁架连梁的基础上利用摩擦阻尼器耗能，所述摩擦阻尼器包括：摩擦主板、摩擦片、盖板和摩擦型螺栓；构造简单，施工方便。小震下，带摩擦阻尼器的剪切型钢桁架连梁不发生滑移，相当于普通钢桁架连梁，为结构提供侧向刚度；在中震下，达到起滑荷载后，摩擦阻尼器发生滑移，从而摩擦耗能，而地震的大部分能量由摩擦阻尼器消耗。本发明带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁在地震作用下，强度不发生退化，且不发生破坏，震后只需检查、更换摩擦阻尼器的摩擦片，具有震后修复费用低、及时使用的优点。

Description

一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁 技术领域
本发明属于土木工程消能减震技术领域，具体涉及一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁。
 背景技术
连梁是剪力墙体系和框架-剪力墙体系中重要的抗震耗能构件，它通过保障相邻墙肢间力的传递，有效抵抗倾覆力矩。钢筋混凝土连梁由于材料因素在性能上受到根本制约，因而近年来提出了具有优良的耗能及延性性能的钢结构连梁。在此基础上，钢桁架连梁不但具有钢连梁的各种优势，还具有节约钢材、杆件布置灵活、更换方便等优点。当钢桁架连梁的跨高比较小，钢桁架连梁主要以剪切变形为主，在地震作用下，斜腹杆反复拉压变形，先于弦杆进入塑性。钢桁架连梁主要通过塑性变形耗散地震能量，在一定程度上起到消减地震能量的作用；但由于这些变形都是不可逆的，造成震后的修复难度较大。通过在结构中引入消能器来减弱主体结构的地震作用，已经被证明是一种有效的方法。其中摩擦阻尼器的摩擦机制简明合理，耗能性好，受外界客观条件影响少，且制作方便，材料简单易得，便于推广，因此具有良好的发展前景。
 技术问题
为解决上述问题，本发明提出了一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，摩擦阻尼器位于变形较大的斜腹杆处。
 技术解决方案
一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，主要包括弦杆1、斜腹杆和摩擦阻尼器。
所述斜腹杆包括斜腹杆A2和斜腹杆B7，所述的摩擦阻尼器将斜腹杆A2和斜腹杆B7连接为一个斜腹杆；两个斜腹杆交叉固定在两个弦杆1之间，两个弦杆1保持平行；其中，两个斜腹杆A2的上端分别固定在上方弦杆1上，两个斜腹杆B7的下端分别固定在下方弦杆1上；
所述摩擦阻尼器包括摩擦主板3、摩擦片6、盖板4和摩擦型螺栓5；斜腹杆A2下部的腹板表面由外到内依次设置盖板4、摩擦片6、摩擦主板3和摩擦片6；所述摩擦主板3上部设有长槽孔以实现滑移，长槽孔的轴线方向与斜腹杆A2的长度方向一致；所述斜腹杆A2、摩擦片6和盖板4均加工有相同的圆形螺栓孔，圆形螺栓孔的位置与摩擦主板3上长槽孔的位置相对应；斜腹杆A2、摩擦片6、摩擦主板3和盖板4之间留有空隙，并通过摩擦型螺栓5与螺母配合固定为一体；所述摩擦主板3的下部固定在斜腹杆B7上部的腹板上，从而将斜腹杆A2与斜腹杆B7连为一体，并确保二者之间留有空隙。
进一步地，斜腹杆A2、摩擦片6和盖板4上的圆形螺栓孔均对应于摩擦主板3上长槽孔的中心位置，以保证摩擦主板3相对斜腹杆发生滑移时，其正、反向滑移位移相等；所述斜腹杆A2与斜腹杆B7之间的空隙大于摩擦主板3滑移的位移。
进一步地，摩擦主板3与斜腹杆B7通过焊接固定或螺栓连接固定；上方弦杆1与斜腹杆A2通过焊接固定；下方弦杆1与斜腹杆B7通过焊接固定。
进一步地，摩擦型螺栓5和螺母的下方均安装碟形弹簧8，用于防止摩擦主板3滑移过程中摩擦型螺栓5发生松动变形。
进一步地，弦杆1为T型钢；斜腹杆A2为槽钢、H型方钢或工字型钢；摩擦片6为黄铜摩擦片、刹车片等其他摩擦材料。
 有益效果
（1）通过调节滑移荷载实现分阶段工作。小震下，所述摩擦阻尼器不发生滑移，为结构提供侧向刚度；中震下，摩擦阻尼器发生滑移，从而摩擦消耗地震能量。
（2）震后可快速修复性与保护主体结构安全性。震后只需拆下摩擦阻尼器的摩擦材料进行检查、更换即可，具有震后修复费用低、及时使用的优点。
 附图说明
图1是本发明实施例的结构示意图。
图2是本发明的结构示意图。
图3是图1中摩擦阻尼器位置的纵向剖视图。
图4是图1中摩擦阻尼器位置的径向剖视图。
图5是本发明带摩擦阻尼器的剪切型钢桁架连梁的滞回曲线。
图中：1弦杆；2斜腹杆A；3摩擦主板；4盖板；5摩擦型螺栓；6摩擦片；7斜腹杆B；8碟形弹簧。
 本发明的实施方式
下面结合附图和技术方案，进一步说明本发明的具体实施方式。
本发明一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，包括摩擦阻尼器、弦杆1和斜腹杆。
如图1所示，所述的斜腹杆包括斜腹杆A2和斜腹杆B7，所述的摩擦阻尼器将斜腹杆A2和斜腹杆B7连接为一个斜腹杆；两个斜腹杆交叉固定在两个弦杆1之间，两个弦杆1保持平行；其中，两个斜腹杆A2的上端分别焊接在上方弦杆1上，两个斜腹杆B7的下端分别焊接在下方弦杆1上。
所述摩擦阻尼器安装在斜腹杆A2下部的腹板处，摩擦阻尼器包括摩擦主板3、摩擦片6、盖板4和摩擦型螺栓5；斜腹杆A2下部的腹板表面由外到内依次设置盖板4、摩擦片6、摩擦主板3和摩擦片6；所述摩擦主板3上部设有长槽孔以实现滑移，长槽孔的轴线方向与斜腹杆A2的长度方向一致；所述斜腹杆A2、摩擦片6和盖板4均加工有相同的圆形螺栓孔，圆形螺栓孔的位置对应于摩擦主板3上长槽孔的中心位置；斜腹杆A2、摩擦片6、摩擦主板3和盖板4之间留有空隙，并通过摩擦型螺栓5与螺母配合固定为一体；在摩擦型螺栓5和螺母的下方均安装碟形弹簧8，用于防止摩擦主板3滑移过程中摩擦型螺栓5发生松动变形；所述摩擦主板3的下部焊接在斜腹杆B7上部的腹板上，将斜腹杆A2与斜腹杆B7连为一体，并确保二者之间留有空隙，且空隙大于摩擦主板3滑移的位移。摩擦主板3、盖板4、摩擦片6与斜腹杆A2之间也有足够的空间来保证正常滑移工作和焊接工作。本实施例中的弦杆1为T型钢，斜腹杆2选用槽钢。
图1中，摩擦片6设在斜腹杆A2下部的腹板上，能够保证摩擦阻尼器正常工作滑移摩擦即可；而在非摩擦区使用摩擦片6是为了保证盖板4与斜腹杆A2之间的距离一致，否则会产生偏心弯矩，影响摩擦阻尼器的正常工作。
图5为本发明带摩擦阻尼器的剪切型钢桁架连梁的滞回曲线，在整个过程中，带摩擦阻尼器的剪切型钢桁架连梁的承载力无降低。在震后，只需拆开摩擦阻尼器，检查摩擦片是否需要更换；在震后检查或修复过程中，操作简单、周期短、可及时使用。

Claims (8)

  1. 一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，其特征在于，所述剪切型钢桁架连梁包括弦杆（1）、斜腹杆和摩擦阻尼器；
    所述斜腹杆包括斜腹杆A（2）和斜腹杆B（7），所述的摩擦阻尼器将斜腹杆A（2）和斜腹杆B（7）连接为一个斜腹杆；两个斜腹杆交叉固定在两个弦杆（1）之间，两个弦杆（1）保持平行；其中，两个斜腹杆A（2）的上端分别固定在上方弦杆（1）上，两个斜腹杆B（7）的下端分别固定在下方弦杆（1）上；
    所述摩擦阻尼器包括摩擦主板（3）、摩擦片（6）、盖板（4）和摩擦型螺栓（5）；斜腹杆A（2）下部的腹板表面由外到内依次设置盖板（4）、摩擦片（6）、摩擦主板（3）和摩擦片（6）；所述摩擦主板（3）上部设有长槽孔以实现滑移，长槽孔的轴线方向与斜腹杆A（2）的长度方向一致；所述斜腹杆A（2）、摩擦片（6）和盖板（4）均加工有相同的圆形螺栓孔，圆形螺栓孔的位置与摩擦主板（3）上长槽孔的位置相对应；斜腹杆A（2）、摩擦片（6）、摩擦主板（3）和盖板（4）之间留有空隙，并通过摩擦型螺栓（5）与螺母配合固定为一体；所述摩擦主板（3）的下部固定在斜腹杆B（7）上部的腹板上，从而将斜腹杆A（2）与斜腹杆B（7）连为一体，并确保二者之间留有空隙。
  2. 根据权利要求1所述的带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，其特征在于，所述斜腹杆A（2）、摩擦片（6）和盖板（4）上的圆形螺栓孔均对应于摩擦主板（3）上长槽孔的中心位置，以保证摩擦主板（3）相对斜腹杆发生滑移时，其正、反向滑移位移相等；所述斜腹杆A（2）与斜腹杆B（7）之间的空隙大于摩擦主板（3）滑移的位移。
  3. 根据权利要求1或2所述的带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，其特征在于，所述摩擦主板（3）与斜腹杆B（7）通过焊接固定或螺栓连接固定；上方弦杆（1）与斜腹杆A（2）通过焊接固定；下方弦杆（1）与斜腹杆B（7）通过焊接固定。
  4. 根据权利要求1或2所述的带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，其特征在于，所述摩擦型螺栓（5）和螺母的下方均安装碟形弹簧（8），用于防止摩擦主板（3）滑移过程中摩擦型螺栓（5）发生松动变形。
  5. 根据权利要求3所述的带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，其特征在于，所述摩擦型螺栓（5）和螺母的下方均安装碟形弹簧（8），用于防止摩擦主板（3）滑移过程中摩擦型螺栓（5）发生松动变形。
  6. 根据权利要求1、2或5所述的带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，其特征在于，所述弦杆（1）为T型钢；所述斜腹杆A（2）为槽钢、H型方钢或工字型钢；所述摩擦片（6）为黄铜摩擦片或刹车片。
  7. 根据权利要求3所述的带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，其特征在于，所述弦杆（1）为T型钢；所述斜腹杆A（2）为槽钢、H型方钢或工字型钢；所述摩擦片（6）为黄铜摩擦片或刹车片。
  8. 根据权利要求4所述的带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁，其特征在于，所述弦杆（1）为T型钢；所述斜腹杆A（2）为槽钢、H型方钢或工字型钢；所述摩擦片（6）为黄铜摩擦片或刹车片。
PCT/CN2019/096251 2019-06-20 2019-07-17 一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁 WO2020252835A1 (zh)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115478631A (zh) * 2022-11-03 2022-12-16 重庆大学 一种可实现多级限位耗能的混合自复位阻尼装置及其应用

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114293674B (zh) * 2022-01-24 2023-06-16 河北科技大学 一种带有sma摩擦复合阻尼器的连梁和sma摩擦复合阻尼器

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN201952934U (zh) * 2010-12-20 2011-08-31 张蓬勃 装有铝板摩擦材料的摩擦阻尼器
CN102628300A (zh) * 2012-05-02 2012-08-08 广西大学 带摩擦节点的钢桁架控制连梁
JP2015197188A (ja) * 2014-04-02 2015-11-09 株式会社大林組 摩擦ダンパー
CN207794359U (zh) * 2018-01-30 2018-08-31 华北理工大学 一种长孔槽型滑动摩擦耗能阻尼器及装配式抗震框架结构
CN208122453U (zh) * 2018-02-02 2018-11-20 中国地震局工程力学研究所 一种新型可装配更换的剪切型钢桁架连梁
JP2019019641A (ja) * 2017-07-21 2019-02-07 株式会社大林組 耐震構造、振動減衰機構及びブレース部材
CN109537971A (zh) * 2018-12-28 2019-03-29 北京筑信润捷科技发展有限公司 一种摩擦耗能阻尼器

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101145881B1 (ko) * 2011-10-31 2012-05-15 (주)대우건설 강재 댐퍼와 마찰 댐퍼를 구비하는 샛기둥형 복합 댐퍼
CN106149871B (zh) * 2016-07-01 2018-06-26 同济大学 一种木框架-耗能支撑抗侧力结构体系
CN107227820A (zh) * 2017-07-10 2017-10-03 湖南大学 一种可更换的钢桁架‑高阻尼混凝土叠合板组合连梁
CN210238934U (zh) * 2019-06-20 2020-04-03 大连理工大学 一种带摩擦阻尼器的震后快速恢复的剪切型钢桁架连梁

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN201952934U (zh) * 2010-12-20 2011-08-31 张蓬勃 装有铝板摩擦材料的摩擦阻尼器
CN102628300A (zh) * 2012-05-02 2012-08-08 广西大学 带摩擦节点的钢桁架控制连梁
JP2015197188A (ja) * 2014-04-02 2015-11-09 株式会社大林組 摩擦ダンパー
JP2019019641A (ja) * 2017-07-21 2019-02-07 株式会社大林組 耐震構造、振動減衰機構及びブレース部材
CN207794359U (zh) * 2018-01-30 2018-08-31 华北理工大学 一种长孔槽型滑动摩擦耗能阻尼器及装配式抗震框架结构
CN208122453U (zh) * 2018-02-02 2018-11-20 中国地震局工程力学研究所 一种新型可装配更换的剪切型钢桁架连梁
CN109537971A (zh) * 2018-12-28 2019-03-29 北京筑信润捷科技发展有限公司 一种摩擦耗能阻尼器

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115478631A (zh) * 2022-11-03 2022-12-16 重庆大学 一种可实现多级限位耗能的混合自复位阻尼装置及其应用

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