WO2024119671A1 - 一种抗震韧性装配式混凝土框架结构及其施工方法 - Google Patents

一种抗震韧性装配式混凝土框架结构及其施工方法 Download PDF

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Publication number
WO2024119671A1
WO2024119671A1 PCT/CN2023/083510 CN2023083510W WO2024119671A1 WO 2024119671 A1 WO2024119671 A1 WO 2024119671A1 CN 2023083510 W CN2023083510 W CN 2023083510W WO 2024119671 A1 WO2024119671 A1 WO 2024119671A1
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Prior art keywords
prefabricated composite
prefabricated
box
notched
plate
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Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Ceased
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PCT/CN2023/083510
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English (en)
French (fr)
Inventor
赵俊贤
袁兆勋
姚祥坤
罗智
蒋克柱
袁国辉
陈维杰
韩伟
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Beijing Brace Damping Engineering Technology Co Ltd
China Construcion Fourth Engineering Dmsion Green Building Technology Guangdong Ltd
South China University of Technology SCUT
China Construction Fourth Engineering Division Corp Ltd
Original Assignee
Beijing Brace Damping Engineering Technology Co Ltd
China Construcion Fourth Engineering Dmsion Green Building Technology Guangdong Ltd
South China University of Technology SCUT
China Construction Fourth Engineering Division Corp Ltd
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Application filed by Beijing Brace Damping Engineering Technology Co Ltd, China Construcion Fourth Engineering Dmsion Green Building Technology Guangdong Ltd, South China University of Technology SCUT, China Construction Fourth Engineering Division Corp Ltd filed Critical Beijing Brace Damping Engineering Technology Co Ltd
Priority to US18/870,377 priority Critical patent/US12454842B2/en
Publication of WO2024119671A1 publication Critical patent/WO2024119671A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/025—Structures with concrete columns
    • 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
    • E04B1/19—Three-dimensional [3D] framework structures
    • E04B1/1903—Connecting nodes specially adapted therefor
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21—Connections specially adapted therefor
    • E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/38—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
    • E04B1/5825—Connections for building structures in general of bar-shaped building elements with a closed cross-section
    • E04B1/5831—Connections for building structures in general of bar-shaped building elements with a closed cross-section of substantially rectangular 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
    • E04B1/62—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
    • 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
    • E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/30—Columns; Pillars; Struts
    • E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
    • E04C5/162—Connectors or means for connecting parts for reinforcements
    • E04C5/163—Connectors or means for connecting parts for reinforcements the reinforcements running in one single direction
    • E04C5/165—Coaxial connection by means of sleeves
    • 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
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
    • E04H9/023—Bearing, supporting or connecting constructions specially adapted for such buildings and comprising rolling elements, e.g. balls, pins
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E04H9/024—Structures with steel columns and beams
    • 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
    • E04B2001/2442—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
    • E04B2001/2457—Beam to beam connections
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A30/00—Adapting or protecting infrastructure or their operation
    • Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways

Definitions

  • the present invention relates to the field of earthquake resistance of building structures, and in particular to an earthquake-resistant toughness assembled concrete frame structure and a construction method thereof with multi-objective coordination of load-bearing, energy dissipation and recovery.
  • Concrete frame structure has become one of the most studied and applied industrialized structural systems because it meets the requirements of flexible building space layout and easy standardization of structural components.
  • a typical prefabricated concrete frame structure is mainly composed of prefabricated solid columns 1, prefabricated composite beams 2 and prefabricated composite slabs 3. After the above three prefabricated components are hoisted in place, the steel bars in the composite cast-in-place layer are tied and the formwork is supported. The concrete is poured on the composite surface of the prefabricated beam-column nodes, prefabricated composite beams and prefabricated composite slabs to form a complete frame structure.
  • a damage-controlled frame structure refers to: replacing energy-absorbing components are set at the earthquake-vulnerable parts of the structure (such as beam ends), and earthquake damage is transferred to the energy-absorbing components by using specific node deformation mechanisms, thereby ensuring that the main structure is protected from damage or minimally damaged. After the earthquake, the energy-absorbing components are replaced to restore the use function and achieve the seismic toughness of the structure.
  • the overall seismic performance and functional recoverability of prefabricated concrete frame structures can be greatly improved, promoting their application in large areas of high earthquake intensity.
  • the existing new prefabricated concrete frame structures with replaceable energy-absorbing components still have the following problems:
  • the main structure damage is transferred here, and the cross-section where the energy-absorbing component is located is often weakened, such as the position of the energy-absorbing component 02 in Figure 3, but the weakening of some cross-sections also leads to a weakening of the structural stiffness.
  • the existing new prefabricated concrete frame structure sets the energy-absorbing components at the ends of the beams close to the column walls, as shown in the position of the energy-absorbing component 02 in Figure 3.
  • this position is at a certain distance from the bending moment zero point 03 of the frame beam in Figure 4.
  • the energy-absorbing components need to bear the corresponding vertical internal forces and horizontal seismic internal forces under the vertical load and horizontal earthquake action, as shown in Figures 4 and 5. This produces a coupling effect of internal forces in two directions, resulting in the energy dissipation capacity of the structure not only depending on the horizontal seismic internal force demand, but also on the vertical internal force demand, making it difficult to accurately regulate its working state according to the magnitude of the earthquake action.
  • the energy-absorbing components need to bear both the structural shear force and the structural bending moment, and there is a coupling effect of shear force and bending moment, which causes problems such as unclear structural energy dissipation mechanism, uncontrollable yield time and failure mode, etc.
  • the present invention proposes a load-bearing-energy-dissipation-recovery multi-functional ... Target-coordinated seismic-resistant and resilient prefabricated concrete frame structure and construction method.
  • the present invention adopts the following technical solutions with practical engineering application as the guide:
  • the present invention provides a seismic-tough prefabricated concrete frame structure with multi-objective coordination of load-bearing, energy dissipation and recovery, comprising a prefabricated solid column, a prefabricated composite beam, a notched T-shaped shear connector and an anti-buckling energy dissipation connecting plate;
  • the prefabricated composite beam is connected to the prefabricated solid column, and the prefabricated composite beam comprises a prefabricated composite middle beam and prefabricated composite cantilever beams arranged on both sides of the prefabricated composite middle beam;
  • the tops of the prefabricated composite cantilever beam and the prefabricated composite middle beam are connected by a notched T-shaped shear connector;
  • the sides of the prefabricated composite cantilever beam and the prefabricated composite middle beam are connected by an anti-buckling energy dissipation connecting plate, wherein the aspect ratio of the notched T-shaped shear connector is smaller than the aspect ratio of the anti-buckling energy dissipation connecting plate, and the notch in the notched T-shaped shear connector is located
  • shear stud is welded to the web of the notched T-shaped shear connector.
  • the technical effect of this technical solution is that the shear stud effectively ensures the joint work of the notched T-shaped shear connector and concrete, and has excellent shear force redistribution capability.
  • first steel plate also includes a first steel plate, a second steel plate, a first short steel bar and a second short steel bar;
  • first steel plate is welded to the edge of the cantilever section side wing plate of the notched T-shaped shear connector;
  • second steel plate is welded to the edge of the middle section side wing plate of the notched T-shaped shear connector;
  • first short steel bar is welded to the surface of the first steel plate;
  • the second short steel bar is welded to the surface of the second steel plate.
  • first box-type connector a second box-type connector, a first U-shaped stirrup, a second U-shaped stirrup, a first thin-walled round steel pipe, a second thin-walled round steel pipe and a second integral closed stirrup;
  • first thin-walled round steel pipe is welded to the reserved bolt holes of the first box-type connector;
  • second thin-walled round steel pipe is welded to the reserved bolt holes of the second box-type connector.
  • the bottom surface of the web of the notched T-shaped shear connector is welded to the upper surfaces of the top plates of the first box-type connector and the second box-type connector;
  • the first U-shaped stirrup is welded to the upper surface of the top plate of the first box-type connector;
  • the second U-shaped stirrup is welded to the upper surface of the top plate of the second box-type connector;
  • the lower longitudinal reinforcement of the prefabricated composite cantilever beam is welded to the upper surface of the bottom plate of the first box-type connector;
  • the lower longitudinal reinforcement of the prefabricated composite intermediate beam is welded to the upper surface of the bottom plate of the second box-type connector;
  • the middle waist reinforcement of the prefabricated composite cantilever beam is welded to the upper surface of the top plate of the first box-type connector;
  • the middle waist reinforcement of the prefabricated composite intermediate beam is welded to the upper surface of the top plate of the second box-type connector;
  • the second integral closed stirrup is tied to the lower longitudinal reinforcement and the middle waist reinforcement of
  • the notched T-shaped shear connector is welded to the box-type connector to form a whole, which is conducive to the precise positioning of the steel member in the frame beam template;
  • the provision of U-shaped stirrups can avoid the problem of the box-type connector blocking the installation of ordinary stirrups, and prevent shear damage of concrete due to the lack of stirrups in this area;
  • the anti-buckling energy-absorbing connecting plate enters the energy-absorbing working state, it generates a large axial tensile pressure
  • the box-type connector is welded to the lower longitudinal reinforcement and the middle waist reinforcement in the frame beam respectively, with the purpose of directly transmitting the axial tensile pressure to the longitudinal reinforcement in the frame beam, thereby avoiding local damage of the concrete due to indirect transmission of the concrete.
  • the prefabricated composite cantilever beam and the prefabricated composite intermediate beam are completely disconnected, leaving a certain horizontal gap between them, and a reliable connection is achieved through the notched T-shaped shear connector.
  • Reserving a certain horizontal gap can prevent the bottom of the prefabricated composite cantilever beam and the prefabricated composite middle beam from colliding when the components rotate relative to each other; using a notched T-shaped shear connector can effectively transmit the vertical shear force of the structure under various working conditions, while further moving the rotation center upward to reach the same height as the center of the floor, significantly reducing the floor effect.
  • the anti-buckling energy dissipation connection plate is bolted to the sides of the first box-type connector and the second box-type connector through the tension bolts.
  • the technical effect of this technical solution is that the anti-buckling energy dissipation connection plate is arranged on the outer side of the frame beam through the tension bolts, which is not only conducive to the arrangement of the lower wall, doors and windows of the frame beam, but also convenient for disassembly and replacement after the earthquake, so as to achieve the coordination between the restorable functional structure and the building use function; compared with the notched T-shaped shear connector, the anti-buckling energy dissipation connection plate has a smaller stiffness, so the rotation center is always fixed to the center of the floor slab.
  • first integral closed stirrup also includes a first integral closed stirrup; the first integral closed stirrup is tied and connected to the upper reserved longitudinal reinforcement of the prefabricated solid column (the prefabricated solid column on the first floor uses high-strength steel bar HRB600).
  • the partially reinforced prefabricated composite plate is installed on the prefabricated composite cantilever beam and the prefabricated composite middle beam.
  • the upper longitudinal reinforcement of the prefabricated composite cantilever beam also includes the upper longitudinal reinforcement of the prefabricated composite cantilever beam, the upper longitudinal reinforcement of the prefabricated composite middle beam, the first mechanical connection sleeve and the second mechanical connection sleeve; the first mechanical connection sleeve is completely screwed into the upper longitudinal reinforcement of the prefabricated composite cantilever beam; the second mechanical connection sleeve is completely screwed into the upper longitudinal reinforcement of the prefabricated composite middle beam; the first mechanical connection sleeve and the second mechanical connection sleeve are respectively screwed into the first short steel bar and the second short steel bar in reverse; the second integral closed stirrup is tied and connected with the upper longitudinal reinforcement of the prefabricated composite cantilever beam and the upper longitudinal reinforcement of the prefabricated composite middle beam respectively.
  • the technical effect of this technical solution is that under the condition of ensuring the continuous force transmission of the upper longitudinal reinforcement of the frame beam, through the conversion of the mechanical connection sleeve, the short steel bar and the rectangular steel plate, the on-site welding operation of the upper longitudinal reinforcement of the prefabricated composite cantilever beam and the prefabricated composite middle beam and the notched T-shaped shear connector is avoided, thereby ensuring and accelerating the quality and speed of on-site construction.
  • the prefabricated composite slab top steel mesh also includes a partially reinforced prefabricated composite slab top steel mesh; the partially reinforced prefabricated composite slab top steel mesh is erected on the partially reinforced prefabricated composite slab; the end of the partially reinforced prefabricated composite slab top steel mesh is tightly attached to the upper surface of the wing plate of the notched T-shaped shear connector; the prefabricated solid column (the prefabricated solid column on the first floor uses high-strength steel bars HRB600) and the prefabricated composite cantilever beam, the prefabricated composite middle beam and the partially reinforced prefabricated composite slab are formed as a whole by post-casting concrete.
  • HRB600 high-strength steel bars
  • wet connection has better joint strength and overall performance;
  • the prefabricated solid columns on the first floor adopt high-strength steel bars HRB600, with the aim of ensuring the elasticity of the steel bars at the column base under large or even super-large earthquakes, avoiding the formation of plastic hinges in the column base area, so as to give full play to the suspension rotation energy dissipation mechanism of the frame structure and achieve structural seismic toughness; because the fracture area of the frame beam (the notch of the T-shaped shear connector) is close to the beam end, it is mainly subjected to negative bending moment.
  • the use of prefabricated composite slabs with local non-reinforcement in the fracture area can prevent the collision between the bottom steel bars of the slab and the web of the notched T-shaped shear connector, and avoid affecting the seismic bending bearing capacity of the structure.
  • the buckling-resistance energy dissipation connecting plate is installed on the sides of the first box-type connecting member and the second box-type connecting member by using tension bolts. At this point, the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) is completed;
  • the beneficial effects of the present invention are: under the condition of clarifying the earthquake-resistant mechanism of load-bearing-energy dissipation-recovery coordination, the present invention proposes a load-bearing-energy dissipation-recovery multi-objective coordinated earthquake-resistant toughness prefabricated concrete frame structure with the advantages of simple construction and installation, weak floor effect, controllable component damage, sufficient energy dissipation capacity, efficient post-earthquake repair and significant economic benefits, and is suitable for actual civil engineering applications.
  • the advantages of the present invention are at least specifically manifested in the following aspects:
  • the fracture of the frame beam (the notch of the T-shaped shear connector) is arranged at the zero point of the bending moment under the vertical load of the frame structure, which can realize the decoupling of the vertical internal force and the horizontal seismic internal force;
  • the notched T-shaped shear connector is a steel component with a small aspect ratio
  • the buckling-resistance connecting plate is a steel component with a large aspect ratio.
  • the difference in shear stiffness between the two makes the fracture shear force entirely borne by the notched T-shaped shear connector, realizing the decoupling of the shear force and bending moment of the buckling-resistance connecting plate; the two decoupling methods enable the buckling-resistance connecting plate to focus on axial tensile and compressive yield energy dissipation without having to act as a bearing member for the vertical internal force, greatly improving the energy dissipation capacity of the structure.
  • the notch area of the T-shaped shear connector serves as a fixed rotation center, which is at the same height as the center of the floor slab, which helps to reduce the constraint effect and post-earthquake cracking of the floor slab and improve the repairability of the floor slab.
  • the force arm of the buckling-resistance energy-dissipating connection plate is further increased, which can better ensure that the structural stiffness is not lost.
  • the fracture of the frame beam (the notch of the T-shaped shear connector) is arranged at the zero point of the bending moment under the vertical load of the frame structure.
  • the structure does not need to use the buckling-resistance connecting plate to transfer the internal force of the bending moment. Instead, it can rely on the notched T-shaped shear connector to transfer the vertical shear force. No additional jacks are required to assist the transmission of force from the floor, which improves the post-earthquake recovery speed and reduces the repair cost, with significant economic benefits.
  • the frame nodes can be given an adjustable yield moment characteristic of "equal stiffness but unequal strength", which helps to achieve dispersed energy consumption at the nodes of each layer of the structure, reduce the internal force requirements at the ends of beams, columns and column bases, and thus help to achieve the overall structural damage optimization of the "strong column and weak beam” mechanism.
  • the prefabricated solid columns on the first floor are made of high-strength steel bars, which can ensure the elasticity of the steel bars at the column bases under large or even super-large earthquakes, thus avoiding the damage of the column bases.
  • Plastic hinges are formed in the area, thereby giving full play to the energy dissipation mechanism of suspension rotation, achieving low damage and functional recovery at the overall structural level.
  • FIG1 is a schematic diagram of a typical assembled concrete frame structure
  • FIG2 is a schematic diagram of a traditional energy dissipation method of the frame structure shown in FIG1 ;
  • FIG3 is a schematic diagram of a deformation of an assembled concrete frame structure provided with replaceable energy-absorbing components
  • FIG4 is a diagram of the internal force of the bending moment of the frame structure shown in FIG3 under vertical load
  • FIG5 is a diagram of the internal forces of the frame structure shown in FIG3 under the action of a horizontal earthquake
  • FIG6 is a schematic diagram of the post-earthquake repair stage of the frame structure shown in FIG3 ;
  • FIG. 7 is a schematic structural diagram of a prefabricated solid column in a seismic toughness assembled concrete frame structure proposed in an embodiment of the present invention.
  • FIG. 8 is a schematic structural diagram of a prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) in a seismic toughness assembled concrete frame structure proposed in an embodiment of the present invention
  • FIG9 is a front view of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) shown in FIG8;
  • FIG10 is a top view of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) shown in FIG8 ;
  • FIG11 is a side view of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) shown in FIG8;
  • FIG12 is a schematic diagram of the structure of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) shown in FIG8 ;
  • FIG. 13 is a perspective view of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) shown in FIG. 8
  • FIG. 14 is a schematic structural diagram of a T-shaped shear connector with a notch in the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) shown in FIG. 12 .
  • 15 is a schematic structural diagram of a partially reinforced prefabricated composite slab in a seismic toughness assembled concrete frame structure proposed in an embodiment of the present invention
  • FIG. 16 is a diagram showing an actual engineering application of the seismic toughness prefabricated concrete frame structure proposed in an embodiment of the present invention.
  • the terms “installed”, “connected”, and “connected” should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or an indirect connection through an intermediate medium, or the internal communication of two components.
  • installed e.g., it can be a fixed connection, a detachable connection, or an integral connection
  • it can be a mechanical connection or an electrical connection
  • it can be a direct connection, or an indirect connection through an intermediate medium, or the internal communication of two components.
  • the present invention provides a seismic toughness assembled concrete frame structure, comprising a prefabricated solid column 1, a prefabricated composite beam 2, a notched T-shaped shear connector 704 and an anti-buckling energy dissipation connector plate 719; the prefabricated composite beam 2 is connected to the prefabricated solid column 1, and the prefabricated composite beam 2 comprises a prefabricated composite middle beam 701 and prefabricated composite cantilever beams 700 arranged on both sides of the prefabricated composite middle beam 701; the prefabricated composite cantilever beam 700 and the prefabricated composite The top of the middle beam 701 is connected by a notched T-shaped shear connector 704; the sides of the prefabricated composite cantilever beam 700 and the prefabricated composite middle beam 701 are connected by an anti-buckling energy-absorbing connecting plate 719, wherein the aspect ratio of the notched T-shaped shear connector 704 is smaller than the aspect ratio of the anti-buckling energy-absorbing connecting plate 719, and the notch in the notched T-shaped shear connector 704 is located at the zero point of the bending
  • the embodiment of the present invention proposes a seismic toughness prefabricated concrete frame structure with multi-objective coordination of load-bearing, energy consumption and recovery, and correspondingly, also proposes its construction method, which is divided into three steps: factory processing of steel skeleton, factory production of precast concrete components and on-site installation of precast concrete components. The following is a description of the steps of the construction method.
  • a prefabricated composite beam 2 includes a prefabricated composite middle beam 701 and prefabricated composite cantilever beams 700 located on both sides of the prefabricated composite middle beam 701 .
  • the shear stud 705 is welded to the web of the notched T-shaped shear connector 704; the first steel plate 706 is welded to the edge of the cantilever section side wing plate of the notched T-shaped shear connector 704; the second steel plate 707 is welded to the edge of the middle section side wing plate of the notched T-shaped shear connector 704; the first short steel bar 708 is welded to the surface of the first steel plate 706; the second short steel bar 709 is welded to the surface of the second steel plate 707; the first thin-walled round steel pipe 714 is welded to the reserved bolt hole of the first box-type connector 712; the second thin-walled round steel pipe 715 is welded to the reserved bolt hole of the second box-type connector 713;
  • the upper surface of the plate is welded; the first U-shaped stirrup 716 is welded to the upper surface of the top plate of the first box-type connector 712; the second U-shaped stirrup 717 is welded to the upper surface of the top plate of the second box-type connector 713; a certain number of second integral closed stirrups 718 are inserted into the lower longitudinal reinforcement of the prefabricated composite cantilever beam 700; a certain number of second integral closed stirrups 718 are inserted into the lower longitudinal reinforcement of the prefabricated composite intermediate beam 701; the lower longitudinal reinforcement of the prefabricated composite cantilever beam 700 is welded to the upper surface of the bottom plate of the first box-type connector 712; The lower longitudinal reinforcement of the prefabricated composite middle beam 701 is welded to the upper surface of the bottom plate of the second box-type connector 713; the middle waist reinforcement of the prefabricated composite cantilever beam 700 is welded to the upper surface of the top plate of the first box-type connector 712; the middle waist reinforcement of the prefabricated composite middle beam 701
  • the notch is provided on the web of the T-shaped shear connector 704, and the notch is located at the inflection point of the beam under the vertical load of the frame beam.
  • the cross-sections of the first steel plate 706 and the second steel plate 707 are both rectangular.
  • the steel frame that has been processed in step one is placed in the erected formwork; concrete is poured in the formwork and conventional treatments such as maintenance are carried out; the anti-buckling energy-absorbing connecting plate 719 is installed on the sides of the first box-type connector 712 and the second box-type connector 713 through the tension bolts 720, and the prefabricated composite beam (prefabricated composite cantilever beam 700 + prefabricated composite intermediate beam 701) is now completed.
  • the first mechanical connection sleeve 710 is completely screwed into the upper longitudinal reinforcement 702 of the prefabricated composite cantilever beam;
  • the second mechanical connection sleeve 711 is completely screwed into the upper longitudinal reinforcement 703 of the prefabricated composite intermediate beam;
  • a prefabricated solid column 1 is manufactured, wherein the prefabricated solid column of the first floor is made of high-strength steel bar HRB600.
  • partially reinforced prefabricated composite slabs 8 and partially reinforced prefabricated composite slab top reinforcement meshes 9 are manufactured, wherein no protruding bottom reinforcement is provided at the local position of the partially reinforced prefabricated composite slabs 8 corresponding to the notched T-shaped shear connector 704.
  • the prefabricated solid column 1 is hoisted to the drawn positioning line; a temporary support is set at the bottom of the beam, and the prefabricated composite beam (prefabricated composite cantilever beam 700 + prefabricated composite middle beam 701) is hoisted to the drawn positioning line; a certain number of first integral closed stirrups 6 are inserted into the upper reserved longitudinal reinforcement of the prefabricated solid column 1 and tied and connected; a temporary support is set at the bottom of the plate, and the partially reinforced prefabricated composite plate 8 is hoisted to the drawn positioning line; the first mechanical connection sleeve 710 is reversely screwed into the first short steel bar 708; the upper longitudinal reinforcement 702 of the prefabricated composite cantilever beam and the second integral closed stirrups of the prefabricated composite cantilever beam 700 are connected.
  • the second mechanical connection sleeve 711 is reversely screwed into the second short steel bar 709; the upper longitudinal reinforcement 703 of the prefabricated composite middle beam and the second integral closed stirrup 718 of the prefabricated composite middle beam 701 are tied and connected; the top steel mesh 9 of the partially reinforced prefabricated composite plate is arranged, and its end is close to the upper surface of the wing plate of the notched T-shaped shear connector 704; the template of the composite cast-in-place layer is supported, and concrete is poured in the template and conventional treatment such as curing is performed; the above steps are repeated to carry out the construction and installation of each layer in turn from bottom to top, and finally a load-bearing-energy-dissipating-restoring multi-objective coordinated ...
  • the same seismic toughness prefabricated concrete frame structure is reversely screwed into the second short steel bar 709; the upper longitudinal reinforcement 703 of the prefabricated composite middle beam and the second integral closed stirrup 718 of the prefabricated composite middle beam 701 are tied and connected; the top
  • a lightweight panel wall 10 is installed on a partially reinforced prefabricated composite panel 8, and a window 11 is provided on the lightweight panel wall 10.
  • a certain gap is left between the lightweight panel wall 10 and the prefabricated solid column 1 and the prefabricated composite beam (prefabricated composite cantilever beam 700 + prefabricated composite middle beam 701) to prevent the lightweight panel wall 10 from colliding with the prefabricated solid column 1 and the prefabricated composite beam (prefabricated composite cantilever beam 700 + prefabricated composite middle beam 701) under the action of an earthquake.
  • the working principle of the present invention is as follows: under the action of vertical load, the notched T-shaped shear connector 704 bears the vertical shear force and bending moment of the beam end; under the action of small earthquakes, the notched T-shaped shear connector 704 and the buckling-resistance energy-dissipating connecting plate 719 jointly bear the bending moment of the beam end caused by the horizontal earthquake, while the additional beam end shear force caused by the horizontal earthquake is borne by the notched T-shaped shear connector 704; and under the action of small earthquakes, the buckling-resistance energy-dissipating connecting plate 719 has entered plasticity, which not only dissipates the seismic energy but also increases the damping ratio of the frame structure under small earthquakes, thereby reducing Mechanical response of the main structure; Under the action of moderate or large earthquakes, since the column base of the frame column adopts high-strength steel bars, the column base area will always remain in an elastic state, the energy dissipation mechanism of
  • the seismic toughness prefabricated concrete frame structure and construction method provided in this embodiment with multi-objective coordination of load-bearing-energy dissipation-recovery are essentially to realize the suspension rotation energy dissipation mechanism of the prefabricated concrete frame structure, so as to solve the problems of difficulty in coordination of multi-objectives of "load-bearing-energy dissipation-recovery", significant floor effect and insufficient overall damage control of the structure.
  • the buckling-resistance energy dissipation connecting plate 719 has relatively clear working principle and detailed structure, so it will not be elaborated.

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Abstract

本发明提供一种抗震韧性装配式混凝土框架结构及其施工方法。所述框架结构包括预制实心柱、预制叠合梁、带缺口的T形抗剪连接件和防屈曲耗能连接板；预制叠合梁与预制实心柱连接，预制叠合梁包括预制叠合中间梁和设置在预制叠合中间梁两侧的预制叠合悬臂梁；预制叠合悬臂梁和预制叠合中间梁的顶部由带缺口的T形抗剪连接件连接，带缺口的T形抗剪连接件中的缺口位于框架结构竖向荷载作用下的弯矩零点处；预制叠合悬臂梁和预制叠合中间梁的侧面由防屈曲耗能连接板连接。本发明采用悬挂转动的耗能机制，具有施工安装简便、楼板效应微弱、构件损伤可控、耗能能力充分、震后修复高效和经济效益显著等优点。

Description

一种抗震韧性装配式混凝土框架结构及其施工方法 技术领域
本发明涉及建筑结构抗震领域，具体涉及一种承载-耗能-恢复多目标协同的抗震韧性装配式混凝土框架结构及施工方法。
背景技术
我国是地震灾害频发的国家之一。以往的震害调查表明，建筑结构的破坏和倒塌是导致人员伤亡和经济损失的根本原因。为此，传统的建筑抗震设计以防倒塌为目标，目的是保障人民群众的生命和财产安全。然而，防倒塌设计的弊端在近期数次国内外大地震中得到充分暴露。虽然大量建筑并未发生倒塌，但由于结构损坏严重而面临大量拆除，重建费用高昂且重建过程滞缓，对震后地区功能恢复产生了巨大影响。为此，结构功能的可恢复性备受瞩目，建筑抗震设计理念亦由防倒塌设计转为可恢复设计，即不仅注重于保证地震时的结构性态，而且还考虑地震后的结构功能恢复。与此同时，在“碳达峰、碳中和”国家战略下，装配式建筑作为绿色建筑的代表之一，因具有节能减排、资源利用高等特点而得到广泛应用。因此，在大力发展功能可恢复结构和推广装配式建筑的背景下，开发抗震性能优异、震后不需修复或稍加修复即可恢复使用功能和装配化程度高的抗震结构体系，已成为当前地震工程领域的迫切需求，对推动我国抗震韧性城市建设和经济社会绿色转型升级发展具有重要的意义。
混凝土框架结构因符合建筑空间布置灵活、结构构件易于标准化等要求，成为当前研究和应用最多的工业化结构体系之一。如图1所示，典型的装配式混凝土框架结构主要由预制实心柱1、预制叠合梁2和预制叠合板3组成。待以上三种预制构件吊装就位后，绑扎叠合现浇层内的钢筋并支设模板，对预制梁柱节点、预制叠合梁和预制叠合板的叠合面浇筑混凝土即可形成完整的框架结构。如图2所示，当框架结构遭受地震作用时，其主要通过钢筋的屈服进而依次形成梁端塑性铰4、柱端塑性铰5耗散地震能量。尽管上述基于延性的防倒塌设计能避免框架结构在遭受高于本地区抗震设防烈度的罕遇地震时发生倒塌，即满足三水准抗震设防目标中的“大震不倒”，但地震结束后结构受损严重且存在较大的残余变形，难以实现结构震后功能恢复。鉴于此，国内外学者提出了基于损伤可控的可恢复设计方法。损伤可控的框架结构是指：于结构的地震易损部位(如梁端)设置可更换耗能构件，利用特定节点变形机制将地震损伤转移至耗能构件上，从而保证主体结构免受损伤或低损伤，震后通过更换耗能构件以恢复使用功能，实现结构的抗震韧性。结合该项新兴的建筑抗震设计方法，装配式混凝土框架结构的整体抗震性能和功能可恢复性可得到大幅提升，助推其在广大地震高烈度区的应用。然而，现有设置了可更换耗能构件的新型装配式混凝土框架结构依然存在以下问题：
(1)“承载—耗能—恢复”多目标难以协同
首先，从结构承载方面看，为了使耗能构件率先进入耗能工作状态，以将主体结构损 伤转移于此，耗能构件所处截面往往遭到弱化，如图3中耗能构件02的位置，但部分截面的弱化亦导致结构刚度受到削弱。
其次，从结构耗能方面看，现有的新型装配式混凝土框架结构将耗能构件设置于贴近柱壁的梁端部，如图3中耗能构件02的位置，但该位置与图4中框架梁的弯矩零点03存在一定距离，耗能构件在竖向荷载和水平地震作用下需承受相应的竖向内力和水平地震内力，见图4-图5，产生两种方向内力的耦合效应，导致结构的耗能能力不仅取决于水平地震内力需求，还取决于竖向内力需求，难以根据地震作用大小准确调控其工作状态；另外，耗能构件既要承受结构剪力，又要承受结构弯矩，存在剪力和弯矩的耦合效应，引起结构耗能机制不明确、屈服时刻和失效模式不可控等问题。
最后，从结构恢复方面看，因耗能构件在竖向荷载和水平地震作用下均发挥作用，是既耗散地震能量又充当竖向内力的承载构件，使其违背了仅用于耗散地震能量的最初原则，导致结构承载—耗能机制的相互偶联；而在震后修复阶段，已累计当量损伤的耗能构件拆除后，竖向荷载的传递路径被切断，结构亦因耗能构件的缺失而丧失竖向自承载能力，需要如图6所示的千斤顶04辅助楼层传力，造成较大安全隐患，增加结构修复的成本和时间，由此引起结构承载—耗能—恢复机制的相互约束。
综上，虽然现有的新型装配式混凝土框架结构采用了不同的节点构造和耗能构件，基本实现了损伤的转移和可更换，但仍然无法从根本上解决框架结构“承载—耗能—恢复”多目标协同问题。
(2)楼板效应显著，结构整体损伤控制不足
历次震害分析显示，对于混凝土框架结构，无论采用装配式施工方法还是现浇施工方法，由于楼板显著提高了框架梁的抗弯承载力和抗弯刚度，致使结构“强柱弱梁”设计准则难以实现，反而转为“强梁弱柱”屈服机制，即柱端塑性铰5先于梁端塑性铰4出现，如图2所示；框架节点柱端先于梁端出铰往往造成该层结构形成薄弱层，成为结构在地震作用下发生倒塌的重要原因；与此同时，现有的新型装配式混凝土框架结构侧重于控制主体结构(如框架梁)的损伤，忽视了楼板在往复地震作用下的开裂破坏，存在结构整体损伤控制不足的问题；如图3所示，当框架节点在地震作用下绕转动中心01发生转动时，因转动中心高度低于楼板中心高度，楼板因约束节点转动而产生严重开裂，不利于结构震后修复。
综上，尽管现有的新型装配式混凝土框架结构通过特定的节点变形机制将地震损伤转移至耗能构件上，但依旧无法从根本上解决楼板效应所引起的“强梁弱柱”和楼板开裂问题。
以上问题的解决对建立具有抗震韧性的框架结构，使其震后使用功能得到快速恢复，具有重要的科学与现实意义。
发明内容
本发明为了解决现有损伤可控技术的构造复杂多变、刚度削弱严重、转动中心交替变换、楼板效应显著、耗能能力不足、震后修复困难等问题，提出了一种承载-耗能-恢复多 目标协同的抗震韧性装配式混凝土框架结构及施工方法。
为了解决上述技术问题，以实际工程应用为导向，本发明采用以下技术方案：
本发明提供的一种承载-耗能-恢复多目标协同的抗震韧性装配式混凝土框架结构，包括预制实心柱、预制叠合梁、带缺口的T形抗剪连接件和防屈曲耗能连接板；所述预制叠合梁与所述预制实心柱连接，所述预制叠合梁包括预制叠合中间梁和设置在预制叠合中间梁两侧的预制叠合悬臂梁；所述预制叠合悬臂梁和所述预制叠合中间梁的顶部由带缺口的T形抗剪连接件连接；所述预制叠合悬臂梁和所述预制叠合中间梁的侧面由防屈曲耗能连接板连接，其中，所述带缺口的T形抗剪连接件的长宽比小于所述防屈曲耗能连接板的长宽比，且所述带缺口的T形抗剪连接件中的缺口位于框架结构竖向荷载作用下的弯矩零点处。
进一步地，还包括抗剪栓钉；所述抗剪栓钉与所述带缺口的T形抗剪连接件的腹板进行焊接连接。该技术方案的技术效果在于：抗剪栓钉有效保证了带缺口的T形抗剪连接件与混凝土的共同工作，具有优异的剪力重分布能力。
进一步地，还包括第一钢板、第二钢板、第一短钢筋和第二短钢筋；所述第一钢板与所述带缺口的T形抗剪连接件的悬臂段侧翼板边缘进行焊接连接；所述第二钢板与所述带缺口的T形抗剪连接件的中间段侧翼板边缘进行焊接连接；所述第一短钢筋与所述第一钢板的表面进行焊接连接；所述第二短钢筋与所述第二钢板的表面进行焊接连接。
进一步地，还包括第一箱型连接件、第二箱型连接件、第一U形箍筋、第二U形箍筋第一薄壁圆钢管、第二薄壁圆钢管和第二整体封闭箍筋；所述第一薄壁圆钢管与所述第一箱型连接件的预留螺栓孔进行焊接连接；所述第二薄壁圆钢管与所述第二箱型连接件的预留螺栓孔进行焊接连接。
所述带缺口的T形抗剪连接件的腹板底面与所述第一箱型连接件和所述第二箱型连接件的顶板上表面进行焊接连接；所述第一U形箍筋与所述第一箱型连接件的顶板上表面进行焊接连接；所述第二U形箍筋与所述第二箱型连接件的顶板上表面进行焊接连接；所述预制叠合悬臂梁的下部纵筋与所述第一箱型连接件的底板上表面进行焊接连接；所述预制叠合中间梁的下部纵筋与所述第二箱型连接件的底板上表面进行焊接连接；所述预制叠合悬臂梁的中部腰筋与所述第一箱型连接件的顶板上表面进行焊接连接；所述预制叠合中间梁的中部腰筋与所述第二箱型连接件的顶板上表面进行焊接连接；所述第二整体封闭箍筋与所述预制叠合悬臂梁和所述预制叠合中间梁的下部纵筋及中部腰筋进行绑扎连接。
该技术方案的技术效果在于：带缺口的T形抗剪连接件与箱型连接件焊接成为整体，可利于钢构件在框架梁模板内的精确定位；U形箍筋的设置可避免箱型连接件对普通箍筋的安装阻挡问题，防止因该区域箍筋缺失而导致混凝土剪切破坏；防屈曲耗能连接板进入耗能工作状态时产生较大的轴向拉压力，将箱型连接件与框架梁内的下部纵筋和中部腰筋分别进行焊接连接，目的是将该轴向拉压力直接传递至框架梁内纵筋，避免因混凝土的间接传递而造成混凝土的局部破坏。
进一步地，所述预制叠合悬臂梁和所述预制叠合中间梁完全断开，彼此之间预留一定的水平间隙，通过所述带缺口的T形抗剪连接件实现可靠连接。该技术方案的技术效果在 于：预留一定的水平间隙可防止构件相对转动时，预制叠合悬臂梁和预制叠合中间梁的底部发生碰撞；采用带缺口的T形抗剪连接件可有效传递结构在各工况下的竖向剪力，同时使转动中心进一步上移，达到与楼板中心相同的高度，显著地降低楼板效应。
进一步地，还包括对拉螺栓；所述防屈曲耗能连接板通过所述对拉螺栓与所述第一箱型连接件和所述第二箱型连接件的侧面进行螺栓连接。该技术方案的技术效果在于：防屈曲耗能连接板通过对拉螺栓布置在框架梁外侧面，既利于框架梁下部墙体、门窗的布置，又便于震后的拆卸、更换，实现可恢复功能结构与建筑使用功能的协调性；相比于带缺口的T形抗剪连接件，因防屈曲耗能连接板的刚度更小，故使转动中心始终固定于楼板中心。
进一步地，还包括第一整体封闭箍筋；所述第一整体封闭箍筋与所述预制实心柱(首层的预制实心柱采用高强钢筋HRB600)的上部预留纵筋进行绑扎连接。
进一步地，还包括部分出筋预制叠合板；所述部分出筋预制叠合板安装在所述预制叠合悬臂梁和所述预制叠合中间梁上。
进一步地，还包括预制叠合悬臂梁上部纵筋、预制叠合中间梁上部纵筋、第一机械连接套筒和第二机械连接套筒；所述第一机械连接套筒完全拧入所述预制叠合悬臂梁上部纵筋；所述第二机械连接套筒完全拧入所述预制叠合中间梁上部纵筋；所述第一机械连接套筒和所述第二机械连接套筒分别再反向拧入所述第一短钢筋和所述第二短钢筋；所述第二整体封闭箍筋与所述预制叠合悬臂梁上部纵筋和所述预制叠合中间梁上部纵筋分别进行绑扎连接。该技术方案的技术效果在于：在保证框架梁上部纵筋传力连续的条件下，通过机械连接套筒、短钢筋和矩形钢板的转换，避免了预制叠合悬臂梁和预制叠合中间梁的上部纵筋与带缺口的T形抗剪连接件的现场焊接作业，保证并加快了现场施工的质量和速度。
进一步地，还包括部分出筋预制叠合板板顶钢筋网；所述部分出筋预制叠合板板顶钢筋网搭设在所述部分出筋预制叠合板上；所述部分出筋预制叠合板板顶钢筋网的端部紧贴所述带缺口的T形抗剪连接件的翼板上表面；所述预制实心柱(首层的预制实心柱采用高强钢筋HRB600)与所述预制叠合悬臂梁、所述预制叠合中间梁和所述部分出筋预制叠合板通过后浇混凝土形成整体。该技术方案的技术效果在于：与“干连接”相比，通过后浇混凝土即“湿连接”形成的结构，其接头强度和整体性能更佳；首层的预制实心柱采用高强度钢筋HRB600，目的在于保证结构在大震甚至超大震下柱脚钢筋弹性，避免柱脚区域形成塑性铰，以充分发挥框架结构的悬挂转动耗能机制，实现结构抗震韧性；因框架梁断口(T形抗剪连接件的缺口)区域接近梁端，其主要承受负弯矩作用，在断口区域采用局部不出筋的预制叠合板既能防止板底钢筋与带缺口的T形抗剪连接件的腹板发生碰撞，又能避免影响结构的抗震受弯承载力。
本发明提出的一种承载-耗能-恢复多目标协同的抗震韧性装配式混凝土框架结构，其施工方法包括以下步骤：
一、钢骨架的工厂加工
(1)对抗剪栓钉与带缺口的T形抗剪连接件的腹板进行焊接连接；
(2)对第一钢板与带缺口的T形抗剪连接件的悬臂段侧翼板边缘进行焊接连接；对第 二钢板与带缺口的T形抗剪连接件的中间段侧翼板边缘进行焊接连接；
(3)对第一短钢筋与第一钢板的表面进行焊接连接；对第二短钢筋与第二钢板的表面进行焊接连接；
(4)对第一薄壁圆钢管与第一箱型连接件的预留螺栓孔进行焊接连接；对第二薄壁圆钢管与第二箱型连接件的预留螺栓孔进行焊接连接；
(5)将一定数量的第二整体封闭箍筋穿入带缺口的T形抗剪连接件中；
(6)对带缺口的T形抗剪连接件的腹板底面与第一箱型连接件和第二箱型连接件的顶板上表面进行焊接连接；
(7)对第一U形箍筋与第一箱型连接件的顶板上表面进行焊接连接；对第二U形箍筋与第二箱型连接件的顶板上表面进行焊接连接；
(8)将一定数量的第二整体封闭箍筋穿入预制叠合悬臂梁的下部纵筋中；将一定数量的第二整体封闭箍筋穿入预制叠合中间梁的下部纵筋中；
(9)对预制叠合悬臂梁的下部纵筋与第一箱型连接件的底板上表面进行焊接连接；对预制叠合中间梁的下部纵筋与第二箱型连接件的底板上表面进行焊接连接；
(10)对预制叠合悬臂梁的中部腰筋与第一箱型连接件的顶板上表面进行焊接连接；对预制叠合中间梁的中部腰筋与第二箱型连接件的顶板上表面进行焊接连接；
(11)调整所有第二整体封闭箍筋的间距并与预制叠合悬臂梁和预制叠合中间梁的下部纵筋及中部腰筋进行绑扎连接，至此预埋钢构件加工完成。
二、预制混凝土构件的工厂制作
(1)支设模板，将步骤一中已完成加工的钢骨架准确放入模板中；
(2)向模板内浇筑混凝土并进行养护等常规处理；
(3)利用对拉螺栓将防屈曲耗能连接板安装在第一箱型连接件和第二箱型连接件的侧面上，至此预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)制作完成；
(4)将第一机械连接套筒完全拧入预制叠合悬臂梁上部纵筋；将第二机械连接套筒完全拧入预制叠合中间梁上部纵筋；
(5)制作预制实心柱，其中首层的预制实心柱采用高强钢筋HRB600；
(6)制作部分出筋预制叠合板和部分出筋预制叠合板板顶钢筋网，其中对应于带缺口的T形抗剪连接件的局部位置不设置外伸的板底钢筋。
三、预制混凝土构件的现场安装
(1)将预制实心柱吊装至已画好的定位线上；
(2)设置梁底临时支撑，将预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)吊装至已画好的定位线上；
(3)将一定数量的第一整体封闭箍筋穿入预制实心柱的上部预留纵筋中并进行绑扎连接；
(4)设置板底临时支撑，将部分出筋预制叠合板吊装至已画好的定位线上；
(5)将第一机械连接套筒反向拧入第一短钢筋；将预制叠合悬臂梁上部纵筋和预制叠 合悬臂梁的第二整体封闭箍筋进行绑扎连接；
(6)将第二机械连接套筒反向拧入第二短钢筋；将预制叠合中间梁上部纵筋和预制叠合中间梁的第二整体封闭箍筋进行绑扎连接；
(7)布置部分出筋预制叠合板板顶钢筋网，其端部紧贴带缺口的T形抗剪连接件的翼板上表面；
(8)支设叠合现浇层的模板，向预制梁柱节点、预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)和部分出筋预制叠合板的叠合面浇筑混凝土并进行养护等常规处理；
(9)重复步骤(1)-(8)，从下往上依次进行各层的施工安装，最终实现本发明提出的一种承载-耗能-恢复多目标协同的抗震韧性装配式混凝土框架结构。
与现有技术相比，本发明的有益效果是：在厘清承载-耗能-恢复协同工作的抗震机制条件下，本发明提出的一种承载-耗能-恢复多目标协同的抗震韧性装配式混凝土框架结构具有施工安装简便、楼板效应微弱、构件损伤可控、耗能能力充分、震后修复高效和经济效益显著等优点，适合实际土木工程的应用。本发明的优点至少具体表现在以下几个方面：
(1)结构中所有的焊缝连接和螺栓连接均在预制工厂完成，现场仅需将预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)上部纵筋的机械连接套筒反向拧入短钢筋即可，既保证了连接的质量又加快了施工效率；采用对拉螺栓将防屈曲耗能连接板布置在框架梁的外侧面，能有效地解决耗能构件设置方式对框架梁下部墙体、门窗等布置的影响，实现了可恢复功能结构与建筑使用功能的协调性。
(2)将框架梁的断口(T形抗剪连接件的缺口)布置于框架结构竖向荷载作用下的弯矩零点，可实现竖向内力和水平地震内力的解耦；带缺口的T形抗剪连接件是长宽比小的钢构件，防屈曲耗能连接板是长宽比大的钢构件，两者抗剪刚度的差异使断口剪力全部由带缺口的T形抗剪连接件承担，实现了防屈曲耗能连接板剪力和弯矩的解耦；两种解耦使防屈曲耗能连接板专注于轴向拉压屈服耗能，无需充当竖向内力的承载构件，极大地提高了结构的耗能能力。
(3)当结构在往复地震作用下发生转动时，T形抗剪连接件的缺口区域作为固定不变的转动中心，其与楼板中心高度相同，有利于减小楼板的约束效应和震后开裂，提高楼板的可修复性；此外，因节点转动中心的上移，防屈曲耗能连接板的力臂得到进一步增大，可更好地保证结构刚度不受损失。
(4)在震后修复阶段，当防屈曲耗能连接板拆除后，因框架梁的断口(T形抗剪连接件的缺口)布置于框架结构竖向荷载作用下的弯矩零点，结构无需利用防屈曲耗能连接板传递弯矩内力，仅依靠带缺口的T形抗剪连接件传递竖向剪力即可，无需额外的千斤顶辅助楼层传力，提升了震后恢复速度和降低了修复成本，经济效益十分显著。
(5)在结构设计时，通过变化防屈曲耗能连接板的长度和截面面积，可赋予框架节点“等刚不等强”的屈服弯矩可调特性，有助于实现结构各层节点分散耗能，减轻梁端、柱端和柱脚的内力需求，进而有利于实现“强柱弱梁”机制的结构整体损伤优化；另外，首层的预制实心柱采用高强钢筋，可保证结构在大震甚至超大震下柱脚钢筋弹性，避免柱脚 区域形成塑性铰，进而充分发挥悬挂转动的耗能机制，实现整体结构层面的低损伤和功能可恢复。
附图说明
为了更清楚地说明本发明具体实施方式的技术方案，下面将对具体实施方式描述中所需要使用的附图作简单地介绍。作为对比，附图中还包括了现有技术的图纸。显而易见地，下面描述中的附图是本发明的一个实施方式，对于本领域普通技术人员来讲，在不付出创造性劳动的前提下，还可以根据这些附图获得其他的附图。
图1是典型的装配式混凝土框架结构示意图；
图2是图1所示框架结构的传统耗能方式示意图；
图3是设置可更换耗能构件的装配式混凝土框架结构的变形示意图；
图4是图3所示框架结构在竖向荷载下的弯矩内力图；
图5是图3所示框架结构在水平地震作用下的弯矩内力图；
图6是图3所示框架结构的震后修复阶段示意图；
图7是本发明实施例提出的抗震韧性装配式混凝土框架结构中预制实心柱的结构示意图；
图8是本发明实施例提出的抗震韧性装配式混凝土框架结构中预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)的结构示意图；
图9是图8所示预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)的正视图；
图10是图8所示预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)的俯视图；
图11是图8所示预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)的侧视图；
图12是图8所示预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)的构造示意图；
图13是图8所示预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)的透视图
图14是图12所示预制叠合梁(预制叠合悬臂梁+预制叠合中间梁)中带缺口的T形抗剪连接件的结构示意图。
图15是本发明实施例提出的抗震韧性装配式混凝土框架结构中部分出筋预制叠合板的结构示意图；
图16是本发明实施例提出的抗震韧性装配式混凝土框架结构的实际工程应用图。
附图标记：
1-预制实心柱；2-预制叠合梁；3-预制叠合板；4-梁端塑性铰；5-柱端塑性铰；01-转
动中心；02-耗能构件；03-弯矩零点；04-千斤顶；6-第一整体封闭箍筋；700-预制叠合悬臂梁；701-预制叠合中间梁；702-预制叠合悬臂梁上部纵筋；703-预制叠合中间梁上部纵筋；704-带缺口的T形抗剪连接件；705-抗剪栓钉；706-第一钢板；707-第二钢板；708-第一短钢筋；709-第二短钢筋；710-第一机械连接套筒；711-第二机械连接套筒；712-第一箱型连接件；713-第二箱型连接件；714-第一薄壁圆钢管；715-第二薄壁圆钢管；716-第一U形箍筋；717-第二U形箍筋；718-第二整体封闭箍筋；719-防屈曲耗能连接板；720-对拉螺栓；8-部分出筋预制叠合板；9-部分出筋预制叠合板板顶钢筋网；10-轻质板墙；11- 窗户。
具体实施方式
下面将结合附图对本发明的技术方案进行清楚、完整地描述，显然，所描述的实施例是本发明的一个实施例，而不是全部的实施例。基于本发明中的实施例，本领域普通技术人员在没有做出创造性劳动前提下所获得的所有其他实施例，都属于本发明保护的范围。
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，术语“第一”、“第二”、“第三”仅用于描述目的，而不能理解为指示或暗示相对重要性。
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，或两个元件内部的连通。对于本领域的普通技术人员而言，可以根据具体情况理解上述术语在本发明中的具体含义。
本发明提供的一种抗震韧性装配式混凝土框架结构，包括预制实心柱1、预制叠合梁2、带缺口的T形抗剪连接件704和防屈曲耗能连接板719；所述预制叠合梁2与所述预制实心柱1连接，所述预制叠合梁2包括预制叠合中间梁701和设置在预制叠合中间梁701两侧的预制叠合悬臂梁700；所述预制叠合悬臂梁700和所述预制叠合中间梁701的顶部由带缺口的T形抗剪连接件704连接；所述预制叠合悬臂梁700和所述预制叠合中间梁701的侧面由防屈曲耗能连接板719连接，其中，所述带缺口的T形抗剪连接件704的长宽比小于所述防屈曲耗能连接板719的长宽比，且所述带缺口的T形抗剪连接件704中的缺口位于框架结构竖向荷载作用下的弯矩零点处。
本发明实施例提出了一种承载-耗能-恢复多目标协同的抗震韧性装配式混凝土框架结构，与之对应，亦提出了其施工方法，分为钢骨架的工厂加工、预制混凝土构件的工厂制作和预制混凝土构件的现场安装三大步骤。以下按施工方法的步骤进行描述。
一、钢骨架的工厂加工
如图8—图14所示，一根预制叠合梁2包括预制叠合中间梁701和位于预制叠合中间梁701两侧的预制叠合悬臂梁700。按施工先后顺序，具体地，抗剪栓钉705与带缺口的T形抗剪连接件704的腹板进行焊接连接；第一钢板706与带缺口的T形抗剪连接件704的悬臂段侧翼板边缘进行焊接连接；第二钢板707与带缺口的T形抗剪连接件704的中间段侧翼板边缘进行焊接连接；第一短钢筋708与第一钢板706的表面进行焊接连接；第二短钢筋709与第二钢板707的表面进行焊接连接；第一薄壁圆钢管714与第一箱型连接件712的预留螺栓孔进行焊接连接；第二薄壁圆钢管715与第二箱型连接件713的预留螺栓孔进行焊接连接；一定数量的第二整体封闭箍筋718穿入带缺口的T形抗剪连接件704中；带缺口的T形抗剪连接件704的腹板底面与第一箱型连接件712和第二箱型连接件713的顶 板上表面进行焊接连接；第一U形箍筋716与第一箱型连接件712的顶板上表面进行焊接连接；第二U形箍筋717与第二箱型连接件713的顶板上表面进行焊接连接；一定数量的第二整体封闭箍筋718穿入预制叠合悬臂梁700的下部纵筋中；一定数量的第二整体封闭箍筋718穿入预制叠合中间梁701的下部纵筋中；预制叠合悬臂梁700的下部纵筋与第一箱型连接件712的底板上表面进行焊接连接；预制叠合中间梁701的下部纵筋与第二箱型连接件713的底板上表面进行焊接连接；预制叠合悬臂梁700的中部腰筋与第一箱型连接件712的顶板上表面进行焊接连接；预制叠合中间梁701的中部腰筋与第二箱型连接件713的顶板上表面进行焊接连接；调整所有第二整体封闭箍筋718的间距并与预制叠合悬臂梁700和预制叠合中间梁701的下部纵筋及中部腰筋进行绑扎连接，至此预埋钢构件加工完成。
在本发明的其中一些实施例中，T形抗剪连接件704的腹板上开设有所述缺口，且缺口位于框架梁竖向荷载作用下梁的反弯点位置处。
在本发明的其中一些实施例中，第一钢板706、第二钢板707的截面均呈矩形。
二、预制混凝土构件的工厂制作
如图8—图14所示，进一步地，步骤一中已完成加工的钢骨架放入已支设的模板中；模板内浇筑混凝土并进行养护等常规处理；防屈曲耗能连接板719通过对拉螺栓720安装在第一箱型连接件712和第二箱型连接件713的侧面上，至此预制叠合梁(预制叠合悬臂梁700+预制叠合中间梁701)制作完成。
如图8—图14所示，在本发明的其中一些实施例中，第一机械连接套筒710完全拧入预制叠合悬臂梁上部纵筋702；第二机械连接套筒711完全拧入预制叠合中间梁上部纵筋703；
如图7所示，在本发明的其中一些实施例中，制作预制实心柱1，其中首层的预制实心柱采用高强钢筋HRB600。
如图15所示，在本发明的其中一些实施例中，制作部分出筋预制叠合板8和部分出筋预制叠合板板顶钢筋网9，其中部分出筋预制叠合板8上对应于带缺口的T形抗剪连接件704的局部位置处不设置外伸的板底钢筋。
三、预制混凝土构件的现场安装
如图7—图16所示，进一步地，预制实心柱1吊装至已画好的定位线上；设置梁底临时支撑，预制叠合梁(预制叠合悬臂梁700+预制叠合中间梁701)吊装至已画好的定位线上；一定数量的第一整体封闭箍筋6穿入预制实心柱1的上部预留纵筋中并进行绑扎连接；设置板底临时支撑，部分出筋预制叠合板8吊装至已画好的定位线上；第一机械连接套筒710反向拧入第一短钢筋708；预制叠合悬臂梁上部纵筋702和预制叠合悬臂梁700的第二整体封闭箍筋718进行绑扎连接；第二机械连接套筒711反向拧入第二短钢筋709；预制叠合中间梁上部纵筋703和预制叠合中间梁701的第二整体封闭箍筋718进行绑扎连接；布置部分出筋预制叠合板板顶钢筋网9，其端部紧贴带缺口的T形抗剪连接件704的翼板上表面；支设叠合现浇层的模板，模板内浇筑混凝土并进行养护等常规处理；重复以上步骤，从下往上依次进行各层的施工安装，最终实现本发明提出的一种承载-耗能-恢复多目标协 同的抗震韧性装配式混凝土框架结构。
在本发明的其中一些实施例中，如图16所示，进一步地，轻质板墙10安装于部分出筋预制叠合板8上，轻质板墙10上开设有窗户11。其中，轻质板墙10与预制实心柱1和预制叠合梁(预制叠合悬臂梁700+预制叠合中间梁701)之间留有一定的间隙，是为了防止地震作用下轻质板墙10与预制实心柱1和预制叠合梁(预制叠合悬臂梁700+预制叠合中间梁701)发生碰撞。
本发明的工作原理是：在竖向荷载作用下，带缺口的T形抗剪连接件704承担梁端的竖向剪力和梁端弯矩；在小震作用下，带缺口的T形抗剪连接件704和防屈曲耗能连接板719共同承担由水平地震作用所产生的梁端弯矩，而水平地震作用所产生的附加梁端剪力则由带缺口的T形抗剪连接件704承担；且在小震作用下，防屈曲耗能连接板719已进入塑性，既耗散地震能量又增加框架结构在小震下的阻尼比，从而减小主体结构的力学响应；在中震或大震作用下，因框架柱的柱脚采用了高强钢筋，柱脚区域将始终保持弹性状态，悬挂转动的耗能机制将得到充分发挥，结构的损伤将集中于防屈曲耗能连接板719上；而在震后修复阶段，预制实心柱1、预制叠合梁(预制叠合悬臂梁700+预制叠合中间梁701)和部分出筋预制叠合板8均保持弹性状态，仅需放松对拉螺栓720并更换防屈曲耗能连接板719即可恢复结构的正常使用功能。
最后需要说明的是，本实施例提供的一种承载-耗能-恢复多目标协同的抗震韧性装配式混凝土框架结构及施工方法，其本质是实现装配式混凝土框架结构的悬挂转动耗能机制，以解决“承载-耗能-恢复”多目标难以协同、楼板效应显著和结构整体损伤控制不足等问题。防屈曲耗能连接板719作为一种常用的耗能构件，其工作原理和细部构造相对明确，故不展开赘述。
以上实施例仅用以说明本发明的技术方案，而非对其限制；尽管参照前述实施例对本发明进行了详细的说明，本领域的普通技术人员应当理解：其依然可以对前述各实施例所记载的技术方案进行修改，或者对其中部分或者全部技术特征进行等同替换；而这些修改或者替换，并不使相应技术方案的本质脱离本发明实施例技术方案的范围。

Claims (10)

  1. 一种抗震韧性装配式混凝土框架结构，其特征在于，包括预制实心柱(1)、预制叠合梁(2)、带缺口的T形抗剪连接件(704)和防屈曲耗能连接板(719)；所述预制叠合梁(2)与所述预制实心柱(1)连接，所述预制叠合梁(2)包括预制叠合中间梁(701)和设置在预制叠合中间梁(701)两侧的预制叠合悬臂梁(700)；所述预制叠合悬臂梁(700)和所述预制叠合中间梁(701)的顶部由带缺口的T形抗剪连接件(704)连接；所述预制叠合悬臂梁(700)和所述预制叠合中间梁(701)的侧面由防屈曲耗能连接板(719)连接，其中，所述带缺口的T形抗剪连接件(704)的长宽比小于所述防屈曲耗能连接板(719)的长宽比，且所述带缺口的T形抗剪连接件(704)中的缺口位于框架结构竖向荷载作用下的弯矩零点处。
  2. 根据权利要求1所述的一种抗震韧性装配式混凝土框架结构，其特征在于，所述预制叠合悬臂梁(700)和所述预制叠合中间梁(701)之间完全断开，彼此之间预留有水平间隙。
  3. 根据权利要求1所述的一种抗震韧性装配式混凝土框架结构，其特征在于，还包括抗剪栓钉(705)、第一钢板(706)、第二钢板(707)、第一短钢筋(708)和第二短钢筋(709)；所述抗剪栓钉(705)与所述带缺口的T形抗剪连接件(704)的腹板焊接连接；所述第一钢板(706)与所述带缺口的T形抗剪连接件(704)的悬臂段侧的翼板边缘焊接连接，所述第二钢板(707)与所述带缺口的T形抗剪连接件(704)的中间段侧的翼板边缘焊接连接；所述第一短钢筋(708)与所述第一钢板(706)的表面焊接连接；所述第二短钢筋(709)与所述第二钢板(707)的表面焊接连接。
  4. 根据权利要求1所述的一种抗震韧性装配式混凝土框架结构，其特征在于，还包括第一箱型连接件(712)、第二箱型连接件(713)、第一薄壁圆钢管(714)、第二薄壁圆钢管(715)、第一U形箍筋(716)、第二U形箍筋(717)和第二整体封闭箍筋(718)；所述第一薄壁圆钢管(714)与所述第一箱型连接件(712)焊接连接；所述第二薄壁圆钢管(715)与所述第二箱型连接件(713)焊接连接；所述第一U形箍筋(716)与所述第一箱型连接件(712)的顶板上表面焊接连接；所述第二U形箍筋(717)与所述第二箱型连接件(713)的顶板上表面焊接连接；所述预制叠合悬臂梁(700)内的下部纵筋与所述第一箱型连接件(712)的底板上表面焊接连接；所述预制叠合中间梁(701)内的下部纵筋与所述第二箱型连接件(713)的底板上表面焊接连接；所述预制叠合悬臂梁(700)内的中部腰筋与所述第一箱型连接件(712)的顶板上表面焊接连接；所述预制叠合中间梁(701)内的中部腰筋与所述第二箱型连接件(713)的顶板上表面焊接连接；所述第二整体封闭箍筋(718)与所述预制叠合悬臂梁(700)和所述预制叠合中间梁(701)内的下部纵筋及中部腰筋绑扎连接。
  5. 根据权利要求4所述的一种抗震韧性装配式混凝土框架结构，其特征在于，所述带缺口的T形抗剪连接件(704)的腹板底面与所述第一箱型连接件(712)和所述第二箱型连接件(713)的顶板上表面焊接连接。
  6. 根据权利要求3所述的一种抗震韧性装配式混凝土框架结构，其特征在于，还包括预制叠合悬臂梁上部纵筋(702)、预制叠合中间梁上部纵筋(703)、第一机械连接套筒(710)和第二机械连接套筒(711)；所述第一机械连接套筒(710)完全拧入所述预制叠合悬臂梁上部纵筋(702)；所述第二机械连接套筒(711)完全拧入所述预制叠合中间梁上部纵筋(703)；所述第一机械连接套筒(710)和所述第二机械连接套筒(711)分别再反向拧入所述第一短钢筋(708)和所述第二短钢筋(709)；所述第二整体封闭箍筋(718)与所述预制叠合悬臂梁上部纵筋(702)和所述预制叠合中间梁上部纵筋(703)分别绑扎连接。
  7. 根据权利要求4所述的一种抗震韧性装配式混凝土框架结构，其特征在于，还包括对拉螺栓(720)；所述防屈曲耗能连接板(719)通过所述对拉螺栓(720)与所述第一箱型连接件(712)和所述第二箱型连接件(713)的侧面螺栓连接。
  8. 根据权利要求1所述的一种抗震韧性装配式混凝土框架结构，其特征在于，所述带缺口的T形抗剪连接件(704)中的缺口开设在T形抗剪连接件(704)的腹板上。
  9. 根据权利要求1-8任一所述的承载-耗能-恢复多目标协同的抗震韧性装配式混凝土框架结构，其特征在于，还包括部分出筋预制叠合板(8)、部分出筋预制叠合板板顶钢筋网(9)；所述部分出筋预制叠合板(8)安装在所述预制叠合悬臂梁(700)和所述预制叠合中间梁(701)上；所述部分出筋预制叠合板板顶钢筋网(9)搭设在所述部分出筋预制叠合板(8)上，其中，所述部分出筋预制叠合板板顶钢筋网(9)的端部紧贴所述带缺口的T形抗剪连接件(704)的翼板上表面。
  10. 一种权利要求1-9任一所述的承载-耗能-恢复多目标协同的抗震韧性装配式混凝土框架结构的施工方法，其特征在于，所述方法包括以下步骤：
    一、钢骨架的工厂加工
    (1)将抗剪栓钉(705)与带缺口的T形抗剪连接件(704)的腹板焊接连接；
    (2)将第一钢板(706)与带缺口的T形抗剪连接件(704)的悬臂段侧翼板边缘焊接连接；将第二钢板(707)与带缺口的T形抗剪连接件(704)的中间段侧翼板边缘焊接连接；
    (3)将第一短钢筋(708)与第一钢板(706)的表面焊接连接；将第二短钢筋(709)与第二钢板(707)的表面焊接连接；
    (4)将第一薄壁圆钢管(714)焊接在第一箱型连接件(712)内；将第二薄壁圆钢管(715)焊接在第二箱型连接件(713)内；
    (5)将第二整体封闭箍筋(718)穿入带缺口的T形抗剪连接件(704)中；
    (6)将带缺口的T形抗剪连接件(704)的腹板底面与第一箱型连接件(712)和第二箱型连接件(713)的顶板上表面焊接连接；
    (7)将第一U形箍筋(716)与第一箱型连接件(712)的顶板上表面焊接连接；将第二U形箍筋(717)与第二箱型连接件(713)的顶板上表面焊接连接；
    (8)将第二整体封闭箍筋(718)穿入预制叠合悬臂梁(700)内的下部纵筋中；将第二整体封闭箍筋(718)穿入预制叠合中间梁(701)内的下部纵筋中；
    (9)将预制叠合悬臂梁(700)内的下部纵筋与第一箱型连接件(712)的底板上表面焊接连接；将预制叠合中间梁(701)内的下部纵筋与第二箱型连接件(713)的底板上表面焊接连接；
    (10)将预制叠合悬臂梁(700)内的中部腰筋与第一箱型连接件(712)的顶板上表面焊接连接；将预制叠合中间梁(701)内的中部腰筋与第二箱型连接件(713)的顶板上表面焊接连接；
    (11)调整所有第二整体封闭箍筋(718)的间距并与预制叠合悬臂梁(700)和预制叠合中间梁(701)的下部纵筋及中部腰筋绑扎连接，至此预埋钢构件加工完成；
    二、预制混凝土构件的工厂制作
    (1)支设模板，将步骤一中已完成加工的钢骨架准确放入模板中；
    (2)模板内浇筑混凝土；
    (3)防屈曲耗能连接板(719)由对拉螺栓(720)安装在第一箱型连接件(712)和第二箱型连接件(713)的侧面上，至此预制叠合梁制作完成；
    (4)将第一机械连接套筒(710)完全拧入预制叠合悬臂梁上部纵筋(702)；第二机械连接套筒(711)完全拧入预制叠合中间梁上部纵筋(703)；
    (5)制作预制实心柱(1)，其中首层的预制实心柱采用高强钢筋；
    (6)制作部分出筋预制叠合板(8)和部分出筋预制叠合板板顶钢筋网(9)，其中对应于带缺口的T形抗剪连接件(704)的局部位置不设置外伸的板底钢筋；
    三、预制混凝土构件的现场安装
    (1)将预制实心柱(1)吊装至已画好的定位线上；
    (2)设置梁底临时支撑，预制叠合梁吊装至已画好的定位线上；
    (3)将第一整体封闭箍筋(6)穿入预制实心柱(1)的上部预留纵筋中并绑扎连接；
    (4)设置板底临时支撑，将部分出筋预制叠合板(8)吊装至已画好的定位线上；
    (5)将第一机械连接套筒(710)反向拧入第一短钢筋(708)；预制叠合悬臂梁上部纵筋(702)和预制叠合悬臂梁的第二整体封闭箍筋(718)绑扎连接；
    (6)将第二机械连接套筒(711)反向拧入第二短钢筋(709)；预制叠合中间梁上部纵筋(703)和预制叠合中间梁的第二整体封闭箍筋(718)绑扎连接；
    (7)布置部分出筋预制叠合板板顶钢筋网(9)，其端部紧贴带缺口的T形抗剪连接件(704)的翼板上表面；
    (8)支设叠合现浇层的模板，模板内浇筑混凝土；
    (9)重复步骤(1)-(8)，从下往上依次进行各层的施工安装，完成一种承载-耗能-恢复多目标协同的抗震韧性装配式混凝土框架结构的施工。
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