WO2021169246A1 - 一种面向自定心框架的填充墙结构体系 - Google Patents

一种面向自定心框架的填充墙结构体系 Download PDF

Info

Publication number
WO2021169246A1
WO2021169246A1 PCT/CN2020/115017 CN2020115017W WO2021169246A1 WO 2021169246 A1 WO2021169246 A1 WO 2021169246A1 CN 2020115017 W CN2020115017 W CN 2020115017W WO 2021169246 A1 WO2021169246 A1 WO 2021169246A1
Authority
WO
WIPO (PCT)
Prior art keywords
support
filling
self
wall structure
centering frame
Prior art date
Application number
PCT/CN2020/115017
Other languages
English (en)
French (fr)
Inventor
陈忠范
Original Assignee
南京东垚建筑科技研究院有限公司
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 南京东垚建筑科技研究院有限公司 filed Critical 南京东垚建筑科技研究院有限公司
Publication of WO2021169246A1 publication Critical patent/WO2021169246A1/zh

Links

Classifications

    • 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
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21—Connections specially adapted therefor
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21—Connections specially adapted therefor
    • E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/22—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material with parts being prestressed
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • 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
    • E04B2/64—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of concrete
    • 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
    • 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
    • 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
    • E04H9/025—Structures with concrete columns

Definitions

  • the technical field of civil engineering to which the invention relates in particular to a self-centering frame-oriented infill wall structure system.
  • tie bars are used to connect the masonry infill wall and the main frame.
  • This method is a rigid connection; under the action of an earthquake, when the beam-column interface of the self-centering concrete structure under this rigid connection is separated, the infill wall It will restrain the relative rotation between the beams and columns, thereby destroying the self-centering ability of the self-centering structure beam-column nodes, affecting the seismic performance of the overall structure; in addition, the strength of the blocks and mortar is not high, resulting in the interface bonding strength It is also relatively low, so that during an earthquake, the masonry-filled wall is prone to damage or even collapse.
  • the object of the present invention is to provide a self-centering frame-oriented infill wall structure system.
  • a self-centering frame-oriented infill wall structure system including:
  • the load-bearing component includes a first support member disposed transversely and a second support member that is connected to the first support member through the first connecting member;
  • the filling member is arranged in the accommodating space formed by the first support and the second support, and is connected to the first support; and,
  • the sliding part is located between the first filling block and the second filling block of the filling part.
  • a flexible filling body is provided between the filling component and the first support and the second support, respectively.
  • the second support includes a first support column and a second support column, the first support column and the second support The columns are parallel and are respectively arranged at both ends of the first supporting member through the first connecting member.
  • the first connecting piece further includes an anchor, which is located outside the first support column and the second support column and is sleeved on both ends of the prestressed steel strand.
  • the first support includes a first cross beam and a second cross beam arranged in parallel with the first cross beam;
  • both ends of the first cross beam and the second cross beam are provided with beam end steel sleeves.
  • the first support column and the second support column have the same structure
  • the two ends of the first support column close to the beam end steel sleeve are symmetrically provided with embedded steel plates;
  • the embedded steel plate is embedded in the installation groove of the first support column
  • the anchor is in contact with the embedded steel plate.
  • the first filling block and the second filling block have the same structure and are arranged in mirror images;
  • one end of the first filling block close to the first crossbeam is connected to the first crossbeam through a second connecting piece.
  • the first filling block and the second filling block are both an isosceles trapezoid structure.
  • the sliding component includes an engaging member and an inserting member embedded in the sliding groove of the engaging member ;
  • the first clamping block body of the engaging member is connected with the sliding groove.
  • the sliding protrusion is embedded in the sliding groove
  • the inner walls of the first clamping block body and the second clamping block body are both provided with shear studs.
  • the design is reasonable and compact. Through the mutual cooperation between the load-bearing parts, the filling parts and the sliding parts, it can avoid the restraint effect of the filling wall on the frame when the one-way ground shakes, and reduce the damage of the self-centering structure and the filling wall After the earthquake, the frame returns to the original vertical center position (self-centering) under the action of the prestressed steel strands, and the frame deformation is basically in the elastic stage, which reduces the residual deformation and damage of the concrete frame and the infill wall , Reducing the cost of repair after the earthquake.
  • Figure 1 is a schematic diagram of the overall structure of the self-centering frame-oriented infill wall structure system of the present invention.
  • Fig. 2 is a schematic diagram of the overall front view structure of the self-centering frame-oriented infill wall structure system of the present invention.
  • Fig. 3 is a schematic diagram of the overall inclined structure of the self-centering frame-oriented infill wall structure system of the present invention.
  • Figure 4 is a partial structural diagram of the self-centering frame-oriented infill wall structure system of the present invention.
  • Fig. 5 is a schematic diagram of the first supporting column structure according to the self-centering frame-oriented infill wall structure system of the present invention.
  • Fig. 6 is a schematic diagram of the overall side view structure of the self-centering frame-oriented infill wall structure system of the present invention.
  • Fig. 7 is a schematic diagram of the sliding component structure of the self-centering frame-oriented infill wall structure system of the present invention.
  • Fig. 8 is a schematic diagram of the exploded structure of the sliding component described in the self-centering frame-oriented infill wall structure system of the present invention.
  • the "one embodiment” or “embodiment” referred to herein refers to a specific feature, structure, or characteristic that can be included in at least one implementation of the present invention.
  • the appearances of "in one embodiment” in different places in this specification do not all refer to the same embodiment, nor are they separate or selectively mutually exclusive embodiments with other embodiments.
  • a self-centering frame-oriented infill wall structure system includes a load-bearing component 100, including a first The supporting member 101 and the second supporting member 103 connected to the first supporting member 100 through the first connecting member 102; the filling member 200 is arranged in the accommodating space N1 formed by the first supporting member 101 and the second supporting member 103, And connected with the first support 101; and, the sliding part 300 is located between the first filling block 201 and the second filling block 202 of the filling part 200.
  • the main structure of the present invention includes a bearing member 100, a filling member 200, and a sliding member 300.
  • the filling can be avoided in the event of unidirectional ground vibration.
  • the restraint effect of the wall on the frame reduces the damage of the self-centering structure and the infill wall.
  • the frame After the earthquake, the frame returns to the original vertical center position (self-centering) under the action of the prestressed steel strands, and the frame deforms basically. In the elastic stage, the residual deformation and damage of the concrete frame and the infill wall are reduced, and the cost of post-earthquake repair is reduced.
  • the bearing member 100 plays the role of bearing the infill member 200 and the sliding member 300, and at the same time is the post-earthquake
  • the repair provides conditions, which include a first support 101 arranged laterally and a second support 103 that is connected to the first support 100 through the first adapter 102.
  • the first support 101 and the second support 103 constitute The frame of the filling wall; the filling component 200, which plays the role of filling, is filled in the frame formed by the first support 101 and the second support 103, and is arranged in the accommodation formed by the first support 101 and the second support 103 In the space N1, and establish a connection with the first support 101; and the sliding part 300 can make the filling part 200 relatively slide during an earthquake, and realize the overall energy consumption of the structure through the sliding of the wallboard, which is compared with the general self-defined
  • the local energy dissipation mechanism of the beam-column node of the core frame structure has a stronger energy dissipation capacity, and it is located between the first filling block 201 and the second filling block 202 of the filling component 200.
  • first filling block 201 and the second filling block 202 have the same structure and are arranged in a mirror image; wherein, one end of the first filling block 201 close to the first cross beam 101a is connected to the first cross beam 101a through a second connecting piece 203; preferably, The first filling block 201 and the second filling block 202 are both isosceles trapezoidal structures; wherein the first filling block 201 and the second filling block 202 are both prefabricated autoclaved aerated concrete wall panels; specifically, the sliding part 300 It is arranged between the first filling block 201 and the second filling block 202, specifically at the half-height of the wall.
  • the first filling block 201 And the second filling block 202 are chamfered at the sliding part 300 to form a trapezoidal filling wall.
  • the maximum distance between the sliding part 300 and the first support 101 is 1/2 times the maximum interlayer displacement;
  • the support column on the side close to the sliding groove of the sliding part 300 will contact the sliding groove and squeeze
  • the filling part 200 is pressed down to cause the wallboard to crack.
  • the first filling block 201 and the second filling block 202 are chamfered at the sliding part 300, thereby forming the trapezoidal first filling block 201 and
  • the second filling block 202 is constructed.
  • the flexible filling body M is made of polyurethane foam or extruded polystyrene board material.
  • the second connecting member 203 includes an open angle steel 203a, a washer 203b and a nut 203c, and at least two screws L are pre-embedded on both the filling member 200 and the first support member 101, and an effective connection is formed through the open angle steel 203a, as shown in FIG.
  • the two sides of the open angle steel 203a are stainless steel gaskets 203b, the gasket 203b is welded to the open angle steel 203a, and the nut 203c fixes the beam and the embedded screw L in the filling wall.
  • this embodiment is different from the first embodiment in that the second support 103 and the first support 101 are connected by beams and columns through the first adapter 102, and the second support 103 includes the first support column. 103a and the second support column 103b, the first connecting member 102 includes a prestressed steel strand 102a and an anchor 102b, the first support member 101 includes a first beam 101a and a second beam 101b, and the second support member 103 and the second support member 103 are provided.
  • the mutual cooperation between a supporting member 101 and the first connecting member 102 enables the infill wall frame to have a certain amount of deformation, and at the same time, the deformed second supporting member 103 is restored.
  • the second supporting member 103 includes a first supporting column 103a and a second supporting column 103b.
  • the first supporting column 103a and the second supporting column 103b are parallel and are respectively disposed at both ends of the first supporting member 101 through the first connecting member 102.
  • the first connecting member 102 plays the role of connecting and restoring.
  • first connecting piece 102 sequentially penetrates through the first supporting column 103a, the first supporting piece 101, and the second supporting column 103b of the second supporting piece 103; wherein, the first connecting piece 102 also includes an anchor 102b.
  • the anchor 102b is located outside the first support column 103a and the second support column 103b and is sleeved and fixed on both ends of the prestressed steel strand 102a.
  • the first support 101 includes a first beam 101a and a second beam 101b arranged in parallel with the first beam 101a; wherein, both ends of the first beam 101a and the second beam 101b are provided with The beam end steel sleeve 101a-1, in the normal state, the first beam 101a, the second beam 101b, the first support column 103a, and the second support column 103b present a square or rectangular structure.
  • the second beam 101b, the first support column 103a and the second support column 103b present a parallelogram structure, wherein the first support column 103a, the second support column 103b, the first beam 101a and the second beam 101b are all made of prefabricated reinforced concrete materials production.
  • the first support column 103a and the second support column 103b have the same structure; the two ends of the first support column 103a close to the beam end steel sleeve 101a-1 are symmetrically provided with embedded steel plates 103a-1 Wherein, the embedded steel plate 103a-1 is embedded in the installation groove 103a-2 of the first support column 103a by bolts, the anchor 102b and the embedded steel plate 103a-1 outside the first support column 103a and the second support column 103b In contact, the beam-end steel sleeve 101a-1 and the embedded steel plate 103a-1 cooperate with each other to ensure that the beam-column node (for example: the connection point between the first support column 103a and the first beam 101a) is in relative rotation. The local pressure failure of the concrete at the contact surface of the beam and column does not occur.
  • the beam-column node for example: the connection point between the first support column 103a and the first beam 101a
  • the sliding component 300 includes an engaging piece 301 and an inserting piece 302.
  • the engagement piece 301 and the inserting piece 302 are provided to cooperate with each other, and the At this time, the insert 302 can slide relative to the engaging member 301, thereby reducing the damage of the filling wall.
  • the sliding component 300 includes an engaging piece 301 and an inserting piece 302 embedded in the sliding groove 301a of the engaging piece 301; wherein, the first clamping block 301b of the engaging piece 301 and the sliding groove 301a is connected.
  • the first clamping block 301b and the sliding groove 301a are an integral structure and are made of steel plate material.
  • the sliding protrusion 302a of the insert 302 is connected to the second clamping block body 302b; wherein, the sliding protrusion 302a is embedded in the sliding groove 301a.
  • the sliding groove 301a is connected to the second clamping block body 302b.
  • the two-clamp block 302b is an integral structure and is made of steel materials.
  • the inner walls of the first clamping block body 301b and the second clamping block body 302b are both provided with shear studs 301b-1, and the shear stud 301b-1 adds a first clamping block body 301b and a second clamping block The stability of the connection between the body 302b and the first filling block 201 and the second filling block 202.
  • the second filling block 202 and the first filling block 201 are respectively embedded and fixed in the second clamping block body 302b and the first clamping block body 301b, and the sliding projection 302a can drive the second filling block 202 to move along the sliding concave
  • the groove 301a slides; when the beam-column contact surface opens under the action of one-way ground motion, the upper second filling block 202 (prefabricated trapezoidal filling wall panel) moves horizontally with the second cross beam 101b through the second connecting piece 203, And it slides relative to the lower first filling block 201, and the filling wall is basically in the elastic range.
  • the sliding part 300 also includes a locking bolt 303.
  • the locking bolt 303 can prevent the sliding protrusion 302a from slipping out of the sliding groove 301a, increasing This improves the stability of the sliding protrusion 302a embedded in the sliding groove 301a.
  • a first limiting hole 301a-1 and a second limiting hole 301a-2 are symmetrically opened on both side walls of the sliding groove 301a, and the sliding protrusion 302a is provided with a third limiting hole 302a-1 ,
  • the sliding protrusion 302a is embedded in the sliding groove 301a, and its third limiting hole 302a-1 is correspondingly disposed between the first limiting hole 301a-1 and the second limiting hole 301a-2, and the bolt 303 is locked Pass through the first limiting hole 301a-1, the third limiting hole 302a-1 and the second limiting hole 301a-2 sequentially.
  • a friction plate 304 is provided on the contact surface of the sliding protrusion 302a and the sliding groove 301a, and at the same time, the pressure perpendicular to the friction surface of the friction plate 304 is provided by pre-tightening the locking bolt 303.
  • the present invention consumes energy from the overall deformation of the structure, and has a stronger energy dissipation capacity.
  • the friction plate 304 between the sliding protrusion 302a and the sliding groove 301a is set to realize frictional energy consumption; after the earthquake, the frame and filling part 200 formed by the first support 101 and the second support 103 are in advance
  • the stress steel strand 102a returns to the original vertical center position under the prestress, which greatly reduces the residual deformation of the structure after the earthquake, and the deformation of the beams and columns and the infill wall is basically controlled within the elastic range (no damage).

Landscapes

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

Abstract

本发明公开了一种面向自定心框架的填充墙结构体系，包括，承载部件，包括横向设置的第一支撑件以及通过第一衔接件与第一支撑件建立连接的第二支撑件；填充部件，设置于所述第一支撑件和第二支撑件构成的容置空间内，并与所述第一支撑件连接；以及，滑移部件，位于所述填充部件的第一填充块和第二填充块之间；所述填充部件分别与所述第一支撑件和第二支撑件之间设置有柔性填充体；本发明通过承载部件、填充部件和滑移部件之间的相互配合，能够在单向地震动时避免填充墙对框架的约束效应，减小自定心结构和填充墙的损伤，地震作用后，框架在预应力钢绞线的作用下回复到原来的竖向中心位置。

Description

一种面向自定心框架的填充墙结构体系 技术领域
本发明涉及的土木工程技术领域，尤其涉及一种面向自定心框架的填充墙结构体系。
 背景技术
目前普通建筑结构往往在地震后存在较大的结构损伤和残余变形，给震后修复带来了困难并造成了巨大的经济损失；基于此，随着“可恢复功能性”概念的提出，广大学者提出了具有复位功能或损伤可控功能的自定心结构形式，但是其中的很多结构形式并没有充分考虑填充墙对主体结构的影响，只是将填充墙作为线荷载直接作用在主体结构上，这与结构真实受力情况不符。
目前砌体填充墙与主体框架之间采用许多拉结钢筋进行连接，该方法为刚性连接；在地震作用下，当该刚性连接方式下的自定心混凝土结构梁柱界面发生分离时，填充墙会约束梁柱之间的相对转动，从而破坏了自定心结构梁柱节点的自定心能力，影响了整体结构的抗震性能；此外，由于砌块和砂浆的强度都不高，导致界面粘结强度也比较低，这样在地震过程中，砌体填充墙很容易发生破坏甚至倒塌。
 技术问题
本部分的目的在于概述本发明的实施例的一些方面以及简要介绍一些较佳实施例。在本部分以及本申请的说明书摘要和发明名称中可能会做些简化或省略以避免使本部分、说明书摘要和发明名称的目的模糊，而这种简化或省略不能用于限制本发明的范围。
鉴于上述现有面向自定心框架的填充墙结构体系存在单向地震时砌体填充墙很容易发生破坏甚至倒塌的问题，提出了本发明。
因此，本发明目的是提供一种面向自定心框架的填充墙结构体系。
 技术解决方案
为解决上述技术问题，本发明提供如下技术方案：一种面向自定心框架的填充墙结构体系，包括，
承载部件，包括横向设置的第一支撑件以及通过第一衔接件与第一支撑件建立连接的第二支撑件；
填充部件，设置于所述第一支撑件和第二支撑件构成的容置空间内，并与所述第一支撑件连接；以及，
滑移部件，位于所述填充部件的第一填充块和第二填充块之间。
作为本发明所述面向自定心框架的填充墙结构体系的一种优选方案，其中：所述填充部件分别与所述第一支撑件和第二支撑件之间设置有柔性填充体。
作为本发明所述面向自定心框架的填充墙结构体系的一种优选方案，其中：所述第二支撑件包括第一支撑柱和第二支撑柱，所述第一支撑柱与第二支撑柱平行且分别通过第一衔接件设置于所述第一支撑件两端。
作为本发明所述面向自定心框架的填充墙结构体系的一种优选方案，其中：所述第一衔接件的预应力钢绞一端依次贯穿性穿过所述第二支撑件的第一支撑柱、第一支撑件和第二支撑柱；
其中，所述第一衔接件还包括锚具，所述锚具位于所述第一支撑柱和第二支撑柱外侧且套设于所述预应力钢绞两端上。
作为本发明所述面向自定心框架的填充墙结构体系的一种优选方案，其中：所述第一支撑件包括第一横梁以及与所述第一横梁平行设置的第二横梁；
其中，所述第一横梁和第二横梁的两端均设置有梁端钢套。
作为本发明所述面向自定心框架的填充墙结构体系的一种优选方案，其中：所述第一支撑柱与第二支撑柱结构相同；
其中，所述第一支撑柱靠近所述梁端钢套的两端对称设置有预埋钢板；
其中，所述预埋钢板嵌入设置于所述第一支撑柱的安装槽内；
其中，所述锚具与所述预埋钢板相接触。
作为本发明所述面向自定心框架的填充墙结构体系的一种优选方案，其中：所述第一填充块与第二填充块结构相同且镜像设置；
其中，所述第一填充块靠近所述第一横梁一端通过第二衔接件与所述第一横梁连接。
作为本发明所述面向自定心框架的填充墙结构体系的一种优选方案，其中：所述第一填充块与第二填充块均为等腰梯形结构。
作为本发明所述面向自定心框架的填充墙结构体系的一种优选方案，其中：所述滑移部件包括卡合件以及嵌入设置于所述卡合件的滑移凹槽内的嵌入件；
其中，所述卡合件的第一夹块体与所述滑移凹槽连接。
作为本发明所述面向自定心框架的填充墙结构体系的一种优选方案，其中：所述嵌入件的滑移凸块与第二夹块体建立连接；
其中，所述滑移凸块嵌入设置于所述滑移凹槽内;
其中，第一夹块体和第二夹块体的内壁均设置有抗剪栓钉。
 有益效果
本设计合理，结构紧凑，通过承载部件、填充部件和滑移部件之间的相互配合，能够在单向地震动时避免填充墙对框架的约束效应，减小自定心结构和填充墙的损伤，地震作用后，框架在预应力钢绞线的作用下回复到原来的竖向中心位置（自定心），框架变形基本处于弹性阶段，这样减小了混凝土框架和填充墙的残余变形和损伤，降低了震后修复的代价。
 附图说明
为了更清楚地说明本发明实施例的技术方案，下面将对实施 例描述中所需要使用的附图作简单地介绍，显而易见地，下面描述中的附图仅仅是本发明的一些实施例，对于本领域普通技术人员来讲，在不付出创造性劳动性的前提下，还可以根据这些附图获得其它的附图。其中：
图1为本发明面向自定心框架的填充墙结构体系的整体结构示意图。
图2为本发明面向自定心框架的填充墙结构体系的整体正视结构示意图。
图3为本发明面向自定心框架的填充墙结构体系的整体倾斜结构示意图。
图4为本发明面向自定心框架的填充墙结构体系的局部结构示意图。
图5为本发明面向自定心框架的填充墙结构体系所述的第一支撑柱结构示意图。
图6为本发明面向自定心框架的填充墙结构体系的整体侧视结构示意图。
图7为本发明面向自定心框架的填充墙结构体系所述的滑移部件结构示意图。
图8为本发明面向自定心框架的填充墙结构体系所述的滑移部件爆炸结构示意图。
 本发明的实施方式
为使本发明的上述目的、特征和优点能够更加明显易懂，下面结合说明书附图对本发明的具体实施方式做详细的说明。
在下面的描述中阐述了很多具体细节以便于充分理解本发明，但是本发明还可以采用其他不同于在此描述的其它方式来实施，本领域技术人员可以在不违背本发明内涵的情况下做类似推广，因此本发明不受下面公开的具体实施例的限制。
其次，此处所称的“一个实施例”或“实施例”是指可包含于本发明至少一个实现方式中的特定特征、结构或特性。在本说明书中不同地方出现的“在一个实施例中”并非均指同一个实施例，也不是单独的或选择性的与其他实施例互相排斥的实施例。
再其次，本发明结合示意图进行详细描述，在详述本发明实施例时，为便于说明，表示器件结构的剖面图会不依一般比例作局部放大，而且所述示意图只是示例，其在此不应限制本发明保护的范围。此外，在实际制作中应包含长度、宽度及深度的三维空间尺寸。
实施例1
参照图1，提供了一种面向自定心框架的填充墙结构体系的整体结构示意图，如图1，一种面向自定心框架的填充墙结构体系包括承载部件100，包括横向设置的第一支撑件101以及通过第一衔接件102与第一支撑件100建立连接的第二支撑件103；填充部件200，设置于第一支撑件101和第二支撑件103构成的容置空间N1内，并与第一支撑件101连接；以及，滑移部件300，位于填充部件200的第一填充块201和第二填充块202之间。
具体的，本发明主体结构包括承载部件100、填充部件200和滑移部件300，通过设置的承载部件100、填充部件200和滑移部件300之间相互配合，能够在单向地震动时避免填充墙对框架的约束效应，减小自定心结构和填充墙的损伤，地震作用后，框架在预应力钢绞线的作用下回复到原来的竖向中心位置（自定心），框架变形基本处于弹性阶段，减小了混凝土框架和填充墙的残余变形和损伤，降低了震后修复的代价，其中，承载部件100，起到承载填充部件200和滑移部件300的作用，同时为震后修复提供了条件，其包括横向设置的第一支撑件101以及通过第一衔接件102与第一支撑件100建立连接的第二支撑件103，第一支撑件101与第二支撑件103构成了填充墙的框架；填充部件200，起到填充的作用，填充于第一支撑件101与第二支撑件103构成的框架，其设置于第一支撑件101和第二支撑件103构成的容置空间N1内，并与第一支撑件101建立连接；而滑移部件300，能够在地震时使填充部件200发生相对滑动，通过墙板滑移实现结构整体耗能，相比于一般的自定心框架结构的梁柱节点局部耗能机制，耗能能力更强，其位于填充部件200的第一填充块201和第二填充块202之间。
进一步的，第一填充块201与第二填充块202结构相同且镜像设置；其中，第一填充块201靠近第一横梁101a一端通过第二衔接件203与第一横梁101a连接；较好的，第一填充块201与第二填充块202均为等腰梯形结构；其中，第一填充块201与第二填充块202均为预制的蒸压加气混凝土墙板；具体的，滑移部件300 设置在第一填充块201和第二填充块202之间，具体处于墙体的半高处，为避免在地震作用下左右两侧第二支撑件103挤压填充部件200 ，第一填充块201和第二填充块202在滑移部件300 处倒角，形成梯形的填充墙，滑移部件300 与第一支撑件101之间的最大间距为1/2倍的最大层间位移；若使用常规的矩形填充墙，在层间位移较大时，滑移部件300的滑移凸块开始滑动后，靠近滑移部件300的滑移凹槽一侧的支撑柱会接触到滑移凹槽，挤压下部填充部件200从而造成墙板开裂，为避免这一不利情况，故第一填充块201和第二填充块202在滑移部件300处倒角，从而形成了梯形的第一填充块201和第二填充块202构造。
较佳的，为了避免滑移部件300与第一支撑件101以及填充部件200与第二支撑件103相接触，在填充部件200与第一支撑件101和第二支撑件103之间设置有柔性填充体M，柔性填充体M采用聚氨酯发泡或挤塑聚苯板材料制成。
进一步的，第二衔接件203包括开口角钢203a、垫片203b和螺母203c，在填充部件200 和第一支撑件101上均预埋至少两个螺杆L，通过开口角钢203a形成有效连接，如图 4 所示，开口角钢203a两侧为不锈钢垫片203b，垫片203b与开口角钢203a焊接，螺母203c固定梁与填充墙中的预埋螺杆L。
实施例2
参照图2，该实施例不同于第一个实施例的是：第二支撑件103与第一支撑件101梁柱连接通过第一衔接件102连接，其第二支撑件103包括第一支撑柱103a和第二支撑柱103b，第一衔接件102包括预应力钢绞102a和锚具102b，第一支撑件101包括第一横梁101a和第二横梁101b，通过设置的第二支撑件103、第一支撑件101和第一衔接件102之间的相互配合，使填充墙框架具有一定可形变量，同时能够发生形变的第二支撑件103复原。具体的，第二支撑件103包括第一支撑柱103a和第二支撑柱103b，第一支撑柱103a与第二支撑柱103b平行且分别通过第一衔接件102设置于第一支撑件101两端，其中，第一衔接件102起到衔接与复原的作用。
进一步的，第一衔接件102的预应力钢绞102a一端依次贯穿性穿过第二支撑件103的第一支撑柱103a、第一支撑件101和第二支撑柱103b；其中，第一衔接件102还包括锚具102b，锚具102b位于第一支撑柱103a和第二支撑柱103b外侧且套设固定于预应力钢绞102a两端上。
进一步的，如图3所示，第一支撑件101包括第一横梁101a以及与第一横梁101a平行设置的第二横梁101b；其中，第一横梁101a和第二横梁101b的两端均设置有梁端钢套101a-1，正常状态时，第一横梁101a、第二横梁101b、第一支撑柱103a和第二支撑柱103b呈现正方形或长方形结构，地震时，由于震动力，第一横梁101a、第二横梁101b、第一支撑柱103a和第二支撑柱103b呈现平行四边形结构，其中，第一支撑柱103a、第二支撑柱103b、第一横梁101a和第二横梁101b均采用预制的钢筋混凝土材料制成。
较好的，如图2和图5所示，第一支撑柱103a与第二支撑柱103b结构相同；第一支撑柱103a靠近梁端钢套101a-1的两端对称设置有预埋钢板103a-1；其中，预埋钢板103a-1通过螺栓嵌入设置于第一支撑柱103a的安装槽103a-2内，锚具102b与第一支撑柱103a和第二支撑柱103b外侧的预埋钢板103a-1相接触，通过设置的梁端钢套101a-1和预埋钢板103a-1之间相互的配合，能够保证梁柱节点（例如：第一支撑柱103a与第一横梁101a的连接点）在相对转动过程中不发生梁柱接触面处混凝土的局压破坏。
实施例3
参照图5和图6，该实施例不同于以上实施例的是：滑移部件300包括卡合件301和嵌入件302，通过设置的卡合件301和嵌入件302之间相互配合，在地震时嵌入件302能够相对卡合件301发生滑动，进而能够减少填充墙的损坏。具体的，滑移部件300包括卡合件301以及嵌入设置于卡合件301的滑移凹槽301a内的嵌入件302；其中，卡合件301的第一夹块体301b与滑移凹槽301a连接，较好的，第一夹块体301b与滑移凹槽301a为一体式结构，且采用钢板材料制成。
进一步的，嵌入件302的滑移凸块302a与第二夹块体302b建立连接；其中，滑移凸块302a嵌入设置于滑移凹槽301a内，较好的，滑移凹槽301a与第二夹块体302b为一体式结构，且采用钢材材料制成。
较佳的，第一夹块体301b和第二夹块体302b的内壁均设置有抗剪栓钉301b-1，抗剪栓钉301b-1增加了第一夹块体301b和第二夹块体302b与第一填充块201和第二填充块202连接的稳固性。
本实施中，第二填充块202和第一填充块201分别嵌入固定于第二夹块体302b和第一夹块体301b内，滑移凸块302a可带动第二填充块202沿滑移凹槽301a滑动；在单向地震动作用下梁柱接触面发生张开行为时，上部第二填充块202（预制梯形填充墙板）通过第二衔接件203与第二横梁101b一起做水平运动，并与下部第一填充块201产生相对滑动，填充墙基本处于弹性范围。
实施例4
参照图6~8，该实施例不同于以上实施例的是：滑移部件300还包括锁紧螺栓303，通过锁紧螺栓303能够避免滑移凸块302a从滑移凹槽301a滑出，增加了滑移凸块302a嵌入设置于滑移凹槽301a内的稳定性。具体的，滑移凹槽301a两侧壁上对称开设有第一限位孔301a-1和第二限位孔301a-2，而滑移凸块302a上设有第三限位孔302a-1，滑移凸块302a嵌入滑移凹槽301a内，其第三限位孔302a-1对应设置于第一限位孔301a-1和第二限位孔301a-2之间，锁紧螺栓303依次贯穿性穿过第一限位孔301a-1、第三限位孔302a-1和第二限位孔301a-2。
较佳的，在滑移凸块302a和滑移凹槽301a的接触面上设置摩擦片304，同时通过对锁紧螺栓303的预紧力，提供垂直于摩擦片304摩擦面上的压力，相比于一般的自定心框架梁柱节点局部耗能机制，本发明从结构整体变形上进行耗能，耗能能力更强。
在单向地震动作用下，当梁端弯矩超过梁柱接触面的临界张开弯矩时，节点张开，同时第二填充块202 通过第二衔接件203 随第二横梁101b一起水平移动，滑移凸块302a  也随之沿滑移凹槽301a  滑动，此时设置滑移凸块302a 和滑移凹槽301a 间的摩擦片304实现摩擦耗能；地震作用后，第一支撑件101和第二支撑件103构成的框架和填充部件200在预应力钢绞102a预应力作用下回复到原来的竖向中心位置，从而极大降低了结构的震后残余变形，并且梁柱和填充墙的变形基本控制在弹性范围内（无损）。
重要的是，应注意，在多个不同示例性实施方案中示出的本申请的构造和布置仅是例示性的。尽管在此公开内容中仅详细描述了几个实施方案，但参阅此公开内容的人员应容易理解，在实质上不偏离该申请中所描述的主题的新颖教导和优点的前提下，许多改型是可能的（例如，各种元件的尺寸、尺度、结构、形状和比例、以及参数值（例如，温度、压力等）、安装布置、材料的使用、颜色、定向的变化等）。例如，示出为整体成形的元件可以由多个部分或元件构成，元件的位置可被倒置或以其它方式改变，并且分立元件的性质或数目或位置可被更改或改变。因此，所有这样的改型旨在被包含在本发明的范围内。可以根据替代的实施方案改变或重新排序任何过程或方法步骤的次序或顺序。在权利要求中，任何“装置加功能”的条款都旨在覆盖在本文中所描述的执行所述功能的结构，且不仅是结构等同而且还是等同结构。在不背离本发明的范围的前提下，可以在示例性实施方案的设计、运行状况和布置中做出其他替换、改型、改变和省略。因此，本发明不限制于特定的实施方案，而是扩展至仍落在所附的权利要求书的范围内的多种改型。
此外，为了提供示例性实施方案的简练描述，可以不描述实际实施方案的所有特征（即，与当前考虑的执行本发明的最佳模式不相关的那些特征，或于实现本发明不相关的那些特征）。
应理解的是，在任何实际实施方式的开发过程中，如在任何工程或设计项目中，可做出大量的具体实施方式决定。这样的开发努力可能是复杂的且耗时的，但对于那些得益于此公开内容的普通技术人员来说，不需要过多实验，所述开发努力将是一个设计、制造和生产的常规工作。
应说明的是，以上实施例仅用以说明本发明的技术方案而非限制，尽管参照较佳实施例对本发明进行了详细说明，本领域的普通技术人员应当理解，可以对本发明的技术方案进行修改或者等同替换，而不脱离本发明技术方案的精神和范围，其均应涵盖在本发明的权利要求范围当中。

Claims (10)

  1. 一种面向自定心框架的填充墙结构体系，其特征在于：包括，
    承载部件（100），包括横向设置的第一支撑件（101）以及通过第一衔接件（102）与第一支撑件（100）建立连接的第二支撑件（103）；
    填充部件（200），设置于所述第一支撑件（101）和第二支撑件（103）构成的容置空间（N1）内，并与所述第一支撑件（101）连接；以及，
    滑移部件（300），位于所述填充部件（200）的第一填充块（201）和第二填充块（202）之间。
  2. 如权利要求1 所述的面向自定心框架的填充墙结构体系，其特征在于：所述填充部件（200）分别与所述第一支撑件（101）和第二支撑件（103）之间设置有柔性填充体（M）。
  3. 如权利要求或1或2 所述的面向自定心框架的填充墙结构体系，其特征在于：所述第二支撑件（103）包括第一支撑柱（103a）和第二支撑柱（103b），所述第一支撑柱（103a）与第二支撑柱（103b）平行且分别通过第一衔接件（102）设置于所述第一支撑件（101）两端。
  4. 如权利要求3所述的面向自定心框架的填充墙结构体系，其特征在于：所述第一衔接件（102）的预应力钢绞（102a）一端依次贯穿性穿过所述第二支撑件（103）的第一支撑柱（103a）、第一支撑件（101）和第二支撑柱（103b）；
    其中，所述第一衔接件（102）还包括锚具（102b），所述锚具（102b）位于所述第一支撑柱（103a）和第二支撑柱（103b）外侧且套设于所述预应力钢绞（102a）两端上。
  5. 如权利要求4 所述的面向自定心框架的填充墙结构体系，其特征在于：所述第一支撑件（101）包括第一横梁（101a）以及与所述第一横梁（101a）平行设置的第二横梁（101b）；
    其中，所述第一横梁（101a）和第二横梁（101b）的两端均设置有梁端钢套（101a-1）。
  6. 如权利要求4或5 所述的面向自定心框架的填充墙结构体系，其特征在于：所述第一支撑柱（103a）与第二支撑柱（103b）结构相同；
    其中，所述第一支撑柱（103a）靠近所述梁端钢套（101a-1）的两端对称设置有预埋钢板（103a-1）；
    其中，所述预埋钢板（103a-1）嵌入设置于所述第一支撑柱（103a）的安装槽（103a-2）内；
    其中，所述锚具（102b）与所述预埋钢板（103a-1）相接触。
  7. 如权利要求6 所述的面向自定心框架的填充墙结构体系，其特征在于：所述第一填充块（201）与第二填充块（202）结构相同且镜像设置；
    其中，所述第一填充块（201）靠近所述第一横梁（101a）一端通过第二衔接件（203）与所述第一横梁（101a）连接。
  8. 如权利要求7所述的面向自定心框架的填充墙结构体系，其特征在于：所述第一填充块（201）与第二填充块（202）均为等腰梯形结构。
  9. 如权利要求7或8 所述的面向自定心框架的填充墙结构体系，其特征在于：所述滑移部件（300）包括卡合件（301）以及嵌入设置于所述卡合件（301）的滑移凹槽（301a）内的嵌入件（302）；
    其中，所述卡合件（301）的第一夹块体（301b）与所述滑移凹槽（301a）连接。
  10. 如权利要求9 所述的面向自定心框架的填充墙结构体系，其特征在于：所述嵌入件（302）的滑移凸块（302a）与第二夹块体（302b）建立连接；
    其中，所述滑移凸块（302a）嵌入设置于所述滑移凹槽（301a）内;
    其中，第一夹块体（301b）和第二夹块体（302b）的内壁均设置有抗剪栓钉（301b-1）。
PCT/CN2020/115017 2020-02-28 2020-09-14 一种面向自定心框架的填充墙结构体系 WO2021169246A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN202010130507.4A CN113323186A (zh) 2020-02-28 2020-02-28 一种面向自定心框架的填充墙结构体系
CN202010130507.4 2020-02-28

Publications (1)

Publication Number Publication Date
WO2021169246A1 true WO2021169246A1 (zh) 2021-09-02

Family

ID=77412808

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2020/115017 WO2021169246A1 (zh) 2020-02-28 2020-09-14 一种面向自定心框架的填充墙结构体系

Country Status (2)

Country Link
CN (1) CN113323186A (zh)
WO (1) WO2021169246A1 (zh)

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114045952A (zh) * 2021-11-15 2022-02-15 上海方寻减振科技有限公司 阻尼器用加强式砌体支墩及应用
CN114562056A (zh) * 2022-04-20 2022-05-31 广州大学 一种装配式自复位减震墙体结构及其施工方法
CN115450350A (zh) * 2022-09-15 2022-12-09 中国建筑第八工程局有限公司 柔性连接的内隔墙结构及其安装方法
CN115853163A (zh) * 2022-12-07 2023-03-28 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 (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012184589A (ja) * 2011-03-07 2012-09-27 Ikeya Kogyo Kk 建築物の耐震・制震装置、当該建築物の耐震・制震装置を備えた建築物
CN202500237U (zh) * 2012-03-20 2012-10-24 东南大学 摇摆式自定心钢框架-混凝土剪力墙抗震结构
CN205669283U (zh) * 2016-06-06 2016-11-02 河北建筑工程学院 钢片限位连接的现浇整体式钢框架填充墙体系
CN207453184U (zh) * 2017-10-19 2018-06-05 广州大学 一种用于框架结构预制减震墙板的连接结构
CN209066645U (zh) * 2018-10-30 2019-07-05 江苏容大减震科技股份有限公司 一种粘滞阻尼墙
CN110593455A (zh) * 2019-09-23 2019-12-20 哈尔滨工业大学 一种rc框架结构的减震填充墙及其制造方法

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2012184589A (ja) * 2011-03-07 2012-09-27 Ikeya Kogyo Kk 建築物の耐震・制震装置、当該建築物の耐震・制震装置を備えた建築物
CN202500237U (zh) * 2012-03-20 2012-10-24 东南大学 摇摆式自定心钢框架-混凝土剪力墙抗震结构
CN205669283U (zh) * 2016-06-06 2016-11-02 河北建筑工程学院 钢片限位连接的现浇整体式钢框架填充墙体系
CN207453184U (zh) * 2017-10-19 2018-06-05 广州大学 一种用于框架结构预制减震墙板的连接结构
CN209066645U (zh) * 2018-10-30 2019-07-05 江苏容大减震科技股份有限公司 一种粘滞阻尼墙
CN110593455A (zh) * 2019-09-23 2019-12-20 哈尔滨工业大学 一种rc框架结构的减震填充墙及其制造方法

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114045952A (zh) * 2021-11-15 2022-02-15 上海方寻减振科技有限公司 阻尼器用加强式砌体支墩及应用
CN114045952B (zh) * 2021-11-15 2023-11-10 上海方寻减振科技有限公司 阻尼器用加强式砌体支墩及应用
CN114562056A (zh) * 2022-04-20 2022-05-31 广州大学 一种装配式自复位减震墙体结构及其施工方法
CN114562056B (zh) * 2022-04-20 2023-10-03 广州大学 一种装配式自复位减震墙体结构及其施工方法
CN115450350A (zh) * 2022-09-15 2022-12-09 中国建筑第八工程局有限公司 柔性连接的内隔墙结构及其安装方法
CN115450350B (zh) * 2022-09-15 2024-03-12 中国建筑第八工程局有限公司 柔性连接的内隔墙结构及其安装方法
CN115853163A (zh) * 2022-12-07 2023-03-28 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

Also Published As

Publication number Publication date
CN113323186A (zh) 2021-08-31

Similar Documents

Publication Publication Date Title
WO2021169246A1 (zh) 一种面向自定心框架的填充墙结构体系
JPH1096263A (ja) プレキャストコンクリート支柱及びスラブの組立方法
KR101868677B1 (ko) 메인 철골보와 보조 철골보를 연결하기 위한 연결 유닛 및, 이를 이용한 연결방법
KR101175503B1 (ko) 단차부 형태의 기계적 수직접합부를 가지는 프리캐스트 콘크리트 구조벽체 패널에 의한 구조벽체 및 그 시공방법
KR100741248B1 (ko) Рс보-기둥 접합에 있어서 접합성능을 개선한 하프형рс보의 구조와 이를 제작하는 방법 및 이를 이용한접합부의 시공방법
CN210177698U (zh) 一种框架—填充墙柔性连接结构
JP2004316322A (ja) プレキャストコンクリート部材による柱梁躯体構築工法
JP2017186778A (ja) 構造物の耐震補強構造
JP4957418B2 (ja) 橋脚とフーチングとの接合構造及び方法
WO2019239773A1 (ja) ケーブルと一連の箱状構造物
JP4220919B2 (ja) 耐震補強構造
CN106906901B (zh) 多灾害防御结构
JP2005200928A (ja) 柱状構造物の補強構造
JP5459661B2 (ja) 耐震補強パネル及びそれを用いた耐震補強方法
JP5439016B2 (ja) 埋設型枠
CN213773965U (zh) 装配式减震墙体结构
JP2009035992A (ja) 橋脚とフーチングとの接合構造及び方法
KR100370177B1 (ko) 거더의 외부강선 보강을 위한 압축형 단부브라켓
CN113235755A (zh) Y形偏心支撑耗能结构、装配式支撑框架体系及施工方法
JP3909488B2 (ja) 既存建物の耐震補強構造及びその施工方法
JPH09235801A (ja) ブロック組積構造の架梁工法
CN110761399A (zh) 预制墙板的竖向拼接结构及其装配方法
CN212153817U (zh) 一种面向自定心框架的填充墙结构体系
CN217326053U (zh) 预制混凝土墙板、预制混凝土墙体和预制混凝土模块建筑物
CN110774409B (zh) 一种设置有端部凹槽的预制梁的生产方法

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: 20922169

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: 20922169

Country of ref document: EP

Kind code of ref document: A1