WO2023051842A1 - 混凝土剪力墙竖向连接节点及其制造安装方法 - Google Patents

混凝土剪力墙竖向连接节点及其制造安装方法 Download PDF

Info

Publication number
WO2023051842A1
WO2023051842A1 PCT/CN2022/133044 CN2022133044W WO2023051842A1 WO 2023051842 A1 WO2023051842 A1 WO 2023051842A1 CN 2022133044 W CN2022133044 W CN 2022133044W WO 2023051842 A1 WO2023051842 A1 WO 2023051842A1
Authority
WO
WIPO (PCT)
Prior art keywords
shear wall
concrete
end plate
steel pipe
prefabricated
Prior art date
Application number
PCT/CN2022/133044
Other languages
English (en)
French (fr)
Inventor
沈华
马莉莉
Original Assignee
南通职业大学
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 南通职业大学 filed Critical 南通职业大学
Publication of WO2023051842A1 publication Critical patent/WO2023051842A1/zh
Priority to ZA2023/04911A priority Critical patent/ZA202304911B/en

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
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • 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
    • 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
    • E04B2/58—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance
    • E04C5/03—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance with indentations, projections, ribs, or the like, for augmenting the adherence to the concrete
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G11/00—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs
    • E04G11/06—Forms, shutterings, or falsework for making walls, floors, ceilings, or roofs for walls, e.g. curved end panels for wall shutterings; filler elements for wall shutterings; shutterings for vertical ducts
    • E04G11/08—Forms, which are completely dismantled after setting of the concrete and re-built for next pouring
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/02—Conveying or working-up concrete or similar masses able to be heaped or cast
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/12—Mounting of reinforcing inserts; Prestressing
    • E04G21/122—Machines for joining reinforcing bars
    • E04G21/123—Wire twisting tools
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14—Conveying or assembling building elements
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/24—Safety or protective measures preventing damage to building parts or finishing work during construction
    • E04G21/246—Safety or protective measures preventing damage to building parts or finishing work during construction specially adapted for curing concrete in situ, e.g. by covering it with protective sheets

Definitions

  • the invention belongs to the field of industrialized building structures, and in particular relates to a dry-type fully assembled industrialized concrete shear wall vertical connection node and a manufacturing and installing method thereof.
  • the prefabricated reinforced concrete structure is one of the important ways to realize the industrialization of construction. It has obvious advantages such as controllable quality, green environmental protection, high assembly rate and convenient construction. However, the current development is immature, and innovation in theory and practice is urgently needed.
  • the vertical connection node of the prefabricated concrete shear wall is an extremely critical part of the structure, and it is also a weak link, which significantly affects the safety, usability and durability of the structure.
  • the dry fully assembled shear wall vertical connection scheme is more in line with the nature of building industrialization, and has the advantages of higher prefabrication rate and assembly efficiency.
  • the vertical connection scheme of dry-type fully assembled shear walls is an important direction for the development of building industrialization, and has a good development prospect.
  • the vertical connection schemes of dry fully assembled concrete shear walls mainly include three forms: grouting sleeve connection, welding connection and bolt connection.
  • the grouting sleeve connection is a concealed steel bar connection method, which is prone to incomplete grouting, and there is still a lack of effective detection methods, which may leave a safety hazard for the shear wall.
  • the welding connection method requires a professional construction team and requires high skill workers. Due to the poor welding conditions on site, it is difficult to guarantee the welding quality, and it is prone to cold and brittle problems, which affect the seismic performance of the structure. Relatively speaking, the installation of bolted connection is convenient, the technology is mature and the reliability is high. The main problem is that the manufacturing precision is high. At the same time, the existing bolted connection structure is relatively complicated, the steel consumption is large, the performance is weakened, and the cross-sectional form High sensitivity, urgent development and innovation.
  • a joint connection structure of a prefabricated shear wall discloses a joint connection structure of a prefabricated shear wall.
  • the invention aims to solve the problem that the assembly of the existing shear wall easily leads to hidden safety hazards of the shear wall.
  • the assembled shear wall node connection structure of the present utility model includes: two oppositely arranged shear walls, the two shear walls are respectively embedded with T-shaped connectors, and the two T-shaped connectors are mirrored and oppositely arranged, and the two T-shaped connectors are connected The components are connected by means of fasteners and through intermediate connectors.
  • the utility model also includes hidden beams formed by binding stirrups and transverse steel bars to increase the integrity and safety of the nodes.
  • the intermediate connectors of the utility model can be externally connected to the floor or
  • the utility model can realize the connection of other external structures such as shear walls and floor slabs.
  • the node connection structure of the utility model reduces the difficulty of connecting the shear walls, improves the construction efficiency, and ensures that the shear wall structure Excellent strength and deformation ability, which improves the safety of connecting nodes.
  • this kind of shear wall node connection structure has the following disadvantages: 1.
  • the concrete is poured twice at the node, which is a typical cast-in-place integral type, and wet work needs to be carried out on site; 3.
  • the longitudinal reinforcement of the shear wall is not fully connected to the T-shaped plate, and the force transmission path is not direct, which affects the mechanical properties.
  • a dry-connected assembled RC shear wall structure includes an upper connecting steel plate, an upper RC shear wall, a lower connecting steel plate matching the upper connecting steel plate, and a lower RC shear wall. Wall and high-strength bolts and screws for fixedly connecting the upper connecting steel plate and the lower connecting steel plate.
  • the connecting end of the steel plate is fixed, and the pouring end of the upper connecting steel plate and the lower connecting steel plate is welded with a shear key, and the upper connecting steel plate and the lower connecting steel plate are respectively connected with the distribution of steel bars in the upper RC shear wall and the lower RC shear wall
  • the lower connecting steel plate and the lower RC shear wall are integrally poured with concrete, and then the upper connecting steel plate and the lower connecting steel plate are fixed by high-strength bolts and screws. a whole.
  • the utility model has the advantages of simple structure, fast and convenient construction, cost saving, large shear bearing capacity, deformation capacity and seismic performance, small self-weight, fast construction speed, high installation precision, and broad engineering application prospects.
  • this prefabricated RC shear wall structure has the following disadvantages: 1.
  • the cross-section and overlapping mode of vertically connected steel plates lead to an increase in overall steel consumption, which affects economy; 2.
  • Vertical steel plates are overlapped, and the nodes are hollow It is easy to buckle under vertical pressure, which affects the pressure bearing capacity of nodes; 3.
  • the structural form of nodes requires high precision in manufacturing and installation, which affects the manufacturing yield and installation efficiency.
  • the object of the present invention is to provide a dry-type fully assembled industrial concrete shear wall vertical connection node and its manufacturing and installation method, so as to solve the defects or problems raised in the background technology.
  • an embodiment of the present invention provides a dry fully assembled industrial concrete shear wall vertical connection node, which is characterized in that it includes an upper precast concrete shear wall, a lower precast concrete shear wall and steel pipes Concrete composite connectors;
  • Both the upper precast concrete shear wall and the lower precast concrete shear wall are composed of reinforced skeleton and poured concrete;
  • the steel pipe concrete composite connector is composed of a plurality of basic independent connection units, and each of the basic independent connection units It includes an upper connection unit, a lower connection unit, and a high-strength bolt connection pair connecting the upper connection unit and the lower connection unit.
  • the upper connection unit includes an upper connection end plate and an upper steel pipe concrete section fixed on the upper connection end plate;
  • the lower The connecting unit includes the lower connecting end plate and the lower concrete-filled steel pipe section fixed under the lower connecting end plate;
  • the high-strength bolt connecting pair is used for fixedly connecting the upper connecting end plate and the lower connecting end plate, and consists of a plurality of basically independent connecting units an integral connection section;
  • the steel skeleton of the upper prefabricated concrete shear wall and the steel skeleton of the lower prefabricated concrete shear wall are fixedly connected with the upper concrete-filled steel tube section and the lower steel-filled steel tube concrete section, respectively.
  • the reinforcement skeleton of the upper precast concrete shear wall includes several upper shear wall longitudinal reinforcements and several upper shear wall transverse reinforcements; the reinforcement skeleton of the lower prefabricated concrete shear wall includes several lower shear wall reinforcements Longitudinal reinforcement and several lower shear wall transverse reinforcement.
  • the longitudinal reinforcement of the upper shear wall is welded and fixed to the outer wall of the upper concrete-filled steel pipe section; the longitudinal reinforcement of the lower shear wall is welded and fixed to the outer wall of the lower concrete-filled steel pipe section.
  • the upper concrete-filled steel pipe section or the lower concrete-filled steel pipe section each includes a cylindrical steel pipe with a circular cross-section and concrete poured in the cylindrical steel pipe; Bolt hole.
  • the longitudinal steel bars of the upper shear wall and the longitudinal steel bars of the lower shear wall are welded on the outer sides of the upper concrete-filled steel tube section and the lower steel-filled steel tube concrete section by double-sided welding.
  • the relative position of the longitudinal reinforcement of the upper shear wall and the side wall of the columnar steel pipe or the relative position of the longitudinal reinforcement of the lower shear wall and the side wall of the columnar steel pipe can be adjusted by adding a welding backing plate on the upper connection end plate or the lower connection end plate.
  • a plurality of stiffeners are evenly arranged between the outer side of the columnar steel pipe of the upper concrete-filled steel tube section, the outer side of the columnar steel tube of the lower concrete-filled steel tube section, and the upper or lower connection end plate.
  • the height of the bottom of the upper precast concrete shear wall from the upper connecting end plate is greater than or equal to the length of the high-strength bolt; the height of the bottom of the lower precast concrete shear wall from the lower connecting end plate is greater than or equal to the length of the high-strength bolt .
  • Embodiments of the present invention also provide a method for manufacturing and installing vertical joints of dry-type fully assembled industrialized concrete shear walls, which is characterized in that it includes the following steps:
  • S1 According to the cross-sectional form and size of the shear wall connection node, optimize the division into one or more basic independent connection units;
  • connection node of the shear wall According to the cross-sectional form of the connection node of the shear wall, the upper connection end plate and the lower connection end plate of the basic independent connection unit are spliced and fixed by electric welding;
  • step S14 After passing the factory inspection and acceptance of the upper prefabricated shear wall and lower prefabricated shear wall components prefabricated in step S13, transport them from the manufacturing plant to the construction site;
  • step S15 Lift the upper prefabricated shear wall and the lower prefabricated shear wall prefabricated in step S13 to the predetermined position, and after aligning the bolt holes of the upper connecting end plate and the lower connecting end plate of the upper prefabricated shear wall and the lower prefabricated shear wall, Fasten with high-strength bolts.
  • the shear wall joints are set between floors, anti-corrosion materials are used to fill the indented part of the section to achieve wall smoothness; if the shear wall joints are set at the floor position, the steel bars of the floor slabs can be tied using the steel pipe concrete gap .
  • the present invention is a dry-type fully assembled concrete shear wall vertical connection node connected by high-strength bolt connection pairs, which conforms to the development trend of building industrialization, and creatively introduces steel tube concrete technology and unitized assembly mode in the vertical connection of shear walls , which effectively simplifies the structural composition, increases the mechanical properties of nodes, and strengthens standardized manufacturing. At the same time, it can flexibly match different wall section forms and facilitate connection with surrounding floors.
  • the dry-type fully assembled industrialized concrete shear wall vertical connection node of the present invention conforms to the development trend of building industrialization, and has the characteristics of simple structure, regular components, clear force, flexible design, reliable performance, easy maintenance and detachment.
  • the dry-type fully assembled industrialized concrete shear wall vertical connection node of the present invention adopts the steel pipe concrete connection unit to carry out the vertical connection of the shear wall, and has flexible design, good mechanical properties, and strong cross-section adaptability.
  • Fig. 1 is the three-dimensional schematic diagram of a kind of dry type fully assembled industrialized concrete shear wall node embodiment of the present invention
  • Fig. 2 is the three-dimensional schematic view of the steel pipe concrete composite connector in the embodiment of the shear wall joint of the present invention
  • Fig. 3 is the three-dimensional schematic diagram of the internal structure of the upper prefabricated shear wall formed by the upper connection unit of the upper precast concrete shear wall and the steel pipe concrete composite connector in the embodiment of the upper shear wall of the present invention
  • Fig. 4 is the three-dimensional schematic diagram of the connection between the upper connection unit and the longitudinal reinforcement of the upper shear wall in the shear wall node embodiment of the present invention
  • Fig. 5 is an implementation process diagram of the method for manufacturing and installing the vertical connection node of the shear wall according to the present invention.
  • connection should be understood in a broad sense, for example, it can be a fixed connection or a detachable connection. Connected, or integrally connected; it can be mechanically connected or electrically connected; it can be directly connected or indirectly connected through an intermediary, and it can be the internal communication of two components. Those of ordinary skill in the art can understand the specific meanings of the above terms in the present invention in specific situations.
  • a dry fully assembled industrialized concrete shear wall vertical splicing node structure includes: an upper precast concrete shear wall 1, a lower precast concrete shear wall 2 and a steel pipe concrete composite connector 3.
  • the concrete-filled steel pipe composite connector 3 is composed of a plurality of basically independent connecting units, each of which includes an upper connecting unit, a lower connecting unit, and a high-strength bolt connecting the upper connecting unit and the lower connecting unit
  • the upper connecting unit includes the upper connecting end plate 6 and the upper concrete steel pipe section 4 fixed on the upper connecting end plate 6
  • the lower connecting unit includes the lower connecting end plate 7 and the lower connecting end plate 7
  • the high-strength bolt connection pair 8 is used to fixedly connect the upper connection end plate 6 and the lower connection end plate 7, and a plurality of the basically independent connection units form an integral connection section.
  • the high-strength bolt connection pair 8 fixes the upper precast concrete shear wall 1 and the lower precast concrete shear wall 2 through the upper connecting end 6 and the lower connecting end plate 7 .
  • the upper concrete-filled steel pipe section 4 or the lower concrete-filled steel pipe section 5 all include a cylindrical steel pipe with a circular cross-section and concrete poured in the cylindrical steel pipe; the upper connecting end plate 6 and the lower connecting end plate Bolt holes 11 are reserved on the end plates 7 .
  • the steel tubes of the upper concrete-filled steel tube section 4 or the lower steel tube concrete-filled section 5 adopt a circular cross-section, which can better exert the restraining effect of the outer steel tubes on the inner concrete and improve the compressive performance of the concrete.
  • the substantially independent connecting unit in which the bottom of the columnar steel pipe is welded to the upper connecting end plate 6 or the lower connecting end plate 7, can be replaced with a one-time forming steel casting, which can reduce the high temperature and cold caused by welding. Brittle effects are minimized.
  • the reserved bolt holes 11 of the upper connecting end plate 6 or the lower connecting end plate 7 should be arranged around the upper CFST section 4 or the lower CFST section 5, and the end distance from the edge of the steel plate and the distance between the bolts must be satisfied. At the same time, it is necessary to consider the operating space required for high-strength bolts to be tightened.
  • the outer contours of the upper connecting end plate 6 and the lower connecting end plate 7 should not exceed the outer contour of the upper precast concrete shear wall 1 or the lower precast concrete shear wall 2, so as to achieve the rear wall filled with anti-corrosion materials at the joints of the shear walls The smoothness of the body surface and the regularity of the section.
  • the relative position of the longitudinal steel bar 9 of the upper shear wall and the side wall of the columnar steel pipe or the longitudinal direction of the lower shear wall can be adjusted by adding a welding backing plate The relative position of the steel bar to the side wall of the columnar steel tube.
  • a plurality of stiffeners 13 are evenly arranged between the outer side of the columnar steel pipe of the upper concrete-filled steel pipe section 4 , the outer side of the columnar steel pipe of the lower concrete-filled steel pipe section 5 , and the upper or lower connection end plate.
  • a stiffener 13 is welded between the columnar steel pipe and the upper or lower connecting end plate 7 to improve the interaction between the steel pipe and the end plate and to increase the tensile capacity of the joint.
  • the upper precast concrete shear wall 1 and the lower precast concrete shear wall 2 are all made of steel skeleton and poured concrete; the upper precast concrete shear wall 11 and the lower prefabricated
  • the structure of the concrete shear wall 2 meets the basic requirements of the prefabricated reinforced concrete shear wall, and is mainly composed of two materials: concrete and steel bars.
  • the reinforcement skeleton of the upper precast concrete shear wall 1 includes several upper shear wall longitudinal reinforcements 9 and several upper shear wall transverse reinforcements 10;
  • the reinforcement skeleton of the lower precast concrete shear wall 2 includes several The longitudinal reinforcement of the lower shear wall and several transverse reinforcement of the lower shear wall.
  • the steel skeleton of the upper precast concrete shear wall 1 and the steel skeleton of the lower precast concrete shear wall 2 are fixedly connected with the upper concrete-filled steel tube section 4 and the lower concrete-filled steel tube section 5 respectively.
  • the longitudinal steel bars 9 of the upper shear wall are welded and fixed to the outer wall of the upper concrete-filled steel tube section 4; the longitudinal steel bars of the lower shear wall are welded and fixed to the outer wall of the lower concrete-filled steel tube section 5.
  • the longitudinal steel bars 9 of the upper shear wall or the longitudinal steel bars of the lower shear wall are welded and fixed to the outer wall of the columnar steel tubes of the upper concrete-filled steel tube section 4 or the lower steel tube concrete section 5, which is the simplest and most direct design scheme for force transmission, and the better
  • the principle of double-sided welding of steel bars is used to calculate and determine the length of the weld seam. Compared with single-side welding, it can effectively reduce the length of the weld seam on the one hand, and on the other hand, it can reduce the amount of steel pipes and reduce the overall cost of the joint.
  • the longitudinal steel bars 9 of the upper shear wall and the longitudinal steel bars of the lower shear wall are welded on the outer sides of the upper concrete-filled steel tube section 4 and the lower steel-filled steel tube concrete section 5 by double-sided welding. It can reduce the overlapping length of steel bars and steel pipes, further reduce the embedding length of steel pipes, and reduce the amount of steel used.
  • the height from the bottom of the upper precast concrete shear wall 1 to the upper connecting end plate 6 is greater than or equal to the length of the high-strength bolt; the distance from the bottom of the lower precast concrete shear wall 2 to the lower connecting end plate
  • the height of 7 is greater than or equal to the high-strength bolt length.
  • the height of the upper precast concrete shear wall 1 or the bottom of the lower precast concrete shear wall 2 must be no less than the length of the high-strength bolts from the upper connecting end plate 6 or the lower connecting end plate 7 to ensure the installation and screwing of high-strength bolts space.
  • the upper concrete-filled steel tube section 4 should extend into the upper precast concrete shear wall to a depth of at least the length of the welding seam between the longitudinal steel bar 9 of the upper shear wall and the upper concrete-filled steel tube section 4 plus a reinforcement protective layer thickness value.
  • the steel bars can easily pass through the space between the CFST sections, and it is very easy to arrange the floor steel bars.
  • Embodiments of the present invention also provide a method for manufacturing and installing vertical joints of dry-type fully assembled industrialized concrete shear walls, as shown in Figure 5, including the following steps:
  • S1 According to the cross-sectional form and size of the shear wall connection node, optimize the division into one or more basic independent connection units;
  • step S4 According to the specifications and layout of the high-strength bolt design, the upper connecting end plate 6 and the lower connecting end plate 7 prepared in step S3 are provided with bolt holes 11;
  • connection node of the shear wall According to the cross-sectional form of the connection node of the shear wall, the upper connection end plate 6 and the lower connection end plate 7 of the basic independent connection unit are spliced and fixed by electric welding;
  • step S14 After passing the factory inspection and acceptance of the upper prefabricated shear wall and lower prefabricated shear wall components prefabricated in step S13, transport them from the manufacturing plant to the construction site;
  • step S15 Lift the upper prefabricated shear wall and the lower prefabricated shear wall prefabricated in step S13 to the predetermined position, and align the bolt holes of the upper connecting end plate 6 and the lower connecting end plate 7 of the upper prefabricated shear wall and the lower prefabricated shear wall After 11, use high-strength bolts to connect pair 8 to fix.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

本发明公开了一种干式全装配工业化混凝土剪力墙竖向连接节点，包括上部预制混凝土剪力墙体、下部预制混凝土剪力墙体和钢管混凝土组合连接件；所述上部预制混凝土剪力墙体和下部预制混凝土剪力墙体均由钢筋骨架和浇筑混凝土构成；所述钢管混凝土组合连接件由多个基本独立连接单元构成，每一所述基本独立连接单元包括上部连接单元、下部连接单元、连接上部连接单元与下部连接单元的高强螺栓连接副，本发明还公开了一种干式全装配工业化混凝土剪力墙竖向连接节点的制造安装方法，本发明的干式全装配工业化混凝土剪力墙竖向连接节点符合建筑工业化发展趋势，具有结构简洁、组件规整、受力明确、设计灵活、性能可靠以及易维护和可拆卸的特征。

Description

混凝土剪力墙竖向连接节点及其制造安装方法 技术领域
本发明属于工业化建筑结构领域，具体涉及一种干式全装配工业化混凝土剪力墙竖向连接节点及其制造安装方法。
背景技术
建筑工业化是一种应对建筑行业劳动力短缺、工作环境差、生产效率低和单位能耗高等问题的有效解决方案。装配式钢筋混凝土结构又是实现建筑工业化的重要途径之一，具有质量可控、绿色环保、装配率高和施工便捷等显著优点，但是目前发展不成熟，亟待理论实践创新。装配式混凝土剪力墙的竖向连接节点是结构中极为关键的部位，也是薄弱环节，显著影响结构的安全性、使用性和耐久性。相对于需要二次浇注混凝土的湿式连接方案，干式全装配剪力墙竖向连接方案更契合建筑工业化本质，预制率和装配效率更高的优点。干式全装配剪力墙竖向连接方案是建筑工业化发展的重要方向，发展前景良好。
目前，干式全装配混凝土剪力墙竖向连接方案主要有灌浆套筒连接、焊接连接和螺栓连接三种形式。灌浆套筒连接为隐蔽式钢筋连接方法，较易出现灌注不密实现象，且尚缺乏有效检测手段，可能给剪力墙留下安全隐患。焊接连接方法要求专业化施工队伍，对工人技能要求高，由于现场施焊条件差，导致焊接质量较难保证，且易出现冷脆问题，影响结构抗震性能。相对而言，螺栓连接的安装便捷，技术成熟且可靠性高，主要问题在于制造精度要求较高，同时现有的螺栓连接构造较复杂，耗钢量较大，性能有削弱，且对截面形式敏感度高，亟待发展和创新。
目前的已经公开的现有技术中，一种装配式剪力墙节点连接结构，公开了一种装配式剪力墙节点连接结构。旨在解决现有的剪力墙的装配易导致剪力墙存在安全隐患的问题。本实用新型的装配式剪力墙节点连接结构包括：两对立设置的剪力墙，两剪力墙分别内嵌有T型连接件，所述两T型连接件镜像对立设置，两T型连接件借助于紧固件并通过中间连接件连接，本实用新型还包括用以增加节点整体性和安全性的由箍筋和横向钢筋捆扎形成的暗梁，本实用新型中间连接件可以外接楼板或其他外接结构，通过本实用新型可实现剪力墙和楼板等其他外接结构的连接，本实用新型的节点连接结构，降低了剪力墙的连接难度，提高了施工效率，保证了剪力墙结构的强度和变形能力，提高了连接节点的安全性。但是这种剪力墙节点连接结构具有以下缺点：1.节点处二次浇筑混凝土，是典型的现浇整体式，需要现场进行湿作业；2.节点处不仅需要紧固螺栓而且绑扎钢筋形暗梁，工艺复杂且钢筋密集；3. 剪力墙纵向钢筋与T型板未充分连接，传力途径不直接，影响力学性能。
目前的已经公开的现有技术中，一种干式连接的装配式RC剪力墙结构，包括上连接钢板、上RC剪力墙、与上连接钢板相匹配的下连接钢板、下RC剪力墙和将上连接钢板与下连接钢板固定连接的高强螺栓和螺丝，所述上连接钢板和下连接钢板分别设有与上、下RC剪力墙连接的浇筑端和将上连接钢板和下连接钢板固定的连接端，所述上连接钢板和下连接钢板的浇筑端内焊接有剪力键，所述上连接钢板和下连接钢板分别与上RC剪力墙和下RC剪力墙内分布钢筋的端部焊接后，采用混凝土分别浇筑上连接钢板和上RC剪力墙成整体、下连接钢板和下RC剪力墙成整体，再通过高强螺栓和螺丝将上连接钢板与下连接钢板固定为一整体。本实用新型构造简单、施工快速方便、节约成本、自身具有较大抗剪承载力、变形能力和抗震性能，自重小，施工速度快、安装精度高，工程应用前景广泛。但是，这种装配式RC剪力墙结构具有以下缺点：1.竖向连接钢板的截面及搭接模式，导致整体耗钢量加大，影响经济性；2.竖向钢板搭接，节点中空在竖向压力下易屈曲，影响节点受压承载力；3.节点的构造形式对制造和安装的精度要求很高，影响制造成品率和安装效率。
发明内容
本发明的目的是提供一种干式全装配工业化混凝土剪力墙竖向连接节点及其制造安装方法，以解决背景技术中所提出的缺陷或问题。
为实现上述发明目的，本发明的实施例提供一种干式全装配工业化混凝土剪力墙竖向连接节点，其特征在于，包括上部预制混凝土剪力墙体、下部预制混凝土剪力墙体和钢管混凝土组合连接件；
所述上部预制混凝土剪力墙体和下部预制混凝土剪力墙体均由钢筋骨架和浇筑混凝土构成；所述钢管混凝土组合连接件由多个基本独立连接单元构成，每一所述基本独立连接单元包括上部连接单元、下部连接单元、连接上部连接单元与下部连接单元的高强螺栓连接副，所述上部连接单元包括上部连接端板及固定在上部连接端板上的上部钢管混凝土段；所述下部连接单元包括下部连接端板及固定在下部连接端板下方的下部钢管混凝土段；所述高强螺栓连接副用于固定连接上部连接端板与下部连接端板，多个所述基本独立连接单元组成一个整体连接截面；
所述上部预制混凝土剪力墙体的钢筋骨架、下部预制混凝土剪力墙体的钢筋骨架与分别与上部钢管混凝土段、下部钢管混凝土段固定连接。
进一步的，所述上部预制混凝土剪力墙体的钢筋骨架包括若干上部剪力墙纵向钢筋和若干上部剪力墙横向钢筋；所述下部预制混凝土剪力墙体的钢筋骨架包括若干下部剪力墙 纵向钢筋和若干下部剪力墙横向钢筋。
优选的，所述上部剪力墙纵向钢筋焊接固定在上部钢管混凝土段的外侧壁；所述下部剪力墙纵向钢筋焊接固定在下部钢管混凝土段的外侧壁。
进一步的，所述上部钢管混凝土段或下部钢管混凝土段均包括一截面为圆形的柱状钢管及浇筑在柱状钢管内的混凝土；所述上部连接端板和下部连接端板上均开设预留有螺栓孔。
进一步的，所述上部剪力墙纵向钢筋、下部剪力墙纵向钢筋均采用双面焊接于上部钢管混凝土段、下部钢管混凝土段外侧。
进一步的，所述上部连接端板或下部连接端板上可通过加焊垫板调节上部剪力墙纵向钢筋与柱状钢管侧壁的相对位置或下部剪力墙纵向钢筋与柱状钢管侧壁的相对位置。
优选的，所述上部钢管混凝土段的柱状钢管外侧、下部钢管混凝土段的柱状钢管外侧与上连接端板或下连接端板之间分别均匀布置有多个加劲肋。
进一步的，所述上部预制混凝土剪力墙体底部距离上部连接端板的高度大于等于高强度螺栓长度；所述下部预制混凝土剪力墙体底部距离下部连接端板的高度大于等于高强度螺栓长度。
本发明的实施例另外还提供一种干式全装配工业化混凝土剪力墙竖向连接节点的制造安装方法，其特征在于，包括以下步骤：
S1：按剪力墙连接节点处截面形式和尺寸，优化分割为一个或多个基本独立连接单元；
S2：按设计要求选择柱状钢管规格后，切割设计长度作为上部钢管混凝土段或下部钢管混凝土段的钢外壁；
S3：切割钢板制成基本独立连接单元的上部连接端板和下部连接端板；
S4：依据高强螺栓设计的规格和布置，在步骤S3所制备的上部连接端板和下部连接端板开设螺栓孔；
S5：将步骤S2已切割制成的柱状钢管的底部，通过焊接固定于上部连接端板或下部连接端板，并在柱状钢管侧壁和上部连接端板或下部连接端板间焊接多个加劲肋；
S6：按剪力墙连接节点处截面形式，拼接基本独立连接单元的上部连接端板和下部连接端板后采用电焊进行固定；
S7：将已焊接上部连接端板、下部连接端板的柱状钢管，按柱状钢管开口向上放置，并在内部浇筑普通或高性能混凝土；制成上部连接单元及下部连接单元；
S8：按剪力墙纵筋配置需求的数量和位置，将上部剪力墙纵向钢筋、下部剪力墙纵向钢筋直 接或间接(垫板调整)焊接于柱状钢管外侧；
S9：绑扎上部预制混凝土剪力墙体或下部预制混凝土剪力墙体的钢筋骨架，包括所有纵向筋、分布筋、箍筋和拉筋；
S10：将上部预制混凝土剪力墙体或下部预制混凝土剪力墙体的钢筋骨架、上部连接单元、下部连接单元，卧式置于刷有脱模剂的专用模板内；
S11：浇筑预制上部预制混凝土剪力墙体与钢管混凝土组合连接件的上部连接单元形成上部预制剪力墙、下部预制混凝土剪力墙体与钢管混凝土组合连接件的下部连接单元形成下部预制剪力墙，对于非矩形截面剪力墙可分区域分步浇筑；
S12：专用养护设备中进行蒸压养护，养护达到混凝土设计强度后可脱模；
S13：对步骤S11预制的上部预制剪力墙、下部预制剪力墙的钢材质外露部分，进行防腐和防火处理；
S14：对步骤S13预制的上部预制剪力墙、下部预制剪力墙部件出厂验收合格后，从制造工厂运输至施工现场；
S15：吊运步骤S13预制的上部预制剪力墙、下部预制剪力墙至预定位置，对齐上部预制剪力墙、下部预制剪力墙的上部连接端板、下部连接端板的螺栓孔后，使用高强螺栓连接副进行固定。
进一步的，若剪力墙连接节点设置在楼层之间时，采用防腐材料填充截面缩进部分，以达成墙面平整；若剪力墙节点设置在楼层位置时，可利用钢管混凝土间隙绑扎楼板钢筋。
本发明的上述技术方案的有益效果如下：
(1)本发明为采用高强螺栓连接副连接的干式全装配混凝土剪力墙竖向连接节点，符合建筑工业化发展趋势，创造性在剪力墙竖向连接中引入钢管混凝土技术和单元化拼装模式，有效简化了结构组成形式、增加节点力学性能、强化标准化制造，同时能灵活匹配不同墙截面形式和便于与周围楼板进行连接。
(2)本发明的干式全装配工业化混凝土剪力墙竖向连接节点符合建筑工业化发展趋势，具有结构简洁、组件规整、受力明确、设计灵活、性能可靠以及易维护和可拆卸的特征。
(3)本发明的干式全装配工业化混凝土剪力墙竖向连接节点中钢材焊接、混凝土浇筑和养护均在工厂内完成，安装现场无施工，且仅需紧固螺栓，因此质量可控、施工效率高、有效缩短工期和降低工程造价。
(4)本发明的干式全装配工业化混凝土剪力墙竖向连接节点采用钢管混凝土连接单元进行剪力墙的竖向连接，设计灵活，力学性能好，截面适应性强。
附图说明
图1为本发明一种干式全装配工业化混凝土剪力墙节点实施例的立体示意图；
图2为本发明剪力墙节点实施例中钢管混凝土组合连接件立体示意图；
图3为本发明上片剪力墙实施例中上部预制混凝土剪力墙体与钢管混凝土组合连接件的上部连接单元形成上部预制剪力墙内部结构立体示意图；
图4为本发明剪力墙节点实施例中上部连接单元与上部剪力墙纵向钢筋连接的立体示意图；
图5为本发明剪力墙竖向连接节点制造安装方法的实施工艺图。
附图标记说明：1、上部预制混凝土剪力墙体；2、下部预制混凝土剪力墙体；3、钢管混凝土组合连接件；4、上部钢管混凝土段；5、下部钢管混凝土段；6、上部连接端板；7、下部连接端板；8、高强螺栓连接副；9、上部剪力墙纵向钢筋；10、上部剪力墙横向钢筋；11、螺栓孔；12、混凝土；13、加劲肋。
具体实施方式
为使本发明要解决的技术问题、技术方案和优点更加清楚，下面将结合附图及具体实施例进行详细描述。
在本发明的描述中，需要说明的是，术语“中心”、“上”“下”、“左”、“右”、“竖直”、“水平”、“内”、“外”、“前”、“后”等指示的方位或位置关系为基于附图所示的方位或位置关系，仅是为了便于描述本发明和简化描述，而不是指示或暗示所指的装置或元件必须具有特定的方位、以特定的方位构造和操作，因此不能理解为对本发明的限制。
在本发明的描述中，需要说明的是，除非另有明确的规定和限定，术语“安装”、“相连”、“连接”应作为广义理解，例如，可以是固定连接，也可以是可拆卸连接，或一体地连接；可以是机械连接，也可以是电连接；可以是直接相连，也可以通过中间媒介间接相连，可以是两个元件内部的连通。对于本领域的普通技术人员而言，可以具体情况理解上述术语在本发明中的具体含义。
如图1所示，一种干式全装配工业化混凝土剪力墙竖向拼接节点结构，包括:上部预制混凝土剪力墙体1、下部预制混凝土剪力墙体2和钢管混凝土组合连接件3。
如图2，所述钢管混凝土组合连接件3由多个基本独立连接单元构成，每一所述基本独立连接单元包括上部连接单元、下部连接单元、连接上部连接单元与下部连接单元的高强螺栓连接副8，所述上部连接单元包括上部连接端板6及固定在上部连接端板6上的上部 钢管混凝土段4；所述下部连接单元包括下部连接端板7及固定在下部连接端板7下方的下部钢管混凝土段5；所述高强螺栓连接副8用于固定连接上部连接端板6与下部连接端板7，多个所述基本独立连接单元组成一个整体连接截面。所述高强螺栓连接副8穿过上部连接端部6及下部连接端板7将上部预制混凝土剪力墙体1和下部预制混凝土剪力墙体2固定。
作为本发明进一步的实施例，所述上部钢管混凝土段4或下部钢管混凝土段5均包括一截面为圆形的柱状钢管及浇筑在柱状钢管内的混凝土；所述上部连接端板6和下部连接端板7上均开设预留有螺栓孔11。优选的，上部钢管混凝土段4或下部钢管混凝土段5的钢管采用圆形截面，能更好发挥外侧钢管对内部混凝土的约束作用，提高混凝土抗压性能。当上部钢管混凝土段4或下部钢管混凝土段5的柱状钢管内部浇筑高性能混凝土，达到提升剪力墙竖向节点的综合力学性能。柱状钢管内部浇筑混凝土12既可抑制钢管屈曲，又受到柱状钢管侧向约束，充分发挥钢管和混凝土性能，同时阵列式钢管混凝土有效形成剪力墙竖向节点的各受力纤维，大幅提升剪力墙节点的力学性能，达到连接截面减小承载力不降低的目的。从而依据钢结构基本理论和钢管混凝土原理，可计算确定钢管规格、混凝土指标和连接端板厚度等节点设计参数。在一定条件下，可优选高强混凝土材料和增加柱状钢管与上部连接端板6或下部连接端板7间加劲肋13，进一步提升剪力墙连接节点的力学性能。此外，作为本发明一种可替换的实施方式，可将柱状钢管底部焊接于上部连接端板6或下部连接端板7的基本独立连接单元替换为一次成型钢铸件，可将焊接产生的高温冷脆影响降至最低。
优选的，上部连接端板6或下部连接端板7的预留螺栓孔11应布置在上部钢管混凝土段4或下部钢管混凝土段5周边，且需满足距离钢板边缘的端距和螺栓之间的间距要求，同时需考虑高强螺栓施拧所需的操作空间。上部连接端板6、下部连接端板7的外轮廓不应超过上部预制混凝土剪力墙体1或下部预制混凝土剪力墙体2的外轮廓，以达成剪力墙连接处填充防腐材料后墙体表面的平整和截面的规整性。
作为本发明进一步的实施例，所述上部连接端板6或下部连接端板7上可通过加焊垫板调节上部剪力墙纵向钢筋9与柱状钢管侧壁的相对位置或下部剪力墙纵向钢筋与柱状钢管侧壁的相对位置。优选的，所述上部钢管混凝土段4的柱状钢管外侧、下部钢管混凝土段5的柱状钢管外侧与上连接端板或下连接端板之间分别均匀布置有多个加劲肋13。在弯曲拉应力较大的情况下，在柱状钢管与上部或下部连接端板7间焊接加劲肋13，用于改善钢管与端板的共同作用，提升节点的抗拉能力。
如图3和图4所示，所述上部预制混凝土剪力墙体1和下部预制混凝土剪力墙体2均由钢筋骨架和浇筑混凝土构成；所述上部预制混凝土剪力墙体11和下部预制混凝土剪力墙体2的构造，均符合预制钢筋混凝土剪力墙的基本要求，主要由混凝土和钢筋两种材料构成。优选的，所述上部预制混凝土剪力墙体1的钢筋骨架包括若干上部剪力墙纵向钢筋9和若干上部剪力墙横向钢筋10；所述下部预制混凝土剪力墙体2的钢筋骨架包括若干下部剪力墙纵向钢筋和若干下部剪力墙横向钢筋。
所述上部预制混凝土剪力墙体1的钢筋骨架、下部预制混凝土剪力墙体2的钢筋骨架与分别与上部钢管混凝土段4、下部钢管混凝土段5固定连接。具体的，所述上部剪力墙纵向钢筋9焊接固定在上部钢管混凝土段4的外侧壁；所述下部剪力墙纵向钢筋焊接固定在下部钢管混凝土段5的外侧壁。上部剪力墙纵向钢筋9或下部剪力墙纵向钢筋采用焊接固定在上部钢管混凝土段4或下部钢管混凝土段5的柱状钢管的外侧壁是最简单和传力最直接的设计方案，较优的应用钢筋双面焊接原理来计算确定焊缝长度，相对于单面焊接一方面可有效减少焊缝长度，另一方面可以较少钢管用量，降低节点总体造价。
优选的，所述上部剪力墙纵向钢筋9、下部剪力墙纵向钢筋均采用双面焊接于上部钢管混凝土段4、下部钢管混凝土段5外侧。可减少钢筋与钢管的搭接长度，可进一步减少钢管埋置长度，降低用钢量。
作为本发明进一步的实施例，所述上部预制混凝土剪力墙体1底部距离上部连接端板6的高度大于等于高强度螺栓长度；所述下部预制混凝土剪力墙体2底部距离下部连接端板7的高度大于等于高强度螺栓长度。上部预制混凝土剪力墙体1或下部预制混凝土剪力墙体2底部需距离上部连接端板6或下部连接端板7的高度不小于高强度螺栓长度，以保证高强度螺栓的安装和施拧空间。
作为一种优选的实施方式，上部钢管混凝土段4应伸入上部预制混凝土剪力墙体深度至少为上部剪力墙纵向钢筋9与上部钢管混凝土段4的焊接焊缝长度另加一个钢筋保护层厚度值。当节点位于楼层处时，钢筋可较易穿过各钢管混凝土段间的空间，极易布置楼板钢筋。
将按截面形状组合钢管混凝土阵列应用于混凝土剪力墙竖向连接，是本干式全装配工业化混凝土剪力墙竖向连接节点发明的核心创新。
本发明的实施例还提供一种干式全装配工业化混凝土剪力墙竖向连接节点的制造安装方法，如图5所示，包括以下步骤：
S1：按剪力墙连接节点处截面形式和尺寸，优化分割为一个或多个基本独立连接单元；
S2：按设计要求选择柱状钢管规格后，切割设计长度作为上部钢管混凝土段4或下部钢管混凝土段5的钢外壁；
S3：切割钢板制成基本独立连接单元的上部连接端板6和下部连接端板7；
S4：依据高强螺栓设计的规格和布置，在步骤S3所制备的上部连接端板6和下部连接端板7开设螺栓孔11；
S5：将步骤S2已切割制成的柱状钢管的底部，通过焊接固定于上部连接端板6或下部连接端板7，并在柱状钢管侧壁和上部连接端板6或下部连接端板7间焊接多个加劲肋13；
S6：按剪力墙连接节点处截面形式，拼接基本独立连接单元的上部连接端板6和下部连接端板7后采用电焊进行固定；
S7：将已焊接上部连接端板6、下部连接端板7的柱状钢管，按柱状钢管开口向上放置，并在内部浇筑普通或高性能混凝土12；制成上部连接单元及下部连接单元；
S8：按剪力墙纵筋配置需求的数量和位置，将上部剪力墙纵向钢筋9、下部剪力墙纵向钢筋直接或间接(垫板调整)焊接于柱状钢管外侧；
S9：绑扎上部预制混凝土剪力墙体1或下部预制混凝土剪力墙体2的钢筋骨架，包括所有纵向筋、分布筋、箍筋和拉筋；
S10：将上部预制混凝土剪力墙体1或下部预制混凝土剪力墙体2的钢筋骨架、上部连接单元、下部连接单元，卧式置于刷有脱模剂的专用模板内；
S11：浇筑预制上部预制混凝土剪力墙体1与钢管混凝土组合连接件3的上部连接单元形成上部预制剪力墙、下部预制混凝土剪力墙体2与钢管混凝土组合连接件3的下部连接单元形成下部预制剪力墙，对于非矩形截面剪力墙可分区域分步浇筑；
S12：专用养护设备中进行蒸压养护，养护达到混凝土设计强度后可脱模；
S13：对步骤S11预制的上部预制剪力墙、下部预制剪力墙的钢材质外露部分，进行防腐和防火处理；
S14：对步骤S13预制的上部预制剪力墙、下部预制剪力墙部件出厂验收合格后，从制造工厂运输至施工现场；
S15：吊运步骤S13预制的上部预制剪力墙、下部预制剪力墙至预定位置，对齐上部预制剪力墙、下部预制剪力墙的上部连接端板6、下部连接端板7的螺栓孔11后，使用高强螺栓连接副8进行固定。
S16：若剪力墙连接节点设置在楼层之间时，采用防腐材料填充截面缩进部分，以达成墙面平整；若剪力墙节点设置在楼层位置时，可利用钢管混凝土间隙绑扎楼板钢筋。
本发明实施例所示的结构、比例、大小等，均仅以配合说明的形式加以说明，以供相关领域的人士阅读和了解，并非约束和限定本发明构造可实施的范围。任何不影响本发明所产生的功效的情况下的改进和润饰，均应包含于本发明所能涵盖的范围内。本说明中所采用的相关说明用词，亦是为了说明的简洁明了，任何无实质技术变更都应视为本发明可实施的范畴。

Claims (10)

  1. 一种干式全装配工业化混凝土剪力墙竖向连接节点，其特征在于，包括上部预制混凝土剪力墙体、下部预制混凝土剪力墙体和钢管混凝土组合连接件；
    所述上部预制混凝土剪力墙体和下部预制混凝土剪力墙体均由钢筋骨架和浇筑混凝土构成；
    所述钢管混凝土组合连接件由多个基本独立连接单元构成，每一所述基本独立连接单元包括上部连接单元、下部连接单元、连接上部连接单元与下部连接单元的高强螺栓连接副，所述上部连接单元包括上部连接端板及固定在上部连接端板上的上部钢管混凝土段；所述下部连接单元包括下部连接端板及固定在下部连接端板下方的下部钢管混凝土段；所述高强螺栓连接副用于固定连接上部连接端板与下部连接端板，多个所述基本独立连接单元组成一个整体连接截面；
    所述上部预制混凝土剪力墙体的钢筋骨架、下部预制混凝土剪力墙体的钢筋骨架与分别与上部钢管混凝土段、下部钢管混凝土段固定连接。
  2. 根据权利要求1所述的一种干式全装配工业化混凝土剪力墙竖向连接节点，其特征在于，所述上部预制混凝土剪力墙体的钢筋骨架包括若干上部剪力墙纵向钢筋和若干上部剪力墙横向钢筋；所述下部预制混凝土剪力墙体的钢筋骨架包括若干下部剪力墙纵向钢筋和若干下部剪力墙横向钢筋。
  3. 根据权利要求2所述的一种干式全装配工业化混凝土剪力墙竖向连接节点，其特征在于，所述上部剪力墙纵向钢筋焊接固定在上部钢管混凝土段的外侧壁；所述下部剪力墙纵向钢筋焊接固定在下部钢管混凝土段的外侧壁。
  4. 根据权利要求1所述的一种干式全装配工业化混凝土剪力墙竖向连接节点，其特征在于，所述上部钢管混凝土段或下部钢管混凝土段均包括一截面为圆形的柱状钢管及浇筑在柱状钢管内的混凝土；所述上部连接端板和下部连接端板上均开设预留有螺栓孔。
  5. 根据权利要求1所述的一种干式全装配工业化混凝土剪力墙竖向连接节点，其特征在于，所述上部剪力墙纵向钢筋、下部剪力墙纵向钢筋均采用双面 焊接于上部钢管混凝土段、下部钢管混凝土段外侧。
  6. 根据权利要求1所述的一种干式全装配工业化混凝土剪力墙竖向连接节点，其特征在于，所述上部连接端板或下部连接端板上可通过加焊垫板调节上部剪力墙纵向钢筋与柱状钢管侧壁的相对位置或下部剪力墙纵向钢筋与柱状钢管侧壁的相对位置。
  7. 根据权利要求4所述的一种干式全装配工业化混凝土剪力墙竖向连接节点，其特征在于，所述上部钢管混凝土段的柱状钢管外侧、下部钢管混凝土段的柱状钢管外侧与上连接端板或下连接端板之间分别均匀布置有多个加劲肋。
  8. 根据权利要求1所述的一种干式全装配工业化混凝土剪力墙竖向连接节点，其特征在于，所述上部预制混凝土剪力墙体底部距离上部连接端板的高度大于等于高强度螺栓长度；所述下部预制混凝土剪力墙体底部距离下部连接端板的高度大于等于高强度螺栓长度。
  9. 一种根据权利要求1所述的干式全装配工业化混凝土剪力墙竖向连接节点的制造安装方法，其特征在于，包括以下步骤：
    S1：按剪力墙连接节点处截面形式和尺寸，优化分割为一个或多个基本独立连接单元；
    S2：按设计要求选择柱状钢管规格后，切割设计长度作为上部钢管混凝土段或下部钢管混凝土段的钢外壁；
    S3：切割钢板制成基本独立连接单元的上部连接端板和下部连接端板；
    S4：依据高强螺栓设计的规格和布置，在步骤S3所制备的上部连接端板和下部连接端板开设螺栓孔；
    S5：将步骤S2已切割制成的柱状钢管的底部，通过焊接固定于上部连接端板或下部连接端板，并在柱状钢管侧壁和上部连接端板或下部连接端板间焊接多个加劲肋；
    S6：按剪力墙连接节点处截面形式，拼接基本独立连接单元的上部连接端板和下部连接端板后采用电焊进行固定；
    S7：将已焊接上部连接端板、下部连接端板的柱状钢管，按柱状钢管开口向上放置，并在内部浇筑普通或高性能混凝土；制成上部连接单元及下部连接 单元；
    S8：按剪力墙纵筋配置需求的数量和位置，将上部剪力墙纵向钢筋、下部剪力墙纵向钢筋直接或间接(垫板调整)焊接于柱状钢管外侧；
    S9：绑扎上部预制混凝土剪力墙体或下部预制混凝土剪力墙体的钢筋骨架，包括所有纵向筋、分布筋、箍筋和拉筋；
    S10：将上部预制混凝土剪力墙体或下部预制混凝土剪力墙体的钢筋骨架、上部连接单元、下部连接单元，卧式置于刷有脱模剂的专用模板内；
    S11：浇筑预制上部预制混凝土剪力墙体与钢管混凝土组合连接件的上部连接单元形成上部预制剪力墙、下部预制混凝土剪力墙体与钢管混凝土组合连接件的下部连接单元形成下部预制剪力墙，对于非矩形截面剪力墙可分区域分步浇筑；
    S12：专用养护设备中进行蒸压养护，养护达到混凝土设计强度后可脱模；
    S13：对步骤S11预制的上部预制剪力墙、下部预制剪力墙的钢材质外露部分，进行防腐和防火处理；
    S14：对步骤S13预制的上部预制剪力墙、下部预制剪力墙部件出厂验收合格后，从制造工厂运输至施工现场；
    S15：吊运步骤S13预制的上部预制剪力墙、下部预制剪力墙至预定位置，对齐上部预制剪力墙、下部预制剪力墙的上部连接端板、下部连接端板的螺栓孔后，使用高强螺栓连接副进行固定。
  10. 根据权利要求9所述的一种干式全装配工业化混凝土剪力墙竖向连接节点的制造安装方法，其特征在于，若剪力墙连接节点设置在楼层之间时，采用防腐材料填充截面缩进部分，以达成墙面平整；若剪力墙节点设置在楼层位置时，可利用钢管混凝土间隙绑扎楼板钢筋。
PCT/CN2022/133044 2021-09-30 2022-11-20 混凝土剪力墙竖向连接节点及其制造安装方法 WO2023051842A1 (zh)

Priority Applications (1)

Application Number Priority Date Filing Date Title
ZA2023/04911A ZA202304911B (en) 2021-09-30 2023-05-02 Concrete shear wall vertical connection joint and manufacturing and installation method therefor

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN202111162613.1A CN113863532B (zh) 2021-09-30 2021-09-30 混凝土剪力墙竖向连接节点及其制造安装方法
CN202111162613.1 2021-09-30

Publications (1)

Publication Number Publication Date
WO2023051842A1 true WO2023051842A1 (zh) 2023-04-06

Family

ID=79001385

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2022/133044 WO2023051842A1 (zh) 2021-09-30 2022-11-20 混凝土剪力墙竖向连接节点及其制造安装方法

Country Status (3)

Country Link
CN (1) CN113863532B (zh)
WO (1) WO2023051842A1 (zh)
ZA (1) ZA202304911B (zh)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117386056A (zh) * 2023-09-12 2024-01-12 中国建筑东北设计研究院有限公司 一种装配式全预制楼板与预制剪力墙连接节点

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113863532B (zh) * 2021-09-30 2022-09-27 南通职业大学 混凝土剪力墙竖向连接节点及其制造安装方法
CN116517143B (zh) * 2023-06-25 2023-09-22 中冶建筑研究总院有限公司 一种钢-混凝土组合结构剪力墙、连接方法

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH06280304A (ja) * 1993-03-29 1994-10-04 Sumitomo Metal Ind Ltd 鉄筋コンクリート柱と鉄骨梁の接合部
CN203049832U (zh) * 2013-01-22 2013-07-10 天津大学建筑设计研究院 装配式剪力墙结构
CN110872872A (zh) * 2019-11-19 2020-03-10 辽宁省城乡市政工程集团有限责任公司 一种内置钢板混凝土与钢筋混凝土拼接剪力墙及施工工艺
CN111206699A (zh) * 2020-04-23 2020-05-29 中国船舶重工集团国际工程有限公司 装配式劲性混凝土剪力墙的横向连接结构、剪力墙及施工方法
CN211229038U (zh) * 2019-11-29 2020-08-11 西藏涛扬新型建材科技有限公司 一种快速装配式钢筋混凝土剪力墙结构
CN211774635U (zh) * 2020-02-21 2020-10-27 北京矿冶科技集团有限公司 一种预制混凝土柱间反弯点装配拼接结构
JP2021088888A (ja) * 2019-12-05 2021-06-10 株式会社安藤・間 プレキャストコンクリート耐震壁の接合構造
CN113863532A (zh) * 2021-09-30 2021-12-31 南通职业大学 混凝土剪力墙竖向连接节点及其制造安装方法

Family Cites Families (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107386434A (zh) * 2017-09-12 2017-11-24 南京清骐筑宇建筑科技有限公司 一种混凝土柱与混凝土柱的新型装配式连接结构
CN109025064A (zh) * 2018-08-03 2018-12-18 青岛理工大学 预制混凝土柱与柱装配式连接节点制作及安装方法
CN209817172U (zh) * 2019-04-02 2019-12-20 南通市达欣工程股份有限公司 一种装配式剪力墙干连接水平接缝单元

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH06280304A (ja) * 1993-03-29 1994-10-04 Sumitomo Metal Ind Ltd 鉄筋コンクリート柱と鉄骨梁の接合部
CN203049832U (zh) * 2013-01-22 2013-07-10 天津大学建筑设计研究院 装配式剪力墙结构
CN110872872A (zh) * 2019-11-19 2020-03-10 辽宁省城乡市政工程集团有限责任公司 一种内置钢板混凝土与钢筋混凝土拼接剪力墙及施工工艺
CN211229038U (zh) * 2019-11-29 2020-08-11 西藏涛扬新型建材科技有限公司 一种快速装配式钢筋混凝土剪力墙结构
JP2021088888A (ja) * 2019-12-05 2021-06-10 株式会社安藤・間 プレキャストコンクリート耐震壁の接合構造
CN211774635U (zh) * 2020-02-21 2020-10-27 北京矿冶科技集团有限公司 一种预制混凝土柱间反弯点装配拼接结构
CN111206699A (zh) * 2020-04-23 2020-05-29 中国船舶重工集团国际工程有限公司 装配式劲性混凝土剪力墙的横向连接结构、剪力墙及施工方法
CN113863532A (zh) * 2021-09-30 2021-12-31 南通职业大学 混凝土剪力墙竖向连接节点及其制造安装方法

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117386056A (zh) * 2023-09-12 2024-01-12 中国建筑东北设计研究院有限公司 一种装配式全预制楼板与预制剪力墙连接节点

Also Published As

Publication number Publication date
CN113863532B (zh) 2022-09-27
ZA202304911B (en) 2024-01-31
CN113863532A (zh) 2021-12-31

Similar Documents

Publication Publication Date Title
WO2023051842A1 (zh) 混凝土剪力墙竖向连接节点及其制造安装方法
CN101603338B (zh) 装配整体式预制混凝土剪力墙及施工方法
WO2007134517A1 (fr) Mur de béton composite travaillant en cisaillement pour isolation thermique
CN105696817A (zh) 一种多层冷成型钢整体预制装配房屋及其拼接方法
CN106836548A (zh) 预制剪力墙***式钢板连接结构及其施工方法
CN104294920B (zh) 一种u形钢混凝土组合梁与异形钢管混凝土柱的节点组件及制备方法
CN107165271A (zh) 一种装配式异形柱混凝土框架结构
CN206752735U (zh) 预制剪力墙***式钢板连接结构
CN110863569B (zh) 滑动式复式钢管混凝土柱-梁节点及柱-柱连接体系
CN106760036A (zh) 一种预制钢板‑混凝土组合剪力墙
CN214531068U (zh) 一种装配式钢结构房屋
CN111851791A (zh) 一种装配式钢框架-钢板剪力墙结构
CN207392509U (zh) 装配式软钢耗能墙
CN213572042U (zh) 一种半预制带暗柱双面叠合式综合管廊侧墙的定位装置
CN204081090U (zh) 一种u形钢混凝土组合梁与异形钢管混凝土柱的节点组件
CN212656421U (zh) 一种包覆钢及混凝土组合剪力墙结构
CN210767266U (zh) 预制装配式劲性混凝土柱构件节点连接结构
CN111851756A (zh) 一种钢-pvc板铰接型墙板预埋件装置及其制作方法
CN106351234A (zh) 装配式三根组合圆钢管混凝土内支撑结构及制作方法
CN207121992U (zh) 一种装配式异形柱混凝土框架结构
CN206428851U (zh) 一种轻钢骨架实心墙
CN110843095A (zh) 混凝土箱模及其制作方法、以及免拆模建造方法
CN220814406U (zh) 一种预制装配式模壳剪力墙
CN219343276U (zh) 一种圆形沉井双面预制叠合式井壁结构
CN220059014U (zh) 一种双皮墙拼缝处的加固结构

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: 22875222

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE