CN211816916U - Prestress-free toughness steel structure combined by hinged columns and elastic reset beams - Google Patents
Prestress-free toughness steel structure combined by hinged columns and elastic reset beams Download PDFInfo
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- CN211816916U CN211816916U CN201921365662.3U CN201921365662U CN211816916U CN 211816916 U CN211816916 U CN 211816916U CN 201921365662 U CN201921365662 U CN 201921365662U CN 211816916 U CN211816916 U CN 211816916U
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Abstract
The utility model discloses a by hinge post and the free prestress toughness steel construction of elasticity roof beam combination that resets. The device comprises an elastic reset beam and two column base hinged box type columns; the elastic reset beam comprises two cantilever section I-shaped steel beams, a middle section I-shaped steel beam and a buckling restrained high-strength steel bar, the cantilever section I-shaped steel beams are fixed on the column foot hinged box-shaped column, the middle section I-shaped steel beam is connected between the two cantilever section I-shaped steel beams, the buckling restrained high-strength steel bars are symmetrically arranged on two sides of the web plate along the central axis of the beam, one end of each buckling restrained high-strength steel bar is fixedly connected with the web plate of the cantilever section I-shaped steel beam, and the other end of each buckling restrained high-strength steel bar is fixedly connected with the web plate of; the prestress-free toughness steel structure is arranged in a bilateral symmetry mode. The utility model discloses utilize the elasticity restoring force of bucking restraint bar that excels in after the earthquake, the cooperation articulated column base has realized node and the whole of post from restoring to the throne under the prestressing force condition of exempting from. The shear-resistant bearing capacity is provided through the spliced angle steel, and the problem that the traditional self-reset node is poor in shear-resistant capacity is solved.
Description
Technical Field
The utility model relates to a building structure field of combatting earthquake especially relates to a by hinge post and the prestressing force toughness steel construction of exempting from of the combination of elasticity roof beam that resets.
Background
China is one of the most serious countries with frequent earthquakes and earthquake disasters, and the past earthquake damage shows that the steel frame structure can generate serious plastic damage at beam column nodes and column foot nodes in the earthquake, so that the integral structure generates serious residual deformation after the earthquake, the structure is difficult to repair, the original structure has to be overturned for reconstruction, and the time and the cost required by reconstruction are obviously increased. Therefore, the concept of the existing building structure earthquake-proof design is changed from the previous 'collapse prevention design' into the 'restorable design', wherein the self-resetting structure is a novel structure system capable of realizing quick resetting of the structure after earthquake, and the technical idea is that an additional prestress resetting unit (prestress steel strands and the like) is arranged in a beam-column node to exert a prepressing action on a beam (as shown in figures 1 and 2). Under the action of a small earthquake, the contact surface of the pre-stressed component keeps larger connection rigidity through the pre-stress action so as to resist the action of the earthquake. Under the great earthquake, when the internal force generated at the contact surface exceeds the prepressing action, the prepressed component can be subjected to relative prying deformation to release the rigidity of the connection surface, the earthquake action and the internal force of the main body structure are reduced, the main body structure is prevented from entering a plastic damage state, the earthquake energy is dissipated through the energy dissipation unit arranged at the prying deformation position, and the self-resetting is realized by overcoming the residual deformation of the structure through the resetting unit after the earthquake. From the characteristics of the self-resetting structure, it is known that it relies essentially on the prestressing technique, which in particular causes the following problems:
(1) the construction is complicated: the traditional self-resetting structure needs to apply prestress on beam-column members on a construction site, increases the difficulty and construction period of site construction, and cannot fully embody the construction advantages of rapid assembly of a steel structure.
(2) Poor shear performance: the shearing resistance bearing capacity of the beam column component completely depends on the friction force at the rotating central point after prying, the shearing resistance and force transmission reliability is low, and once the prestress is lost, the safety risk of the steel beam shearing failure and slipping is easily generated.
(3) Discordant with floor deformation: when the beam-column member is subjected to prying deformation, the rotation center is continuously changed on the upper flange and the lower flange of the beam, so that the floor slab is seriously cracked under the action of negative bending moment (the upper flange of the beam is opened) (as shown in fig. 2), the floor slab is difficult to repair after an earthquake, and the floor slab constraint effect can also reduce the energy consumption capacity of energy consumption units arranged on the upper flange of the beam.
(4) The shock attenuation effect reduces: for the traditional self-resetting structure, the key technical requirement for realizing self-resetting after an earthquake is that the resetting bending moment formed by the prestress of the resetting unit is required to be larger than the reverse bending moment generated by the internal force of the energy consumption unit, so that the energy consumption effect of the node can be obviously reduced, and the damping effect of the node is reduced.
(5) The acceleration response is large: the traditional beam-column member from the reset node is subjected to collision and impact caused by repeated prying, so that the beam-column node generates obvious rigidity mutation, the structural earthquake acceleration response is increased, and the damage of a non-structural member is aggravated.
(6) The self-resetting capability of the whole structure is weak: the existing self-resetting technology mainly stays at the self-resetting of the beam-column node level, and the actual earthquake damage shows that the steel frame column base can also generate serious plastic damage and cause obvious residual deformation in the earthquake, so that an effective structural self-resetting technology needs to be provided from the whole structural level.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a by hinge post and elasticity roof beam combination exempt from prestressing force toughness steel construction that resets, solve the tradition from the series of technological problems that the steel construction arouses because of adopting the prestressing force from the essence, realize from the overall structure aspect that the shake is back from resetting.
The purpose of the utility model is realized through one of following technical scheme at least.
A prestress-free toughness steel structure combined by a hinged column and an elastic reset beam comprises the elastic reset beam and two column foot hinged box type columns; the elastic reset beam comprises two cantilever section I-shaped steel beams, a middle section I-shaped steel beam and a buckling restrained high-strength steel bar, the cantilever section I-shaped steel beams are fixed on the column foot hinged box-shaped column, the middle section I-shaped steel beam is connected between the two cantilever section I-shaped steel beams, the buckling restrained high-strength steel bars are symmetrically arranged on two sides of the web plate along the central axis of the beam, one end of each buckling restrained high-strength steel bar is fixedly connected with the web plate of the cantilever section I-shaped steel beam, and the other end of each buckling restrained high-strength steel bar is fixedly connected with the web plate of; the left and right sides of the prestress-free tough steel structure are symmetrically arranged, namely the left and right sides of the prestress-free tough steel structure are identical in structure.
Furthermore, the buckling restrained high-strength steel bar comprises a high-strength screw rod, a fixed cylindrical nut, two restrained steel pipes and a middle section restrained short steel pipe; the fixed cylindrical nut is fixed at the midpoint position of the high-strength screw through threads, the constraint steel pipes are symmetrically arranged at two sides of the fixed cylindrical nut and are fixedly connected with the fixed cylindrical nut through butt welding seams, and the inner diameters of the two constraint steel pipes are larger than the diameter of the high-strength screw, so that a gap is reserved between the high-strength screw and the two constraint steel pipes; the middle section constraint short steel pipe penetrates through the fixed cylindrical nut, two ends of the middle section constraint short steel pipe are respectively and fixedly connected with the two constraint steel pipes through fillet welds, and the middle point position of the middle section constraint short steel pipe is aligned with the middle point position of the high-strength screw rod.
Furthermore, both ends of the high-strength screw rod are fixedly connected with the connecting steel plate through high-strength nuts at both sides, namely, both ends of the buckling restrained high-strength steel bar are fixedly connected with the connecting steel plate through the high-strength nuts at both sides, the connecting steel plate is fixedly connected with the two force transmission steel plates through butt welding seams, the upper edge and the lower edge of the connecting steel plate are respectively aligned with the upper edge of one force transmission steel plate and the lower edge of the other force transmission steel plate one by one, the force transmission steel plate at the side of the cantilever section I-shaped steel beam is fixedly connected with the web of the cantilever section I-shaped steel beam through fillet welding seams at both sides, and the force transmission steel plate at the side of the middle section I-shaped steel beam is fixedly.
The buckling restrained energy dissipation plate is further included, one end of the buckling restrained energy dissipation plate is fixed to the lower portion of the lower flange of the I-shaped steel beam at the cantilever section, and the other end of the buckling restrained energy dissipation plate is fixed to the lower portion of the lower flange of the I-shaped steel beam at the middle section; the buckling constraint energy dissipation plate consists of a straight core plate, a first constraint steel plate, a second constraint steel plate and two limit steel plates; the I-shaped core plate is in a dog bone shape, two side surfaces in the length direction of the I-shaped core plate are respectively provided with a groove matched with the limiting steel plate in shape, connecting sections at two ends in the length direction of the I-shaped core plate are respectively provided with a slotted hole, the I-shaped core plate is positioned between a first limiting steel plate and a second limiting steel plate, the limiting steel plates are positioned at two sides of the I-shaped core plate and are matched with the I-shaped core plate in structure, the limiting steel plates are provided with a plurality of bolt holes, bolt holes are respectively arranged at positions of the first limiting steel plate and the second limiting steel plate corresponding to the limiting steel plates, the I-shaped core plate is fixed through bolt connection, the first limiting steel plate and the two limiting steel plates are fixedly connected through angle welding seams, the left side surface, the right side surface, the upper side surface and the lower side surface of the I-shaped core plate are adhered with non-adhesive materials, gaps are reserved between the upper surface and the lower surface of the linear core plate and the first constraint steel plate and between the upper surface and the lower surface of the linear core plate and the second constraint steel plate respectively; gaps are reserved between the limiting steel plates and the yielding sections of the linear core plates, and the left side surfaces and the right side surfaces of the linear core plates are guaranteed to be respectively spaced from the limiting steel plates. The two end expanding sections of the linear core plate extend into the restraining steel plate, and the extending length is not less than the width of the two end expanding sections of the linear core plate, so that the linear core plate is prevented from generating out-of-plane deformation when being subjected to out-of-plane force.
Furthermore, the buckling restrained energy dissipation plate also comprises two lower friction backing plates, the lower friction backing plates are fixedly connected to two ends of the straight-line-shaped core plate through fillet welds and butt welds, the upper surfaces of the two lower friction backing plates are subjected to sand blasting treatment, the friction coefficient of the two lower friction backing plates is not lower than 0.45, and the groove-shaped screw holes in the two lower friction backing plates correspond to the groove-shaped screw holes in the two ends of the straight-line-shaped core plate one by one; the lower parts of the lower flanges of the cantilever section I-shaped steel beam and the middle section I-shaped steel beam are connected and fixed with an upper friction backing plate through welding seams, the circular screw holes of the lower flanges of the cantilever section I-shaped steel beam and the middle section I-shaped steel beam correspond to the circular screw holes of the upper friction backing plate one by one, the lower surface of the upper friction backing plate is subjected to sand blasting treatment, and the friction coefficient is not lower than 0.45; the upper friction backing plate is contacted with the lower friction backing plate, and the linear core plate, the lower friction backing plate, the upper friction backing plate and the lower flange of the cantilever section I-shaped steel beam or the middle section I-shaped steel beam are sequentially arranged from bottom to top and are connected through bolts.
The suspension connecting piece is fixed at the upper flange of the I-shaped steel beam at the middle section, and one end of the suspension connecting piece is fixed at the upper flange of the I-shaped steel beam at the cantilever section; the suspension connecting piece comprises two vertical shear resisting plates, a first splicing angle steel, a second splicing angle steel, a first splicing steel plate and a second splicing steel plate; the lengths of the first splicing angle steel, the second splicing angle steel, the first splicing steel plate and the second splicing steel plate are equal, and the length is equal to twice of the length of the vertical anti-shearing plate plus the clearance between the middle section I-shaped steel beam and the cantilever section I-shaped steel beam along the axial direction; one vertical shear resisting plate is fixedly connected with the upper surface of the upper flange of the cantilever section I-shaped steel beam through a butt welding seam, the other vertical shear resisting plate is fixedly connected with the upper surface of the upper flange of the middle section I-shaped steel beam through a butt welding seam, the short side plate of the first splicing angle steel and the short side plate of the second splicing angle steel are fixedly connected with the vertical shear resisting plate through high-strength bolts, and the short side plates of the first splicing angle steel and the short side plates of the second splicing angle steel are symmetrically arranged on two sides of the shear resisting plate; the first splicing steel plate is respectively and fixedly connected with an upper flange of an I-shaped steel beam at the cantilever section, an upper flange of an I-shaped steel beam at the middle section and a long side plate of first splicing angle steel through high-strength bolts, wherein the upper flange of the I-shaped steel beam is positioned between the first splicing steel plate and the long side plate of the first splicing angle steel; the second splicing steel plate is respectively connected with the upper flange of the cantilever section I-shaped steel beam, the upper flange of the middle section I-shaped steel beam and the long side plate of the second splicing angle steel in a fastening mode through high-strength bolts, and the upper flange of the I-shaped steel beam is located between the second splicing steel plate and the long side plate of the second splicing angle steel.
Furthermore, the column foot hinged box-type column comprises a box-type column, a base plate, an anchor bolt and a bottom plate, the box-type column is fixedly connected with the bottom plate through an angle welding line, and the anchor bolt penetrates through the base plate to fixedly connect the periphery of the bottom plate with foundation soil; the box column is connected with the I-shaped steel beam of the cantilever section through a welding seam.
Furthermore, the high-strength screw rod is made of a 14.9-grade high-strength bolt.
The utility model discloses a theory of operation is: under the action of vertical load, the suspension connecting piece mainly bears the vertical shearing force of the beam end; under the action of a small earthquake, the buckling restrained energy dissipation plate and the buckling restrained high-strength steel bar both keep elasticity, and the buckling restrained energy dissipation plate and the buckling restrained high-strength steel bar share the beam end bending moment generated under the action of a horizontal earthquake; the suspension connecting piece mainly bears the additional beam end shearing force generated by the horizontal earthquake action; the buckling energy consumption restraining plate firstly yields energy consumption (the force arm is long and the yield strength is low) under medium and large earthquakes, the relative rotational rigidity of the beam-column joint is reduced, and the earthquake action of the structure is reduced, so that the buckling restrained high-strength steel bar (the force arm is short and the elastic deformation capacity is high) and the main structure are kept in an elastic state. The buckling restrained high-strength steel bars are arranged, the post-yielding second rigidity of the joints is increased, the phenomenon of deformation concentration of a certain floor is avoided, and the post-earthquake residual deformation of the main body frame is reduced. After the earthquake, the design of the slotted holes at the two ends of the buckling restrained energy dissipation plate can be matched, the bolt pretightening force of the buckling restrained energy dissipation plate and the beam can be released after the earthquake, the internal force restraint of the chute released energy dissipation plate on the cantilever section and the middle section I-shaped steel beam is utilized, the self-resetting of the node is realized through the elastic restoring force of the buckling restrained high-strength steel rod, and the characteristic that the bending rigidity of the bottom plate in the column foot hinged box column is weak and the box column cannot be restrained from rotating and deforming is matched (as shown in fig. 9), so that the whole structure is free of prestress and self-resetting.
The utility model discloses following beneficial effect has:
(1) the resetting unit is matched with buckling restrained energy dissipation plates with slotted holes at two ends, can release bolt pretightening force of the buckling restrained energy dissipation plates and a beam after an earthquake, utilizes a sliding groove to release internal force restraint of the energy dissipation plates on a cantilever section and a middle section I-shaped steel beam, realizes self-resetting of a node through elastic restoring force of the high-strength screw, and realizes self-resetting effect of the beam-column node under the condition of avoiding prestress.
(2) The hinge column is matched with the elastic reset beam for use, so that the severe plastic damage of the column base under strong shock is avoided, the constraint rigidity of the base plate to the column base is released by utilizing the characteristic that the bending rigidity of the base plate of the column base is weak, and the integral self-resetting of the node and the column under the prestress-free condition is realized through the elastic reset bending moment of the elastic reset beam reset unit.
(3) The buckling restrained energy dissipation plate has the advantages that the structure that the expansion sections at the two ends of the buckling restrained energy dissipation plate extend into the restrained steel plate is provided, the out-of-plane torsional deformation of the cantilever section and the middle section I-shaped steel beam can be effectively restrained, the integrity of the cantilever section and the middle section I-shaped steel beam in the out-of-plane direction under the bidirectional earthquake is effectively guaranteed, and the problems of energy dissipation and self-resetting failure caused by the torsional deformation of the beam section are solved.
(4) The prestress process of a construction site is eliminated, the construction efficiency of the whole structure is obviously improved, the problem of prestress loss is solved, and the reliability of structure resetting is improved.
(5) The spliced angle steel at the top of the upper flange of the beam provides shearing-resistant bearing capacity for the steel beam, and the problem of shearing-resistant failure caused by the fact that the traditional self-reset node only transfers vertical shearing force by means of friction force is solved.
Drawings
FIG. 1 is a positive bending moment deformation diagram of a node of a prestressed self-resetting beam column;
FIG. 2 is a hogging moment deformation diagram of a node of a prestressed self-resetting energy-dissipating beam column;
fig. 3a is a perspective view of the overall structure of the present invention;
FIG. 3b is a partial enlarged view of the overall structure of the present invention;
fig. 4 is a schematic perspective view of the elastic restoring beam of the present invention;
FIG. 5 is a cross-sectional view A-A of FIG. 3 b;
FIG. 6 is a cross-sectional view B-B of FIG. 3B;
FIG. 7 is a cross-sectional view C-C of FIG. 3 b;
FIG. 8 is a cross-sectional view D-D of FIG. 3 b;
FIG. 9 is a cross-sectional view E-E of FIG. 3 a;
FIG. 10 is a deformation of the box column with the toe hinge;
fig. 11 is a schematic diagram of the first and second steps of the assembly of the prestressed ductile steel structure of the present invention, which is composed of the hinge post and the elastic restoring beam;
fig. 12 is a schematic diagram of the third and fourth steps of the assembly of the prestressed-free ductile steel structure of the present invention, which is composed of the hinge post and the elastic restoring beam;
fig. 13 is a schematic diagram of the fifth and sixth steps of the assembly of the prestressed-free ductile steel structure of the present invention, which is composed of the hinge post and the elastic restoring beam;
fig. 14 is an assembly view of the buckling restrained energy dissipation plate according to the present invention;
fig. 15 is an assembly schematic view of the middle buckling restrained high-strength steel bar of the present invention;
wherein: 1-prestressed tendons; 2-energy consuming equipment; 3, a floor slab; 31-floor slab cracking; 4-elastic reset beam; 41-cantilever section I-shaped steel beam; 42-middle section I-shaped steel beam; 43-suspension connection 431-vertical shear plate; 4321-first splice angle steel; 4322-second splice angle steel; 4331-first splice steel plate; 4332-second splice steel plate; 44-upper friction pad; 45-buckling restrained energy dissipation plates; 451-I-shaped core boards; 4521-first restraint steel plate; 4522-second constrainer plate; 453-limiting steel plate; 454-a lower friction pad; 46-buckling restrained high-strength steel bars; 461-high strength screw; 462-a fixed cylindrical nut; 463-restraining the steel pipe; 464-restraining the short steel pipe in the middle section; 471-connecting steel plates; 472-force transmitting steel plate; 5-the column base is hinged with the box column; 51-box column; 52-backing plate; 53-anchor bolt; 54-bottom plate.
Detailed Description
The following description is provided to further explain the embodiments of the present invention by referring to the embodiments and the accompanying drawings, but the invention is not limited thereto.
Example 1
With reference to fig. 3a, 3 b-9 and 13, a prestressed-free flexible steel structure composed of a hinged column and a resilient return beam comprises a resilient return beam 4, two column-base hinged box-type columns 5; the elastic reset beam 4 comprises two cantilever section I-shaped steel beams 41, a middle section I-shaped steel beam 42, two suspension connecting pieces 43, four upper friction backing plates 44, two buckling-restrained energy dissipation plates 45 and four buckling-restrained high-strength steel rods 46; the middle section I-shaped steel beam 42 is connected between the two cantilever section I-shaped steel beams 41, the four buckling restrained high-strength steel rods 46 are symmetrically and fixedly arranged on two sides of the beam web plate along the central axis of the beam respectively to play a role in connecting the cantilever section I-shaped steel beams 41 with the middle section I-shaped steel beam 42, and the prestress-free toughness steel structures are arranged in a bilateral symmetry mode. Two ends of one of the buckling restrained high-strength steel bars 46 are fixedly connected with two connecting steel plates 471 through high-strength nuts (as shown in fig. 13), the two connecting steel plates 471 are fixedly connected with two force transmission steel plates 472 through butt welding seams, the upper edge and the lower edge of one of the connecting steel plates 471 are respectively aligned with the upper edge of one of the force transmission steel plates 472 and the lower edge of one of the force transmission steel plates 472 one by one, the two force transmission steel plates 472 at the left end are fixedly connected with a web of a cantilever section i-shaped steel beam 41 through fillet welding seams at two sides, and the two force transmission steel plates at the right end are fixedly connected with a web of a middle section i-shaped steel beam; the buckling restrained high-strength steel bars 46 are identical in structure.
The four upper friction backing plates 44 are respectively fixed on the lower parts of the lower flanges at the two ends of the two cantilever section I-shaped steel beams 41 and the middle section I-shaped steel beam 42 through welding seams, wherein the circular screw holes are in one-to-one correspondence, the lower surfaces of the four upper friction backing plates 44 are subjected to sand blasting treatment, and the friction coefficient is not lower than 0.45; the two buckling-restrained energy dissipation plates 45 are arranged at the lower part of the lower flange of the I-shaped steel beam, and two ends of one buckling-restrained energy dissipation plate 45 are respectively and fixedly connected with the two upper friction backing plates 44 through a plurality of high-strength bolts; two ends of a suspension connecting piece 43 are respectively fixed on the cantilever section I-shaped steel beam 41 and the middle section I-shaped steel beam 42; the two-side cantilever section I-shaped steel beams 41 of the structure are rigidly connected with the two column base hinged box-shaped columns 5 through welding seam connection, and the central axes of the two cantilever section I-shaped steel beams 41 of the prestress-free toughness steel structure formed by combining the hinged columns and the elastic reset beams are aligned with the central axis of the middle section I-shaped steel beam 42.
Referring to fig. 15, a buckling restrained high-strength steel bar 46 of the present embodiment is composed of a high-strength screw 461, a fixed cylindrical nut 462, two restrained steel pipes 463, and a middle section restrained short steel pipe 464; the fixed cylindrical nut 462 is fixed at the midpoint of the high-strength screw 461 through threads, the two constraint steel pipes 463 are symmetrically arranged at two sides of the fixed cylindrical nut 462 and are fixedly connected with the fixed cylindrical nut 462 through butt welding seams, and the inner diameters of the two constraint steel pipes 463 are larger than the diameter of the high-strength screw 461, so that a gap of 1-2mm is ensured between the high-strength screw 461 and the two constraint steel pipes 463; two ends of the middle section constraint short steel pipe 464 are respectively and tightly connected with the two constraint steel pipes 463 through fillet welds, wherein the middle point of the middle section constraint short steel pipe 464 is aligned with the middle point of the high-strength bolt 461. Four buckling restrained high tensile steel bars 46 of the overall structure are all arranged in this way. So set up, simple structure can effectively solve the whole unstability problem of high strength bolt 461 pressurized. Other examples are the same as above.
Referring to fig. 12 and 14, the buckling-restrained energy dissipation plate 45 is composed of a linear core plate 451, a first restraining steel plate 4521, a second restraining steel plate 4522, two limiting steel plates 453 and two lower friction pads 454; the linear core plate 451 is in a dog bone shape, two side faces of the linear core plate 451 in the length direction are respectively provided with a groove matched with the two limiting steel plates 453 in shape, the first constraint steel plate 4521 is fixedly connected with the two limiting steel plates 453 through fillet weld, the limiting steel plates 453 are provided with a plurality of bolt holes, and the bolt holes in the first constraint steel plate 4521 and the second constraint steel plate 4522 are in one-to-one correspondence with the bolt holes in the two limiting steel plates 453; the linear core plate 451 is installed between two limiting steel plates 453 through a groove and positioned between a first limiting steel plate 4521 and a second limiting steel plate 4522, the second limiting steel plate 4522 is tightly connected with the two limiting steel plates 453 and the first limiting steel plate 4521 through a plurality of high-strength bolts, and the linear core plate 451 is fixed, wherein the left side surface, the right side surface, the upper side surface and the lower side surface of the linear core plate 451 are all adhered with non-binding materials, the thickness of the linear core plate 451 is 2mm different from the thickness of the two limiting steel plates 453, the gap between the upper surface and the lower surface of the linear core plate 451 and the first limiting steel plate 4521 and the second limiting steel plate 4522 is ensured to be 1mm, the relative distance of the two limiting steel plates 453 in the width direction is 4mm different from the width of the yielding section of the linear core plate 451, and the gap between the left side surface and the right side surface of the linear core plate 451 and the limiting steel plates 453 is ensured to be 2 mm; the two lower friction backing plates 454 are respectively and fixedly connected with two ends of the straight-line-shaped core plate 451 through fillet welds and butt welds, the upper surfaces of the two lower friction backing plates 454 are subjected to sand blasting treatment, the friction coefficient of the two lower friction backing plates 454 is not lower than 0.45, and the groove-shaped screw holes in the two lower friction backing plates 454 correspond to the groove-shaped screw holes in the two ends of the straight-line-shaped core plate 451 in a one-to-one mode. The two buckling-restrained energy dissipation plates 45 of the overall structure are both arranged in this way. So set up, connect reliably. Other embodiments are the same.
The lower parts of the lower flanges of the cantilever section I-shaped steel beam 41 and the middle section I-shaped steel beam 42 are connected and fixed with an upper friction backing plate 44 through welding seams, the circular screw holes of the lower flanges of the cantilever section I-shaped steel beam 41 and the middle section I-shaped steel beam 42 correspond to the circular screw holes of the upper friction backing plate 44 one by one, the lower surface of the upper friction backing plate 44 is subjected to sand blasting treatment, and the friction coefficient is not lower than 0.45; the upper friction pad 44 is in contact with the lower friction pad 454, and the in-line core plate 451, the lower friction pad 454, the upper friction pad 44, and the lower flange of the cantilever section i-beam 41 or the middle section i-beam 42 are sequentially arranged from bottom to top and are connected by bolts.
As described with reference to fig. 3a, 3 b-9 and 12, the suspension connector 43 has one end of the suspension connector 43 fixed to the upper flange of the i-shaped steel beam 41 of the cantilever section and the other end fixed to the upper flange of the i-shaped steel beam 42 of the middle section; the steel plate comprises two vertical shear-resistant 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 lengths of the first splicing angle steel 4321, the second splicing angle steel 4322, the first splicing steel plate 4331 and the second splicing steel plate 4332 are equal, and the length is equal to twice of the length of the vertical shear-resistant plate 431 plus the gap between the middle section I-shaped steel beam 42 and the cantilever section I-shaped steel beam 41 along the axial direction; the two vertical shear resisting plates 431 are respectively and fixedly connected with the cantilever section I-shaped steel beam 41 and the middle section I-shaped steel beam 42 through butt welding seams; the short side plates of the first splicing angle 4321 and the second splicing angle 4322 are fixedly connected with the two shear-resistant plates 431 through high-strength bolts, wherein circular screw holes in the short side plates of the first splicing angle 4321 and the second splicing angle 4322 are in one-to-one correspondence with circular screw holes in the two shear-resistant plates 431 and are fixed through high-strength bolts, and the short side plates of the first splicing angle 4321 and the second splicing angle 4322 are symmetrically arranged at two sides of the shear-resistant plates 431;
the first splice steel plate 4331 is respectively fastened and connected with the upper flange of the cantilever section I-shaped steel beam 41, the upper flange of the middle section I-shaped steel beam 42 and the long side plate of the first splice angle steel 4321 through high-strength bolts, wherein the flange of the I-shaped steel beam is positioned between the first splice steel plate 4331 and the long side plate of the first splice angle steel 4321; the second splice steel plate 4332 is respectively fastened and connected to the upper flange of the cantilever section i-shaped steel beam 41, the upper flange of the middle section i-shaped steel beam 42, and the long side plate of the second splice angle steel 4322 by high-strength bolts, wherein the upper flange of the i-shaped steel beam is located between the second splice steel plate 4332 and the long side plate of the second splice angle steel 4322. Both suspension connections 43 of the overall structure are so arranged. So set up, simple structure, easy installation is unrestricted to building service function. Other embodiments are the same.
As described with reference to fig. 9 to 12, a column base hinged box-type column 5 of the present embodiment is composed of a box-type column 51, four backing plates 52, four anchor bolts 53 and a bottom plate 54, wherein the box-type column 51 is fixedly connected with the bottom plate 54 through fillet welds, the bottom plate 54 is fixedly connected with foundation soil through the four anchor bolts 53, and the four backing plates 52 serve to enlarge the stressed area, so that the stress is more uniform. Two column bases are hinged to the box column. So set up, simple structure guarantees that the column base does not transmit the moment of flexure, and the bottom plate 54 can't retrain the deformation of box post 51, plays the effect of articulated column base. The box column 51 is connected to the cantilever section i-beam 41 by a weld.
As shown in fig. 11-13, the processing method of the prestressed ductile steel structure without the combination of the hinge post and the elastic restoring beam according to the present invention is implemented by the following steps: firstly, rigidly connecting two box-type columns 51 and two cantilever section I-shaped steel beams 41 through welding seams, fixedly connecting the two box-type columns 51 and two bottom plates 54 through fillet welds, and then fixedly connecting the two bottom plates 54 with a foundation through anchor bolts 53 and a base plate 52; step two, two ends of the middle section I-shaped steel beam 42 are respectively connected with the two cantilever section I-shaped steel beams 41 through two suspension connecting pieces 43; step three, determining installation positions of the four upper friction backing plates 44 according to the principle that bolt holes correspond one to one, fixedly connecting the four upper friction backing plates with the lower flanges of the two cantilever section I-shaped steel beams 41 and the lower flange of one middle section I-shaped steel beam 42 through butt welding seams and fillet welding seams, and after main vertical loads are applied to the beams (such as cast-in-place concrete floors, partition walls and the like), fixedly connecting the two buckling constraint energy dissipation plates 45 with the lower flanges of the two cantilever section I-shaped steel beams 41 and the middle section I-shaped steel beam 42 through high-strength bolts, wherein the groove-shaped bolt holes of the lower friction backing plates 454 on the buckling constraint energy dissipation plates 45 correspond to the circular bolt holes on the upper friction backing plates 44 one to one; and step four, two force transmission steel plates 472 are fixedly connected with a connecting steel plate 471 through butt welding seams, the two force transmission steel plates are fixedly connected with a web plate of the cantilever section I-shaped steel beam 41 through fillet welding seams, the central axis of the beam end is ensured to be coincident with the central axis of the long edge of the connecting steel plate 471, after one buckling restrained high-strength steel bar 46 is fixedly connected with one connecting steel plate 471 through two high-strength nuts, the two high-strength nuts are symmetrically arranged on two sides of the connecting steel plate 471, then the connecting steel plate 471 at the other end, the two force transmission steel plates 472 and the middle section I-shaped steel beam 42 are spliced and fixed mutually according to corresponding processes, the fastening connection of the other end of the buckling restrained high-strength steel bar 46 is completed through high-strength bolts, and the fastening connection processes of the other three groups of.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way. Any equivalent changes, modifications or evolutions made by those skilled in the art to the above embodiments by using the technical solutions of the present invention still belong to the scope of the technical solutions of the present invention.
Claims (8)
1. A prestress-free toughness steel structure combined by a hinged column and an elastic reset beam is characterized by comprising an elastic reset beam (4) and two column-foot hinged box-type columns (5); the elastic reset beam (4) comprises two cantilever section I-shaped steel beams (41), a middle section I-shaped steel beam (42) and a buckling restrained high-strength steel bar (46), the cantilever section I-shaped steel beams (41) are fixed on the column base hinged box-shaped column (5), the middle section I-shaped steel beam (42) is connected between the two cantilever section I-shaped steel beams (41), the buckling restrained high-strength steel bars (46) are symmetrically arranged on two sides of a web plate along the central axis of the beam, one end of each buckling restrained high-strength steel bar is fixedly connected with the web plate of the cantilever section I-shaped steel beam (41), and the other end of each buckling restrained high-strength steel bar is fixedly connected with the web plate of the middle section I; the prestress-free toughness steel structure is arranged in a bilateral symmetry mode.
2. The prestressed toughness steel structure of claim 1, wherein said buckling restrained high tensile steel bar (46) comprises a high tensile screw (461), a fixed cylindrical nut (462), two restrained steel pipes (463) and a middle section restrained short steel pipe (464); the fixed cylindrical nut (462) is fixed at the midpoint of the high-strength screw rod (461) through threads, the constraint steel pipes (463) are symmetrically arranged at two sides of the fixed cylindrical nut (462) and are fixedly connected with the fixed cylindrical nut (462) through butt welding seams, the inner diameters of the two constraint steel pipes (463) are larger than the diameter of the high-strength screw rod (461), and a gap is reserved between the high-strength screw rod (461) and the two constraint steel pipes (463); the middle section constraint short steel tube (464) penetrates through the fixed cylindrical nut (462), two ends of the middle section constraint short steel tube are respectively and fixedly connected with the two constraint steel tubes (463) through fillet welds, and the midpoint position of the middle section constraint short steel tube (464) is aligned with the midpoint position of the high-strength screw rod (461).
3. The prestress-free toughness steel structure formed by combining the hinge columns and the elastic reset beams according to claim 1, wherein two ends of the buckling-restrained high-strength steel rod (46) are fixedly connected with the connecting steel plate (471) through high-strength nuts at two sides, the connecting steel plate (471) is fixedly connected with the two force transmission steel plates (472) through butt welding seams, the upper edge and the lower edge of the connecting steel plate (471) are respectively aligned with the upper edge of one force transmission steel plate (472) and the lower edge of the other force transmission steel plate (472) one by one, the force transmission steel plate (472) at the side of the cantilever section I-shaped steel beam (41) is fixedly connected with a web of the cantilever section I-shaped steel beam (41) through fillet welding seams at two sides, and the force transmission steel plate (472) at the side of the middle section I-shaped steel beam (42) is fixedly connected with the web of the middle section I-shaped.
4. The prestress-free ductile steel structure combined by the hinge post and the elastic restoring beam according to claim 1, further comprising a buckling-restrained energy dissipation plate (45), wherein one end of the buckling-restrained energy dissipation plate is fixed on the lower part of the lower flange of the cantilever section I-shaped steel beam (41), and the other end of the buckling-restrained energy dissipation plate is fixed on the lower part of the lower flange of the middle section I-shaped steel beam (42); the buckling constraint energy dissipation plate (45) consists of a linear core plate (451), a first constraint steel plate (4521), a second constraint steel plate (4522) and two limiting steel plates (453); the I-shaped core plate (451) is in a dog bone shape, two side faces in the length direction of the I-shaped core plate (451) are respectively provided with a groove matched with the limiting steel plate (453), two end connecting sections in the length direction of the I-shaped core plate (451) are respectively provided with a slotted hole, the I-shaped core plate (451) is positioned between the first limiting steel plate (4521) and the second limiting steel plate (4522), the limiting steel plates (453) are positioned at two sides of the I-shaped core plate (451), the limiting steel plates (453) are matched with the I-shaped core plate (451) in structure, the limiting steel plates (453) are provided with a plurality of bolt holes, the first limiting steel plate (4521) and the second limiting steel plate (4522) are respectively provided with bolt holes corresponding to the limiting steel plates (453), the I-shaped core plate (451) is fixed through bolt connection, the first limiting steel plate (4521) is fixedly connected with the two limiting steel plates (453) through fillet welds, wherein the left side, the right side, the upper side and the lower side of the linear core plate (451) are all adhered with non-adhesive materials, the thickness of the linear core plate (451) is different from the thickness of the two limiting steel plates (453), and gaps are reserved between the upper surface and the lower surface of the linear core plate (451) and the first restraining steel plate (4521) and the second restraining steel plate (4522) respectively; gaps are reserved between the limiting steel plates (453) and the yielding sections of the linear core plates (451), and gaps are reserved between the left side surfaces and the right side surfaces of the linear core plates and the limiting steel plates respectively.
5. The prestress-free ductile steel structure formed by combining the hinged columns and the elastic reset beams according to claim 4, wherein the buckling restrained energy dissipation plate (45) further comprises two lower friction backing plates (454), the lower friction backing plates (454) are fixedly connected to two ends of the straight-line-shaped core plate (451) through fillet welds and butt welds, the upper surfaces of the two lower friction backing plates (454) are subjected to sand blasting treatment, the friction coefficient of the sand blasting treatment is not lower than 0.45, and groove-shaped screw holes in the two lower friction backing plates (454) correspond to groove-shaped screw holes in two ends of the straight-line-shaped core plate (451) one by one; the lower parts of the lower flanges of the cantilever section I-shaped steel beam (41) and the middle section I-shaped steel beam (42) are fixedly connected with an upper friction backing plate (44) through welding seams, round screw holes of the lower flanges of the cantilever section I-shaped steel beam (41) and the middle section I-shaped steel beam (42) correspond to round screw holes of the upper friction backing plate (44) one by one, the lower surface of the upper friction backing plate (44) is subjected to sand blasting treatment, and the friction coefficient of the upper friction backing plate is not lower than 0.45; the upper friction backing plate (44) is in contact with the lower friction backing plate (454), and the linear core plate (451), the lower friction backing plate (454), the upper friction backing plate (44) and the lower flanges of the cantilever section I-shaped steel beam (41) or the middle section I-shaped steel beam (42) are sequentially arranged from bottom to top and are connected through bolts.
6. The prestress-free ductile steel structure combined by the hinge post and the elastic restoring beam according to claim 1, further comprising a suspension connecting member (43), wherein one end of the suspension connecting member (43) is fixed on the upper flange of the cantilever section i-shaped steel beam (41), and the other end is fixed on the upper flange of the middle section i-shaped steel beam (42); the hanging connecting piece 43 comprises two vertical shear resisting 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 lengths of the first splicing angle steel (4321), the second splicing angle steel (4322), the first splicing steel plate (4331) and one second splicing steel plate (4332) are equal, and the length is equal to twice of the length of the vertical shear resisting plate (431) plus the gap between the middle section I-shaped steel beam (42) and the cantilever section I-shaped steel beam (41) along the axial direction; one vertical shear resisting plate (431) is fixedly connected with the upper surface of the upper flange of the I-shaped steel beam (41) of the cantilever section through a butt weld, the other vertical shear resisting plate (431) is fixedly connected with the upper surface of the upper flange of the I-shaped steel beam (42) of the middle section through a butt weld, the short side plate of a first splicing angle steel (4321) and the short side plate of a second splicing angle steel (4322) are fixedly connected with the vertical shear resisting plate (431) through high-strength bolts, and the short side plate of the first splicing angle steel (4321) and the short side plate of the second splicing angle steel (4322) are symmetrically arranged on two sides of the shear resisting plate (431); the first splicing steel plate (4331) is respectively and fixedly connected with the upper flange of the cantilever section I-shaped steel beam (41), the upper flange of the middle section I-shaped steel beam (42) and the long side plate of the first splicing angle steel (4321) through high-strength bolts, wherein the upper flange of the I-shaped steel beam is positioned between the first splicing steel plate (4331) and the long side plate of the first splicing angle steel (4321); and the second splicing steel plate (4332) is respectively and fixedly connected with the upper flange of the cantilever section I-shaped steel beam (41), the upper flange of the middle section I-shaped steel beam (42) and the long side plate of the second splicing angle steel (4322) through high-strength bolts, wherein the upper flange of the I-shaped steel beam is positioned between the second splicing steel plate (4332) and the long side plate of the second splicing angle steel (4322).
7. The prestress-free ductile steel structure combined by the hinge column and the elastic restoring beam as claimed in claim 1, wherein the column base hinge box column (5) comprises a box column (51), a backing plate (52), an anchor bolt (53) and a bottom plate (54), the box column (51) is fixedly connected with the bottom plate (54) through an angle welding seam, and the anchor bolt (53) penetrates through the backing plate (52) to fixedly connect the periphery of the bottom plate (54) with the foundation soil; the box column (51) is connected with the cantilever section I-shaped steel beam (41) through a welding seam.
8. The non-prestressed ductile steel structure of claim 2, wherein the high-strength screw rods (461) are made of 14.9 grade high-strength bolts.
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| CN201921365662.3U CN211816916U (en) | 2019-08-20 | 2019-08-20 | Prestress-free toughness steel structure combined by hinged columns and elastic reset beams |
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| CN201921365662.3U CN211816916U (en) | 2019-08-20 | 2019-08-20 | Prestress-free toughness steel structure combined by hinged columns and elastic reset beams |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110439112A (en) * | 2019-08-20 | 2019-11-12 | 华南理工大学 | It is a kind of to exempt from prestressing force toughness steel construction by what hinge column was combined with elastic reset beam |
| CN113250376A (en) * | 2021-06-28 | 2021-08-13 | 湖南大学 | Lifting type concrete-steel combined self-resetting column base node and assembling method thereof |
| WO2024040963A1 (en) * | 2022-08-26 | 2024-02-29 | 华南理工大学 | Friction energy-dissipation column with two-way deformation coordination and multi-stage working |
| CN117966895A (en) * | 2024-03-29 | 2024-05-03 | 华侨大学 | Steel structure energy consumption node device with controllable damage and construction method |
| KR102722340B1 (en) | 2024-03-18 | 2024-10-25 | 다온스틸텍 주식회사 | Steel structure with reinforced joints |
-
2019
- 2019-08-20 CN CN201921365662.3U patent/CN211816916U/en not_active Withdrawn - After Issue
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110439112A (en) * | 2019-08-20 | 2019-11-12 | 华南理工大学 | It is a kind of to exempt from prestressing force toughness steel construction by what hinge column was combined with elastic reset beam |
| CN110439112B (en) * | 2019-08-20 | 2024-05-28 | 华南理工大学 | Prestressed ductile steel structure combined by hinge column and elastic reset beam |
| CN113250376A (en) * | 2021-06-28 | 2021-08-13 | 湖南大学 | Lifting type concrete-steel combined self-resetting column base node and assembling method thereof |
| CN113250376B (en) * | 2021-06-28 | 2021-10-15 | 湖南大学 | Lifting type concrete-steel combined self-resetting column base node and assembling method thereof |
| WO2024040963A1 (en) * | 2022-08-26 | 2024-02-29 | 华南理工大学 | Friction energy-dissipation column with two-way deformation coordination and multi-stage working |
| US12123219B1 (en) | 2022-08-26 | 2024-10-22 | South China University Of Technology | Friction energy dissipation column for bi-directional deformation cooperative and multi-stage working |
| KR102722340B1 (en) | 2024-03-18 | 2024-10-25 | 다온스틸텍 주식회사 | Steel structure with reinforced joints |
| CN117966895A (en) * | 2024-03-29 | 2024-05-03 | 华侨大学 | Steel structure energy consumption node device with controllable damage and construction method |
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