WO2018018913A1 - Structure de construction de module de type à suspension flexible - Google Patents

Structure de construction de module de type à suspension flexible Download PDF

Info

Publication number
WO2018018913A1
WO2018018913A1 PCT/CN2017/078698 CN2017078698W WO2018018913A1 WO 2018018913 A1 WO2018018913 A1 WO 2018018913A1 CN 2017078698 W CN2017078698 W CN 2017078698W WO 2018018913 A1 WO2018018913 A1 WO 2018018913A1
Authority
WO
WIPO (PCT)
Prior art keywords
module
modules
core tube
floor
building structure
Prior art date
Legal status (The legal status 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 status listed.)
Ceased
Application number
PCT/CN2017/078698
Other languages
English (en)
Chinese (zh)
Inventor
吴刚
叶智航
王春林
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Southeast University
Original Assignee
Southeast University
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 Southeast University filed Critical Southeast University
Priority to PCT/CN2017/078698 priority Critical patent/WO2018018913A1/fr
Priority to EP17833220.1A priority patent/EP3379002B1/fr
Publication of WO2018018913A1 publication Critical patent/WO2018018913A1/fr
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

Links

Images

Classifications

    • 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
    • E04B1/34—Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability
    • E04B1/3404—Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability supported by masts or tower-like structures
    • 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
    • E04B1/34—Extraordinary structures, e.g. with suspended or cantilever parts supported by masts or tower-like structures enclosing elevators or stairs; Features relating to the elastic stability
    • 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
    • E04B1/38—Connections for building structures in general
    • 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
    • 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
    • E04H9/025—Structures with concrete columns

Definitions

  • the invention belongs to the technical field of civil engineering, in particular to a flexible suspended module building structure.
  • the module building is a prefabricated three-dimensional box unit.
  • One unit is usually 1-3 rooms.
  • the module unit is generally made of steel structure.
  • the module production and equipment installation account for 90% of the total construction work, all on the factory assembly line. Completed, mechanized and industrialized, and reduced pollution emissions.
  • the manufacturer integrates the exterior wall, decoration, furniture, equipment, etc. into the box unit (module), and transports it to the site for hoisting and splicing. Not only the structural part is convenient to construct, but also the post-renovation work is eliminated.
  • the advantages of modular building mainly include the following aspects: due to the high integration, the subsequent decoration, equipment pipeline installation and other processes are eliminated, further shortening the construction time and saving the manpower on site; each module has its own structural system. Whether it is transportation, hoisting or in place, no additional support is needed, and it can be conveniently placed in place; the factory's assembly line decoration and installation equipment can further improve the indoor quality and meet the market requirements of commercial housing. .
  • the modular building is applicable to, but not limited to, the following occasions: projects with tight schedules, such as the need to live in new school quarters on schedule; projects that are lacking in manpower, such as scale construction in remote areas; For example, winter construction; works with special requirements for decoration quality, such as star-rated hotels.
  • the components inside the module are limited by space requirements, convenient connection requirements and self-weight restrictions.
  • the components are limited in size and cannot achieve high horizontal bearing capacity. Therefore, in current practical engineering applications, multi-high-rise module buildings need to be added with horizontal force resistance structure.
  • To help the module building load it can be a concrete core tube or other form.
  • the module transmits the horizontal load received to the core barrel through an effective connection, and the module itself is only subjected to vertical loads and a very small amount of horizontal load. Therefore, in the case of high-rise modular construction, the structural form of the module + concrete core tube is generally adopted, and the horizontal seismic force system only has a core tube and a line of defense, which is a relatively unreasonable structural form.
  • the module delivers excessive horizontal loads to the core barrel, often resulting in large material usage.
  • the self-weight of the module is directly transmitted downward, and the module at the bottom is subjected to excessive vertical load, which increases the size of the internal components of the module, thereby increasing the structural weight and affecting the use function.
  • the present invention provides a flexible suspension module building structure.
  • a flexible suspension module building structure of the present invention comprises a vertically arranged concrete core tube structure, and a conversion layer is arranged at an upper end of the core tube structure, and the conversion layer is composed of a rigid truss, and
  • the concrete core tube is effectively connected and cantilevered outside the core tube structure, and a plurality of modules with a certain space reserved between each other are suspended below the conversion layer, and the vertically adjacent modules are connected by a set of suspension rods, each of which is connected
  • the upper end of the suspension rod is connected to the ceiling beam of the upper module, and the lower end is connected to the ceiling beam of the lower module; the module at the top is connected with the suspension layer and the conversion layer, and the floor of each module
  • a damper is provided between the core barrel structure and the core tube structure.
  • the articulated connection is a "hinged" "flexible connection” or "a bending-type connection within the suspension member.
  • a limit buffer device is arranged between the vertically adjacent modules, and the limit buffer device is used to prevent vertical collision of the vertically adjacent modules when the horizontal relative displacement is large.
  • the limiting buffer device comprises two interconnecting rods, wherein the free ends of the rods are respectively connected to the vertically adjacent modules, wherein one of the rods is connected at the bottom corner of the upper module, and the other rod is connected below.
  • the module is vertically adjacent to the top corner of the module, and a wire rope is disposed between the two bars. When the position between the bars is in an initial state, the wire rope is in a relaxed state.
  • each module of the ceiling beam is provided with an extension section outside the beam-column joint, the end of the suspension rod is connected with a universal joint, the universal joint is connected with the web of the T-shaped connecting steel plate, and the flange of the T-shaped connecting steel plate is The epitaxial section of the module ceiling beam is welded.
  • a slidable prefabricated slab is arranged between each module and the core tube structure, one end of the prefabricated slab is connected with the beam column node at the module floor, and the other end is placed on the floor slab of the core tube structure.
  • the pre-cast slab is pre-buried with channel steel, the channel steel is connected with the connecting steel plate bolt, the connecting steel plate is welded with the beam-column joint at the module floor, and the other end of the prefabricated slab is placed on the groove of the core tube structure floor, and the contact is placed Both sides of the surface are provided with a pre-embedded contact steel plate; a pre-buried anti-collision steel plate is arranged on the vertical end surface of the groove, and the contact steel plate and the anti-collision steel plate are welded on the pre-embedded anchor rib of the prefabricated floor slab.
  • a module interlayer damper is arranged between the vertically adjacent modules, and the two ends of the module interlayer damper are respectively connected to the floor beam column node of the upper module and the ceiling beam column node of the lower module.
  • the purpose of setting the interlayer damper is that under the rare earthquake, when other dampers are destroyed due to the over-travel, after exiting the work, the inter-layer damper of the module is still within the working stroke due to its relative motion, which is the structure. Continue to provide the necessary energy consuming pathways.
  • a module group composed of a plurality of modules stacked from bottom to top is provided, and a plurality of stacked modules and a module located on the ground foundation and the ground foundation are connected to each other, and stacked.
  • the module has no more than 4 layers.
  • a flexible suspension module building structure of the present invention has the following beneficial effects:
  • Suspension damping technology is adopted to significantly reduce the horizontal load input from the module to the core tube structure, saving the amount of material used in the core tube structure.
  • the module building allows the displacement between the substructures to avoid the damage of the non-structural members, and relaxes the limit of the displacement between the substructures, thereby improving the efficiency of energy dissipation.
  • the horizontal stiffness is only provided by the damper and the suspension member axial force.
  • the suspension member is only subjected to the axial force and maintains the elasticity; compared with other flexible suspension schemes, the scheme is In vertical earthquakes, the vertical direction has a certain degree of rigidity, so as not to excessively amplify the vertical response.
  • FIG. 1 is a schematic view showing the overall façade layout of a flexible suspension module building structure of the present invention
  • FIG. 2 is a schematic structural view of a module layer of the structure shown in FIG. 1;
  • FIG. 3 is a schematic view of a limit buffer device in the inter-layer structure shown in FIG. 2;
  • Figure 4 is a schematic view showing the connection structure of the suspension rods of the structure shown in Figure 1;
  • Figure 5 is a schematic view showing a preferred embodiment of the slidable prefabricated floor slab and the inter-layer damper of the inter-layer structure shown in Figure 2;
  • Figure 6 is a schematic view showing the arrangement of the slidable prefabricated floor slab of the preferred embodiment shown in Figure 5;
  • FIG. 7 is a schematic diagram of a partial module stacking type of the structure shown in FIG. 1;
  • Figure 8 is a schematic view of a misplaced stacked in-position embodiment of the structure shown in Figure 1;
  • Figure 9 is a schematic illustration of a cantilevered seating embodiment of the structure of Figure 1.
  • a flexible suspension module building structure as shown in FIGS. 1 to 3 includes a vertically arranged core tube structure 1 which is a key force system that bears all horizontal loads and vertical loads of the entire structure.
  • the upper end of the core tube structure 1 is provided with a conversion layer 2, and a plurality of modules 3 reserved with a certain space between each other are suspended below the conversion layer 2, and the vertically adjacent modules 3 are connected by a set of suspension rods 4, each of which is connected
  • the upper end of the suspension rod 4 is movably connected to the ceiling beam 5 of the upper module 3, and the lower end is movably connected to the ceiling beam 5 of the lower module 3, the ceiling beam 5 is the beam on the top surface of the module 3; the module 3 located at the top is set in
  • the suspension bar 4 is movably connected to the conversion layer 2, and a damper 5 is disposed between the floor of each module 3 and the core tube structure 1.
  • Each damper 5 plays a role when the module 3 and the core tube structure 1 move relative to each other.
  • the damper 5 also has a certain elastic stiffness to provide the horizontal stiffness of the module 3 structure.
  • a limit buffer device 7 is disposed between the vertically adjacent modules 3, and the limit buffer device 7 is used to prevent the vertical adjacent module 3 from colliding vertically when the horizontal relative displacement is large.
  • the limit buffer device 7 comprises two interconnected rods 8, the free ends of which are respectively connected to the vertically adjacent modules 3, one of which is connected to the bottom corner of the upper module 3 and the other of which is connected The lower corner of the lower module 3 and the upper module 3 are vertically adjacent.
  • a wire rope 9 is disposed between the two rod members 8, and when the position between the rod members 8 is in an initial state, the wire rope 9 is in a relaxed state, and the two rod members are an "A" type device composed of a wire rope 9 whose initial state is slack.
  • This type A rod set acts as a lever to reduce the elongation of the wire rope proportionally and avoid premature breakage.
  • the floor of each module 3 is connected to the core tube structure 1 through a damper 5, and the damper 5 plays a major energy-consuming role when the module 3 and the core tube structure 1 move relative to each other.
  • the damper 5 has a certain elastic rigidity to provide The horizontal stiffness of the module 3 structure.
  • the ceiling beam 10 of the module is provided with an extension section outside the beam-column node, and the ceiling beam is provided with a stiffener 12 at a corresponding position.
  • the suspension rod 4 is generally a hollow circular steel tube, and the end is connected with a universal joint.
  • the joint 13 and the universal joint 13 are connected to the web of the T-shaped connecting steel plate 14 by bolts, and the flange of the T-shaped connecting steel plate 14 is welded to the epitaxial section of the module ceiling beam 10, and the welding is performed as required.
  • the epitaxial section of the ceiling beam of the module acts to allow the suspension rod 4 to oscillate within a certain range without causing a collision.
  • a diagonal support member 6 is also provided in each module 3, and the diagonal support member 6 reinforces the structure of the module from the inside.
  • a slidable prefabricated floor slab 15 is disposed between each module 3 and the core tube structure 1 so that the two can move relative to each other while maintaining relative movement.
  • the channel steel 20 is pre-embedded in the prefabricated floor panel 15. Before the pre-buried channel steel 20 and the connecting steel plate 19 have been connected by high-strength bolts 18, the steel plate 19 is connected with the beam-column joints at the module floor for on-site welding, and the other end of the prefabricated floor panel 15 is placed.
  • both sides of the resting contact surface are provided with a pre-embedded contact steel plate 21, which can form a frictional sliding.
  • a pre-buried anti-collision steel plate 22 is disposed on the vertical end surface of the groove, and the above embedded parts each have a pre-embedded anchor rib 23 welded thereto.
  • a module interlayer damper 16 is further disposed between the vertically adjacent modules 3, and the two ends of the module interlayer damper 16 are respectively connected to the floor beam column node of the upper module 3 and the ceiling beam 5 column node of the lower module 3.
  • a module group 24 stacked from the bottom up is provided on the ground provided with the core layer structure, and a plurality of stacked modules are stacked.
  • the modules and the ground-based modules are interconnected with the ground foundation, and the stacked modules are no more than 4 layers.
  • the installation of the underlying platform is in place.
  • the purpose of this platform is to withstand the temporary vertical loads of the modules above it. If the bottom layer of the structure is designed with stacking modules, the underlying modules are directly installed.
  • the installation of the liftable platform 25 is in place.
  • the platform is equipped with a jacking device, which can smoothly ascend the whole and requires less travel.
  • the distance between the jackable platform 25 and the suspension conversion layer is slightly greater than the height of the entire suspension segment minus the sum of the vertical spaces between the modules. That is to say, according to the scheme in which the modules are closely stacked in the vertical direction without spacers, a distance from the conversion layer is reserved as an operation space.
  • the two-layer modules are stacked vertically and form a certain misalignment in the horizontal direction.
  • the distance of the misalignment is determined according to the standard that can accurately connect the suspension rods.
  • the corresponding position of the core tube structure should be provided with an embedded part 26, which can be effectively connected with the module, so that the module can be temporarily overhanged outside the core tube.
  • the position of the top part of the embedded part is determined according to the standard that can accurately connect the suspension rod to the conversion layer, and the position of the embedded part is determined in order from top to bottom according to this standard.

Landscapes

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

Abstract

Une structure de bâtiment modulaire de type à suspension flexible comprend une structure de cylindre central (1) disposée verticalement. Une couche de conversion (2) est disposée à l'extrémité supérieure de la structure de cylindre central (1). De multiples modules (3) ayant certains espaces réservés entre eux sont suspendus au-dessous de la couche de conversion (2). Des modules (3) adjacents dans la direction verticale sont reliés au moyen d'un ensemble de tiges de suspension (4). L'extrémité supérieure de chaque élément de barre de suspension (4) est reliée de manière mobile à une poutre de plafond (10) du module supérieur correspondant (3), et l'extrémité inférieure de chaque élément de tige de suspension (4) est reliée de manière mobile à une poutre de plafond (10) du module inférieur correspondant (3). L'élément de barre de suspension (4) disposé sur le module supérieur (3) est relié de manière mobile à la couche de conversion (2). Des amortisseurs (5) sont disposés entre les étages des modules (3) et la structure de cylindre central (1). La structure présente les avantages d'être capable d'éviter les collisions entre les modules et d'améliorer l'efficacité de la réduction des vibrations.
PCT/CN2017/078698 2016-07-26 2017-03-30 Structure de construction de module de type à suspension flexible Ceased WO2018018913A1 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
PCT/CN2017/078698 WO2018018913A1 (fr) 2016-07-26 2017-03-30 Structure de construction de module de type à suspension flexible
EP17833220.1A EP3379002B1 (fr) 2016-07-26 2017-03-30 Structure de construction de module de type à suspension flexible

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
CN201610596905.9A CN106013452B (zh) 2016-07-26 2016-07-26 一种柔性悬挂式模块建筑结构
CN201610596905.9 2016-07-26
PCT/CN2017/078698 WO2018018913A1 (fr) 2016-07-26 2017-03-30 Structure de construction de module de type à suspension flexible

Publications (1)

Publication Number Publication Date
WO2018018913A1 true WO2018018913A1 (fr) 2018-02-01

Family

ID=57114812

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2017/078698 Ceased WO2018018913A1 (fr) 2016-07-26 2017-03-30 Structure de construction de module de type à suspension flexible

Country Status (3)

Country Link
EP (1) EP3379002B1 (fr)
CN (1) CN106013452B (fr)
WO (1) WO2018018913A1 (fr)

Cited By (17)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108442579A (zh) * 2018-04-16 2018-08-24 郑州中誉佳联实业有限公司 一种装配式墙体外挂预制墙板滑移节点结构及安装方法
CN109441088A (zh) * 2018-11-09 2019-03-08 上海建工二建集团有限公司 一种用于超高层建筑核心筒施工的钢结构作业平台
CN110886449A (zh) * 2019-11-19 2020-03-17 苏州金螳螂文化发展股份有限公司 一种减少空间占用的墙面隐蔽空间木饰面安装结构及方法
CN111677164A (zh) * 2020-06-27 2020-09-18 同济大学建筑设计研究院(集团)有限公司 一种竖向滑移侧向约束的连接节点体系
CN112095941A (zh) * 2020-09-10 2020-12-18 安徽新华学院 一种减震型装配式悬挂楼梯间结构
CN113550475A (zh) * 2021-07-24 2021-10-26 江苏天力建设集团有限公司 一种预制楼板安装结构
CN114411955A (zh) * 2022-03-09 2022-04-29 中建一局集团第三建筑有限公司 一种结构梁与构造柱的柔性连接结构
CN115306037A (zh) * 2022-08-23 2022-11-08 中国建筑一局(集团)有限公司 一种倾斜核心筒的施工方法
CN115467570A (zh) * 2022-08-15 2022-12-13 汕头大学 一种及时调谐减震的模块-核心筒结构
CN115839130A (zh) * 2023-02-22 2023-03-24 湖南建设投资集团有限责任公司 稀疏钢框架-核心筒模块单元房建筑结构体系
CN115839147A (zh) * 2022-11-28 2023-03-24 中冶建工集团有限公司 预埋式吊顶安装构造及其施工方法
CN116005810A (zh) * 2022-12-30 2023-04-25 同济大学建筑设计研究院(集团)有限公司 一种钢桁架与钢拉索的组合吊挂建筑结构体系及其施工方法
CN116084565A (zh) * 2023-01-20 2023-05-09 悉地国际设计顾问（深圳）有限公司 一种空间桁架建筑结构体系
CN116163411A (zh) * 2022-12-13 2023-05-26 悉地国际设计顾问（深圳）有限公司 一种斜交网格建筑结构体系
CN116971613A (zh) * 2023-09-13 2023-10-31 上海市机械施工集团有限公司 悬挂钢结构施工装置及施工方法
CN117432216A (zh) * 2023-09-27 2024-01-23 上海建工一建集团有限公司 多自升系统筒柱平层同步施工综合平台及其施工方法
CN119711620A (zh) * 2025-01-15 2025-03-28 上海建工集团股份有限公司 核心筒挂附式模块化建筑

Families Citing this family (16)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106013452B (zh) * 2016-07-26 2018-07-20 东南大学 一种柔性悬挂式模块建筑结构
CN106760139B (zh) * 2016-11-30 2023-09-22 广东省建筑设计研究院 一种外贴式模块化建筑结构及其施工方法
KR20180072034A (ko) * 2016-12-20 2018-06-29 단국대학교 산학협력단 계단실과 본 건물의 사이를 활용한 감쇠시스템
CN106869328A (zh) * 2017-03-07 2017-06-20 广东省建筑设计研究院 一种吊挂式模块化建筑结构及其施工方法
CN106996153B (zh) * 2017-05-16 2018-12-14 东南大学 一种整体张拉悬挂系统
CN108612199B (zh) * 2018-06-27 2023-12-19 威信广厦模块住宅工业有限公司 一种用于钢结构核心筒的模块建筑连接结构
CN109372097B (zh) * 2018-08-20 2023-10-20 筑友智造智能科技有限公司 一种装配式混凝土桁架建筑结构
CN109281390B (zh) * 2018-08-20 2023-10-20 筑友智造智能科技有限公司 一种装配式混凝土桁架剪力墙建筑结构
CN109403459B (zh) * 2018-11-28 2020-07-24 东南大学 一种可实现折叠展开快速施工的装配式竖筒悬挂结构体系
CN111270867B (zh) * 2020-01-21 2021-12-17 山东大学 一种新型屋顶钢桁架悬挂装配式电梯结构及其施工方法
CN111719699B (zh) * 2020-07-14 2021-08-03 东南大学建筑设计研究院有限公司 一种可释放温度效应的环形大跨悬挂结构
CN113107092B (zh) * 2021-03-29 2022-11-22 中铁十二局集团建筑安装工程有限公司 一种超高层钢结构悬挑转换施工方法
CN114703973A (zh) * 2021-12-08 2022-07-05 杭州圣建钢结构工程管理有限公司 一种悬挂式建筑施工方法
CN114607159B (zh) * 2022-01-24 2023-02-07 西南交通大学 核心筒施工用悬挂式缓冲型高坠防护系统的设计方法
CN117418623B (zh) * 2023-09-28 2026-03-24 中建五局第三建设有限公司 一种悬挑楼层末端悬挂结构及其施工方法
CN118639792B (zh) * 2024-08-07 2024-12-17 河南勤雄建筑工程有限公司 一种悬空挑防水幕墙结构

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO1995030814A1 (fr) * 1994-05-05 1995-11-16 Eic Management Gmbh Systeme structural global de compensation des vibrations destine a la construction industrialisee de batiments a l'epreuve des vibrations et des seismes
CN203285129U (zh) * 2013-05-31 2013-11-13 西南交通大学 一种减震高层建筑
CN204626734U (zh) * 2015-05-17 2015-09-09 陈斯乐 悬挂楼板减震结构
CN106013452A (zh) * 2016-07-26 2016-10-12 东南大学 一种柔性悬挂式模块建筑结构
CN205917852U (zh) * 2016-07-26 2017-02-01 东南大学 一种柔性悬挂式模块建筑结构

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3325783C1 (de) * 1983-07-16 1984-09-13 Polensky & Zöllner GmbH & Co., 6000 Frankfurt Gebäude
JPS63315772A (ja) * 1987-06-19 1988-12-23 鹿島建設株式会社 免震建築物
JP2541076B2 (ja) * 1992-06-17 1996-10-09 鹿島建設株式会社 建築物
JP3890530B2 (ja) * 2002-10-22 2007-03-07 清水建設株式会社 ねじれ防止装置

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO1995030814A1 (fr) * 1994-05-05 1995-11-16 Eic Management Gmbh Systeme structural global de compensation des vibrations destine a la construction industrialisee de batiments a l'epreuve des vibrations et des seismes
CN203285129U (zh) * 2013-05-31 2013-11-13 西南交通大学 一种减震高层建筑
CN204626734U (zh) * 2015-05-17 2015-09-09 陈斯乐 悬挂楼板减震结构
CN106013452A (zh) * 2016-07-26 2016-10-12 东南大学 一种柔性悬挂式模块建筑结构
CN205917852U (zh) * 2016-07-26 2017-02-01 东南大学 一种柔性悬挂式模块建筑结构

Cited By (22)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108442579A (zh) * 2018-04-16 2018-08-24 郑州中誉佳联实业有限公司 一种装配式墙体外挂预制墙板滑移节点结构及安装方法
CN108442579B (zh) * 2018-04-16 2023-05-16 郑州中誉佳联实业有限公司 一种装配式墙体外挂预制墙板滑移节点结构及安装方法
CN109441088A (zh) * 2018-11-09 2019-03-08 上海建工二建集团有限公司 一种用于超高层建筑核心筒施工的钢结构作业平台
CN109441088B (zh) * 2018-11-09 2024-03-22 上海建工二建集团有限公司 一种用于超高层建筑核心筒施工的钢结构作业平台
CN110886449A (zh) * 2019-11-19 2020-03-17 苏州金螳螂文化发展股份有限公司 一种减少空间占用的墙面隐蔽空间木饰面安装结构及方法
CN111677164A (zh) * 2020-06-27 2020-09-18 同济大学建筑设计研究院(集团)有限公司 一种竖向滑移侧向约束的连接节点体系
CN112095941B (zh) * 2020-09-10 2024-11-08 安徽新华学院 一种减震型装配式悬挂楼梯间结构
CN112095941A (zh) * 2020-09-10 2020-12-18 安徽新华学院 一种减震型装配式悬挂楼梯间结构
CN113550475A (zh) * 2021-07-24 2021-10-26 江苏天力建设集团有限公司 一种预制楼板安装结构
CN114411955A (zh) * 2022-03-09 2022-04-29 中建一局集团第三建筑有限公司 一种结构梁与构造柱的柔性连接结构
CN114411955B (zh) * 2022-03-09 2024-01-26 中建一局集团第三建筑有限公司 一种结构梁与构造柱的柔性连接结构
CN115467570A (zh) * 2022-08-15 2022-12-13 汕头大学 一种及时调谐减震的模块-核心筒结构
CN115306037A (zh) * 2022-08-23 2022-11-08 中国建筑一局(集团)有限公司 一种倾斜核心筒的施工方法
CN115306037B (zh) * 2022-08-23 2024-01-16 中建一局集团华南建设有限公司 一种倾斜核心筒的施工方法
CN115839147A (zh) * 2022-11-28 2023-03-24 中冶建工集团有限公司 预埋式吊顶安装构造及其施工方法
CN116163411A (zh) * 2022-12-13 2023-05-26 悉地国际设计顾问（深圳）有限公司 一种斜交网格建筑结构体系
CN116005810A (zh) * 2022-12-30 2023-04-25 同济大学建筑设计研究院(集团)有限公司 一种钢桁架与钢拉索的组合吊挂建筑结构体系及其施工方法
CN116084565A (zh) * 2023-01-20 2023-05-09 悉地国际设计顾问（深圳）有限公司 一种空间桁架建筑结构体系
CN115839130A (zh) * 2023-02-22 2023-03-24 湖南建设投资集团有限责任公司 稀疏钢框架-核心筒模块单元房建筑结构体系
CN116971613A (zh) * 2023-09-13 2023-10-31 上海市机械施工集团有限公司 悬挂钢结构施工装置及施工方法
CN117432216A (zh) * 2023-09-27 2024-01-23 上海建工一建集团有限公司 多自升系统筒柱平层同步施工综合平台及其施工方法
CN119711620A (zh) * 2025-01-15 2025-03-28 上海建工集团股份有限公司 核心筒挂附式模块化建筑

Also Published As

Publication number Publication date
EP3379002A1 (fr) 2018-09-26
EP3379002A4 (fr) 2019-02-20
CN106013452A (zh) 2016-10-12
CN106013452B (zh) 2018-07-20
EP3379002B1 (fr) 2020-01-08

Similar Documents

Publication Publication Date Title
WO2018018913A1 (fr) Structure de construction de module de type à suspension flexible
US20110047889A1 (en) Stackable Mid-Rise Structures
CN106639045A (zh) 一种预制装配式钢板‑混凝土组合剪力墙结构体系及其施工方法
JPH102018A (ja) 建物ユニットとユニット建物とその構築方法
SG10202005380WA (en) Rapidly detachable and reconstructed modular integrated building and construction method thereof
CN107217739B (zh) 一种楼盖隔振的框架结构及其安装方法
CN205917852U (zh) 一种柔性悬挂式模块建筑结构
CN118309177B (zh) 巨型框架与分区填充模块组合高层模块化建筑及施工方法
CN103821229A (zh) 一种快速装配式集成化房屋及安装方法
KR20150138785A (ko) 별도의 하중경로를 갖는 건축물의 수직증축 리모델링 방법
CN102134884B (zh) 一种房屋隔震结构
CN106149868A (zh) 装配式房屋建筑结构体系及其装配方法
CN103061517A (zh) 一种新型子结构模块式预制拼装节点式框架结构拼装方法
US11339562B2 (en) Area-covering structure module
CN108086535A (zh) 一种装配式方钢管钢板混凝土组合剪力墙
CN207934233U (zh) 一种预制装配式层间隔震体系
JP2012140818A (ja) 既存鉄筋コンクリート集合住宅の耐震補強構造
CN210032222U (zh) 一种钢混组合剪力墙
CN116044056A (zh) 一种新型黏弹性连接钢框架-剪力墙结构
CN110219435A (zh) 一种适用于装配式外加电梯井道的结构
CN103061516B (zh) 一种新型子结构模块式预制拼装框架结构拼装方法
CN108824920B (zh) 一种新型屈曲约束耗能钢板剪力墙、结构体系及其施工方法
JP4957955B2 (ja) 戸建免震建物施工法
CN208137487U (zh) 一种适用于装配式板式结构体系的支撑系统
RU2634139C1 (ru) Каркасная универсальная полносборная архитектурно-строительная система

Legal Events

Date Code Title Description
WWE Wipo information: entry into national phase

Ref document number: 2017833220

Country of ref document: EP

ENP Entry into the national phase

Ref document number: 2017833220

Country of ref document: EP

Effective date: 20180620

NENP Non-entry into the national phase

Ref country code: DE