WO2022062294A1 - 一种用于大跨度悬挑钢桁架悬挂连接节点及其施工方法 - Google Patents

一种用于大跨度悬挑钢桁架悬挂连接节点及其施工方法 Download PDF

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Publication number
WO2022062294A1
WO2022062294A1 PCT/CN2021/074895 CN2021074895W WO2022062294A1 WO 2022062294 A1 WO2022062294 A1 WO 2022062294A1 CN 2021074895 W CN2021074895 W CN 2021074895W WO 2022062294 A1 WO2022062294 A1 WO 2022062294A1
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Prior art keywords
steel
cantilevered
rod body
temporary
layer
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PCT/CN2021/074895
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English (en)
French (fr)
Inventor
王欣鹏
张奎
郑永超
张万宏
刘大伟
罗德俊
张楠
冉星晨
胡祥松
唐远进
Original Assignee
中建一局集团第三建筑有限公司
中国建筑一局(集团)有限公司
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Priority to DE112021000023.3T priority Critical patent/DE112021000023B8/de
Publication of WO2022062294A1 publication Critical patent/WO2022062294A1/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
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/34—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
    • E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
    • 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
    • E04B1/35—Extraordinary methods of construction, e.g. lift-slab, jack-block
    • E04B1/3522—Extraordinary methods of construction, e.g. lift-slab, jack-block characterised by raising a structure and then adding structural elements under it
    • E04B1/3527—Extraordinary methods of construction, e.g. lift-slab, jack-block characterised by raising a structure and then adding structural elements under it the structure being a roof
    • 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
    • E04B1/38—Connections for building structures in general
    • E04B1/58—Connections for building structures in general of bar-shaped building elements
    • E04B1/5806—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile
    • E04B1/5812—Connections for building structures in general of bar-shaped building elements with a cross-section having an open profile of substantially I - or H - form
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C3/08—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with apertured web, e.g. with a web consisting of bar-like components; Honeycomb girders
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C3/11—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with non-parallel upper and lower edges, e.g. roof trusses
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2406—Connection nodes
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2415—Brackets, gussets, joining plates
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2418—Details of bolting
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2442—Connections with built-in weakness points
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2448—Connections between open section profiles
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403—Connection details of the elongated load-supporting parts
    • E04B2001/2457—Beam to beam connections
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B2001/2496—Shear bracing therefor
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C2003/0486—Truss like structures composed of separate truss elements
    • E04C2003/0491—Truss like structures composed of separate truss elements the truss elements being located in one single surface or in several parallel surfaces

Definitions

  • the invention belongs to the field of large-span cantilevered steel truss suspension structures, and particularly relates to a large-span cantilevered steel truss suspension connection node and a construction method thereof.
  • the traditional construction sequence is to first complete all the structural construction of the non-cantilevered area and the construction of the roof top truss layer, and then construct the lower cantilevered beams and slabs in turn from top to bottom.
  • the impact is large, and the construction must be completed after the main structure is capped.
  • the hoisting components of the construction must pass through the installed components, which is difficult to install, high safety risks and extremely low work efficiency.
  • the traditional large-span cantilever beam installation needs to install the supporting tire frame under the cantilever beam, which not only increases the construction cost, but also is cumbersome to erect and dismantle the supporting tire frame, which is time-consuming and labor-intensive, and the construction efficiency is low.
  • the important thing is that the space below the entire cantilever system is occupied by the supporting tire frame, which not only has high requirements on the environment of the construction site, but also seriously affects the cross-construction of various professional processes and the construction period. .
  • the invention provides an adjustable steel tie rod for a large-span cantilevered steel structure suspension system, which is used to solve the problem that the existing large-span cantilevered steel structure suspension system is cumbersome to install, the cost of supporting the tire frame is high, the node space is complex, and the safety The technical problems of low redundancy, long construction period, low efficiency and difficult to guarantee construction accuracy.
  • a suspension connection node for a large-span cantilevered steel truss including a steel pipe column, a cantilevered main beam, a temporary steel tie rod and a fixed steel tie rod, and the steel pipe column is vertically oriented.
  • the side end of the steel pipe column is fixedly provided with a steel corbel
  • the bottom end of the steel corbel is fixed with a vertical column lug plate
  • the end of the steel corbel away from the steel pipe column is provided with a web plate
  • One end of the cantilevered main beam is connected to the web
  • the end of the cantilevered main beam away from the steel pipe column is provided with a beam node
  • the beam node is used to connect the side beam perpendicular to the cantilevered main beam
  • the top of the cantilevered main beam is fixedly provided with a beam node.
  • Beam ear plate the two ends of the temporary steel tie rod are respectively fixed with connecting plates, and the two connecting plates are fixedly connected with the column lug plate and the beam ear plate respectively.
  • a plurality of rods are arranged vertically and connected in sequence, including the rod body passing through the beam node and the connecting sleeve connecting the rod body, the two ends of the rod body are provided with threads, the rod body and the connecting sleeve are threadedly connected, and the bottom rod body is threaded on the bottom of the beam node.
  • the round nut and spacer at the end, the spacer is set close to the beam node, the bottom and middle rods are located at the top of the beam node with a temporary hoop, and the rod at the bottom of the connecting sleeve is threadedly connected with locking nut 1, which is located on the rod at the top of the connecting sleeve.
  • a second locking nut and a spacer are threadedly connected, and the second locking nut is arranged near the connecting sleeve.
  • the top rod body is threadedly connected with a round nut at the top of the beam node and a thrust bearing, and the thrust bearing is arranged near the beam node.
  • the structure is constructed from bottom to top, and temporary steel tie rods are used to assist in the layer-by-layer installation and adjustment of the cantilevered main beam, and the components are hoisted with an extra layer of protection. The risk is reduced and the safety redundancy is high.
  • the suspension structure is constructed layer by layer in a bottom-up sequence, which is convenient for component installation and improves efficiency.
  • Temporary steel tie rods are used to assist in the adjustment of the cantilevered main beam, which is convenient to control the pre-camber value of the beam end. , The deviation is small, the temporary steel tie rod is easy to set up, and the construction is convenient. Compared with the traditional support tire frame, its design and construction difficulty is low, and the cost is low.
  • the steel tie rod has been optimized and processed in the factory ahead of time.
  • the difficulty of on-site installation is low and the operation is simple.
  • It is constructed together with the main structure, without waiting for the completion of the construction of the non-cantilever area structure, realizing the interspersed construction of civil engineering, electromechanical, curtain wall and other majors in advance, effectively saving the construction period, reducing the rental cycle of large vertical hoisting machinery, saving construction period and cost .
  • a rubber collar is arranged between the rod body and the temporary hoop.
  • the steel pipe column and the cantilevered main beam are connected by M24 torsional shear type high-strength bolts with a strength grade of 10.9.
  • connection between the temporary steel tie rod and the column lug plate and the beam lug plate is connected by M24 pressure-bearing high-strength bolts with a strength grade of 8.8.
  • a construction method for large-span cantilevered steel truss suspension connection nodes comprising the following steps:
  • Step a During the deepening and processing of the steel structure, a 3D model is established through Tekla software, the steel structure node is deepened, the connection method between the components is determined, the calculation unit model is established by PKPM, the calculation and analysis of the whole construction process is carried out, and the temporary steel tie rod is calculated. Carry out the deformation value of the cantilever component installation, determine the pre-arching value of the end of each cantilever section during the construction process, and then issue the two-dimensional component drawings according to the three-dimensional structural model to guide the factory for processing and on-site workers to assemble;
  • Step b After the installation of the steel pipe column on this layer is completed, review the elevation and plane position, obtain the positioning of the column lug plate and the beam lug plate according to the calculation, weld the lug plate to the cantilever main beam and the steel pipe column, and install the cantilever main plate.
  • the beam is hoisted to the installation elevation, the temporary steel tie rod is connected to the beam ear plate, and it is connected with the pre-set steel corbel, the high-strength bolts are initially tightened, and the tower crane is removed from the hook.
  • the temporary steel tie rod is first fixed with high-strength bolts, and after the installation size of the cantilever main beam is adjusted, the temporary steel tie rod stress weld is welded, and all the webs are finally screwed.
  • Step c Install the fixed steel tie rod at the end of the cantilever beam, hoist the fixed steel tie rod to the bottom installation position of the cantilever layer, and the bottom of the fixed steel tie rod passes through the cantilever beam and the beam node to the lower part of the cantilever main beam, install the spacer, and tighten the round nut ,
  • Use a temporary hoop to fix the upper part of the cantilever beam and the beam node, and the tower crane removes the hook;
  • the bottom end of the upper layer of the pole body is connected with the top of the pole body of this layer, first install and tighten the locking nut with the top of the pole body of this layer, and then connect the The sleeve and the top of the rod body of this layer are screwed to the lock nut 1, and then the spacer block and the lock nut 2 are installed from top to bottom to the bottom end of the rod body of the previous layer.
  • Step d After the installation of all the components on site, carry out non-destructive testing on the welding seam. If there is a defect, repair and re-test in time; after the flaw detection is qualified, remove the temporary steel tie rod layer by layer from bottom to top. Cut the welding seam, and then gradually remove the high-strength bolts to prevent uneven stress and affect the main structure;
  • step e the floor slab concrete is poured in layers from the bottom to the top.
  • the cantilevered end is poured in the direction of the root, so that the steel beam is partially deformed during the pouring of the floor slab.
  • the structure is constructed from bottom to top, and temporary steel tie rods are used to assist in the layer-by-layer installation and adjustment of the cantilevered main beam, and the components are hoisted with an extra layer of protection. The risk is reduced and the safety redundancy is high.
  • the suspension structure is constructed layer by layer in a bottom-up sequence, which is convenient for component installation and improves efficiency.
  • Temporary steel tie rods are used to assist in the adjustment of the cantilevered main beam, which is convenient to control the pre-camber value of the beam end. , The deviation is small, the temporary steel tie rod is easy to set up, and the construction is convenient. Compared with the traditional support tire frame, its design and construction difficulty is low, and the cost is low.
  • the steel tie rod has been optimized and processed in the factory ahead of time.
  • the difficulty of on-site installation is low and the operation is simple.
  • It is constructed together with the main structure, without waiting for the completion of the construction of the non-cantilever area structure, realizing the interspersed construction of civil engineering, electromechanical, curtain wall and other majors in advance, effectively saving the construction period, reducing the rental cycle of large vertical hoisting machinery, saving construction period and cost .
  • the temporary steel tie rod is a steel with a strength grade of not less than Q235B, and a wall thickness of not less than 8 mm.
  • the strength level of the rod body is 850, and the overall tensile yield load is greater than or equal to 7580KN.
  • the surface of the rod body is sprayed with epoxy zinc-rich primer, the thickness of the paint film is not less than 75 microns, the thread part is coated with anti-rust oil, and the adjustment amount of each end of the tie rod is ⁇ 28mm.
  • the gap between the inner diameter of the steel pipe of the rod body and the beam node is 20mm to avoid bending of the rod body
  • a beam support is provided at the bottom of the cantilevered main beam and the beam node in the middle layer
  • the top and bottom layers of the rod body are provided with double round nuts
  • the top is provided with thrust bearings.
  • the beneficial effects of the invention are reflected in: the structure is constructed from bottom to top, the temporary steel tie rod is used to assist in the layer-by-layer installation and adjustment of the cantilevered main beam, the component hoisting has an additional layer of protection, and the operator has a working surface and safety protection. , The safety risk is reduced, and the safety redundancy is high.
  • the suspension structure is constructed layer by layer in a bottom-up sequence, which is convenient for component installation and improves efficiency.
  • Temporary steel tie rods are used to assist in the adjustment of the cantilevered main beam, which is convenient for controlling the pre-lifting of the beam end. The arch value, the deviation is small, the temporary steel tie rod is easy to set up, and the construction is convenient.
  • Fig. 1 is the overall structure schematic diagram of the embodiment of the present invention.
  • FIG. 2 is a schematic structural diagram of a steel pipe column according to an embodiment of the present invention.
  • FIG. 3 is a schematic structural diagram of a cantilevered main beam according to an embodiment of the present invention.
  • Fig. 4 is the connection diagram of the cantilever main beam of the embodiment of the present invention.
  • FIG. 5 is a schematic structural diagram of a temporary steel tie rod according to an embodiment of the present invention.
  • FIG. 6 is a schematic structural diagram of a fixed steel tie rod according to an embodiment of the present invention.
  • Reference numerals 1. Steel pipe column; 11. Steel corbel; 12. Column ear plate; 13. Web plate; 2. Cantilever main beam; 21. Beam node; , temporary steel tie rod; 31, connecting plate; 4, fixed steel tie rod; 41, rod body; 42, connecting sleeve; 43, round nut; 44, spacer; 45, temporary hoop; 46, locking nut one; 47, Lock nut two; 48, thrust bearing; 49, rubber collar.
  • a suspension connection node for a large-span cantilevered steel truss includes a steel pipe column 1, a cantilevered main beam 2, a temporary steel tie rod 3 and a fixed steel tie rod 4.
  • the steel pipe column 1 is arranged vertically At the edge of the main structure, the side end of the steel pipe column 1 is fixedly welded with a steel corbel 11, and the bottom end of the steel corbel 11 is fixedly provided with a vertical column lug plate 12, and the column lug plate 12 is in the shape of a perforated plate.
  • one end of the steel corbel 11 away from the steel pipe column 1 is provided with a web 13, as shown in Figures 3 and 4, one end of the cantilevered main beam 2 is connected to the web 13, and one end of the cantilevered main beam 2 away from the steel pipe column 1 is set
  • There are beam joints 21, the beam joints 21 are used to connect the side beams 22 perpendicular to the cantilevered main beam 2, and the top of the cantilevered main beam 2 is fixedly welded with beam lugs 23, as shown in Figure 5, the two ends of the temporary steel tie rod 3
  • the connecting plates 31 are respectively fixed and connected, and the two connecting plates 31 are respectively fixedly connected with the column lug plate 12 and the beam lug plate 23, and the fixed steel tie rod 4 is arranged on the end of the cantilevered main beam 2 away from the steel pipe column 1, as shown in FIG.
  • a plurality of tie rods 4 are vertically arranged and connected in sequence, including a rod body 41 passing through the beam node 21 and a connecting sleeve 42 connecting the rod body 41.
  • the two ends of the rod body 41 are provided with threads, and the rod body 41 and the connecting sleeve 42 are threadedly connected.
  • the rod body 41 is threadedly connected with a round nut 43 and a spacer 44 located at the bottom end of the beam node 21.
  • the spacer block 44 is set close to the beam node 21, and the bottom and middle rod bodies 41 are located at the top of the beam node 21 and are provided with a temporary hoop 45, which is located at the connecting sleeve 42.
  • a locking nut 46 is threadedly connected to the rod body 41 at the bottom end, and a second locking nut 47 and a spacer 44 are threadedly connected to the rod body 41 at the top of the connecting sleeve 42.
  • the second locking nut 47 is set close to the connecting sleeve 42, and the spacer block 44
  • a spacer 44 is provided at the end of the thread to limit the position.
  • the top rod body 41 is threadedly connected with a round nut 43 at the top of the beam node 21 and a thrust bearing 48 , and the thrust bearing 48 is arranged close to the beam node 21 .
  • the structure is constructed from bottom to top.
  • Temporary steel tie rods 3 are used to assist in the layer-by-layer installation and adjustment of the cantilevered main beam 2.
  • the components are hoisted with an extra layer of protection. At the same time, the operators have working surfaces and safety protection, reducing safety risks and ensuring safety.
  • High redundancy the suspension structure is constructed layer by layer in a bottom-up sequence, which is convenient for component installation and improves efficiency.
  • Temporary steel tie rods 3 are used to assist in the adjustment of the cantilevered main beam 2, which is convenient to control the pre-arching value of the beam end, deviation Small, the temporary steel tie rod 3 is easy to set up and easy to construct. Compared with the traditional support tire frame, its design and construction difficulty is low, and the cost is low.
  • the steel tie rod has been optimized in design and completed in advance in the factory.
  • the difficulty of on-site installation is low and the operation is simple. It is constructed together with the main structure, and there is no need to wait for the completion of the construction of the non-cantilevered area structure. It realizes the interspersed construction of civil engineering, electromechanical, curtain wall and other majors in advance, which effectively saves the construction period, reduces the rental cycle of large vertical hoisting machinery, saves the construction period and saves costs.
  • a rubber collar 49 is arranged between the rod body 41 and the temporary hoop 45 to play an anti-slip effect.
  • the steel pipe column 1 and the cantilever main beam 2 are connected by M24 torsional shear type high-strength bolts with a strength grade of 10.9, and the connection stability is high.
  • the connection between the temporary steel tie rod 3 and the column ear plate 12 and the beam ear plate 23 is connected by M24 pressure-bearing high-strength bolts with a strength grade of 8.8, and the connection stability is high.
  • the construction method includes the following steps,
  • Step a During the deepening and processing of the steel structure, a 3D model is established through Tekla software, the steel structure node is deepened, the connection method between the components is determined, the calculation unit model is established by PKPM, the calculation and analysis of the whole construction process is carried out, and the temporary steel tie rod is calculated. 3. Carry out the deformation value of the cantilever component installation, determine the pre-arching value of each cantilever section end during the construction process, and then issue the two-dimensional component drawings according to the three-dimensional structural model to guide the factory for processing and on-site workers to assemble;
  • Step b After the installation of the steel pipe column 1 on this layer is completed, review the elevation and plane position, obtain the positioning of the column lug plate 12 and the beam lug plate 23 according to the calculation, and weld the lug plate to the cantilevered main beam 2 and the steel pipe column 1. , hoist the cantilever main beam 2 to the installation elevation, connect the temporary steel tie rod 3 to the beam ear plate 23, and connect with the pre-set steel corbel 11, initially tighten the high-strength bolts, and remove the hook of the tower crane.
  • the temporary steel tie rod 3 is first fixed with high-strength bolts, and after the installation size of the cantilever main beam 2 is adjusted, weld the temporary steel tie rod 3 stress weld, and finally screw all the 13 high-strength bolts on the web, and then install other side beams 22, secondary beams and laminated plates, and finally weld all welds; in order to prevent excessive shrinkage caused by welding stress, the welding should be alternately up and down and carried out slowly;
  • Step c install the fixed steel tie rod 4 at the end of the cantilever beam, hoist the fixed steel tie rod 4 to the bottom installation place of the cantilever layer, and its bottom passes through the cantilever beam and the beam node 21 to the lower part of the cantilever main beam 2, and install the cushion block 44.
  • Step d After the installation of all components on site, carry out non-destructive testing on the welds. If there are defects, repair and re-test in time; after passing the flaw detection, remove the temporary steel tie rods 3 layer by layer from bottom to top. Cut the weld seam first, and then gradually remove the high-strength bolts to prevent uneven stress and affect the main structure;
  • step e the floor slab concrete is poured in layers from the bottom to the top.
  • the cantilevered end is poured in the direction of the root, so that the steel beam is partially deformed during the pouring of the floor slab.
  • the temporary steel tie rod 3 is a steel with a strength grade of not less than Q235B, and a wall thickness of not less than 8mm, with high structural strength.
  • the strength of the rod body 41 is 850, the overall tensile yield load is ⁇ 7580KN, and the structural strength is high.
  • the surface of the rod body 41 is sprayed with epoxy zinc-rich primer, the thickness of the paint film is not less than 75 microns, the thread part is coated with anti-rust oil, and the adjustment amount of each end of the tie rod is ⁇ 28mm, and the anti-rust effect is good.
  • the gap between the inner diameter of the steel pipe between the rod body 41 and the beam node 21 is 20mm to prevent the rod body 41 from being bent, and a beam bracket is set at the bottom of the cantilevered main beam 2 and the beam node 21 in the middle layer.
  • the bearing 48 ensures that the fixed steel tie rod 4 is only subjected to axial tension and has good structural stability.

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Abstract

一种用于大跨度悬挑钢桁架悬挂连接节点及其施工方法，连接节点包括钢管柱(1)、悬挑主梁(2)、临时钢拉杆(3)和固定钢拉杆(4)，钢管柱(1)的侧端设置有钢牛腿(11)，钢牛腿(11)的底端设置有沿竖向的柱耳板(12)，钢牛腿(11)远离钢管柱(1)的一端设置有腹板(13)，悬挑主梁(2)的一端连接在腹板(13)上，悬挑主梁(2)远离钢管柱(1)的一端设置有梁节点(21)，梁节点(21)用于连接与悬挑主梁(2)垂直的边梁(22)，悬挑主梁(2)的顶端固定设置有梁耳板(23)，临时钢拉杆(3)的两端分别固定设置有连接板(31)，两连接板(31)分别与柱耳板(12)和梁耳板(23)固定连接，结构由下至上顺向施工，采用临时钢拉杆(3)辅助进行悬挑主梁(2)的逐层安装、调节，构件吊装多了一层保护，同时作业人员有作业面和安全防护，悬挂结构采用自下而上的顺序逐层施工，便于构件安装，提高了效率。

Description

一种用于大跨度悬挑钢桁架悬挂连接节点及其施工方法 技术领域
本发明属于大跨度悬挑钢桁架悬挂结构领域，特别涉及一种用于大跨度悬挑钢桁架悬挂连接节点及其施工方法。
背景技术
随着建筑业的发展，越来越多的建筑师打破传统，追求大悬挑、大空间、高通透性的房屋设计，采用核心筒、钢管柱作为主要承重和抗侧力构件，并通过屋顶整层钢桁架、桁架端部的高强度钢拉杆悬挂三层大悬挑钢梁、楼板的结构体系，该体系充分利用钢拉杆抗拉受力最为有效的特点，将建筑周边竖向构件的截面做到最优，同时满足建筑室内空间及立面的通透性，为室内营造了无柱大空间。
根据悬挂结构体系的受力特点，传统的施工顺序是先完成非悬挑区域的全部结构施工及屋面顶部桁架层施工，再自上而下依次施工下挂悬挑梁、板，此施工受工序影响较大，必须等主体结构封顶完成后才能进行施工，同时施工的吊装构件要穿过已安装的构件，安装难度大、安全风险高且工效极低。
根据悬挂结构体系的受力特点，传统的大跨度悬挑梁安装需在悬挑梁下方安装支撑胎架，不仅增加了施工成本，而且支撑胎架搭拆繁琐，费时费力，施工效率低，更重要的是，整个悬挑体系下方空间被支撑胎架占据，不仅搭拆对施工场所的环境有着较高的要求，而且占用的空间严重影响着各专业工序的交叉施工，严重影响着施工的工期。
发明内容
本发明提供了一种用于大跨度悬挑钢结构悬挂体系的可调节钢拉杆，用以解决现有大跨度悬挑钢结构悬挂体系安装较为繁琐，支撑胎架成本高，节点空间复杂，安全冗余度低，施工周期长、效率低，施工精度难以保障的技术问题。
为实现上述目的，本发明采用如下技术方案：一种用于大跨度悬挑钢桁架悬挂连接节点，包括钢管柱、悬挑主梁、临时钢拉杆和固定钢拉杆，所述钢管柱沿竖向设置在主体结构边缘，所述钢管柱的侧端固定设置有钢牛腿，钢牛腿的底端固定设置有沿竖向的柱耳板，钢牛腿远离钢管柱的一端设置有腹板，悬挑主梁的一端连接在腹板上，悬挑主梁远离钢管柱的一端设置有梁节点，梁节点用于连接与悬挑主梁垂直的边梁，悬挑主梁的顶端固定设置有梁耳板，临时钢拉杆的两端分别固定设置有连接板，两连接板分别与柱耳板和梁耳板固定连接，固定钢拉杆设置在悬挑主梁远离钢管柱的一端，固定钢拉杆沿竖向设置多根且依次连 接，包括穿过梁节点的杆体和连接杆体的连接套，杆体的两端设置有螺纹，杆体和连接套螺纹连接，底层的杆体上螺纹连接有位于梁节点底端的圆螺母和垫块，垫块靠近梁节点设置，底层和中层的杆体位于梁节点顶端设置临时抱箍，位于连接套底端的杆体上螺纹连接有锁紧螺母一，位于连接套顶端的杆体上螺纹连接有锁紧螺母二和垫块，锁紧螺母二靠近连接套设置，顶层的杆体上螺纹连接有位于梁节点顶端的圆螺母和推力轴承，推力轴承靠近梁节点设置。
通过采用上述技术方案，结构由下至上顺向施工，采用临时钢拉杆辅助进行悬挑主梁的逐层安装、调节，构件吊装多了一层保护，同时作业人员有作业面和安全防护，安全风险降低，安全冗余度高，悬挂结构采用自下而上的顺序逐层施工，便于构件安装，提高了效率，采用临时钢拉杆辅助进行悬挑主梁调节，便于控制梁端的预起拱值，偏差小，临时钢拉杆设置简易、施工便捷，相较于传统支撑胎架，其设计及施工难度低、成本小，钢拉杆经过优化设计，提前在工厂加工完毕，现场安装难度低，操作简单，与主体结构一同施工，无需等待非悬挑区域结构全部施工完成，实现了土建、机电、幕墙等专业提前穿插施工，有效节约施工工期，减少了大型垂直吊装机械租赁周期，节约工期、节约成本。
优选的，所述杆体与临时抱箍之间设置有橡胶套环。
通过采用上述技术方案，起到防滑作用。
优选的，所述钢管柱与悬挑主梁连接采用强度等级为10.9的M24扭剪型高强螺栓连接。
通过采用上述技术方案，连接稳定性较高。
优选的，所述临时钢拉杆与柱耳板和梁耳板的连接采用强度等级为8.8的M24承压型高强螺栓连接。
通过采用上述技术方案，连接稳定性较高。
一种用于大跨度悬挑钢桁架悬挂连接节点的施工方法，包括以下步骤，
步骤a、在钢结构深化和加工期间，通过Tekla软件建立三维模型，进行钢结构节点深化，确定构件之间的连接方式，利用PKPM建立计算单元模型，进行施工全过程计算分析，计算临时钢拉杆进行悬挑构件安装的变形值，确定施工过程中各悬挑段端部的预起拱值，再根据三维结构模型出具二维构件图纸，指导工厂进行加工、现场工人进行拼装；
步骤b、待本层钢管柱安装完毕后，复核标高及平面位置，根据计算得出柱耳板、梁耳板的定位，将耳板焊接至悬挑主梁、钢管柱上，将悬挑主梁吊至安装标高处，进行临时钢拉杆与梁耳板的连接，并与预先设置的钢牛腿对接，初拧高强螺栓，塔吊摘钩。反复复核标高及端 部起拱值，使其与设计相符；临时钢拉杆先用高强螺栓固定，悬挑主梁安装尺寸调整完毕后，焊接临时钢拉杆受力焊缝，终拧所有腹板处高强螺栓，再进行其他边梁，次梁及叠合板等构件的安装，最后焊接所有焊缝；为防止焊接应力引起收缩过大，焊接宜采用上下交替，缓慢进行；
步骤c、安装悬挑梁端部固定钢拉杆，将固定钢拉杆吊至悬挑层底层安装处，其底部穿过悬挑梁与梁节点至悬挑主梁下部，安装垫块，拧紧圆螺母，在悬挑梁与梁节点上部使用临时抱箍固定，塔吊摘钩；上一层杆体底端与本层杆体顶端进行对接，先将锁紧螺母一与本层杆体顶端安装并拧紧，将连接套与本层杆体顶端拧至贴紧锁紧螺母一，再将垫块和锁紧螺母二依次从上至下安装至上一层杆体底端，最后将上一层杆体底端与连接套拧紧，拆除临时抱箍，依次自下而上施工至屋面顶部的桁架层；
步骤d、现场全部构件安装完成后，对焊缝进行无损探伤检测，如存在缺陷位置应及时进行修补及重新检测；探伤检测合格后，自下而上分层拆除临时钢拉杆，拆除时应先对焊缝进行切割，再逐步拆除高强螺栓，防止造成受力不均，影响主体结构；
步骤e、自下而上分层浇筑楼板混凝土，浇筑时由悬挑端部向根部的方向浇筑，使钢梁在浇筑楼板过程中完成部分变形。
通过采用上述技术方案，结构由下至上顺向施工，采用临时钢拉杆辅助进行悬挑主梁的逐层安装、调节，构件吊装多了一层保护，同时作业人员有作业面和安全防护，安全风险降低，安全冗余度高，悬挂结构采用自下而上的顺序逐层施工，便于构件安装，提高了效率，采用临时钢拉杆辅助进行悬挑主梁调节，便于控制梁端的预起拱值，偏差小，临时钢拉杆设置简易、施工便捷，相较于传统支撑胎架，其设计及施工难度低、成本小，钢拉杆经过优化设计，提前在工厂加工完毕，现场安装难度低，操作简单，与主体结构一同施工，无需等待非悬挑区域结构全部施工完成，实现了土建、机电、幕墙等专业提前穿插施工，有效节约施工工期，减少了大型垂直吊装机械租赁周期，节约工期、节约成本。
优选的，所述临时钢拉杆为强度等级不小于Q235B的钢材，且壁厚不小于8mm。
通过采用上述技术方案，结构强度高。
优选的，所述杆体强度等级850级，整体抗拉屈服荷载≥7580KN。
通过采用上述技术方案，结构强度高。
优选的，所述杆体表面喷涂环氧富锌底漆，漆膜厚度不小于75微米，螺纹部分涂防锈油，拉杆每端调节量为±28mm。
通过采用上述技术方案，防锈效果好。
优选的，所述杆体与梁节点钢管内径的缝隙为20mm，避免杆体受弯，在中间层悬挑主梁与梁节点底部设置梁托，杆体顶层、底层设置双圆螺母、顶部设置推力轴承。
通过采用上述技术方案，结构稳定性好。
本发明的有益效果体现在：结构由下至上顺向施工，采用临时钢拉杆辅助进行悬挑主梁的逐层安装、调节，构件吊装多了一层保护，同时作业人员有作业面和安全防护，安全风险降低，安全冗余度高，悬挂结构采用自下而上的顺序逐层施工，便于构件安装，提高了效率，采用临时钢拉杆辅助进行悬挑主梁调节，便于控制梁端的预起拱值，偏差小，临时钢拉杆设置简易、施工便捷，相较于传统支撑胎架，其设计及施工难度低、成本小，钢拉杆经过优化设计，提前在工厂加工完毕，现场安装难度低，操作简单，与主体结构一同施工，无需等待非悬挑区域结构全部施工完成，实现了土建、机电、幕墙等专业提前穿插施工，有效节约施工工期，减少了大型垂直吊装机械租赁周期，节约工期、节约成本。
本发明的其它特征和优点将在随后的说明书中阐述，并且部分地从说明书中变得显而易见，或者通过实施本发明而了解；本发明的主要目的和其它优点可通过在说明书中所特别指出的方案来实现和获得。
附图说明
图1是本发明实施例的整体结构示意图；
图2是本发明实施例的钢管柱的结构示意图；
图3是本发明实施例的悬挑主梁的结构示意图；
图4是本发明实施例的悬挑主梁的连接图；
图5是本发明实施例的临时钢拉杆的结构示意图；
图6是本发明实施例的固定钢拉杆的结构示意图。
附图标记：1、钢管柱；11、钢牛腿；12、柱耳板；13、腹板；2、悬挑主梁；21、梁节点；22、边梁；23、梁耳板；3、临时钢拉杆；31、连接板；4、固定钢拉杆；41、杆体；42、连接套；43、圆螺母；44、垫块；45、临时抱箍；46、锁紧螺母一；47、锁紧螺母二；48、推力轴承；49、橡胶套环。
具体实施方式
以下通过实施例来详细说明本发明的技术方案，以下的实施例仅仅是示例性的，仅能用来解释和说明本发明的技术方案，而不能解释为对本发明技术方案的限制。
如图1，一种用于大跨度悬挑钢桁架悬挂连接节点，包括钢管柱1、悬挑主梁2、临时钢拉杆3和固定钢拉杆4，如图2，钢管柱1沿竖向设置在主体结构边缘，钢管柱1的侧 端固定焊接设置有钢牛腿11，钢牛腿11的底端固定设置有沿竖向的柱耳板12，柱耳板12呈开有穿孔的板状，钢牛腿11远离钢管柱1的一端设置有腹板13，如图3和图4，悬挑主梁2的一端连接在腹板13上，悬挑主梁2远离钢管柱1的一端设置有梁节点21，梁节点21用于连接与悬挑主梁2垂直的边梁22，悬挑主梁2的顶端固定焊接设置有梁耳板23，如图5，临时钢拉杆3的两端分别固定设置有连接板31，两连接板31分别与柱耳板12和梁耳板23固定连接，固定钢拉杆4设置在悬挑主梁2远离钢管柱1的一端，如图6，固定钢拉杆4沿竖向设置多根且依次连接，包括穿过梁节点21的杆体41和连接杆体41的连接套42，杆体41的两端设置有螺纹，杆体41和连接套42螺纹连接，底层的杆体41上螺纹连接有位于梁节点21底端的圆螺母43和垫块44，垫块44靠近梁节点21设置，底层和中层的杆体41位于梁节点21顶端设置临时抱箍45，位于连接套42底端的杆体41上螺纹连接有锁紧螺母一46，位于连接套42顶端的杆体41上螺纹连接有锁紧螺母二47和垫块44，锁紧螺母二47靠近连接套42设置，垫块44和垫块44设置在螺纹端部，用于限位，顶层的杆体41上螺纹连接有位于梁节点21顶端的圆螺母43和推力轴承48，推力轴承48靠近梁节点21设置。
结构由下至上顺向施工，采用临时钢拉杆3辅助进行悬挑主梁2的逐层安装、调节，构件吊装多了一层保护，同时作业人员有作业面和安全防护，安全风险降低，安全冗余度高，悬挂结构采用自下而上的顺序逐层施工，便于构件安装，提高了效率，采用临时钢拉杆3辅助进行悬挑主梁2调节，便于控制梁端的预起拱值，偏差小，临时钢拉杆3设置简易、施工便捷，相较于传统支撑胎架，其设计及施工难度低、成本小，钢拉杆经过优化设计，提前在工厂加工完毕，现场安装难度低，操作简单，与主体结构一同施工，无需等待非悬挑区域结构全部施工完成，实现了土建、机电、幕墙等专业提前穿插施工，有效节约施工工期，减少了大型垂直吊装机械租赁周期，节约工期、节约成本。
杆体41与临时抱箍45之间设置有橡胶套环49，起到防滑作用。钢管柱1与悬挑主梁2连接采用强度等级为10.9的M24扭剪型高强螺栓连接，连接稳定性较高。临时钢拉杆3与柱耳板12和梁耳板23的连接采用强度等级为8.8的M24承压型高强螺栓连接，连接稳定性较高。
施工方法，包括以下步骤，
步骤a、在钢结构深化和加工期间，通过Tekla软件建立三维模型，进行钢结构节点深化，确定构件之间的连接方式，利用PKPM建立计算单元模型，进行施工全过程计算分析，计算临时钢拉杆3进行悬挑构件安装的变形值，确定施工过程中各悬挑段端部的预起拱值，再 根据三维结构模型出具二维构件图纸，指导工厂进行加工、现场工人进行拼装；
步骤b、待本层钢管柱1安装完毕后，复核标高及平面位置，根据计算得出柱耳板12、梁耳板23的定位，将耳板焊接至悬挑主梁2、钢管柱1上，将悬挑主梁2吊至安装标高处，进行临时钢拉杆3与梁耳板23的连接，并与预先设置的钢牛腿11对接，初拧高强螺栓，塔吊摘钩。反复复核标高及端部起拱值，使其与设计相符；临时钢拉杆3先用高强螺栓固定，悬挑主梁2安装尺寸调整完毕后，焊接临时钢拉杆3受力焊缝，终拧所有腹板13处高强螺栓，再进行其他边梁22，次梁及叠合板等构件的安装，最后焊接所有焊缝；为防止焊接应力引起收缩过大，焊接宜采用上下交替，缓慢进行；
步骤c、安装悬挑梁端部固定钢拉杆4，将固定钢拉杆4吊至悬挑层底层安装处，其底部穿过悬挑梁与梁节点21至悬挑主梁2下部，安装垫块44，拧紧圆螺母43，在悬挑梁与梁节点21上部使用临时抱箍45固定，塔吊摘钩；上一层杆体41底端与本层杆体41顶端进行对接，先将锁紧螺母一与本层杆体41顶端安装并拧紧，将连接套42与本层杆体41顶端拧至贴紧锁紧螺母一，再将垫块44和锁紧螺母二依次从上至下安装至上一层杆体41底端，最后将上一层杆体41底端与连接套42拧紧，拆除临时抱箍45，依次自下而上施工至屋面顶部的桁架层；
步骤d、现场全部构件安装完成后，对焊缝进行无损探伤检测，如存在缺陷位置应及时进行修补及重新检测；探伤检测合格后，自下而上分层拆除临时钢拉杆3，拆除时应先对焊缝进行切割，再逐步拆除高强螺栓，防止造成受力不均，影响主体结构；
步骤e、自下而上分层浇筑楼板混凝土，浇筑时由悬挑端部向根部的方向浇筑，使钢梁在浇筑楼板过程中完成部分变形。
临时钢拉杆3为强度等级不小于Q235B的钢材，且壁厚不小于8mm，结构强度高。杆体41强度等级850级，整体抗拉屈服荷载≥7580KN，结构强度高。
杆体41表面喷涂环氧富锌底漆，漆膜厚度不小于75微米，螺纹部分涂防锈油，拉杆每端调节量为±28mm，防锈效果好。
杆体41与梁节点21钢管内径的缝隙为20mm，避免杆体41受弯，在中间层悬挑主梁2与梁节点21底部设置梁托，杆体41顶层、底层设置双圆螺母43、顶部设置推力轴承48，确保固定钢拉杆4只在轴向受拉力，结构稳定性好。
以上所述仅为本发明较佳的具体实施方式，但本发明的保护范围并不局限于此，任何熟悉本技术领域的技术人员在本发明揭露的技术范围内所想到的变化或替换，都应涵盖在本发明的保护范围之内。

Claims (9)

  1. 一种用于大跨度悬挑钢桁架悬挂连接节点，其特征在于：包括钢管柱(1)、悬挑主梁(2)、临时钢拉杆(3)和固定钢拉杆(4)，所述钢管柱(1)沿竖向设置在主体结构边缘，所述钢管柱(1)的侧端固定设置有钢牛腿(11)，钢牛腿(11)的底端固定设置有沿竖向的柱耳板(12)，钢牛腿(11)远离钢管柱(1)的一端设置有腹板(13)，悬挑主梁(2)的一端连接在腹板(13)上，悬挑主梁(2)远离钢管柱(1)的一端设置有梁节点(21)，梁节点(21)用于连接与悬挑主梁(2)垂直的边梁(22)，悬挑主梁(2)的顶端固定设置有梁耳板(23)，临时钢拉杆(3)的两端分别固定设置有连接板(31)，两连接板(31)分别与柱耳板(12)和梁耳板(23)固定连接，固定钢拉杆(4)设置在悬挑主梁(2)远离钢管柱(1)的一端，固定钢拉杆(4)沿竖向设置多根且依次连接，包括穿过梁节点(21)的杆体(41)和连接杆体(41)的连接套(42)，杆体(41)的两端设置有螺纹，杆体(41)和连接套(42)螺纹连接，底层的杆体(41)上螺纹连接有位于梁节点(21)底端的圆螺母(43)和垫块(44)，垫块(44)靠近梁节点(21)设置，底层和中层的杆体(41)位于梁节点(21)顶端设置临时抱箍(45)，位于连接套(42)底端的杆体(41)上螺纹连接有锁紧螺母一(46)，位于连接套(42)顶端的杆体(41)上螺纹连接有锁紧螺母二(47)和垫块(44)，锁紧螺母二(47)靠近连接套(42)设置，顶层的杆体(41)上螺纹连接有位于梁节点(21)顶端的圆螺母(43)和推力轴承(48)，推力轴承(48)靠近梁节点(21)设置。
  2. 根据权利要求1所述的一种用于大跨度悬挑钢桁架悬挂连接节点，其特征在于：所述杆体(41)与临时抱箍(45)之间设置有橡胶套环(49)。
  3. 根据权利要求2所述的一种用于大跨度悬挑钢桁架悬挂连接节点，其特征在于：所述钢管柱(1)与悬挑主梁(2)连接采用强度等级为10.9的M24扭剪型高强螺栓连接。
  4. 根据权利要求3所述的一种用于大跨度悬挑钢桁架悬挂连接节点，其特征在于：所述临时钢拉杆(3)与柱耳板(12)和梁耳板(23)的连接采用强度等级为8.8的M24承压型高强螺栓连接。
  5. 根据权利要求1-4所述的一种用于大跨度悬挑钢桁架悬挂连接节点的施工方法，其特征在于：包括以下步骤，
    步骤a、在钢结构深化和加工期间，通过Tekla软件建立三维模型，进行钢结构节点深化，确定构件之间的连接方式，利用PKPM建立计算单元模型，进行施工全过程计算分析，计算临时钢拉杆(3)进行悬挑构件安装的变形值，确定施工过程中各悬挑段端部的预起拱值，再根据三维结构模型出具二维构件图纸，指导工厂进行加工、现场工人进行拼装；
    步骤b、待本层钢管柱(1)安装完毕后，复核标高及平面位置，根据计算得出柱耳板(12)、梁耳板(23)的定位，将耳板焊接至悬挑主梁(2)、钢管柱(1)上，将悬挑主梁(2)吊至安装标高 处，进行临时钢拉杆(3)与梁耳板(23)的连接，并与预先设置的钢牛腿(11)对接，初拧高强螺栓，塔吊摘钩；
    反复复核标高及端部起拱值，使其与设计相符；临时钢拉杆(3)先用高强螺栓固定，悬挑主梁(2)安装尺寸调整完毕后，焊接临时钢拉杆(3)受力焊缝，终拧所有腹板(13)处高强螺栓，再进行其他边梁(22)，次梁及叠合板等构件的安装，最后焊接所有焊缝；为防止焊接应力引起收缩过大，焊接宜采用上下交替，缓慢进行；
    步骤c、安装悬挑梁端部固定钢拉杆(4)，将固定钢拉杆(4)吊至悬挑层底层安装处，其底部穿过悬挑梁与梁节点(21)至悬挑主梁(2)下部，安装垫块(44)，拧紧圆螺母(43)，在悬挑梁与梁节点(21)上部使用临时抱箍(45)固定，塔吊摘钩；上一层杆体(41)底端与本层杆体(41)顶端进行对接，先将锁紧螺母一(46)与本层杆体(41)顶端安装并拧紧，将连接套(42)与本层杆体(41)顶端拧至贴紧锁紧螺母一(46)，再将垫块(44)和锁紧螺母二(47)依次从上至下安装至上一层杆体(41)底端，最后将上一层杆体(41)底端与连接套(42)拧紧，拆除临时抱箍(45)，依次自下而上施工至屋面顶部的桁架层；
    步骤d、现场全部构件安装完成后，对焊缝进行无损探伤检测，如存在缺陷位置应及时进行修补及重新检测；探伤检测合格后，自下而上分层拆除临时钢拉杆(3)，拆除时应先对焊缝进行切割，再逐步拆除高强螺栓，防止造成受力不均，影响主体结构；
    步骤e、自下而上分层浇筑楼板混凝土，浇筑时由悬挑端部向根部的方向浇筑，使钢梁在浇筑楼板过程中完成部分变形。
  6. 根据权利要求5所述的一种用于大跨度悬挑钢桁架悬挂连接节点的施工方法，其特征在于：所述临时钢拉杆(3)为强度等级不小于Q235B的钢材，且壁厚不小于8mm。
  7. 根据权利要求6所述的一种用于大跨度悬挑钢桁架悬挂连接节点的施工方法，其特征在于：所述杆体(41)强度等级850级，整体抗拉屈服荷载≥7580KN。
  8. 根据权利要求7所述的一种用于大跨度悬挑钢桁架悬挂连接节点的施工方法，其特征在于：所述杆体(41)表面喷涂环氧富锌底漆，漆膜厚度不小于75微米，螺纹部分涂防锈油，拉杆每端调节量为±28mm。
  9. 根据权利要求8所述的一种用于大跨度悬挑钢桁架悬挂连接节点的施工方法，其特征在于：所述杆体(41)与梁节点(21)钢管内径的缝隙为20mm，避免杆体(41)受弯，在中间层悬挑主梁(2)与梁节点(21)底部设置梁托，杆体(41)顶层、底层设置双圆螺母(43)、顶部设置推力轴承(48)。
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