WO2021032144A1 - 一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构 - Google Patents

一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构 Download PDF

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Publication number
WO2021032144A1
WO2021032144A1 PCT/CN2020/110149 CN2020110149W WO2021032144A1 WO 2021032144 A1 WO2021032144 A1 WO 2021032144A1 CN 2020110149 W CN2020110149 W CN 2020110149W WO 2021032144 A1 WO2021032144 A1 WO 2021032144A1
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Prior art keywords
steel
plate
shaped
section
shaped steel
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PCT/CN2020/110149
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English (en)
French (fr)
Inventor
赵俊贤
郝贵强
周云
陈熙隆
韩伟
石晓娜
迟雪晶
Original Assignee
华南理工大学
北京堡瑞思减震科技有限公司
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Application filed by 华南理工大学, 北京堡瑞思减震科技有限公司 filed Critical 华南理工大学
Priority to US17/598,887 priority Critical patent/US11808026B2/en
Publication of WO2021032144A1 publication Critical patent/WO2021032144A1/zh

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Classifications

    • 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
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • 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
    • E04B2001/2439—Adjustable connections, e.g. using elongated slots or threaded adjustment 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
    • E04B1/18—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
    • E04B2001/2463—Connections to foundations

Definitions

  • the invention relates to the field of earthquake resistance of building structures, in particular to a prestress-free ductile steel structure composed of a hinged column and an elastic reset beam.
  • the self-resetting structure is a new type of structural system that can realize the rapid reset of the structure after an earthquake.
  • the technical idea is to adopt Set additional pre-stress reset elements (pre-stressed steel strands, etc.) in the beam-column joints to apply pre-compression to the beam (as shown in Figures 1 and 2). Under a small earthquake, the contact surface of the preloaded member maintains a greater connection stiffness through preloading to resist the earthquake.
  • the pre-compressed member Under a large earthquake, when the internal force generated at the contact surface exceeds its pre-compression, the pre-compressed member can undergo relative prying deformation to release the rigidity of the connection surface, reduce the seismic effect and internal force of the main structure, and avoid plastic damage State, and dissipate seismic energy through the energy dissipating unit set at the prying deformation position, and self-reset through the reset unit to overcome the residual deformation of the structure after the earthquake. From the characteristics of the self-resetting structure, it can be seen that it still relies on the pre-stress technology in essence, which will cause the following problems:
  • the overall structure self-resetting ability is weak: the existing self-resetting technology mainly stays at the self-resetting of the beam-column node level, but the actual earthquake damage shows that the steel frame column foot will also cause serious plastic damage and cause significant residual deformation in the earthquake Therefore, it is necessary to propose effective structural self-reset technology from the overall structure level.
  • the purpose of the present invention is to provide a prestress-free ductile steel structure composed of a hinged column and an elastic reset beam, which essentially solves the series of technical problems caused by the use of prestress in the traditional self-resetting steel structure, and realizes vibration from the overall structure level. After resetting automatically.
  • a prestress-free ductile steel structure composed of a hinged column and an elastic reset beam, comprising an elastic reset beam and two column-foot hinged box-shaped columns;
  • the elastic reset beam includes two cantilevered I-shaped steel beams and a middle Section I-shaped steel beams and buckling-constrained high-strength steel bars, and the cantilever section I-shaped steel beams are fixed on the column-foot hinged box-shaped column, and the middle section I-shaped steel beams are connected between the two cantilever sections I-shaped steel beams, the buckling constraints
  • the high-strength steel bars are symmetrically arranged on both sides of the web along the central axis of the beam, one end is fastened to the web of the cantilever section of the I-shaped steel beam, and the other end is fastened to the web of the middle section of the I-shaped steel beam;
  • the prestress-free The ductile steel structure is arranged symmetrically, that is, the structure on the left and right sides is the same
  • the buckling-constrained high-strength steel rod includes a high-strength screw, a fixed cylindrical nut, two constrained steel pipes, and a middle-section constrained short steel pipe; the fixed cylindrical nut is fixed at the midpoint of the high-strength screw through threads to restrain
  • the steel pipes are arranged symmetrically on both sides of the fixed cylindrical nut, and are fastened to the fixed cylindrical nut through butt welds.
  • the inner diameter of the two constrained steel pipes is larger than the diameter of the high-strength screw, ensuring that the high-strength screw and the two constrained steel pipes There is a gap; the middle section restrains the short steel pipe through the fixed cylindrical nut, and the two ends are respectively fastened with two restraint steel pipes through fillet welds, and the middle section of the restraint short steel pipe is aligned with the middle point of the high-strength screw.
  • the two ends of the high-strength screw rod and the connecting steel plate are fixedly connected by high-strength nuts on both sides, that is, the two ends of the buckling-constrained high-strength steel bar and the connecting steel plate are fastened and connected by high-strength nuts on both sides, and the connecting steel plate and the two force-transmitting steel plates are butt welded
  • the upper and lower edges of the connecting steel plates are respectively aligned with the upper edge of one force-transmitting steel plate and the lower edge of the other force-transmitting steel plate.
  • the force-transmitting steel plate on the side of the I-shaped steel beam of the cantilever section is connected with the fillet welds on both sides.
  • the I-beam webs of the cantilever section are tightly connected, and the force-transmitting steel plates on the side of the I-beam of the middle section are fastened to the webs of the I-beam of the middle section through fillet welds on both sides.
  • the buckling restraint energy dissipation plate also includes a buckling restraint energy dissipation plate, and one end is fixed at the lower part of the lower flange of the cantilever section I-shaped steel beam, and the other end is fixed at the lower part of the lower flange of the middle section I-shaped steel beam;
  • the buckling restraint energy dissipation plate consists of a It is composed of a glyph core plate, a first constrained steel plate, a second constrained steel plate and two limiting steel plates;
  • the one-shaped core plate adopts a dog-bone shape, and the two sides of the length direction of the one-shaped core plate are processed with one and the limiting steel plate shape
  • the grooves that match each other are slotted on the connecting sections at both ends along the length of the in-line core plate.
  • the in-line core plate is positioned between the first restraint steel plate and the second restraint steel plate, and the limit steel plate is positioned at one
  • the two sides of the glyph core plate and the structure of the limit steel plate and the straight core plate are matched.
  • a number of bolt holes are set on the limit steel plate, and bolts are set at the positions of the first and second restraint steel plates respectively corresponding to the limit steel plates.
  • the in-line core plate is fixed by bolt connection, the first restraining steel plate and the two limit steel plates are fastened by fillet welds, and the left side, right side, upper side and lower side of the in-line core plate are all With or without bonding material, the thickness of the in-line core plate is different from the thickness of the two limiting steel plates, so as to ensure that there is a gap between the upper and lower surfaces of the in-line core plate and the first and second constrained steel plates, respectively; A gap is reserved between the limiting steel plate and the yield section of the inline core plate to ensure that there is a gap between the left and right sides of the inline core plate and the limiting steel plate.
  • the expanded sections at both ends of the inline core plate extend into the interior of the restraining steel plate, and the extension length is not less than the width of the expanded sections at both ends of the inline core plate, so as to prevent the inline core plate from deforming out-of-plane when receiving out-of-plane forces.
  • the buckling restraint energy dissipation plate further includes two lower friction pads, and the lower friction pads are fastened to both ends of the in-line core plate by fillet welds and butt welds, and the upper surfaces of the two lower friction pads Sandblasting is used, and the friction coefficient is not less than 0.45.
  • the grooved screw holes on the two lower friction pads correspond to the grooved screw holes at both ends of the in-line core plate; the I-shaped steel beam of the cantilever section and the middle section
  • the lower flanges of the lower flanges of the zigzag steel beams are connected to the upper friction pad by welding seams, and the circular screw holes of the lower flange of the cantilevered I-shaped steel beam and the middle section of the I-shaped steel beam are connected to the circular screw of the upper friction pad.
  • the holes correspond to each other.
  • the lower surface of the upper friction pad is sandblasted, and the friction coefficient is not less than 0.45; the upper friction pad is in contact with the lower friction pad, and the in-line core plate, lower friction pad, and upper friction pad are in contact with each other.
  • the lower flanges of the cantilever section I-shaped steel beam or the middle section I-shaped steel beam are arranged from bottom to top and connected by bolts.
  • suspension connector also includes a suspension connector.
  • One end of the suspension connector is fixed to the upper flange of the I-shaped steel beam of the cantilever section, and the other end is fixed to the upper flange of the middle section of the I-shaped steel beam; the suspension connector includes two vertical resistances.
  • the short side plate of the first splicing angle steel and the second splicing angle steel are fastened to the vertical anti-shear plate by high-strength bolts.
  • the first spliced angle steel short side plate and the second spliced angle steel short side plate are symmetrically arranged on both sides of the anti-shear plate; the first spliced steel plate is respectively connected to the cantilever
  • the upper flange of the section I-shaped steel beam and the upper flange of the middle section I-shaped steel beam and the first spliced angle steel long side plate are fastened by high-strength bolts.
  • the I-shaped steel beam upper flange is located between the first spliced steel plate and the first spliced angle steel long side plate ;
  • the second spliced steel plate is fastened with the upper flange of the I-beam of the cantilever section and the upper flange of the middle section of the I-beam and the second spliced angle steel long side plate by high-strength bolts.
  • the upper flange of the I-beam is located on the second spliced steel plate and the Between two splicing angle steel long side plates.
  • the column-foot hinged box-shaped column includes a box-shaped column, a backing plate, an anchor bolt, and a bottom plate.
  • the box-shaped column is fastened to the bottom plate through fillet welds, and the anchor bolt passes through the backing plate to connect the periphery of the bottom plate to the foundation soil. Fastening connection; box-shaped column and cantilever section I-shaped steel beam are connected by welding.
  • the high-strength screw is made of high-strength bolts of grade 14.9.
  • the working principle of the invention is: under the action of vertical load, the suspension connector mainly bears the vertical shear force at the end of the beam; under the action of small earthquakes, the buckling restraint energy dissipation plate and the buckling restraint high-strength steel bar both maintain elasticity, and both Jointly bear the beam end bending moment generated by the horizontal earthquake; while the suspension connector mainly bears the additional beam end shear force generated by the horizontal earthquake; the buckling energy dissipation restraint plate takes the lead in yielding energy dissipation (the arm length And the yield strength is low), the relative rotational rigidity of the beam-column joints becomes smaller, which reduces the seismic action of the structure and buckles the high-strength steel bar (short arm and large elastic deformation capacity) and the main structure maintains an elastic state.
  • the setting of the buckling-constrained high-strength steel bars also increases the second stiffness of the nodes after yielding, avoiding the phenomenon of concentrated deformation on a certain floor, and reducing the residual deformation of the main frame after the earthquake.
  • the design of the slotted holes at both ends of the buckling-constrained energy dissipation plate can be used.
  • the bolt pre-tightening force of the buckling-constrained energy dissipation plate and the beam can be released, and the chute can be used to release the energy dissipation plate to the cantilever section and the middle section.
  • the internal force constraint of the zigzag steel beam realizes the self-reset of the node through the elastic restoring force of the high-strength steel bar through the buckling constraint, and the bending rigidity of the bottom plate in the column-foot hinged box-shaped column is weak and cannot restrict the rotation and deformation of the box-shaped column (as shown in the figure) 9), to realize the whole structure without prestressing and self-resetting.
  • the hinged column should be used in conjunction with the elastic reset beam to avoid serious plastic damage to the column foot under strong earthquakes.
  • the weak bending rigidity of the column foot bottom plate releases the restraint stiffness of the bottom plate to the column foot.
  • the elastic reset beam reset unit The elastic reset bending moment realizes the overall self-reset of nodes and columns without prestress.
  • the splicing angle steel at the top of the upper flange of the beam provides the steel beam with a shear bearing capacity, which solves the problem of shear failure caused by the traditional self-resetting joints only relying on friction to transmit the vertical shear force.
  • Figure 1 is a diagram of the positive bending moment deformation of the existing prestressed self-resetting beam-column joints
  • Figure 2 is a negative bending moment deformation diagram of an existing prestressed self-resetting energy dissipation beam-column joint
  • Figure 3a is a perspective view of the overall structure of the present invention.
  • Figure 3b is a partial enlarged view of the overall structure of the present invention.
  • Figure 4 is a three-dimensional schematic view of the elastic reset beam of the present invention.
  • Figure 5 is a cross-sectional view of Figure 3b A-A;
  • Figure 6 is a B-B cross-sectional view of Figure 3b;
  • Figure 7 is a C-C cross-sectional view of Figure 3b;
  • Figure 8 is a D-D sectional view of Figure 3b;
  • Figure 9 is an E-E cross-sectional view of Figure 3a
  • Figure 10 is a deformation diagram of a box-shaped column with a hinged column foot
  • FIG. 11 is a schematic diagram of the first and second steps of the assembly of a prestress-free ductile steel structure composed of hinged columns and elastic reset beams according to the present invention
  • FIG. 12 is a schematic diagram of the third and fourth steps of the assembly of a prestress-free ductile steel structure composed of a hinged column and an elastic reset beam according to the present invention
  • FIG. 13 is a schematic diagram of the fifth and sixth steps of the assembly of a prestress-free ductile steel structure composed of a hinged column and an elastic reset beam according to the present invention
  • FIG. 14 is a schematic diagram of the assembly of the buckling restraint energy dissipation plate in the present invention.
  • 15 is a schematic diagram of the assembly of the buckling-constrained high-strength steel bar of the present invention.
  • a prestress-free ductile steel structure composed of hinged columns and elastic reset beams includes an elastic reset beam 4, two column-foot hinged box-shaped columns 5; one elastic reset beam
  • the beam 4 includes two cantilevered I-shaped steel beams 41, a middle I-shaped steel beam 42, two suspension connectors 43, four upper friction pads 44, two buckling restraint energy dissipation plates 45, and four buckling restraints High-strength steel bars 46; two cantilevered I-shaped steel beams 41 are connected to the middle section of I-shaped steel beams 42.
  • buckling-constrained high-strength steel bars 46 are arranged symmetrically and fixedly on both sides of the beam web along the central axis of the beam.
  • the prestress-free ductile steel structure is arranged symmetrically.
  • One of the buckling-constrained high-strength steel bars 46 is fastened to the two connecting steel plates 471 with high-strength nuts (as shown in Figure 13), and the two connecting steel plates 471 are fastened to the two force-transmitting steel plates 472 through butt welds.
  • the upper and lower edges of one of the connecting steel plates 471 are aligned with the upper edge of the force transmission steel plate 472 and the lower edge of the force transmission steel plate 472 respectively.
  • the two force transmission steel plates 472 at the left end are connected to the cantilever through fillet welds on both sides.
  • the webs of the I-shaped steel beam 41 are fastened and connected, and the two force-transmitting steel plates at the right end are fastened to the webs of the middle I-shaped steel beam 42 through fillet welds on both sides; the buckling-constrained high-strength steel bars 46 have the same structure.
  • the four upper friction pads 44 are connected and fixed to the lower flanges at both ends of the two cantilevered I-shaped steel beams 41 and the middle I-shaped steel beam 42 by welding seams.
  • the circular screw holes correspond to each other.
  • the lower surface of the upper friction pad 44 is sandblasted, and the friction coefficient is not less than 0.45;
  • two buckling restraint energy dissipation plates 45 are arranged at the lower part of the lower flange of the I-shaped steel beam, one of which is buckling restraint energy dissipation plate 45 at both ends They are respectively fastened with two upper friction pads 44 through a number of high-strength bolts;
  • two ends of a suspension connector 43 are respectively fixed on the cantilever section I-shaped steel beam 41 and the middle section I-shaped steel beam 42; both sides of the structure
  • the cantilever section of the I-shaped steel beam 41 is rigidly connected to the two column-foot hinged box-shaped columns 5 through welded joints.
  • two cantilever sections of a prestress-free ductile steel structure composed of a hinged column and an elastic reset beam are combined.
  • the central axis of the I-shaped steel beam 41 is aligned with the central axis of the I-shaped steel beam 42 in the middle section.
  • a buckling-constrained high-strength steel rod 46 of this embodiment is composed of a high-strength screw 461, a fixed cylindrical nut 462, two constrained steel pipes 463 and a middle section constrained short steel pipe 464; the fixed cylindrical nut 462 is fixed at the midpoint of the high-strength screw 461 by threads.
  • Two constrained steel pipes 463 are symmetrically arranged on both sides of the fixed cylindrical nut 462, and are fastened to the fixed cylindrical nut 462 through butt welds.
  • the inner diameter is larger than the diameter of the high-strength screw 461 to ensure that there is a gap of 1-2mm between the high-strength screw 461 and the two constrained steel pipes 463; the two ends of the middle constrained short steel pipe 464 are fastened to the two constrained steel pipes 463 through fillet welds. Connection, where the midpoint of the constrained short steel pipe 464 in the middle section is aligned with the midpoint of the high-strength bolt 461.
  • the four buckling-constrained high-strength steel bars 46 of the overall structure are all arranged in this way. This arrangement has a simple structure and can effectively solve the problem of the overall instability of the high-strength bolt 461 under compression.
  • the other embodiments are the same as above.
  • the buckling restraint energy dissipation plate 45 is composed of a straight core plate 451, a first restraining steel plate 4521, a second restraining steel plate 4522, two limit steel plates 453 and two lower friction pads. 454 composition; the in-line core plate 451 adopts a dog bone shape, and on both sides of the in-line core plate 451 in the length direction, a groove that matches the shape of the two limit steel plates 453 is processed.
  • the first constrained steel plate 4521 and The two limit steel plates 453 are fastened by fillet welds. A number of bolt holes are provided on the limit steel plates 453.
  • the screw holes on the first constrained steel plate 4521 and the second constrained steel plate 4522 are connected to the two limit steel plates 453.
  • the screw holes correspond one to one; the inline core plate 451 is installed between the two limit steel plates 453 through the groove, and is positioned between the first constrained steel plate 4521 and the second constrained steel plate 4522, and the second constrained steel plate 4522 passes through several
  • the high-strength bolts are fastened to the two limiting steel plates 453 and the first restraining steel plate 4521, and fix the in-line core plate 451.
  • the left, right, upper and lower sides of the in-line core plate 451 are all With or without bonding material, the thickness of the inline core plate 451 differs from the thickness of the two limiting steel plates 453 by 2mm, ensuring that the upper and lower surfaces of the inline core plate 451 are respectively aligned with the first restraining steel plate 4521 and the second restraining steel plate 4522
  • the gap between the two limiting steel plates 453 in the width direction is 4mm different from the width of the yield section of the inline core plate 451, ensuring that the left and right sides of the inline core plate 451 and the limiting steel plates are respectively
  • the gap between 453 is 2mm; the two lower friction pads 454 are fastened to the two ends of the in-line core plate 451 through fillet welds and butt welds, and the upper surfaces of the two lower friction pads 454 are treated with sandblasting ,
  • the friction coefficient is not less than 0.45, and the groove-shaped screw holes on the two lower friction
  • the lower flanges of the cantilever section I-shaped steel beam 41 and the middle section I-shaped steel beam 42 are connected by welding to fix the upper friction pad 44, and the cantilever section I-shaped steel beam 41 and the middle section I-shaped steel beam 42 are lower wing.
  • the circular screw holes on the edge correspond to the circular screw holes of the upper friction pad 44.
  • the lower surface of the upper friction pad 44 is sandblasted, and the friction coefficient is not less than 0.45; the upper friction pad 44 and the lower friction pad
  • the plates 454 are in contact, and the inline core plate 451, the lower friction pad 454, the upper friction pad 44 and the lower flange of the cantilever section I-shaped steel beam 41 or the middle section I-shaped steel beam 42 are arranged in sequence from bottom to top, and pass Bolted.
  • one end of the suspension connector 43 is fixed to the upper flange of the cantilever section I-shaped steel beam 41, and the other end is fixed to the upper flange of the middle section I-shaped steel beam 42. ; Including two vertical anti-shear plates 431, a first splicing angle steel 4321, a second splicing angle steel 4322, a first splicing steel plate 4331 and a second splicing steel plate 4332; the first splicing angle steel 4321, the second splicing angle steel 4322.
  • the lengths of the first spliced steel plate 4331 and the second spliced steel plate 4332 are equal, and the length is equal to twice the length of the vertical anti-shear plate 431 plus the middle section I-shaped steel beam 42 and the cantilever section I-shaped steel beam 41 along the axis
  • the two vertical anti-shear plates 431 are respectively fastened to the cantilever section I-shaped steel beam 41 and the middle section I-shaped steel beam 42 through butt welds; the short side plates and the first splicing angle steel 4321
  • the short side plates of the two-spliced angle steel 4322 are fastened to the two anti-shear plates 431 by high-strength bolts.
  • the circular screw holes on the short side plates of the first spliced angle steel 4321 and the second spliced angle steel 4322 are connected with two anti-shear plates.
  • the circular screw holes on the shear plate 431 correspond one-to-one and are fixed by high-strength bolts, and the first spliced angle steel 4321 short side plate and the second spliced angle steel 4322 short side plate are symmetrically arranged on both sides of the anti-shear plate 431;
  • the first spliced steel plate 4331 is fastened to the upper flange of the cantilever section I-shaped steel beam 41 and the upper flange of the middle section I-shaped steel beam 42 and the first spliced angle steel 4321 long side plate by high-strength bolts.
  • the upper wing of the I-shaped steel beam The flange is located between the first spliced steel plate 4331 and the first spliced angle steel 4321 long side plate; the second spliced steel plate 4332 is connected to the upper flange of the cantilever section I-beam 41 and the upper flange of the middle section I-beam 42 and the second
  • the long side plates of the spliced angle steel 4322 are fastened and connected by high-strength bolts, and the upper flange of the I-shaped steel beam is located between the second spliced steel plate 4332 and the second spliced angle steel 4322 long side plate.
  • the two suspension connectors 43 of the overall structure are all arranged in this way. With this arrangement, the structure is simple, easy to install, and there is no restriction on the function of the building.
  • the other embodiments are the same.
  • a column-foot hinged box-shaped column 5 of this embodiment is composed of a box-shaped column 51, four backing plates 52, four anchor bolts 53 and a bottom plate 54.
  • the box-shaped column 51 passes The fillet weld is tightly connected to the bottom plate 54, and the bottom plate 54 is fastened to the foundation soil through four anchor bolts 53, and the four backing plates 52 play the role of expanding the force area and make the force more uniform.
  • the two column-foot hinged box-shaped columns are arranged in this way. With this arrangement, the structure is simple to ensure that the column foot does not transmit bending moment, and the bottom plate 54 cannot restrain the deformation of the box-shaped column 51, and plays the role of hinged column foot.
  • the box-shaped column 51 and the cantilever section I-shaped steel beam 41 are connected by welding.
  • the method for processing a prestress-free ductile steel structure composed of hinged columns and elastic reset beams of the present invention is implemented in the following steps: step one, two box-shaped columns 51 and two Two cantilevered I-shaped steel beams 41 are rigidly connected by welding, two box-shaped columns 51 and two bottom plates 54 are tightly connected by fillet welds, and then the two bottom plates 54 are tightly connected to the foundation through anchor bolts 53 and backing plates 52.
  • step two the two ends of the middle section of the I-shaped steel beam 42 are respectively connected with the two cantilever section I-shaped steel beams 41 through two suspension connectors 43; step three, four upper friction pads 44 according to the bolt holes one by one
  • the corresponding principle determines the installation position, and the lower flange of the two cantilever sections of I-shaped steel beam 41 and the lower flange of the middle section of I-shaped steel beam 42 are fastened by butt welds and fillet welds, and the main vertical load After all are applied to the beams (such as cast-in-place concrete floors, partition walls, etc.), two buckling restraint energy dissipation plates 45 are passed through high-strength bolts, two cantilevered I-shaped steel beams 41 and an intermediate I-shaped steel beam 42 The lower flanges are tightly connected, wherein the groove-shaped bolt holes of the lower friction pad 454 on the buckling restraint energy dissipation plate 45 correspond to the circular bolt holes on the upper
  • a buckling-constrained high-strength steel bar 46 is fastened to a connecting steel plate 471 through two high-strength nuts, the two high-strength nuts are symmetrically arranged on both sides of the connecting steel plate 471, and the other is completed according to the corresponding process.
  • One end connects the steel plate 471, the two force transmission steel plates 472 and the middle section I-shaped steel beam 42 to join and fix each other, and use high-strength bolts to complete the buckling-constrained high-strength steel rod 46 at the other end of the fastening connection, and the other three
  • the process of fastening and connecting the buckling-constrained high-strength steel bar 46 is the same.

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Abstract

本发明公开了一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构。其包括一个弹性复位梁和两个柱脚铰接箱型柱；所述弹性复位梁包括两个悬臂段工字形钢梁、一个中间段工字形钢梁和屈曲约束高强钢棒，且悬臂段工字形钢梁固定在柱脚铰接箱型柱上，两悬臂段工字形钢梁之间连接中间段工字形钢梁，所述屈曲约束高强钢棒沿梁中轴线对称布置于腹板两侧，一端与悬臂段工字形钢梁腹板紧固连接，另一端与中间段工字形钢梁的腹板紧固连接；所述免预应力韧性钢结构左右对称设置。本发明在震后利用屈曲约束高强钢棒的弹性恢复力，配合铰接柱脚实现了在免预应力情况下节点和柱的整体自复位。通过拼接角钢提供抗剪承载力，解决了传统自复位节点抗剪能力弱的问题。

Description

一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构 技术领域
本发明涉及建筑结构抗震领域，尤其涉及一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构。
 背景技术
我国是地震多发和地震灾害最严重的国家之一，以往震害表明，钢框架结构在地震中会在梁柱节点和柱脚节点处产生严重的塑性损伤，导致整体结构在震后产生严重的残余变形，难以对结构进行修复，不得不对原结构推倒重建，显著增加重建所需时间和成本。为此，当前建筑结构抗震设计的理念由以往的“防倒塌设计”转变为“可恢复设计”，其中自复位结构是一种可实现结构震后快速复位的新型结构体系，其技术思路是通过在梁柱节点中设置额外的预应力复位单元（预应力钢绞线等）对梁施加预压作用（如图1和2所示）。在较小的地震作用下，被预压构件的接触面通过预压作用保持较大的连接刚度以抵抗地震作用。在较大地震下，当接触面处产生的内力超过其预压作用，被预压构件可发生相对撬动变形以释放连接面刚度，减小主体结构的地震作用和内力，避免其进入塑性损伤状态，并通过设置在撬动变形处的耗能单元耗散地震能量，地震后通过复位单元克服结构残余变形实现自复位。从自复位结构的特点可知，其本质上仍依赖于预应力技术，具体会造成以下问题：
（1）    施工复杂：传统自复位结构需在施工现场对梁柱构件施加预应力，增加了现场施工的难度和施工周期，无法充分体现钢结构快速装配的施工优点。
（2）    抗剪性能 差：梁柱构件的抗剪承载力完全依靠撬动后旋转中心点处的摩擦力，抗剪传力可靠性低，一旦预应力损失则容易产生钢梁抗剪失效滑脱的安全风险。
（3）    与楼板变形不协调：当梁柱构件发生撬动变形后，由于旋转中心位置在梁上下翼缘不断变换，造成楼板在负弯矩作用下（梁上翼缘张开）产生严重开裂（如图2所示），难以对楼板进行震后修复，且楼板约束效应也会降低在梁上翼缘设置的耗能单元的耗能能力。
（4）    减震效果降低：对于传统自复位结构，其实现震后自复位的关键技术要求在于，复位单元预应力所形成的复位弯矩需大于耗能单元内力产生的反向弯矩，因此会显著降低节点的耗能作用，导致节点的减震效果降低。
（5）    加速度反应大：传统自复位节点的梁柱构件反复撬动引起的碰撞和冲击会导致梁柱节点产生显著刚度突变，造成结构地震加速度响应增加，加剧非结构构件的破坏。
整体结构自复位能力弱：目前已有的自复位技术主要停留在梁柱节点层面的自复位，而实际震害表明，钢框架柱脚在地震中同样会产生严重的塑性损伤并引起显著残余变形，因此需从整体结构层面提出行之有效的结构自复位技术。
技术解决方案
本发明的目的是提供一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，从本质上解决传统自复位钢结构因采用预应力而引起的系列技术难题，从整体结构层面实现震后自复位。
本发明的目的至少通过如下技术方案之一实现。
一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，包括一个弹性复位梁和两个柱脚铰接箱型柱；所述弹性复位梁包括两个悬臂段工字形钢梁、一个中间段工字形钢梁和屈曲约束高强钢棒，且悬臂段工字形钢梁固定在柱脚铰接箱型柱上，两悬臂段工字形钢梁之间连接中间段工字形钢梁，所述屈曲约束高强钢棒沿梁中轴线对称布置于腹板两侧，一端与悬臂段工字形钢梁腹板紧固连接，另一端与中间段工字形钢梁的腹板紧固连接；所述免预应力韧性钢结构左右对称设置，即其左右两侧结构相同。
进一步的，所述屈曲约束高强钢棒包括一个高强度螺杆、一个固定圆柱形螺母、两个约束钢管和一个中间段约束短钢管；固定圆柱形螺母通过螺纹固定在高强度螺杆中点位置，约束钢管对称布置在固定圆柱形螺母两侧，并通过对接焊缝与固定圆柱形螺母紧固连接，两个约束钢管的内径大于高强度螺杆的直径，保证高强度螺杆与两个约束钢管之间预留有间隙；中间段约束短钢管穿过固定圆柱形螺母，两端通过角焊缝分别与两个约束钢管紧固连接，其中中间段约束短钢管中点位置与高强度螺杆中点位置对齐。
进一步的，高强度螺杆两端与连接钢板通过两侧高强螺母固定连接，即屈曲约束高强钢棒两端与连接钢板通过两侧高强螺母紧固连接，连接钢板与两块传力钢板通过对接焊缝紧固连接，连接钢板的上下边缘分别与一个传力钢板的上边缘以及另一个传力钢板的下边缘一一对齐，悬臂段工字形钢梁侧的传力钢板通过两侧角焊缝与悬臂段工字形钢梁腹板紧固连接，中间段工字形钢梁侧的传力钢板通过两侧角焊缝与中间段工字形钢梁腹板紧固连接。
进一步的，还包括屈曲约束耗能板，且一端固定在悬臂段工字形钢梁下翼缘的下部，另一端固定在中间段工字形钢梁下翼缘的下部；屈曲约束耗能板由一字形芯板、第一约束钢板、第二约束钢板和两个限位钢板组成；一字形芯板采用狗骨形状，在一字形芯板的长度方向的两个侧面各加工一个与限位钢板形状相吻合的凹槽，沿一字形芯板长度方向的两端连接段上均开有槽孔，一字形芯板定位于第一约束钢板与第二约束钢板之间，且限位钢板定位于一字形芯板两侧，以及限位钢板与一字形芯板结构相匹配，在限位钢板上设置若干螺栓孔，以及在第一约束钢板、第二约束钢板分别与限位钢板对应的位置设置螺栓孔，通过螺栓连接将一字形芯板固定，第一约束钢板与两个限位钢板通过角焊缝紧固连接，其中一字形芯板的左侧面、右侧面、上侧面以及下侧面均粘有无粘结材料，一字形芯板的厚度与两个限位钢板的厚度不同，保证一字形芯板上表面和下表面分别与第一约束钢板和第二约束钢板之间预留间隙；限位钢板与一字形芯板的屈服段间均预留间隙，保证一字形芯板的左侧面和右侧面分别与限位钢板之间留有间隙。所述一字形芯板两端扩大段伸入约束钢板内部，伸入长度不小于一字形芯板两端扩大段宽度，从而防止一字芯板在受到面外的力时产生面外的变形。
进一步的，屈曲约束耗能板还包括两个下摩擦垫板，且下摩擦垫板通过角焊缝以及对接焊缝紧固连接在一字形芯板的两端，两个下摩擦垫板上表面采用喷砂处理，其摩擦系数不低于0.45，两个下摩擦垫板上的槽形螺孔和一字形芯板两端的槽形螺孔一一对应；悬臂段工字形钢梁和中间段工字形钢梁下翼缘的下部均通过焊缝连接固定上摩擦垫板，且悬臂段工字形钢梁和中间段工字形钢梁下翼缘的圆形螺孔与上摩擦垫板的圆形螺孔一一对应，上摩擦垫板下表面采用喷砂处理，其摩擦系数不低于0.45；上摩擦垫板与下摩擦垫板接触，且一字形芯板、下摩擦垫板、上摩擦垫板和悬臂段工字形钢梁或中间段工字形钢梁的下翼缘从下至上依次排列，并通过螺栓连接。
进一步的，还包括悬挂连接件，悬挂连接件一端固定在悬臂段工字形钢梁的上翼缘，另一端固定在中间段工字形钢梁的上翼缘；悬挂连接件包括两个竖向抗剪切板、一个第一拼接角钢、一个第二拼接角钢、一个第一拼接钢板和一个第二拼接钢板；第一拼接角钢、第二拼接角钢、第一拼接钢板和一个第二拼接钢板的长度相等，且长度等于竖向抗剪切板长度的两倍加上中间段工字形钢梁与悬臂段工字形钢梁沿轴线方向的间隙 ；一个竖向抗剪切板通过对接焊缝与悬臂段工字形钢梁上翼缘上表面紧固连接，另一个竖向抗剪切板通过对接焊缝与中间段工字形钢梁上翼缘上表面紧固连接，第一拼接角钢的短侧板和第二拼接角钢的短侧板通过高强螺栓与竖向抗剪切板紧固连接，其中第一拼接角钢短侧板和第二拼接角钢短侧板对称布置在抗剪切板两侧；第一拼接钢板分别与悬臂段工字形钢梁上翼缘和中间段工字形钢梁上翼缘以及第一拼接角钢长侧板通过高强螺栓紧固连接，其中工字形钢梁上翼缘位于第一拼接钢板与第一拼接角钢长侧板之间；第二拼接钢板分别与悬臂段工字形钢梁上翼缘和中间段工字形钢梁上翼缘以及第二拼接角钢长侧板通过高强螺栓紧固连接，其中工字形钢梁上翼缘位于第二拼接钢板与第二拼接角钢长侧板之间。
进一步的，所述柱脚铰接箱型柱包括箱型柱、垫板、锚栓和底板，箱型柱通过角焊缝与底板紧固连接，锚栓穿过垫板将底板的四周与地基土紧固连接；箱型柱与悬臂段工字形钢梁通过焊缝连接。
进一步的，所述高强度螺杆采用14.9级的高强螺栓制作。
本发明的工作原理是：在竖向荷载作用下，悬挂连接件主要承担梁端的竖向剪力；在小震作用下，屈曲约束耗能板和屈曲约束高强钢棒均保持弹性，且二者共同承担水平地震作用下所产生的梁端弯矩；而悬挂连接件主要承担水平地震作用所产生的附加梁端剪力；在中大震下屈曲耗能约束板率先屈服耗能（力臂长且屈服强度低），梁柱节点的相对转动刚度变小，减小了结构的地震作用而屈曲约束高强钢棒（力臂短且弹性变形能力大）及主体结构保持弹性状态。屈曲约束高强钢棒的设置同时增加了节点的屈服后第二刚度，避免了某一楼层产生变形集中的现象，减小主体框架的震后残余变形。震后，可以配合屈曲约束耗能板两端的开槽孔的设计，在地震后可释放屈曲约束耗能板与梁的螺栓预紧力，利用滑槽释放耗能板对悬臂段和中间段工字形钢梁的内力约束，通过屈曲约束高强钢棒的弹性恢复力实现节点的自复位，再配合柱脚铰接箱型柱中底板的弯曲刚度弱而不能约束箱型柱转动变形的特点（如图9所示），实现结构的整体免预应力自复位。
 有益效果
本发明具有以下有益效果：
（1）提出采用钢管对高强螺杆进行约束以实现拉压弹性且不会发生屈曲的复位单元，与两端开槽孔的屈曲约束耗能板配合使用，在地震后可释放屈曲约束耗能板与梁的螺栓预紧力，利用滑槽释放耗能板对悬臂段和中间段工字形钢梁的内力约束，通过高强螺杆弹性恢复力实现节点的自复位，实现了在免除预应力情况下的梁柱节点自复位效果。
（2）提出铰接柱与弹性复位梁配合使用，避免柱脚在强震下产生严重塑性损伤，利用柱脚底板弯曲刚度弱的特点释放了底板对柱脚的约束刚度，通过弹性复位梁复位单元的弹性复位弯矩实现了在免预应力情况下节点和柱的整体自复位。
（3）提出把屈曲约束耗能板两端扩大段伸入约束钢板的构造，可对悬臂段和中间段工字型钢梁的平面外扭转变形起有效约束作用，有效保证了双向地震下悬臂段和中间段工字型钢梁在平面外方向的整体性，避免了梁段扭转变形而引起耗能和自复位失效的问题。
（4）免除了施工现场的预应力工艺，显著提高整体结构的施工效率，解决了预应力损失的问题，提高了结构复位的可靠性。
（5）通过梁上翼缘顶部的拼接角钢为钢梁提供抗剪承载力，解决了传统自复位节点仅依靠摩擦力传递竖向剪力引起的抗剪失效问题。
 附图说明
图1是现有预应力自复位梁柱节点正弯矩变形图；
图2是现有预应力自复位耗能梁柱节点负弯矩变形图；
图3a是本发明的整体结构立体示意图；
图3b是本发明的整体结构局部放大图；
图4是本发明的弹性复位梁立体示意图；
图5是图3b的A-A剖视图；
图6是图3b的B-B剖视图；
图7是图3b的C-C剖视图；
图8是图3b的D-D剖视图；
图9是图3a的E-E剖视图；
图10是柱脚铰接箱型柱变形图；
图11是本发明一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构的组装第一步和第二步的示意图；
图12是本发明一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构的组装第三步和第四步的示意图；
图13是本发明一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构的组装第五步和第六步的示意图；
图14是本发明中屈曲约束耗能板的组装示意图；
图15是本发明中屈曲约束高强钢棒的组装示意图；
其中：1-预应力束；2-耗能设备；3-楼板；31-楼板裂缝；4-弹性复位梁；41-悬臂段工字形钢梁；42-中间段工字形钢梁；43-悬挂连接件431-竖向抗剪切板；4321-第一拼接角钢；4322-第二拼接角钢；4331-第一拼接钢板；4332-第二拼接钢板；44-上摩擦垫板；45-屈曲约束耗能板；451-一字形芯板；4521-第一约束钢板；4522-第二约束钢板；453-限位钢板；454-下摩擦垫板； 46-屈曲约束高强钢棒；461-高强度螺杆；462-固定圆柱形螺母；463-约束钢管； 464-中间段约束短钢管；471-连接钢板；472-传力钢板；5-柱脚铰接箱型柱；51-箱型柱；52-垫板；53-锚栓；54-底板。
 本发明的实施方式
以下结合具体实施例和附图对本发明的具体实施作进一步说明，但本发明的实施不限于此。
实施例 1
结合图3-图9、图13进行说明，一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，包括一个弹性复位梁4、两个柱脚铰接箱型柱5；一个弹性复位梁4包括两个悬臂段工字形钢梁41、一个中间段工字形钢梁42、两个悬挂连接件43、四个上摩擦垫板44、两个屈曲约束耗能板45以及四个屈曲约束高强钢棒46；两悬臂段工字形钢梁41之间连接中间段工字形钢梁42，四个屈曲约束高强钢棒46分别沿梁中轴线对称固定布置在梁腹板的两侧，起到连接悬臂段工字形钢梁41和中间段工字形钢梁42的作用，所述免预应力韧性钢结构左右对称设置。其中一个屈曲约束高强钢棒46两端与两个连接钢板471采用高强度螺母进行紧固连接（如图13所示），两个连接钢板471均与两块传力钢板472通过对接焊缝紧固连接，其中一个连接钢板471的上下边缘分别与一个传力钢板472的上边缘和一个传力钢板472的下边缘一一对齐，左端的两个传力钢板472通过两侧角焊缝与悬臂段工字形钢梁41腹板紧固连接，右端的两个传力钢板通过两侧角焊缝与中间段工字形钢梁42腹板紧固连接；屈曲约束高强钢棒46结构均相同。
四个上摩擦垫板44分别通过焊缝连接固定在两个悬臂段工字形钢梁41和中间段工字形钢梁42两端下翼缘的下部，其中圆形螺孔一一对应，四个上摩擦垫板44下表面采用喷砂处理，其摩擦系数不低于0.45；两个屈曲约束耗能板45设置在工字形钢梁下翼缘的下部，其中一个屈曲约束耗能板45两端分别通过若干个高强度螺栓与两个上摩擦垫板44紧固连接；一个悬挂连接件43两端分别固定在悬臂段工字形钢梁41和中间段工字形钢梁42上；结构的两侧悬臂段工字形钢梁41通过焊缝连接与两个柱脚铰接箱型柱5刚接，本实施方式的一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构的两个悬臂段工字形钢梁41中轴线与中间段工字形钢梁42中轴线对齐。
结合图15进行说明，本实施方式的一个屈曲约束高强钢棒46由一个高强度螺杆461、一个固定圆柱形螺母462、两个约束钢管463和一个中间段约束短钢管464组成；固定圆柱形螺母462通过螺纹固定在高强度螺杆461中点位置，两个约束钢管463对称布置在固定圆柱形螺母462两侧，并通过对接焊缝与固定圆柱形螺母462紧固连接，两个约束钢管463的内径大于高强度螺杆461的直径，保证高强度螺杆461与两个约束钢管463之间有1-2mm的间隙；中间段约束短钢管464两端通过角焊缝分别与两个约束钢管463紧固连接，其中中间段约束短钢管464中点位置与高强螺栓461中点位置对齐。整体结构的四个屈曲约束高强钢棒46均如此设置。如此设置，结构简单，可以有效解决高强螺栓461受压整体失稳的问题。其它实施例与上均相同。
结合图12、图14进行说明，屈曲约束耗能板45由一个一字形芯板451、一个第一约束钢板4521、一个第二约束钢板4522、两个限位钢板453和两个下摩擦垫板454组成；一字形芯板451采用狗骨形状，在一字形芯板451的长度方向的两个侧面上各加工一个与两个限位钢板453形状相互吻合的凹槽，第一约束钢板4521与两个限位钢板453通过角焊缝紧固连接，在限位钢板453上设置若干螺栓孔，第一约束钢板4521和第二约束钢板4522上的螺孔均与两个限位钢板453上的螺孔一一对应；一字形芯板451通过凹槽安装在两个限位钢板453之间，且定位于第一约束钢板4521与第二约束钢板4522之间，第二约束钢板4522通过若干个高强度螺栓与两个限位钢板453以及第一约束钢板4521紧固连接，并将一字形芯板451固定，其中一字形芯板451的左侧面、右侧面、上侧面以及下侧面均粘有无粘结材料，一字形芯板451的厚度与两个限位钢板453的厚度相差2mm，保证一字形芯板451上表面和下表面分别与第一约束钢板4521和第二约束钢板4522之间的间隙为1mm，两个限位钢板453宽度方向的相对距离与一字形芯板451屈服段的宽度相差4mm，保证一字形芯板451的左侧面和右侧面分别与限位钢板453之间的间隙为2mm；两个下摩擦垫板454分别与一字形芯板451的两端通过角焊缝以及对接焊缝紧固连接，两个下摩擦垫板454上表面采用喷砂处理，其摩擦系数不低于0.45，两个下摩擦垫板454上的槽形螺孔和一字芯板451两端的槽形螺孔一一对应。整体结构的两个屈曲约束耗能板45均如此设置。如此设置，连接可靠。其它实施方式一相同。
悬臂段工字形钢梁41和中间段工字形钢梁42下翼缘的下部均通过焊缝连接固定上摩擦垫板44，且悬臂段工字形钢梁41和中间段工字形钢梁42下翼缘的圆形螺孔与上摩擦垫板44的圆形螺孔一一对应，上摩擦垫板44下表面采用喷砂处理，其摩擦系数不低于0.45；上摩擦垫板44与下摩擦垫板454接触，且一字形芯板451、下摩擦垫板454、上摩擦垫板44和悬臂段工字形钢梁41或中间段工字形钢梁42的下翼缘从下至上依次排列，并通过螺栓连接。
结合图3-图9、图12进行说明，悬挂连接件43悬挂连接件43一端固定在悬臂段工字形钢梁41的上翼缘，另一端固定在中间段工字形钢梁42的上翼缘；包括两个竖向抗剪切板431、一个第一拼接角钢4321、一个第二拼接角钢4322、一个第一拼接钢板4331和一个第二拼接钢板4332；第一拼接角钢4321、第二拼接角钢4322、第一拼接钢板4331和一个第二拼接钢板4332的长度相等，且长度等于竖向抗剪切板431长度的两倍加上中间段工字形钢梁42与悬臂段工字形钢梁41沿轴线方向的间隙；其中两个竖向抗剪切板431分别通过对接焊缝与悬臂段工字形钢梁41和中间段工字形钢梁42紧固连接；第一拼接角钢4321的短侧板和第二拼接角钢4322的短侧板通过高强度螺栓与两个抗剪切板431紧固连接，其中第一拼接角钢4321和第二拼接角钢4322的短侧板上的圆形螺孔与两个抗剪切板431上的圆形螺孔一一对应，通过高强螺栓固定，且第一拼接角钢4321短侧板和第二拼接角钢4322短侧板对称布置在抗剪切板431两侧；
第一拼接钢板4331分别与悬臂段工字形钢梁41上翼缘和中间段工字形钢梁42上翼缘以及第一拼接角钢4321长侧板通过高强度螺栓紧固连接，其中工字形钢梁上翼缘位于第一拼接钢板4331与第一拼接角钢4321长侧板之间；第二拼接钢板4332分别与悬臂段工字形钢梁41上翼缘和中间段工字形钢梁42上翼缘以及第二拼接角钢4322长侧板通过高强度螺栓紧固连接，其中工字形钢梁上翼缘位于第二拼接钢板4332与第二拼接角钢4322长侧板之间。整体结构的两个悬挂连接件43均如此设置。如此设置，结构简单，容易安装，对建筑使用功能不受限制。其它实施方式一相同。
结合图9-图12进行说明，本实施方式的一个柱脚铰接箱型柱5由一个箱型柱51、四个垫板52、四个锚栓53以及一个底板54组成，箱型柱51通过角焊缝与底板54紧固连接，底板54通过四个锚栓53与地基土紧固连接，其中四个垫板52起到扩大受力面积的作用，使得受力更加均匀。两个柱脚铰接箱型柱均如此设置。如此设置，结构简单，保证柱脚不传递弯矩，底板54无法约束箱型柱51的变形，发挥铰接柱脚的作用。箱型柱51与悬臂段工字形钢梁41通过焊缝连接。
根据图11-图13所示，本发明的一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构的加工方法是按以下步骤实现的：步骤一、两个箱型柱51与两个悬臂段工字形钢梁41通过焊缝刚接，两个箱型柱51与两个底板54通过角焊缝紧固连接，再将两个底板54通过锚栓53和垫板52与基础紧固连接；步骤二、中间段工字形钢梁42两端分别和两个悬臂段工字形钢梁41通过两个悬挂连接件43连接；步骤三、四个上摩擦垫板44根据螺栓孔一一对应的原则确定安装位置，与两个悬臂段工字形钢梁41下翼缘以及一个中间段工字形钢梁42下翼缘通过对接焊缝和角焊缝紧固连接，待主要的竖向荷载都施加到梁上后（如现浇混凝土楼板、隔墙等）再把两个屈曲约束耗能板45通过高强度螺栓与两个悬臂段工字形钢梁41以及一个中间段工字形钢梁42的下翼缘紧固连接，其中屈曲约束耗能板45上的下摩擦垫板454的槽形螺栓孔与上摩擦垫板44上的圆形螺栓孔一一对应；步骤四、两个传力钢板472通过对接焊缝与连接钢板471紧固连接，两个传力钢板通过角焊缝与悬臂段工字形钢梁41腹板紧固连接，并保证梁端的中轴线与连接钢板471的长边中轴线重合，待一个屈曲约束高强钢棒46通过两个高强度螺母与一个连接钢板471紧固连接后，两个高强度螺母对称布置于连接钢板471的两侧，再按照相应的流程完成另一端一个连接钢板471、两个传力钢板472以及中间段工字形钢梁42三者之间相互的拼接和固定，并用高强度螺栓完成屈曲约束高强钢棒46另一端的紧固连接，另外三组屈曲约束高强钢棒46的紧固连接流程同理。
以上所述，仅为本发明的较佳实施例而已，并非对本发明做任何形式上的限定。凡本领域的技术人员利用本发明的技术方案对上述实施例作出的任何等同的变动、修饰或演变等，均仍属于本发明技术方案的范围内。

Claims (8)

  1. 一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，其特征在于，包括一个弹性复位梁（4）和两个柱脚铰接箱型柱（5）；所述弹性复位梁（4）包括两个悬臂段工字形钢梁（41）、一个中间段工字形钢梁（42）和屈曲约束高强钢棒（46），且悬臂段工字形钢梁（41）固定在柱脚铰接箱型柱（5）上，两悬臂段工字形钢梁（41）之间连接中间段工字形钢梁（42），所述屈曲约束高强钢棒（46）沿梁中轴线对称布置于腹板两侧，一端与悬臂段工字形钢梁（41）腹板紧固连接，另一端与中间段工字形钢梁（42）的腹板紧固连接；所述免预应力韧性钢结构左右对称设置。
  2. 根据权利要求1所述的一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，其特征在于，所述屈曲约束高强钢棒（46）包括一个高强度螺杆（461）、一个固定圆柱形螺母（462）、两个约束钢管（463）和一个中间段约束短钢管（464）；固定圆柱形螺母（462）通过螺纹固定在高强度螺杆（461）中点位置，约束钢管（463）对称布置在固定圆柱形螺母（462）两侧，并通过对接焊缝与固定圆柱形螺母（462）紧固连接，两个约束钢管（463）的内径大于高强度螺杆（461）的直径，保证高强度螺杆（461）与两个约束钢管（463）之间 预留有间隙；中间段约束短钢管（464）穿过固定圆柱形螺母（462），两端通过角焊缝分别与两个约束钢管（463）紧固连接，其中中间段约束短钢管（464）中点位置与高强度螺杆（461）中点位置对齐。
  3. 根据权利要求1所述的一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，其特征在于，屈曲约束高强钢棒（46）两端与连接钢板（471）通过两侧高强螺母紧固连接，连接钢板（471）与两块传力钢板（472）通过对接焊缝紧固连接，连接钢板（471）的上下边缘分别与一个传力钢板（472）的上边缘以及另一个传力钢板（472）的下边缘一一对齐，悬臂段工字形钢梁（41）侧的传力钢板（472）通过两侧角焊缝与悬臂段工字形钢梁（41）腹板紧固连接，中间段工字形钢梁（42）侧的传力钢板（472）通过两侧角焊缝与中间段工字形钢梁（42）腹板紧固连接。
  4. 根据权利要求1所述的一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，其特征在于，还包括屈曲约束耗能板（45），且一端固定在悬臂段工字形钢梁（41）下翼缘的下部，另一端固定在中间段工字形钢梁（42）下翼缘的下部；屈曲约束耗能板（45）由一字形芯板（451）、第一约束钢板（4521）、第二约束钢板（4522）和两个限位钢板（453）组成；一字形芯板（451）采用狗骨形状，在一字形芯板（451）的长度方向的两个侧面各加工一个与限位钢板（453）形状相吻合的凹槽，沿一字形芯板（451）长度方向的两端连接段上均开有槽孔，一字形芯板（451）定位于第一约束钢板（4521）与第二约束钢板（4522）之间，且限位钢板（453）定位于一字形芯板（451）两侧，以及限位钢板（453）与一字形芯板（451）结构相匹配，在限位钢板（453）上设置若干螺栓孔 ，以及在第一约束钢板（4521）、第二约束钢板（4522）分别与限位钢板（453）对应的位置设置螺栓孔，通过螺栓连接将一字形芯板（451）固定，第一约束钢板（4521）与两个限位钢板（453）通过角焊缝紧固连接，其中一字形芯板（451）的左侧面、右侧面、上侧面以及下侧面均粘有无粘结材料，一字形芯板（451）的厚度与两个限位钢板（453）的厚度不同，保证一字形芯板（451）上表面和下表面分别与第一约束钢板（4521）和第二约束钢板（4522）之间预留间隙；限位钢板（453）与一字形芯板（451）的屈服段间均预留间隙，保证一字形芯板的左侧面和右侧面分别与限位钢板之间均预留有间隙。
  5. 根据权利要求4所述的一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，其特征在于，屈曲约束耗能板（45）还包括两个下摩擦垫板（454），且下摩擦垫板（454）通过角焊缝以及对接焊缝紧固连接在一字形芯板（451）的两端，两个下摩擦垫板（454）上表面采用喷砂处理，其摩擦系数不低于0.45，两个下摩擦垫板（454）上的槽形螺孔和一字形芯板（451）两端的槽形螺孔一一对应；悬臂段工字形钢梁（41）和中间段工字形钢梁（42）下翼缘的下部均通过焊缝连接固定上摩擦垫板（44），且悬臂段工字形钢梁（41）和中间段工字形钢梁（42）下翼缘的圆形螺孔与上摩擦垫板（44）的圆形螺孔一一对应，上摩擦垫板（44）下表面采用喷砂处理，其摩擦系数不低于0.45；上摩擦垫板（44）与下摩擦垫板（454）接触，且一字形芯板（451）、下摩擦垫板（454）、上摩擦垫板（44）和悬臂段工字形钢梁（41）或中间段工字形钢梁（42）的下翼缘从下至上依次排列，并通过螺栓连接。
  6. 根据权利要求1所述的一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，其特征在于，还包括悬挂连接件（43），悬挂连接件（43）一端固定在悬臂段工字形钢梁（41）的上翼缘，另一端固定在中间段工字形钢梁（42）的上翼缘；悬挂连接件43包括两个竖向抗剪切板（431）、一个第一拼接角钢（4321）、一个第二拼接角钢（4322）、一个第一拼接钢板（4331）和一个第二拼接钢板（4332）；第一拼接角钢（4321）、第二拼接角钢（4322）、第一拼接钢板（4331）和一个第二拼接钢板（4332）的长度相等，且长度等于竖向抗剪切板（431）长度的两倍加上中间段工字形钢梁（42）与悬臂段工字形钢梁（41）沿轴线方向的间隙 ；一个竖向抗剪切板（431）通过对接焊缝与悬臂段工字形钢梁（41）上翼缘上表面紧固连接，另一个竖向抗剪切板（431）通过对接焊缝与中间段工字形钢梁（42）上翼缘上表面紧固连接，第一拼接角钢（4321）的短侧板和第二拼接角钢（4322）的短侧板通过高强螺栓与竖向抗剪切板（431）紧固连接，其中第一拼接角钢（4321）短侧板和第二拼接角钢（4322）短侧板对称布置在抗剪切板（431）两侧；第一拼接钢板（4331）分别与悬臂段工字形钢梁（41）上翼缘和中间段工字形钢梁（42）上翼缘以及第一拼接角钢（4321）长侧板通过高强螺栓紧固连接，其中工字形钢梁上翼缘位于第一拼接钢板（4331）与第一拼接角钢（4321）长侧板之间；第二拼接钢板（4332）分别与悬臂段工字形钢梁（41）上翼缘和中间段工字形钢梁（42）上翼缘以及第二拼接角钢（4322）长侧板通过高强螺栓紧固连接，其中工字形钢梁上翼缘位于第二拼接钢板（4332）与第二拼接角钢（4322）长侧板之间。
  7. 根据权利要求1所述的一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，其特征在于，所述柱脚铰接箱型柱（5）包括箱型柱（51）、垫板（52）、锚栓（53）和底板（54），箱型柱（51）通过角焊缝与底板（54）紧固连接，锚栓（53）穿过垫板（52）将底板（54）的四周与地基土紧固连接；箱型柱（51）与悬臂段工字形钢梁（41）通过焊缝连接。
  8. 根据权利要求2所述的一种由铰接柱与弹性复位梁组合的免预应力韧性钢结构，其特征在于，所述高强度螺杆（461）采用14.9级的高强螺栓制作。
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