WO2024021345A1 - 适用于高烈度区的高层模块化钢结构建筑节点及施工方法 - Google Patents

适用于高烈度区的高层模块化钢结构建筑节点及施工方法 Download PDF

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Publication number
WO2024021345A1
WO2024021345A1 PCT/CN2022/128829 CN2022128829W WO2024021345A1 WO 2024021345 A1 WO2024021345 A1 WO 2024021345A1 CN 2022128829 W CN2022128829 W CN 2022128829W WO 2024021345 A1 WO2024021345 A1 WO 2024021345A1
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Prior art keywords
connection box
anchor
plate
sleeve
top plate
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PCT/CN2022/128829
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English (en)
French (fr)
Inventor
赵俊贤
何之秋
田启祥
韩伟
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华南理工大学
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Publication of WO2024021345A1 publication Critical patent/WO2024021345A1/zh

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    • 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
    • E04B1/343—Structures characterised by movable, separable, or collapsible parts, e.g. for transport
    • 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
    • E04B1/348—Structures composed of units comprising at least considerable parts of two sides of a room, e.g. box-like or cell-like units closed or in skeleton form
    • 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
    • E04B1/38—Connections for building structures in general
    • E04B1/58—Connections for building structures in general of bar-shaped building elements
    • 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
    • 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
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground

Definitions

  • This design involves the field of earthquake resistance of building structures, specifically a high-rise modular steel structure building node and construction method in a modular steel structure building suitable for high-intensity areas.
  • modular steel structure buildings play an important role in epidemic prevention and control, disaster prevention and emergency response and other fields.
  • This type of building has the advantage of being highly integrated, so the construction of connections between modules has become a major part of on-site construction. Therefore, for different building categories, it is necessary to carry out targeted design of the connections between modules.
  • modular buildings are mainly used in temporary buildings or permanent low-rise buildings.
  • modular buildings have the advantage of being highly integrated, their on-site construction speed is much higher than that of ordinary prefabricated buildings. This feature perfectly fits the high turnover characteristics of the current construction industry, so it is gradually developing into high-rise permanent buildings.
  • modular buildings have a high degree of standardization, so they are very suitable for use as permanent buildings in high-rise residences or high-rise apartments and hotels.
  • the on-site connections of modular steel structure buildings mostly adopt the form of dry work to ensure the speed of on-site construction, and the shear bearing capacity between modules is provided through mutual lateral constraints at the connections between modules.
  • the principle of this mechanism is to use the mechanical locking effect of shear keys such as bolts and pins to provide high-strength lateral restraint, but A certain installation gap (about 5mm) needs to be left around the shear keys between modules to facilitate on-site installation between modules. Such installation gaps will cause the shear keys to only activate after a certain degree of horizontal sliding between the upper and lower units. Due to the shear resistance, the integrity and lateral stiffness of high-rise modular steel structure buildings built in high-intensity areas are significantly weakened, the lateral displacement and the amplification effect of dynamic loads are increased, and even the nodes are damaged by lateral shear.
  • connections between modules currently developed for temporary buildings or permanent low-rise buildings generally include wet connections and dry connections.
  • Dry work connections currently mainly include mechanical self-locking connections, prestressed steel whole-building through-connections, bolt connections and weld connections, among which:
  • the present invention provides high-rise modular steel structure building nodes and construction methods suitable for high-intensity areas, which can realize rapid assembly between upper and lower modules indoors.
  • the modular steel structure building is affected by strong earthquakes or During disasters such as hurricanes, the anchors, sleeves, and tie rod shear locks within the connection can efficiently transfer horizontal and vertical loads; when the building service ends, the modular units can be quickly recovered by simply disassembling the connection nodes.
  • the present invention provides high-rise modular steel structure building nodes suitable for high-intensity areas, which are used to connect the upper and lower module units, including upper unit columns, lower unit columns, upper unit bottom beams, and lower unit Unit ceiling beam, upper connection box, lower connection box, connection plate, upper anchor, lower anchor, upper sleeve, lower sleeve, tie rod shear lock, limit nut and glue injection pipe,
  • the upper unit column, upper connection box, connection plate, lower connection box and lower unit column are arranged in sequence from top to bottom.
  • One end of the upper unit bottom beam is fixedly connected to the side wall of the upper connection box, and one end of the lower unit ceiling beam is connected to the lower connection box.
  • the side wall of the upper unit column is fixedly connected.
  • the bottom end of the upper unit column is fixedly connected to the top plate of the upper connection box, and one end of the upper unit bottom beam is fixedly connected to the side plate of the upper connection box.
  • the top of the lower unit column is fixedly connected to the bottom plate of the lower connection box, the upper connection box is located above the lower connection box, and the connection plate is sandwiched between the upper connection box and the lower connection box;
  • the upper anchor is located on the upper part of the upper connection box and is located in the upper unit column.
  • the bottom end of the upper anchor is fixedly connected to the top plate of the upper connection box, and the top end of the lower anchor is fixed to the bottom surface of the top plate of the lower connection box. connect;
  • the upper anchor, the top and bottom plates of the upper connection box, the connection plate, the top plate of the lower connection box and the lower anchor are all provided with positioning slots, and all positioning slots are located on the same vertical line.
  • Upper limit nuts are fixedly provided on both sides of the top plate of the upper anchor, and a lower limit nut is fixedly provided on the bottom surface of the lower anchor.
  • the bottom of the upper sleeve is fixedly connected to the bottom plate of the upper connection box, and the lower sleeve
  • the bottom end of the tube is fixedly connected to the inner top surface of the lower anchor, and the top end is fixedly connected to the top plate of the lower connection box;
  • the tie rod shear lock includes an upper connecting section, a first transition section, a tension control section, a second transition section and a shear control section.
  • the ends of the upper connecting section and the shear control section are respectively provided with upper threads and lower threads.
  • the tie rod shears The force lock sequentially passes through the positioning slots on the upper anchor, the positioning slots on the top and bottom plates of the upper connection box, the upper sleeve, the positioning slots on the connection plate, the positioning slots on the top plate of the lower connection box, and the lower
  • the sleeve and the positioning slot on the lower anchor, and the upper thread is threadedly connected to the upper limit nut, and the lower thread is threaded to the lower limit nut fixed to the lower anchor, wherein the top of the tie rod shear lock Passing through the upper anchor, the top plate of the upper anchor is sandwiched between the two limiting nuts.
  • This arrangement allows the axial pressure of the upper unit column to be transmitted to the upper unit column through the upper anchor.
  • the tie rod shear lock; the bottom surface of the lower anchor is welded to the limit nut on the lower anchor.
  • This arrangement enables the axial pressure transmitted from the upper unit column to the tie rod shear lock to be transmitted to
  • the lower anchorage and the lower unit column enable the node to self-reset under the weight of the structure when there is tension residual deformation;
  • the diameter of the tension control section in the tie rod shear lock is smaller than the diameter of the shear control end.
  • the tension control section is weakened relative to the shear control section and the connection section. This design can control the tension damage area of the tie rod shear lock, which is beneficial to the realization of node tension overload protection.
  • operation windows are provided on the side plate of the upper unit column and on the side of the upper anchor opposite to the side plate. Such an arrangement can avoid changing the local settings of walls and floors on site to meet structural assembly requirements and improve assembly efficiency.
  • a column reinforcing plate is provided on the side plate of the upper unit column and located on the west periphery of the operation window, and the column reinforcing plate is fixedly connected to the outer wall of the upper unit column.
  • supplementary stiffening ribs which are arranged in the upper unit column and located above the operation window, and are fixedly connected to the inner wall of the upper unit column.
  • a glue injection hole is provided on the side plate of the lower connection box.
  • One end of the glue injection pipe is connected to the glue injection hole, and the other end passes through the side plate of the lower connection box, the lower anchor and the lower sleeve in sequence. barrel and fixed on the lower sleeve.
  • the installation gap between the shear force control section of the tie rod and the upper sleeve, the positioning slot in the bottom plate of the upper connection box, the positioning slot in the connection plate, the positioning slot in the top plate of the lower connection box, and the lower sleeve Inject epoxy resin glue, and the epoxy resin glue can be injected into the gap from the glue injection hole through the glue injection pipe and filled up. This arrangement is to eliminate the installation gap.
  • the upper unit column is welded to the top plate of the upper connection box, the bottom end of the upper anchor is welded to the bottom plate of the upper connection box; one end of the upper unit bottom beam is welded to the side plate of the upper connection box. ;
  • the bottom of the upper sleeve is welded to the bottom plate of the upper connection box;
  • the top end of the lower anchor is welded to the top plate of the lower connection box, and the bottom surface of the lower anchor is welded to the limit nut on the lower anchor;
  • the upper end of the lower sleeve is welded to the top plate of the lower connection box, the lower end of the lower sleeve is welded to the bottom plate of the lower anchor;
  • the top end of the lower unit column is welded to the bottom surface of the lower connection box, and one end of the lower unit ceiling beam Welded to the lower connection box side plate.
  • the construction method of high-rise modular steel structure building nodes suitable for high-intensity areas provided by the present invention includes the following steps:
  • the lower anchor is fixedly connected to the bottom surface of the top plate of the lower connection box, and the upper anchor is fixedly connected to the top surface of the upper connection box;
  • the bottom plate, top plate, front plate, and rear plate of the upper and lower connection boxes are welded to their left and right side plates respectively to form an upper connection box and a lower connection box respectively;
  • the above method also includes the following steps:
  • the gap between the tie rod shear lock shear control section and the upper sleeve, the slot hole in the bottom plate of the upper connection box, the positioning slot hole in the connection plate, the positioning slot hole in the top plate of the lower connection box, and the lower sleeve is injected into the ring Oxygen resin glue.
  • the present invention provides a modular steel structure building connection node to solve the problems faced by such buildings when they are used in high-intensity earthquake-resistant areas and high-rise building scenarios, such as insufficient shear bearing capacity, inability to bear secondary tension after overloading, and problems between modules. Due to a series of key issues such as high connection costs and low construction efficiency, the building nodes provided by the application have the following functions:
  • the tie rod shear lock As shown in Figure 1, by setting the tie rod shear lock as the shear key of the upper and lower module units, relying on the locking effect of this component to provide high-strength lateral restraint, the tie rod shear lock (shear key) is provided through the glue injection pipe
  • the installation gap in the shear-bearing area is filled with epoxy resin glue to eliminate the installation gap and eliminate the horizontal slip of the module under earthquake, meeting the high load-bearing and stiffness requirements of the connection between module units.
  • the modules are only connected through locally set tie rod shear locks without the need to arrange zippers throughout the length, which greatly saves connection costs. Only the tie rod shear locks need to be tensioned on site without wet work and welding operations.
  • the connection part is located in the box. In the internal areas without walls and floors, operating holes are reserved in the column walls with operating space to achieve cost-effective on-site assembly and connection.
  • Figure 1 is a schematic three-dimensional structural diagram of a connection node according to an embodiment of the present invention when used in a corner column.
  • FIG. 2 is a schematic top view of the connection node shown in FIG. 1 .
  • Figure 3 is a schematic cross-sectional view of the connection node shown in Figure 2 along the A-A section.
  • Figure 4 is a schematic diagram of the tie rod shear lock.
  • Figures 1, 2, and 3 show a high-rise modular steel structure building node suitable for high-intensity areas provided by the present invention, including an upper unit column 1, a lower unit column 2, an upper unit bottom beam 3, and a lower unit ceiling.
  • Beam 4 upper connection box 5, lower connection box 6, connection plate 7, supplementary stiffener 8, upper anchor 9, lower anchor 10, upper sleeve 11, lower sleeve 12, tie rod shear lock 13, upper part Limit nut 14, lower limit nut 15, glue injection pipe 16, epoxy resin glue 17, column reinforcement plate 18, beam reinforcement plate 19, operating hole 20, glue injection hole 21.
  • the upper unit column 1 is welded to the top plate of the upper connection box 5, the bottom end of the upper anchor 9 is welded to the top plate of the upper connection box 5; one end of the upper unit bottom beam 3 is welded to the side plate of the upper connection box 5; the top end of the lower anchor 10 is welded to The top plate of the lower connection box 6 is welded, the bottom surface of the lower anchor 10 is welded to the lower limit nut 15; the upper end of the lower sleeve 12 is welded to the top plate of the lower connection box 6, the lower end of the lower sleeve 12 is welded to the bottom plate of the lower anchor 10; the upper sleeve 11
  • the bottom is welded to the bottom plate of the upper connection box 5; the top end of the lower unit column 2 is welded to the bottom surface of the lower connection box 6; one end of the lower unit ceiling beam 4 is welded to the side plate of the lower connection box 6.
  • the top plate, bottom plate, connecting plate 7 of the upper connection box 5, the top plate of the lower connection box 6, the upper anchor 9 and the lower anchor 10 are all provided with positioning slots.
  • the upper connection box 5 is located above the lower connection box 6 , and the connection plate 7 is sandwiched between the upper connection box 5 and the lower connection box 6 .
  • the tie rod shear lock 13 includes an upper connection section, a first transition section, a tension control section, a second transition section and a shear control section.
  • the ends of the upper connection section and the shear control section are respectively provided with upper threads and lower threads.
  • the tension The control section is weakened relative to the shear control section and the connecting section.
  • the upper connecting section and the shear control section have the same diameter, and the diameter of the tension control section is smaller than the shear control section.
  • the diameters of the first transition section connecting the upper connecting section and the tension control section, and the second transition section connecting the shear control section and the tension control section gradually become smaller.
  • the tie rod shear lock 13 passes through the positioning slots on the upper anchor 9, the positioning slots on the top and bottom plates of the upper connection box 5, the upper sleeve 11, the positioning slots on the connecting plate 7, and the lower connection box 6 in sequence.
  • the positioning slot hole on the top plate, the lower sleeve 12 and the positioning slot hole on the lower anchor 10 passes through the lower anchor 10, and is fixed to the lower limit of the lower anchor 10 through the lower thread.
  • Bit nut 15 is connected.
  • the glue injection hole 21 is provided on the side plate of the lower connection box 6.
  • One end of the glue injection pipe 16 is connected with the glue injection port 21, and the other end passes through the side plate of the lower connection box 6, the lower anchor 10 and the lower sleeve 12 in sequence and is then fixed to the lower sleeve.
  • Barrel 12 is connected to the installation gap;
  • the upper anchor 9 is located on the upper part of the upper connection box 5 and is located in the upper unit column 2.
  • the bottom end of the upper anchor 9 is fixedly connected to the top plate of the upper connection box 5; the top end of the tie rod shear lock 13 passes through the upper anchor 9, and the upper anchor 9 9
  • Both sides of the top plate are respectively provided with upper limit nuts 14, and the upper part of the tie rod shear lock 13 is threadedly connected to the upper limit nut 14.
  • the shear force control section of the tie rod shear lock 13 is connected with the upper sleeve 11, the positioning slot hole in the bottom plate of the upper connection box 5, the positioning slot hole in the connecting plate 7, the positioning slot hole in the top plate of the lower connection box 6, and the lower sleeve.
  • the side plate of the upper unit column 1 and the upper anchor 9 are provided with an operation window 20 for workers to operate the upper limit nut 14 on the same side.
  • a column reinforcing plate 18 is provided on the side panel of the upper unit column 1 and around the operating window.
  • the operation window of the upper unit column 1 can also be
  • the building of this embodiment is suitable for the connection between units and between units and foundations in high-rise modular steel structures and other building forms in high-intensity areas, especially when the axial force changes significantly under horizontal or vertical effects such as corner columns and side columns. node area.
  • connection node a method for assembling the above-mentioned connection node, including the following steps:
  • Steps (1) to (4) are processed and assembled in the factory, and steps (5) to (10) are completed at the project site.
  • the building node provided by the embodiment of the present invention can meet the following advantages required in engineering projects:
  • the tie rod shear lock 13 can be set as the shear key of the upper and lower module units, relying on the locking effect of this component to provide high-strength lateral restraint; and through the glue injection pipe 16 to The installation gap in the shear-bearing area of the tie rod shear lock 13 (shear key) is filled with epoxy resin glue 17, thereby eliminating the installation gap and eliminating the horizontal slip of the module under earthquake, thus providing sufficient lateral stiffness. At this point, reliable lateral restraint is provided for the upper and lower module units.
  • the axial tension force can be transmitted between the upper and lower units by setting up the tie rod shear lock 13 connecting the upper and lower unit columns, and the tension control section of the tie rod shear lock 13 can be relatively weakened ( As shown in Figure 4), the node is protected against pull overload.
  • connection can be designed in the column and the operating hole is reserved on the column to realize the complete use of bolt connection on site, effectively avoiding opening holes in walls and floors or external operations, and at the same time effectively Avoid large-scale wet work and ultimately achieve efficient and economical assembly on site.

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Abstract

适用于高烈度区的高层模块化钢结构建筑节点及施工方法，所述建筑节点包括上部单元柱（1）、下部单元柱（2）、上部单元底梁（3）、下部单元天花梁（4），上连接盒（5），下连接盒（6），连接板（7），上锚具（9），下锚具（10），上套筒（11），下套筒（12），拉杆剪力锁（13），限位螺母（14,15），注胶管道（16）。下锚具（10）与下连接盒（6）顶板固定连接；下部限位螺母（15）与下锚具（10）固定连接；下套筒（12）一端与下锚具（10）固定连接，一端与下连接盒（6）顶板固定连接；上套筒（11）底部与上连接盒（5）底板固定连接。该建筑节点在室内实现上下模块间快速装配，无需在楼板或梁上预留洞口；当模块化钢结构建筑受强震或飓风等灾害时，锚具、套筒、拉杆剪力锁可高效传递水平及竖向荷载；当建筑服役结束时，可通过连接节点的简单拆卸实现模块单元的快速回收。

Description

适用于高烈度区的高层模块化钢结构建筑节点及施工方法 技术领域
本设计涉及建筑结构抗震领域，具体涉及一种模块化钢结构建筑中的一种适用于高烈度区的高层模块化钢结构建筑节点及施工方法。
 背景技术
模块钢结构建筑作为一种高度集成的装配式建筑，在疫情防控、防灾应急等领域发挥着重要作用。该类建筑拥有高度集成化的优点，从而模块间连接的施工成为了现场施工的主要部分。因此，针对不同的建筑类别，需要对其模块间的连接进行具有针对性的设计。
目前，模块化建筑主要应用于临时性建筑或永久性的低层建筑。但由于模块化建筑具有高度集成化的优点，其现场施工速度远高于一般的装配式建筑，而这种特点完美地契合了当前建筑行业高周转的特点，因此逐步往高层永久性建筑发展。此外，模块化建筑标准化程度高，因此非常适合作为永久建筑使用于高层住宅或高层公寓、酒店。
此外，我国目前已全面取消非抗震区，且超过一半地区位于7度及以上高烈度区，这对于建造于高烈度区的模块化钢结构建筑提出了新挑战。现有以低层永久性建筑为应用目标的模块化钢结构建筑，仅要求通过模块间连接的竖向承压保持柱的轴力传递，以及模块间连接的水平摩擦力保持柱的剪力传递。当现有模块化钢结构建筑应用于高烈度区的高层建筑时，将出现以下问题：
（1） 上下模块单元间缺乏可靠的侧向约束机制：
当前模块化钢结构建筑的现场连接大多采用干作业形式来保证现场施工速度，通过模块间连接处的相互侧向约束来提供模块间的抗剪承载力。目前主要有两种侧向约束机制：1）利用上下模块单元间的摩擦力提供侧向约束：该种机制的原理在于依靠轴力与抗剪承载力的局部耦合，即依靠轴力提供的上下模块单元交界面处的正压力，进而提供侧向的摩擦力。然而，对于建造于高烈度区的高层模块化钢结构建筑，在地震作用下位于建筑外围的底部楼层的边柱、角柱将存在较为显著的拉拔力，从而显著减小模块交界面的正压力，从而削弱侧向约束，导致上下模块间的侧向约束和抗剪承载力不足。2）利用抗剪键例如螺栓、插销等进行上下模块单元间的机械锁止：该种机制的原理在于利用螺栓、销栓等抗剪键的机械锁止作用提供高强度的侧向约束，但模块间的抗剪键四周均需留置一定的安装间隙（约5mm）以便于模块间的现场安装，此类安装间隙会使得抗剪键仅能在上下单元间发生一定程度水平滑动之后才会起到抗剪作用，导致建造于高烈度区高层模块化钢结构建筑的整体性和侧向刚度显著削弱，增大侧向位移以及动力荷载的放大效应，甚至导致节点侧向受剪破坏。
（2）上下模块单元间缺乏受拉过载保护机制：
如前所述，我国超一半地区位于7度及以上高烈度区，且地震具有很强的不确定性，上下单元间连接一旦在超过设计预期的超大地震下发生受拉屈服并产生受拉方向的残余变形，进而造成模块间连接受压闭合后无法形成二次受拉刚度和二次受拉承载力，对模块化建筑在高烈度区的抗震安全性造成极大隐患。
（3）上下模块单元间缺乏经济高效的装配连接机制：
如前所述，模块化钢结构建筑向高层建筑发展的推动力之一就是源自于其高度集成化和现场施工速度快的优点，这使得模块制作的高成本能够通过现场快速装配快速周转的低施工成本所弥补。目前针对临时性建筑或永久性的低层建筑开发的模块间的连接大致包括湿作业连接和干作业连接。
现场大规模湿作业（进行混凝土浇筑）会显著拖慢施工速度，无法实现现场快速高效装配，也无法发挥钢结构干作业的显著优势。干作业连接目前主要有机械自锁连接、预应力筋全楼贯通连接、螺栓连接和焊缝连接，其中：
1）机械自锁连接存在大量复杂精密机械加工，虽然现场连接高效，但连接成本过高；
2）预应力筋全楼贯通连接则需沿楼高通长布置拉锁，并需现场对拉锁进行套筒续接，对施工精度提出了很高的要求，也会一定程度影响现场施工的高效性，且通长布置的拉锁也显著增加连接成本；
3）螺栓连接则需在模块箱体外部或箱体之间的完全封闭空间实施连接，因此需对维护墙体、楼板或地板进行局部切削才能留出现场连接所需施工空间，并在施工后对切削部位进行局部回填，难以实现建筑部件的标准化和现场快速装配；
4）焊缝连接则需在现场完成，但现场焊接质量难以保证，且焊后需对焊缝进行探伤，显著影响整体模块化建筑施工速度的高效性。
显然，现有模块钢结构建筑无法满足使用需求。
 技术解决方案
为解决现有技术中存在的问题，本发明提供适用于高烈度区的高层模块化钢结构建筑节点及施工方法，可在室内实现上下模块间快速装配，当模块化钢结构建筑受强震或飓风等灾害时，连接内的锚具、套筒、拉杆剪力锁可高效传递水平及竖向荷载；当建筑服役结束时，可通过连接节点的简单拆卸实现模块单元的快速回收。
为了实现本发明目的，本发明提供的适用于高烈度区的高层模块化钢结构建筑节点，用于连接上、下两个模块单元，包括上部单元柱、下部单元柱、上部单元底梁、下部单元天花梁、上连接盒、下连接盒、连接板、上锚具、下锚具、上套筒、下套筒、拉杆剪力锁、限位螺母和注胶管道，
上部单元柱、上连接盒、连接板、下连接盒和下部单元柱从上到下依次设置，上部单元底梁的一端与上连接盒侧壁固定连接，下部单元天花梁的一端与下连接盒的侧壁固定连接，具体地，所述上部单元柱的底端与所述上连接盒的顶板固定连接，所述上部单元底梁的一端与所述上连接盒的侧板固定连接，所述下部单元柱的顶端与所述下连接盒的底板固定连接，所述上连接盒位于所述下连接盒的上方，所述连接板夹置于所述上连接盒与下连接盒之间；
所述上锚具设于上连接盒上部且位于上部单元柱内，所述上锚具底端与所述上连接盒顶板固定连接，所述下锚具顶端与所述下连接盒顶板底面固定连接；
上锚具、上连接盒的顶板和底板、连接板、下连接盒的顶板和下锚具上均设置有定位槽孔，所有定位槽孔位于同一竖直线上，
    在上锚具的顶板的两侧均分别固定设置有上部限位螺母，下部限位螺母固定设置在下锚具的底面，所述上套筒底部与所述上连接盒底板固定连接，述下套筒底端与所述下锚具内侧顶面固定连接，顶端与所述下连接盒顶板固定连接；
拉杆剪力锁包括上部连接段、第一过渡段、拉力控制段、第二过渡段和剪力控制段，上部连接段和剪力控制段的端部分别设置有上部螺纹和下部螺纹，拉杆剪力锁依次穿过上锚具上的定位槽孔、上连接盒的顶板和底板上的定位槽孔、上套筒、连接板上的定位槽孔、下连接盒的顶板的定位槽孔、下套筒和下锚具上的定位槽孔，且上部螺纹与上部限位螺母螺纹连接，下部螺纹与固定于所述下锚具的下部限位螺母螺纹连接，其中，所述拉杆剪力锁顶端穿过所述上锚具，所述上锚具顶板夹置于所述两限位螺母之间，如此设置，可以使得所述上部单元柱的轴向压力能够通过所述上锚具传递给所述拉杆剪力锁；所述下锚具底面与所述下锚具上的限位螺母焊接，如此设置，能使得所述上部单元柱传递给所述拉杆剪力锁的轴向压力能够传递给所述下锚具和所述下部单元柱，进而实现节点在存在受拉残余变形时能够实现在结构自重作用下自复位；
拉杆剪力锁的剪力控制段与上套筒、上连接盒的底板上的定位槽孔、连接板上的定位槽孔、下连接盒的顶板的定位槽孔、下套筒之间均留有安装空隙，注胶管道用于向安装空隙内通入环氧树脂胶。
进一步地，通过所述上部限位螺母对所述拉杆剪力锁施加预紧力。
进一步地，所述拉杆剪力锁上部与所述上连接盒内定位槽孔的内壁间留有空隙。
进一步地，所述拉杆剪力锁中的拉力控制段的直径小于剪力控制端的直径。拉力控制段相对于剪力控制段和连接段有削弱，如此设计，可以控制所述拉杆剪力锁受拉损伤区域，利于实现节点受拉过载保护。
进一步地，所述上部单元柱的侧板和上锚具上与该侧板相对的一侧均开设有操作窗口。如此设置，可以避免现场改变墙体和楼板局部设置来满足结构装配需求，提高装配效率。
进一步地，在上部单元柱侧板上且位于操作窗口的西周设置有柱补强板，所述柱补强板与上部单元柱外壁固定连接。
进一步地，还包括补强加劲肋，补强加劲肋设置在上部单元柱内且位于操作窗口的上方，所述补强加劲肋与上部单元柱内壁固定连接。
进一步地，下连接盒的侧板上开设有注胶孔，注胶管道的一端与注胶孔相通，另一端依次穿过所述下连接盒侧板、所述下锚具和所述下套筒，并固定在所述下套筒上。如此设计，是为了便于注胶作业，有利于提高节点装配的效率。通过注胶管道对拉杆剪力锁剪力控制段与上套筒、上连接盒底板内定位槽孔、连接板内定位槽孔、下连接盒顶板内定位槽孔以及下套筒间的安装空隙注入环氧树脂胶，所述环氧树脂胶能够通过所述注胶管道由所述注胶孔注入该空隙并填满，如此设置是为了消去安装空隙。
进一步地，所述拉杆剪力锁上部与所述上连接盒内槽孔间留有一定空隙。
进一步地，所述上部单元柱与上连接盒顶板焊接，所述上锚具的底端与所述上连接盒底板焊接；所述上部单元底梁的一端与所述上连接盒的侧板焊接；所述上套筒底部与所述上连接盒底板焊接；所述下锚具顶端与所述下连接盒顶板焊接，所述下锚具底面与所述下锚具上的限位螺母焊接；所述下套筒上端与所述下连接盒顶板焊接，所述下套筒下端与所述下锚具底板焊接；所述下部单元柱顶端与下连接盒底面焊接，所述下部单元天花梁一端与下连接盒侧板焊接。
本发明提供的适用于高烈度区的高层模块化钢结构建筑节点的施工方法，包括以下步骤：
（1）在工厂内将上连接盒顶板与底板、连接板、下连接盒顶板、上锚具、下锚具预
留定位槽孔；
（2）在工厂内将下锚具与下套筒固定连接，并预留注胶管孔，安装注胶管道，于下锚具下部设置下部限位螺母，下部限位螺母与下锚具固定连接；将上套筒与上连接盒底板固定连接；
（3）在工厂内将下锚具与下连接盒顶板底面固定连接，将上锚具与上连接盒顶面固定连接；
（4）在工厂内分别将上、下连接盒的底板、顶板、前板、后板分别与其左右侧板焊接相连，分别形成上连接盒、下连接盒；
（5）下部单元在施工现场吊装完毕后，将预留有定位槽孔的连接板放置在下连接盒的顶板上方，并将连接板内定位槽孔和下连接盒顶板内定位槽孔中心上下对齐；
（6）将拉杆剪力锁从上往下依次穿过连接板、下连接盒顶板、下套筒和下锚具，与位于下锚具底面的下部限位螺母螺纹固定连接；
（7）将上部单元吊装放置于下部单元上，此时拉杆剪力锁依次穿过上连接盒底板、
上连接盒顶板；
（8）当拉杆剪力锁顶端穿过上连接盒顶板且未穿过上锚具时，暂停吊装，拧上位于上锚具下部的上部限位螺母之后，再次启动吊装；
（9）当拉杆剪力锁顶端穿过上锚具，完成吊装作业后，拧紧位于上锚具上部的上部限位螺母并通过该螺母施加预紧力；
（10）当施加预紧力后，通过注胶管道对拉杆剪力锁的剪力控制段周围的安装空隙注入环氧树脂胶，节点安装完毕。
进一步的，上述方法还包括以下步骤：
通过注胶管道对拉杆剪力锁剪力控制段与上套筒、上连接盒底板内槽孔、连接板内定位槽孔、下连接盒顶板内定位槽孔，下套筒间的空隙注入环氧树脂胶。
 有益效果
本发明与现有技术相比，其有益效果在于：
本发明提供一种模块化钢结构建筑连接节点，以解决此类建筑应用于高烈度抗震区和高层建筑场景时所面临的抗剪承载力不足、过载后无法二次受拉承载、以及模块间连接成本高和施工低效等系列关键问题，申请诉提供的建筑节点具备以下功能：
1）对上下模块单元提供可靠的侧向约束：
如图1所示，通过设置拉杆剪力锁作为上下模块单元的抗剪键，依靠该部件的锁止作用提供高强度的侧向约束，通过注胶管道向拉杆剪力锁（抗剪键）承受剪力区域的安装空隙补入环氧树脂胶，从而消去安装空隙，消除模块在地震下的水平滑移，满足模块单元间连接的高承载和大刚度需求。
2）对上下模块单元提供受拉过载保护：
如图1所示，通过设置连接上下单元柱的拉杆剪力锁，实现轴向拉力在上下单元间的传递，通过对拉杆剪力锁拉力控制段进行相对削弱（拉力控制段的直径小于剪力控制端的直径）（如图4），使得上下单元连接在承受超出设计预期地震时的节点受拉损伤能控制在该区域内，实现节点的受拉过载保护，且拉杆剪力锁两端固接于上、下模块单元之间而不会发生分离，使节点在受拉屈服后通过结构自重反向受压实现自复位，并形成二次受拉刚度和二次受拉承载力。
3）提供一种经济高效的装配连接机制
模块间仅通过局部设置的拉杆剪力锁进行连接而无需通长布置拉锁，大大节省连接成本，现场只需对拉杆剪力锁进行张拉而不存在湿作业和焊接作业，连接部位位于箱体内部的无设置墙体和楼板的区域，通过在具备操作空间的柱壁预留操作洞，实现现场经济高效装配连接。
 附图说明
图1是本发明实施例的连接节点用于角柱时的立体结构示意图。
图2是图1所示连接节点的俯视示意图。
图3是图2所示连接节点沿A-A剖面处的剖视示意图。
图4是拉杆剪力锁示意图。
图中：
1-上部单元柱；2-下部单元柱；3-上部单元底梁；4-下部单元天花梁；5-上连接盒；6-下连接盒；7-连接板；8-补强加劲肋；9-上锚具；10-下锚具；11-上套筒；12-下套筒；13-拉杆剪力锁，上部连接段131，第一过渡段132，拉力控制段133，第二过渡段134，剪力控制段135，上部螺纹136，下部螺137；14-上部限位螺母；15-下部限位螺母；16-注胶管道；17-环氧树脂胶；18-柱补强板；19-梁补强板；20-操作窗口；21-注胶孔。
 本发明的实施方式
为了使本发明的目的、技术方案及优点更加清楚明白，以下结合附图及实施例，对本发明进行进一步详细说明。应当理解，此处所描述的具体实施例仅用以解释本发明，并不用于限定本发明。
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”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；此外，除非另有明确的规定和限定，术语“安装”、“相连”、“连接”应做广义理解，例如，可以是固定连接，也可以是可拆卸连接，或一体化连接；可以是直接相连，也可以通过中间媒介间接相连，可以是两个部件内部的连通。对于本领域的普通技术人员而言，可以根据具体情况理解上述术语在本发明中的具体含义。
图1、图2、图3示出了本发明提供的一种适合高烈度区的高层模块化钢结构建筑节点、包括上部单元柱1、下部单元柱2、上部单元底梁3、下部单元天花梁4、上连接盒5、下连接盒6、连接板7、补强加劲肋8、上锚具9、下锚具10、上套筒11、下套筒12、拉杆剪力锁13、上部限位螺母14、下部限位螺母15、注胶管道16、环氧树脂胶17、柱补强板18、梁补强板19、操作洞口20、注胶孔21。
上部单元柱1与上连接盒5顶板焊接，上锚具9的底端与上连接盒5顶板焊接；上部单元底梁3的一端与上连接盒5的侧板焊接；下锚具10顶端与下连接盒6顶板焊接，下锚具10底面与下部限位螺母15焊接；下套筒12上端与下连接盒6顶板焊接，下套筒12下端与下锚具10底板焊接；上套筒11底部与上连接盒5底板焊接；下部单元柱2顶端与下连接盒6底面焊接，下部单元天花梁4一端与下连接盒6侧板焊接。
上连接盒5的顶板、底板、连接板7、下连接盒6的顶板、上锚具9、下锚具10均设有定位槽孔。
上连接盒5位于下连接盒6的上方，连接板7夹置于上连接盒5与下连接盒6之间。
拉杆剪力锁13包括上部连接段、第一过渡段、拉力控制段、第二过渡段和剪力控制段，上部连接段和剪力控制段的端部分别设置有上部螺纹和下部螺纹，拉力控制段相对于剪力控制段和连接段有削弱，在本发明的其中一些实施例中，请参阅图4，上部连接段和剪力控制段的直径相同，拉力控制段的直径小于剪力控制段的直径，连接上部连接段和拉力控制段之间的第一过渡段、连接剪力控制段和拉力控制段之间的第二过渡段的直径逐渐变小。拉杆剪力锁13依次穿过上锚具9上的定位槽孔、上连接盒5的顶板和底板上的定位槽孔、上套筒11、连接板7上的定位槽孔、下连接盒6的顶板的定位槽孔、下套筒12和下锚具10上的定位槽孔，拉杆剪力锁13底端穿出下锚具10，并通过下部螺纹与固定于下锚具10的下部限位螺母15相连。
注胶孔21设于下连接盒6侧板，注胶管道16一端与注胶口21连通，另一端依次穿过下连接盒6侧板、下锚具10和下套筒12后固定在下套筒12，与安装空隙相通；
上锚具9设于上连接盒5上部且位于上部单元柱2内，上锚具9底端与上连接盒5顶板固定连接；拉杆剪力锁13顶端穿过上锚具9，上锚具9顶板的两侧均分别设置有上部限位螺母14，拉杆剪力锁13的上部与上部限位螺母14螺纹连接。
进一步的，拉杆剪力锁13的剪力控制段与上套筒11、上连接盒5底板内定位槽孔、连接板7内定位槽孔、下连接盒6顶板内定位槽孔、下套筒12间均留有一定的安装空隙；拉杆剪力锁13上部与上连接盒5内部定位槽孔间留有一定空隙。
当上连接盒5受到水平力时，可通过拉杆剪力锁13的锁止作用转化为拉杆剪力锁13的剪应力抵抗。
当上部单元柱1受到竖向拉力时，可通过上锚具9、拉杆剪力锁13、下锚具10传递给下部单元柱2。
上部单元柱1的侧板及上锚具9同侧上均开设有供工人操作上部限位螺母14的操作窗口20。
在本发明的其中一些实施例中，在上部单元柱1侧板上且位于操作窗口的四周设置有柱补强板18。在其他实施例中，在建筑节点安装完毕后也可以上部单元柱1的操作窗口处
安装翻转式板块、装饰板。
本实施例的建筑适用于高烈度地区高层模块钢结构建筑等建筑形式的单元之间及单元与基础之间的连接，尤其是角柱及边柱等水平或竖向作用下轴向力变化较为明显的节点区域。
在本发明的其中一些实施例中，还提供了上述连接节点的装配方法，包括以下步骤：
（1）在工厂内将上连接盒5顶板与底板、连接板7、下连接盒6顶板、上锚具9、下锚具10预留定位槽孔，以避免与拉杆剪力锁13发生碰撞；
（2）在工厂内将下锚具10与下套筒12焊接，并预留孔道，安装注胶管道16，于下锚具10下部设置下部限位螺母15，该螺母与下锚具10焊接连接；
（3）在工厂内将下锚具10与下连接盒6顶板底面焊接，将上锚具9与上连接盒5顶面焊接，将上套筒11与上连接盒5底板进行焊接连接；
（4）在工厂内分别将上连接盒5、下连接盒6的底板、顶板、前板、后板分别与其左右侧板焊接相连，分别形成上连接盒5、下连接盒6；
（5）下部单元在施工现场吊装完毕后，将预留有定位槽孔的连接板7放置在下连接盒6顶板上方，并将连接板7内的定位槽孔和下连接盒6顶板内的定位槽孔中心上下对齐；
（6）将拉杆剪力锁13从上往下依次穿过连接板7、下连接盒6顶板、下锚具10，与下锚具10下部设置的下部限位螺母15螺纹固定连接；
（7）将上部单元吊装放置于下部单元之上，此时拉杆剪力锁13顶部依次穿过上连接盒5底板，上连接盒5顶板；
（8）当拉杆剪力锁13顶端穿过上连接盒5顶板，且未穿过上锚具9时，暂停吊装，拧上位于上锚具9下方的上部限位螺母14之后，再次启动吊装；
（9）当拉杆剪力锁13顶端穿过上锚具9，完成吊装作业后，拧紧上锚具9上方的上部限位螺母14并通过该上部限位螺母14施加预紧力。
（10）当施加预紧力后，通过注胶孔21对拉杆剪力锁13剪力控制段周围空隙注入环氧树脂胶17，节点安装完毕。
步骤（1）到步骤（4）在工厂内加工组装完成，步骤（5）到步骤（10）于工程项目现场完成。
通过上述的建筑节点的具体结构及施工方法，本发明实施例提供的的建筑节点可满足工程项目中所需要的以下优点：
1、通过合理的设计及可靠的施工，能够通过设置拉杆剪力锁13作为上下模块单元的抗剪键，依靠该部件的锁止作用提供高强度的侧向约束；并通过注胶管道16向拉杆剪力锁13（抗剪键）承受剪力区域的安装空隙补入环氧树脂胶17，从而消去安装空隙，消除模块在地震下的水平滑移，进而提供足够抗侧刚度。至此实现对上下模块单元提供可靠的侧向约束。
2、通过合理的设计及可靠的施工，能够通过设置连接上下单元柱的拉杆剪力锁13实现轴向拉力在上下单元间的传递，并且通过对拉杆剪力锁13拉力控制段进行相对削弱（如图4），实现节点的受拉过载保护。
3、通过合理的设计及可靠的施工，能够通过将连接设计于柱内，以及柱上预留操作洞，实现现场完全使用螺栓连接，有效避免在墙、楼板处开洞或外部作业，同时有效避免大规模湿作业，最终实现现场高效经济的装配。
将前述实施例提供的节点应用于工程项目中，可在室内实现上下模块间快速装配，无需在楼板或梁上预留洞口；当模块化钢结构建筑受强震或飓风等灾害时，连接内的锚具、套筒、拉杆剪力锁可高效传递水平及竖向荷载；当建筑服役结束时，可通过建筑节点的简单拆卸实现模块单元的快速回收。
以上所述仅为本发明的较佳实施例，并不用以限制本发明，凡在本发明的精神和原则之内所作的任何修改、等同替换和改进等，均应包含在本发明的保护范围之内。

Claims (11)

  1. 适用于高烈度区的高层模块化钢结构建筑节点，其特征在于，包括上部单元柱、下部单元柱、上部单元底梁、下部单元天花梁、上连接盒、下连接盒、连接板、上锚具、下锚具、上套筒、下套筒、拉杆剪力锁、限位螺母和注胶管道，
    上部单元柱、上连接盒、连接板、下连接盒和下部单元柱从上到下依次设置，上部单元底梁的一端与上连接盒侧壁固定连接，下部单元天花梁的一端与下连接盒的侧壁固定连接；
    上锚具固定在上连接盒的顶板上且位于上部单元柱内，下锚具固定在下连接盒的顶板上；
    上锚具、上连接盒的顶板和底板、连接板、下连接盒的顶板和下锚具上均设置有定位槽孔，所有定位槽孔位于同一竖直线上，
        在上锚具的顶板的两侧均分别固定设置有上部限位螺母，下部限位螺母固定设置在下锚具的底面，上套筒固定设置在上连接盒的底板上，下套筒固定设置在下连接盒的顶板和下锚具之间；
        拉杆剪力锁包括上部连接段、第一过渡段、拉力控制段、第二过渡段和剪力控制段，上部连接段和剪力控制段的端部分别设置有上部螺纹和下部螺纹，拉杆剪力锁依次穿过上锚具上的定位槽孔、上连接盒的顶板和底板上的定位槽孔、上套筒、连接板上的定位槽孔、下连接盒的顶板的定位槽孔、下套筒和下锚具上的定位槽孔，且上部螺纹与上部限位螺母螺纹连接，下部螺纹与下部限位螺母螺纹连接；
    拉杆剪力锁的剪力控制段与上套筒、上连接盒的底板上的定位槽孔、连接板上的定位槽孔、下连接盒的顶板的定位槽孔、下套筒之间均留有安装空隙，注胶管道用于向安装空隙内通入环氧树脂胶。
  2. 根据权利要求1所述的适用于高烈度区的高层模块化钢结构建筑节点，其特征在于，通过所述上部限位螺母对所述拉杆剪力锁施加预紧力。
  3. 根据权利要求1所述的适用于高烈度区的高层模块化钢结构建筑节点，其特征在于，所述拉杆剪力锁上部与所述上连接盒内定位槽孔的内壁间留有空隙。
  4. 根据权利要求1所述的适用于高烈度区的高层模块化钢结构建筑节点，其特征在于，所述拉杆剪力锁中的拉力控制段的直径小于剪力控制端的直径。
  5. 根据权利要求1所述的适用于高烈度区的高层模块化钢结构建筑节点，其特征在于，所述上部单元柱的侧板和上锚具上与该侧板相对的一侧均开设有操作窗口。
  6. 根据权利要求5所述的适用于高烈度区的高层模块化钢结构建筑节点，其特征在于，在上部单元柱侧板上且位于操作窗口的西周设置有柱补强板，所述柱补强板与上部单
    元柱外壁固定连接。
  7. 根据权利要求5所述的适用于高烈度区的高层模块化钢结构建筑节点，其特征在于，还包括补强加劲肋，补强加劲肋设置在上部单元柱内且位于操作窗口的上方。
  8. 根据权利要求1所述的适用于高烈度区的高层模块化钢结构建筑节点，其特征在于，下连接盒的侧板上开设有注胶孔，注胶管道的一端与注胶孔相通，另一端依次穿过所述下连接盒侧板、所述下锚具和所述下套筒，并固定在所述下套筒上。
  9. 根据权利要求1-8任一所述的适用于高烈度区的高层模块化钢结构建筑节点，其特征在于，所述上部单元柱与上连接盒顶板焊接，所述上锚具的底端与所述上连接盒底板焊接；所述上部单元底梁的一端与所述上连接盒的侧板焊接；所述上套筒底部与所述上连接盒底板焊接；所述下锚具顶端与所述下连接盒顶板焊接，所述下锚具底面与所述下锚具上的限位螺母焊接；所述下套筒上端与所述下连接盒顶板焊接，所述下套筒下端与所述下锚具底板焊接；所述下部单元柱顶端与下连接盒底面焊接，所述下部单元天花梁一端与下连接盒侧板焊接。
  10. 权利要求1-9任一所述的适用于高烈度区的高层模块化钢结构建筑节点的施工方法，其特征在于，包括以下步骤：
    （1）在工厂内将上连接盒顶板与底板、连接板、下连接盒顶板、上锚具、下锚具预留定位槽孔；
    （2）在工厂内将下锚具与下套筒固定连接，并预留注胶管孔，安装注胶管道，于下锚具下部设置下部限位螺母，下部限位螺母与下锚具固定连接；将上套筒与上连接盒底板固定连接；
    （3）在工厂内将下锚具与下连接盒顶板底面固定连接，将上锚具与上连接盒顶面固定连接；
    （4）在工厂内分别将上、下连接盒的底板、顶板、前板、后板分别与其左右侧板焊接相连，分别形成上连接盒、下连接盒；
    （5）下部单元在施工现场吊装完毕后，将预留有定位槽孔的连接板放置在下连接盒的顶板上方，并将连接板内定位槽孔和下连接盒顶板内定位槽孔中心上下对齐；
    （6）将拉杆剪力锁从上往下依次穿过连接板、下连接盒顶板、下套筒和下锚具，与
    位于下锚具底面的下部限位螺母螺纹固定连接；
    （7）将上部单元吊装放置于下部单元上，此时拉杆剪力锁依次穿过上连接盒底板、
    上连接盒顶板；
    （8）当拉杆剪力锁顶端穿过上连接盒顶板且未穿过上锚具时，暂停吊装，拧上位于上锚具下部的上部限位螺母之后，再次启动吊装；
    （9）当拉杆剪力锁顶端穿过上锚具，完成吊装作业后，拧紧位于上锚具上部的上部限位螺母并通过该螺母施加预紧力；
    （10）当施加预紧力后，通过注胶管道对拉杆剪力锁的剪力控制段周围的安装空隙注入环氧树脂胶，节点安装完毕。
  11. 根据权利要求10所述的适用于高烈度区的高层模块化钢结构建筑节点的施工方法，其特征在于，在下套筒、下锚具和下连接盒侧板开设注胶管孔以设置注胶管道，通过注胶管道对拉杆剪力锁剪力控制段与上套筒、上连接盒底板内定位槽孔、连接板内定位槽孔、下连接盒顶板内定位槽孔以及下套筒间的安装空隙注入环氧树脂胶。
     
PCT/CN2022/128829 2022-07-27 2022-10-31 适用于高烈度区的高层模块化钢结构建筑节点及施工方法 WO2024021345A1 (zh)

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