WO2020019947A1 - 剪力墙竖向阻尼承载连接件及其安装方法 - Google Patents

剪力墙竖向阻尼承载连接件及其安装方法 Download PDF

Info

Publication number
WO2020019947A1
WO2020019947A1 PCT/CN2019/094440 CN2019094440W WO2020019947A1 WO 2020019947 A1 WO2020019947 A1 WO 2020019947A1 CN 2019094440 W CN2019094440 W CN 2019094440W WO 2020019947 A1 WO2020019947 A1 WO 2020019947A1
Authority
WO
WIPO (PCT)
Prior art keywords
shear wall
bearing
load
vertical damping
area
Prior art date
Application number
PCT/CN2019/094440
Other languages
English (en)
French (fr)
Inventor
朱立猛
张春巍
孙丽
闫海鹏
Original Assignee
张春巍
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 张春巍 filed Critical 张春巍
Publication of WO2020019947A1 publication Critical patent/WO2020019947A1/zh

Links

Images

Classifications

    • 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
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members

Definitions

  • the invention relates to a vertical damping load-bearing connection piece of a shear wall, and in particular, to a vertical connection between shear walls with favorable energy consumption and high load capacity, energy consumption capacity, and self-reset ability after earthquake. structure.
  • the prefabricated structure system has become the future direction of building development. Reliable connection and easy repair after damage are the key technologies to ensure the safety of prefabricated buildings.
  • the China Earthquake Administration released the “National Earthquake Science and Technology Innovation Project” and proposed the “Resilient Urban and Rural” technology plan, emphasizing the design of the building's recoverable functions.
  • the purpose of the present invention is to solve the problem that the vertical damping load-bearing connection members of the shear wall in the prior art cannot satisfy the energy consumption and load optimization of the vertical connection between the steel plate concrete shear walls.
  • the utility model relates to a vertical connecting piece which comprises a vertical load energy-consuming damper.
  • a vertical damping load-bearing connector for a shear wall includes an upper connection box, a lower connection box, a load-bearing area, and an energy-consuming area.
  • the load-bearing area is a concrete bundle, and the energy-consuming area includes several interactive dampers.
  • the upper connecting barrel and the lower connecting barrel are matched with the size of the shear wall, bolt holes are provided at corresponding positions, and pouring holes are arranged on the critical end plate surface of the bearing area.
  • the load-bearing area is located in the middle of the connection structure, and the energy-consuming area is located on both sides of the load-bearing area.
  • the load-bearing area is a high-strength steel tube concrete bundle
  • the steel in the load-bearing area is high-strength steel
  • the concrete is one of high-strength concrete, fiber concrete, or expanded concrete.
  • the interactive damper is a series of several sheet-shaped dampers.
  • the damper is made in sheet form, and several sheets are combined into one damper.
  • the sheet form is prefabricated in the factory.
  • the number of sheets is grouped according to actual needs, and the sheets are staggered to form a damper.
  • the number of sheet dampers is based on actual conditions. Engineering application for adjustment and production.
  • the number of the sheet dampers is generally 4-6.
  • the sheet damper comprises an upper connecting piece, a lower connecting piece and a plurality of middle damping pieces, and bolt holes are provided on the upper connecting piece and the lower connecting piece.
  • the middle damping sheet is z-shaped.
  • the interactive damper is made of mild steel or a certain energy-consuming material.
  • the sheet damper is connected to the vertical connection structure of the shear wall through a memory alloy bolt.
  • a rubber spacer is provided between the energy consuming zone dampers. Rubber spacers separate the energy dissipation zone dampers. Under earthquakes, on the one hand, the energy dissipation zone dampers can be squeezed and protected; on the other hand, they can dissipate energy through their own deformation, which effectively controls a variety of working conditions. The structural response under action is favorable.
  • the vertical damping load-bearing connector of the shear wall and the shear wall are connected by high-strength bolts.
  • the connection between the shear wall connection structure and the two upper and lower shear walls is realized by the steel plate connection cylinders on the upper and lower sides of the vertical damping load-bearing connection of the shear wall.
  • the upper and lower two pieces of double-steel concrete shear wall are respectively fitted into the respective steel plate connection cylinders to achieve a reliable full-bolt connection with the shear wall member vertically, which can make the shear wall have assembly and disassembly functions.
  • the load-bearing area is a high-strength concrete-filled steel tube bundle.
  • the connection box is a steel tube box.
  • the steel tube box and the steel tube tube in the bearing area are a whole.
  • the concrete can be poured through the reserved pouring hole to form a high-strength steel tube concrete bundle with the steel tube tube.
  • the high-strength concrete filled steel tube bundle can achieve high bearing capacity and ensure the bearing capacity of the shear wall; the steel box and the bearing area are made of high-strength steel, which has the characteristics of high strength and large elastic range.
  • the interactive damper is made of soft steel or an energy-consuming material with a certain strength.
  • the material of the interactive damper is low-yield soft steel or stainless steel, which has good ductility and strong deformation ability, excellent hysteretic energy consumption performance, and little impact on the external environment. Yield strength can be 100MP to 200MP.
  • the sheet-shaped damper is connected to the vertical damping load-bearing connection of the shear wall through a memory alloy bolt. After the damper is assembled, it can be assembled with the main body of the shear wall connection structure using high-strength bolts.
  • the SMA bolts in the energy-dissipating area connecting bolts can effectively control the displacement of the damper and have a certain self-reset ability. Under the action of a strong earthquake, if the damper in one of the energy-consuming regions undergoes de-yielding damage, the damage can be replaced after the earthquake.
  • the vertical damping load-bearing connector of the shear wall is mainly applied to the connection of steel plate shear walls of high-rise and super-high-rise buildings in high-intensity earthquake areas.
  • Installation method of vertical damping load-bearing connector for shear wall including the following steps:
  • the load-bearing area is connected to the upper and lower connecting cylinders: the load-bearing area is welded to the critical end plate of the upper-lower connecting cylinder;
  • the present invention adopts the zoning design idea, based on the application of energy-consuming shock absorption technology in the shear wall structure, and combines the fabrication and construction characteristics of prefabricated building components, and divides the vertical bearing energy-consuming connection components into energy consumption Areas and load-bearing areas are designed in accordance with the main functions of each area. At the same time, energy consumption and bearing capacity are coordinated to meet the double optimization of the energy consumption capacity and load-bearing capacity of the vertical connection between steel plate concrete shear walls.
  • the vertical damping load-bearing connector of the shear wall of the present invention can significantly increase the energy dissipation capacity of the shear wall structure.
  • the high-strength concrete filled steel tube bundle is used in the middle load-bearing area to ensure the reliability of the vertical transmission force of the steel plate concrete shear wall, so that The structure has high bearing capacity and high elastic deformation capacity under the action of large earthquakes, and the energy dissipation zone damper in the connecting member can effectively increase the energy dissipation capacity of the wall.
  • the vertical damping load-bearing connector of the shear wall of the present invention can realize rapid assembly and disassembly functions, and can quickly replace components in the energy consumption area after the earthquake, and restore functions; it can also replace damaged shear wall components to extend the use of the building life.
  • FIG. 1 is a schematic structural diagram of a load-consuming energy-type damper.
  • Figure 2 is a schematic diagram of the position of a load-consuming energy-damping damper on a shear wall.
  • FIG. 3 is a schematic structural diagram of a steel plate connecting cylinder.
  • FIG. 4 is a schematic structural diagram of a damper in an energy consumption area
  • FIG. 5 is a schematic diagram of single-layer superposition and overlap of the energy dissipation zone damper.
  • FIG. 6 is a schematic plan view of a single piece of the energy dissipation zone damper.
  • Fig. 7 is a structural schematic diagram of a concrete-filled steel tube in a load bearing zone.
  • a vertical damping load-bearing connector of a shear wall includes an upper connection cylinder box, a lower connection cylinder box, a load-bearing area, and an energy-consuming area.
  • the load-bearing area is a high-strength steel pipe. Concrete bundle 4, the energy consumption area includes 6 interactive dampers 2, located on both sides of the load bearing area, 3 on each side.
  • the steel plate connecting cylinder box 1 matches the size of the shear wall, bolt holes are provided at corresponding positions, and a pouring hole is provided on the lower surface of the upper connecting cylinder box and the critical end plate surface of the bearing area.
  • the shear wall connection structure and the shear wall are fully bolted by high-strength bolts 5.
  • the upper and lower two pieces of double-steel-concrete shear wall are respectively fitted into the respective steel sheet cylinder boxes, so as to achieve a reliable full-bolt connection with the shear wall member vertically.
  • the interactive damper is a series of 4 sheet dampers superimposed in series.
  • the sheet damper comprises an upper connecting piece, a lower connecting piece and a plurality of middle damping pieces, four middle damping pieces, and the shape is z-shaped.
  • the interactive damper is made of mild steel or stainless steel.
  • Bolt holes are provided on the upper connecting piece and the lower connecting piece.
  • the sheet damper is connected to the vertical connection structure by a memory alloy SMA bolt.
  • a rubber spacer 3 is provided between the dampers as a protection device for separating the dampers in the energy consumption zone.
  • the seismic performance of the new structural system is better than that of the same cast-in-situ structural system.
  • the post-earthquake tilt can replace the energy-consuming zone components and can rely on the toughness provided by the load-bearing zone. Make efforts to correct the deviation and return to the correct position, and improve the energy consumption, bearing capacity and self-recovery ability of the assembly structure system.
  • the method for installing a vertical damping load-bearing connector of a shear wall according to the present invention includes the following steps:

Landscapes

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

Abstract

一种剪力墙竖向阻尼承载连接件，包括上连接筒箱、下连接筒箱、承载区和耗能区，承载区为高强钢管混凝土束（4），耗能区包括若干个交互式阻尼器（2），上连接筒箱和下连接筒箱与剪力墙尺寸相匹配，对应位置设有螺栓孔，与承载区临界端板面上设有浇筑孔，承载区位于连接结构的中部，耗能区位于承载区的两侧。还提供该剪力墙竖向阻尼承载连接件的安装方法。该连接件采用分区设计思路，结构简单，承载能力强，耗能效果好。

Description

剪力墙竖向阻尼承载连接件及其安装方法 技术领域
本发明涉及一种剪力墙竖向阻尼承载连接件，具体地说，涉及一种有利耗能兼具高承载能力、耗能能力和震后可自复位能力的剪力墙间的竖向连接结构。
背景技术
装配式结构体系已成为未来建筑发展的方向，可靠的连接、损伤后易修复功能是保证装配式建筑安全的关键技术。2017年10月6月中国地震局发布了《国家地震科技创新工程》提出“韧性城乡”科技计划，强调建筑的可恢复功能设计。
目前，工业化建筑抗大震、超大震、密震以及震后功能自恢复能力尚不足，严重制约着其在高烈度和密震区高层及超高层建筑中的推广和应用。现浇及传统装配式结构震后若产生严重倾斜，不具备原位恢复能力，只能粉碎性拆除，难以循环使用。当现浇高层建筑不能满足安全要求(如超使用年限)须拆除时，多为粉碎性工程爆破，亦难以循环使用。在建的装配整体式剪力墙通常未设置耗能部件，很少能够详细研究剪力墙竖向连接处承载能力和耗能能力的优化问题，在强震、密震作用下，墙身产生的损坏往往不可修复。可装配、易拆卸结构的结构构件拆除后易循环使用。
发明内容
本发明的目的在于解决现有技术中剪力墙竖向阻尼承载连接件不能满足钢板混凝土剪力墙之间竖向连接的耗能和承载双优化的问题，提出了钢板混凝土剪力墙的一种包含竖向承载耗能型阻尼器的竖向连接件。
本发明是采用以下的技术方案实现的：
一种剪力墙竖向阻尼承载连接件包括上连接筒箱、下连接筒箱、承载区和耗能区，所述承载区为混凝土束，所述耗能区包括若干个交互式阻尼器，所述上连接筒箱和下连接筒箱与剪力墙尺寸相匹配，对应位置设有螺栓孔，与承载区临界端板面上设有浇筑孔。
所述承载区位于连接结构的中部，耗能区位于承载区的两侧。
所述承载区为高强钢管混凝土束，承载区钢材为高强钢，混凝土为高强混凝土、纤维混凝土或膨胀混凝土中的一种。
所述交互式阻尼器为若干个片状阻尼器串联而成。阻尼器为片状加工制作、若干片组合成一个阻尼器，工厂内实现片状形式预制加工，片数根据实际需要合为一组，交错叠合组成一个阻尼器，片状阻尼器数量根据实际工程应用进行调定制作。
所述片状阻尼器数量一般为4-6个。
所述片状阻尼器包括上连接片，下连接片和若干个中阻尼片组成，上连接片和下连接片上设有螺栓孔。
所述中阻尼片为z型。
所述交互式阻尼器由软钢或一定强度的耗能材料制成。
所述片状阻尼器通过记忆合金螺栓连接到剪力墙竖向连接结构上。
所述耗能区阻尼器之间设有橡胶隔片。橡胶隔片将耗能区阻尼器隔开，在地震作用下，一方面可以对耗能区阻尼器进行挤压保护，另一方面可通过自身变形来耗散能量，对有效控制多种工况作用下的结构反应有利。
所述剪力墙竖向阻尼承载连接件与剪力墙之间通过高强螺栓连接。剪力墙连接结构与上下两片剪力墙之间的连接，通过剪力墙竖向阻尼承载连接件上下两侧的钢板连接筒箱实现。分别将上下两片双钢板混凝土剪力墙嵌合到各自的钢板连接筒箱，实现与剪力墙构件竖向全螺栓可靠连接，可使剪力墙具备装配及拆卸功能。
所述承载区为高强钢管混凝土束。连接筒箱为钢板筒箱，钢板筒箱和承载区钢管筒是一个整体，混凝土可通过预留的浇筑孔洞口浇筑，与钢管筒形成高强钢管混凝土束。高强钢管混凝土束能够实现高承载能力，保证剪力墙的承载力；钢板筒箱和承载区的钢材为高强钢，具备高强度，弹性区间大的特点。
所述交互式阻尼器由软钢或具有一定强度的耗能材料制成。交互式阻尼器材质为低屈服点的软钢或不锈钢，有较好的延性及较强的变形能力，滞回耗能性能优良，受外界环境影响小。屈服强度可以为100MP到200MP。
所述片状阻尼器通过记忆合金螺栓连接到剪力墙竖向阻尼承载连接件上。阻尼器装配好后即能与剪力墙连接结构主体用高强螺栓进行组装，耗能 区连接螺栓采用SMA螺栓能够有效地控制阻尼器的位移，具有一定的自复位能力。在强烈地震作用下，如果某一个耗能区的阻尼器发生去屈服损坏，可以在震后进行损伤更换。
所述剪力墙竖向阻尼承载连接件主要运用于高烈度地震地区，高层、超高层建筑钢板剪力墙的连接。
剪力墙竖向阻尼承载连接件安装方法，包括以下步骤：
(1)承载区与上下连接筒箱连接：承载区与上下连接筒箱的临界端板焊接连接；
(2)耗能区连接：将片状阻尼器间错反向串联，相邻阻尼器之间通过记忆合金螺栓串联固定；
(3)浇筑混凝土：通过预留浇筑孔浇筑混凝土；
(4)连接剪力墙：将预制的剪力墙竖向阻尼承载连接件通过高强螺栓与上下两片剪力墙连接固定。
本发明的有益效果是：
(1)本发明采用分区设计思路，基于耗能减震技术在剪力墙结构中的应用，同时结合预制装配式建筑构件制作和施工特点，将竖向承载耗能型连接部件分为耗能区与承载区，根据各区主要的功能对其进行深入构造形式设计，同时考虑耗能和承载相协调，满足钢板混凝土剪力墙之间竖向连接的耗能能力和承载能力双优化的问题。
(2)本发明剪力墙竖向阻尼承载连接件能够显著增加剪力墙结构的耗能能力，中间承载区采用高强钢管混凝土束以保证钢板混凝土剪力墙竖向传力的可靠性，使结构在大震作用下具备高承载力和高弹性变形能力，连接构件中的耗能区阻尼器能够有效的增加墙体的耗能能力。
(3)本发明剪力墙竖向阻尼承载连接件能够实现快速装配和拆卸功能，震后可实现快速更换耗能区元件，恢复功能；也可以更换损毁的剪力墙构件，延长建筑的使用寿命。
附图说明
图1是承载耗能型阻尼器的结构示意图。
图2是承载耗能型阻尼器在剪力墙上的位置示意图。
图3是钢板连接筒箱的结构示意图。
图4是耗能区阻尼器结构示意图；
图5是耗能区阻尼器单片叠合搭接示意图。
图6是耗能区阻尼器单片平面示意图。
图7是承载区钢管混凝土束筒结构示意图。
图中：1、钢板连接筒箱；2、交互式阻尼器；3、橡胶隔片；4、高强钢管混凝土束；5、高强螺栓；6、SMA螺栓；
具体实施方式
下面结合附图对本发明作进一步说明。
实施例1
如图1-7所示，本发明所述的一种剪力墙竖向阻尼承载连接件，包括上连接筒箱、下连接筒箱、承载区和耗能区，所述承载区为高强钢管混凝土束4，所述耗能区包括6个交互式阻尼器2，位于承载区两侧，每侧各3个。所述钢板连接筒箱1与剪力墙尺寸相匹配，对应位置设有螺栓孔，上连接筒箱下表面与承载区临界端板面上设有浇筑孔。
剪力墙连接结构与剪力墙之间通过高强螺栓5全螺栓连接。分别将上下两片双钢板混凝土剪力墙嵌合到各自的钢板筒箱，实现与剪力墙构件竖向全螺栓可靠连接。
交互式阻尼器为4个片状阻尼器串联交错叠合而成。片状阻尼器包括上连接片，下连接片和若干个中阻尼片组成，中阻尼片4个，形状为z型。交互式阻尼器由软钢或不锈钢材质制成。上连接片和下连接片上设有螺栓孔。片状阻尼器通过记忆合金SMA螺栓连接到竖向连接结构上。所述阻尼器之间设有橡胶隔片3，作为隔开耗能区阻尼器的保护装置。
该竖向连接件应用于装配剪力墙的竖向连接时可使该新型结构体系抗震性能优于同等现浇结构体系，其震后倾斜在更换耗能区元件可依托承载区提供的韧性恢复力纠偏回正，提高装配结构体系的耗能、承载及自恢复能力。
实施例2
本发明所述的剪力墙竖向阻尼承载连接件安装方法，包括以下步骤：
(1)承载区与上下连接筒箱连接：预先在上连接钢板筒箱与钢板剪力墙连接处、与耗能区阻尼器连接处和与承载区相连的临界端板上混凝土浇筑处打孔，再将承载区与上下连接筒箱的临界端板焊接连接；
(2)耗能区连接：将片状阻尼器交错叠合搭接，再与已焊接牢固的连接件主体拼装，拼装时每个阻尼器沿连接构件水平面上的短边方向推入耗能区与主体构件螺栓口对整后，两侧分别用若干用SMA螺栓6进行串联连接，在耗能区阻尼器之间填入橡胶隔片。
(3)浇筑混凝土：通过浇筑孔浇筑混凝土；
(4)连接剪力墙：将预制的剪力墙竖向阻尼承载连接件通过高强螺栓与上下两片剪力墙连接固定。
当然，上述内容仅为本发明的较佳实施例，不能被认为用于限定对本发明的实施例范围。本发明也并不仅限于上述举例，本技术领域的普通技术人员在本发明的实质范围内所做出的均等变化与改进等，均应归属于本发明的专利涵盖范围内。

Claims (10)

  1. 一种剪力墙竖向阻尼承载连接件，其特征在于，包括上连接筒箱、下连接筒箱、承载区和耗能区，所述承载区为混凝土束，所述耗能区包括若干个交互式阻尼器(2)，所述上连接筒箱和下连接筒箱与剪力墙尺寸相匹配，对应位置设有螺栓孔，与承载区临界端板面上设有浇筑孔。
  2. 根据权利要求1所述的剪力墙竖向阻尼承载连接件，其特征在于：所述承载区位于连接结构的中部，耗能区位于承载区的两侧。
  3. 根据权利要求1所述的剪力墙竖向阻尼承载连接件，其特征在于：所述承载区为高强钢管混凝土束(4)，承载区钢材为高强钢，混凝土为高强混凝土、纤维混凝土或膨胀混凝土中的一种。
  4. 根据权利要求1所述的剪力墙竖向阻尼承载连接件，其特征在于：所述交互式阻尼器(2)为若干个片状阻尼器串联而成。
  5. 根据权利要求4所述的剪力墙竖向阻尼承载连接件，其特征在于：所述片状阻尼器包括上连接片，下连接片和若干个中阻尼片组成，上连接片和下连接片上设有螺栓孔。
  6. 根据权利要求5所述的剪力墙竖向阻尼承载连接件，其特征在于：所述中阻尼片为z型。
  7. 根据权利要求4所述的剪力墙竖向阻尼承载连接件，其特征在于：所述交互式阻尼器(2)由软钢或低屈服强度的耗能材料制成。
  8. 根据权利要求4所述的剪力墙竖向阻尼承载连接件，其特征在于：所述片状阻尼器通过记忆合金螺栓连接到剪力墙竖向连接结构上。
  9. 根据权利要求4所述的剪力墙竖向阻尼承载连接件，其特征在于：所述耗能区交互式阻尼器(2)之间设有橡胶隔片(3)。
  10. 一种如权利要求4-9所述的剪力墙竖向阻尼承载连接件的安装方法，其特征在于，包括以下步骤：
    (1)承载区与上下连接筒箱连接：承载区与上下连接筒箱的临界端板焊接连接；
    (2)耗能区连接：将片状阻尼器间错反向串联，相邻阻尼器之间通过记忆合金螺栓串联固定；
    (3)浇筑混凝土：通过预留浇筑孔浇筑混凝土；
    (4)连接剪力墙：将预制的剪力墙竖向阻尼承载连接件通过高强螺栓(5)与上下两片剪力墙连接固定。
PCT/CN2019/094440 2018-07-24 2019-07-02 剪力墙竖向阻尼承载连接件及其安装方法 WO2020019947A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201810820327.1A CN108952284B (zh) 2018-07-24 2018-07-24 剪力墙竖向阻尼承载连接件及其安装方法
CN201810820327.1 2018-07-24

Publications (1)

Publication Number Publication Date
WO2020019947A1 true WO2020019947A1 (zh) 2020-01-30

Family

ID=64463674

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2019/094440 WO2020019947A1 (zh) 2018-07-24 2019-07-02 剪力墙竖向阻尼承载连接件及其安装方法

Country Status (2)

Country Link
CN (1) CN108952284B (zh)
WO (1) WO2020019947A1 (zh)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108952284B (zh) * 2018-07-24 2020-12-18 青岛理工大学 剪力墙竖向阻尼承载连接件及其安装方法
CN114703990A (zh) * 2022-03-15 2022-07-05 河北建筑工程学院 一种分阶段耗能的框架-摇摆墙结构
CN115853163B (zh) * 2022-12-07 2024-07-23 石河子大学 一种基于水平缝摩擦-耗能的干式连接装配式剪力墙结构

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101321224B1 (ko) * 2011-09-08 2013-10-23 지에스건설 주식회사 전단벽형 제진장치
CN103696509A (zh) * 2014-01-05 2014-04-02 海南大学 摇摆剪力墙
CN104878852A (zh) * 2015-05-12 2015-09-02 东南大学 一种底部易修复的摩擦耗能自复位剪力墙结构
CN206070796U (zh) * 2016-09-30 2017-04-05 西安科技大学 一种预制装配式剪力墙板竖向连接装置
CN106760055A (zh) * 2017-03-29 2017-05-31 河北建筑工程学院 一种装配式剪力墙竖向连接构造及其施工方法
CN206752741U (zh) * 2017-05-10 2017-12-15 郑俊煌 一种预制装配式剪力墙竖向连接节点
CN108952284A (zh) * 2018-07-24 2018-12-07 青岛理工大学 剪力墙竖向阻尼承载连接件及其安装方法

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH03144080A (ja) * 1989-10-31 1991-06-19 Mitsui Constr Co Ltd 弾塑性ダンパ
JPH10259676A (ja) * 1997-03-18 1998-09-29 Oiles Ind Co Ltd 制振壁における制振装置の取付け構造
JP3864361B2 (ja) * 1998-09-01 2006-12-27 清水建設株式会社 粘性系制震壁の取付構造及びその取付方法
CN102787678B (zh) * 2012-07-10 2014-10-22 同济大学 带耗能水平缝剪力墙结构
CN104847033B (zh) * 2015-05-12 2017-05-24 东南大学 一种底部可更换的粘滞耗能自复位剪力墙结构
CN207211420U (zh) * 2017-09-25 2018-04-10 西安建筑科技大学 一种带有可更换十字形软钢阻尼器的型钢混凝土剪力墙
CN207620141U (zh) * 2017-12-19 2018-07-17 西安建筑科技大学 一种肋条嵌入式软钢阻尼器及剪力墙结构

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101321224B1 (ko) * 2011-09-08 2013-10-23 지에스건설 주식회사 전단벽형 제진장치
CN103696509A (zh) * 2014-01-05 2014-04-02 海南大学 摇摆剪力墙
CN104878852A (zh) * 2015-05-12 2015-09-02 东南大学 一种底部易修复的摩擦耗能自复位剪力墙结构
CN206070796U (zh) * 2016-09-30 2017-04-05 西安科技大学 一种预制装配式剪力墙板竖向连接装置
CN106760055A (zh) * 2017-03-29 2017-05-31 河北建筑工程学院 一种装配式剪力墙竖向连接构造及其施工方法
CN206752741U (zh) * 2017-05-10 2017-12-15 郑俊煌 一种预制装配式剪力墙竖向连接节点
CN108952284A (zh) * 2018-07-24 2018-12-07 青岛理工大学 剪力墙竖向阻尼承载连接件及其安装方法

Also Published As

Publication number Publication date
CN108952284B (zh) 2020-12-18
CN108952284A (zh) 2018-12-07

Similar Documents

Publication Publication Date Title
WO2020019947A1 (zh) 剪力墙竖向阻尼承载连接件及其安装方法
CN103243819A (zh) 装配式混凝土柱-钢梁耗能型节点连接装置
CN105780960A (zh) 全预制装配式混凝土柱—混凝土梁防屈曲耗能节点
CN109667354B (zh) 一种装配式剪力墙竖向耗能接缝连接装置
CN108166645B (zh) 一种拼装式可更换消能墙和可更换消能结构
CN103696498A (zh) 一种新型震后易修复钢异形柱-中心支撑架
CN205669255U (zh) 一种工业化预加工再生式结构体系
CN108532794B (zh) 一种拼装式钢管混凝土斜撑钢板剪力墙
CN105926764A (zh) 一种工业化预加工再生式结构体系及其施工方法
WO2020057129A1 (zh) 一种防屈曲钢板剪力墙
CN114457914B (zh) 转动中心在翼缘的装配式自复位摩擦耗能钢框架梁柱节点
CN205637214U (zh) 全预制装配式混凝土柱—混凝土梁防屈曲耗能节点
CN105951991A (zh) 一种装配式钢结构框架体系
AU2020327349B2 (en) Energy-consuming latticed column structure with dense batten plates and use method
CN108589969B (zh) 一种带竖向ecc耗能带的组合装配式剪力墙及其制作方法
CN103711228A (zh) 一种组合槽纹框剪装配耗能结构体系
CN210713518U (zh) 一种装配式钢混凝土组合连梁
WO2020114031A1 (zh) 外包承压不受拉混凝土内嵌阻尼夹层的双钢板组合剪力墙
CN110593409A (zh) 一种全生命周期可拆可换框架结构体系及安装更换方法
WO2022166164A1 (zh) 一种现浇式超高性能混凝土(uhpc)组合屏蔽壳
CN207620154U (zh) 一种可更换的折板软钢阻尼器及剪力墙结构
US20240020431A1 (en) Connection design method for lateral resisting system of self-centering steel frame
CN211949048U (zh) 一种型钢混凝土剪力墙结构
CN206448394U (zh) 一种可更换连梁的连接结构及含有其的建筑
CN203684436U (zh) 一种组合槽纹框剪装配耗能结构体系

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 19839947

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 19839947

Country of ref document: EP

Kind code of ref document: A1