CN211816916U - A prestress-free ductile steel structure composed of hinged columns and elastic reset beams - Google Patents

Abstract

The utility model discloses a prestress-free ductile steel structure combined with a hinged column and an elastic reset beam. It includes an elastic reset beam and two hinged box-type columns at the column feet; the elastic reset beam includes two cantilever section I-shaped steel beams, an intermediate section I-shaped steel beam and buckling restraint high-strength steel bars, and the cantilever section I-shaped steel beam. The steel beam is fixed on the hinged box column at the column foot, and the I-shaped steel beam of the middle section is connected between the two cantilever section I-shaped steel beams. The web of the I-shaped steel beam in the cantilever section is fastened and connected, and the other end is fastened with the web of the I-shaped steel beam in the middle section; the prestress-free ductile steel structure is arranged symmetrically on the left and right. The utility model utilizes the elastic restoring force of buckling restraint high-strength steel bars after earthquake, and cooperates with hinged column feet to realize the integral self-reset of nodes and columns under the condition of free from prestress. The shear bearing capacity is provided by splicing angle steel, which solves the problem of weak shear capacity of traditional self-reset joints.

Description

A prestress-free ductile steel structure composed of hinged columns and elastic reset beams

technical field

The utility model relates to the seismic field of building structures, in particular to a prestress-free ductile steel structure combined with hinged columns and elastic reset beams.

Background technique

my country is one of the countries with the most frequent earthquakes and the most serious earthquake disasters. The past earthquake damage shows that the steel frame structure will produce serious plastic damage at the beam-column joints and column foot joints during the earthquake, resulting in serious damage to the overall structure after the earthquake. Residual deformation, it is difficult to repair the structure, and the original structure has to be knocked down and reconstructed, which significantly increases the time and cost of reconstruction. For this reason, the current concept of seismic design of building structures has changed from the previous "anti-collapse design" to "recoverable design", in which the self-resetting structure is a new type of structural system that can realize the rapid reset of the structure after the earthquake. Additional prestressed reset elements (prestressed steel strands, etc.) are set in the beam-column joint to apply prestress to the beam (as shown in Figures 1 and 2). Under a small earthquake action, the contact surface of the precompressed member maintains a large connection stiffness through the precompression action to resist the earthquake action. Under a large earthquake, when the internal force generated at the contact surface exceeds its preloading effect, the preloaded member can be relatively prying and deformed to release the stiffness of the connecting surface, reduce the seismic action and internal force of the main structure, and prevent it from entering plastic damage state, and dissipate seismic energy through the energy dissipating unit arranged at the prying deformation, and realize self-reset by overcoming the residual deformation of the structure after the earthquake. From the characteristics of the self-reset structure, it can be seen that it still relies on prestressing technology in essence, which will cause the following problems:

(1) Complex construction: The traditional self-reset structure needs to apply prestress to the beam-column members at the construction site, which increases the difficulty and construction period of site construction, and cannot fully reflect the construction advantages of rapid assembly of steel structures.

(2) Poor shear resistance: The shear bearing capacity of beam-column members is completely dependent on the friction force at the center of rotation after prying, and the reliability of shear force transmission is low. security risks.

(3) Uncoordinated with the deformation of the floor slab: When the beam-column member is prying and deformed, the floor slab is severely cracked (such as Figure 2), it is difficult to repair the floor after earthquake, and the restraint effect of the floor will also reduce the energy dissipation capacity of the energy dissipation unit set on the upper flange of the beam.

(4) Reduced shock absorption effect: For the traditional self-reset structure, the key technical requirement for realizing self-reset after earthquake is that the reset bending moment formed by the prestress of the reset unit must be greater than the reverse bending moment generated by the internal force of the energy dissipation unit. It will significantly reduce the energy consumption of the node, resulting in a reduction in the damping effect of the node.

(5) Large acceleration response: The collision and impact caused by the repeated prying of the beam-column members of the traditional self-reset joints will lead to a significant sudden change in stiffness of the beam-column joint, resulting in an increase in the seismic acceleration response of the structure and aggravating the damage of non-structural members.

(6) The self-resetting ability of the overall structure is weak: the existing self-resetting technology mainly stays at the self-resetting level of the beam-column joint, and the actual earthquake damage shows that the steel frame column foot will also produce serious plastic damage during the earthquake and cause Significant residual deformation, so it is necessary to propose an effective structural self-reset technology from the overall structural level.

Utility model content

The purpose of this utility model is to provide a prestress-free ductile steel structure composed of hinged columns and elastic reset beams, which essentially solves the series of technical difficulties caused by the use of prestress in traditional self-resetting steel structures, and realizes the realization from the overall structure level. Self-reset after the earthquake.

The purpose of the present invention is achieved by at least one of the following technical solutions.

A prestress-free ductile steel structure composed of a hinged column and an elastic reset beam, comprising an elastic reset beam and two hinged box columns at the column feet; the elastic reset beam includes two cantilever section I-shaped steel beams, a middle Section I-shaped steel beams and buckling-constrained high-strength steel rods, and the cantilevered section I-shaped steel beams are fixed on the hinged box column at the column foot, and the middle section I-shaped steel beams are connected between the two cantilevered section I-shaped steel beams, and the buckling constraint The high-strength steel rods are symmetrically arranged on both sides of the web along the central axis of the beam, one end is tightly connected with the web of the I-shaped steel beam in the cantilever section, and the other end is tightly connected with the web of the I-shaped steel beam in the middle section; The ductile steel structure is arranged symmetrically on the left and right, that is, the structure on the left and right sides is the same.

Further, the buckling restrained high-strength steel rod includes a high-strength screw rod, a fixed cylindrical nut, two restraining steel pipes and a middle-section restraining short steel pipe; The steel pipes are symmetrically arranged on both sides of the fixed cylindrical nut, and are tightly connected with the fixed cylindrical nut through butt welding. There is a gap; the middle section constrains the short steel pipe to pass through the fixed cylindrical nut, and the two ends are respectively fastened to the two restraining steel pipes through fillet welds, wherein the mid-point position of the middle section constraining short steel pipe is aligned with the mid-point position of the high-strength screw rod.

Further, both 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-restrained high-strength steel rod and the connecting steel plate are fastened and connected by the 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 aligned with the upper edge of one force-transmitting steel plate and the lower edge of the other force-transmitting steel plate, respectively. The webs of the I-shaped steel beams in the cantilever section are tightly connected, and the force-transmitting steel plates on the side of the I-shaped steel beams in the middle section are tightly connected with the webs of the I-shaped steel beams in the middle section through fillet welds on both sides.

Further, it also includes a buckling restraint energy dissipation plate, one end of which is fixed at the lower part of the lower flange of the I-shaped steel beam in the cantilever section, and the other end is fixed at the lower part of the lower flange of the I-shaped steel beam in the middle section; the buckling restraint energy dissipation plate is composed of a The in-line core plate is composed of a first restraining steel plate, a second constraining steel plate and two limit steel plates; the in-line core plate adopts a dog-bone shape, and the two sides in the length direction of the in-line core plate are machined with the shape of the limit steel plate. The matching grooves have slotted holes on both ends of the connecting sections along the length direction of the in-line core plate, the in-line core plate is positioned between the first restraining steel plate and the second restraining steel plate, and the limiting steel plate is positioned at a The two sides of the letter-shaped core plate and the limit steel plate are matched with the structure of the letter-shaped core plate, a number of bolt holes are arranged on the limit steel plate, and bolts are arranged at the positions corresponding to the limit steel plate and the first restraint steel plate and the second restraint steel plate respectively. Hole, the in-line core plate is fixed by bolt connection, the first restraint 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 Adhesive with non-bonded material, the thickness of the in-line core plate is different from the thickness of the two limit steel plates, so as to ensure that the upper and lower surfaces of the in-line core plate and the first restraining steel plate and the second restraining steel plate respectively reserve a gap; A gap is reserved between the limit steel plate and the yield section of the in-line core plate to ensure that there are gaps between the left and right sides of the in-line core plate and the limit steel plate respectively. The enlarged sections at both ends of the in-line core board extend into the restraining steel plate, and the extended length is not less than the width of the enlarged sections at both ends of the in-line core board, so as to prevent out-of-plane deformation of the in-line core board when subjected to out-of-plane force.

Further, the buckling restraint energy dissipation plate also includes two lower friction pads, and the lower friction pads are fastened to both ends of the in-line core plate through fillet welds and butt welds, and the upper surfaces of the two lower friction pads are Sandblasting is used, and the friction coefficient is not less than 0.45. The slotted screw holes on the two lower friction pads correspond to the slotted screw holes at both ends of the in-line core plate; the cantilever section I-shaped steel beam and the middle section are The lower part of the lower flange of the I-shaped steel beam is connected and fixed to the upper friction backing plate by welding, and the circular screw holes of the lower flange of the I-shaped steel beam of the cantilever section and the I-shaped steel beam of the middle section are connected with the circular screw of the upper friction backing plate. The holes correspond one by one, the lower surface of the upper friction pad is sandblasted, and its friction coefficient is not less than 0.45; the upper friction pad is in contact with the lower friction pad, and the inline core plate, the lower friction pad, and the upper friction pad and the lower flanges of the I-shaped steel beam in the cantilever section or the I-shaped steel beam in the middle section are arranged from bottom to top and connected by bolts.

Further, it also includes a suspension connector, one end of the suspension connector is fixed on the upper flange of the I-shaped steel beam in the cantilever section, and the other end is fixed on the upper flange of the I-shaped steel beam in the middle section; the suspension connector includes two vertical resistances. Shear plate, a first splicing angle, a second splicing angle, a first splicing steel plate and a second splicing steel plate; lengths of the first splicing angle, the second splicing angle, the first splicing steel plate and the second splicing steel plate equal, and the length is equal to twice the length of the vertical shear plate plus the gap between the I-shaped steel beam in the middle section and the I-shaped steel beam in the cantilever section along the axis direction; a vertical shear plate is connected to the cantilever section through the butt weld. The upper surface of the upper flange of the I-shaped steel beam is fastened and connected, and the other vertical shearing plate is fastened to the upper surface of the upper flange of the middle I-shaped steel beam through butt welds. The short side plate of the first splicing angle steel and the second splicing angle steel The short side plate is fastened to the vertical shear-resistant plate through high-strength bolts, wherein 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 shear-resistant plate; the first spliced steel plate is respectively connected to the cantilever arm The upper flange of the section I-shaped steel beam and the upper flange of the middle section of the I-shaped steel beam and the long side plate of the first splicing angle steel are fastened and connected by high-strength bolts, wherein the upper flange of the I-shaped steel beam is located between the first splicing steel plate and the first splicing angle steel long side plate The second splicing steel plate is respectively connected with the upper flange of the cantilever section I-shaped steel beam and the upper flange of the intermediate section I-shaped steel beam and the second splicing angle steel long side plate through high-strength bolts, wherein the upper flange of the I-shaped steel beam is located between the second splicing steel plate and the second splicing steel plate. Between two spliced angle steel long side panels.

Further, the column foot hinged box column includes a box column, a backing plate, an anchor bolt and a bottom plate, the box column is fastened to the bottom plate through fillet welds, and the anchor bolt passes through the backing plate to connect the surrounding of the bottom plate with the foundation soil. Fastening connection; box column and cantilever section I-shaped steel beam are connected by welding seam.

Further, the high-strength screw is made of 14.9-grade high-strength bolts.

The working principle of the utility model is as follows: under the action of the vertical load, the suspension connector mainly bears the vertical shear force of the beam end; under the action of the small earthquake, the buckling restraint energy dissipation plate and the buckling restraint high-strength steel rod maintain elasticity, and the two The suspension connectors are mainly responsible for the additional beam end shear force generated by the horizontal earthquake; the buckling energy-dissipating restraint plate takes the lead in yielding energy dissipation (moment arm) under medium and large earthquakes long and low yield strength), the relative rotational stiffness of the beam-column joint becomes smaller, which reduces the seismic action of the structure, while the buckling-constrained high-strength steel bars (short arm and large elastic deformation capacity) and the main structure remain elastic. The setting of buckling restrained high-strength steel bars also increases the post-yielding secondary stiffness of the joints, avoids the phenomenon of concentrated deformation on a certain floor, and reduces the post-seismic residual deformation of the main frame. After the earthquake, the design of the slotted holes at both ends of the buckling restraint energy dissipation plate can be used to release the bolt pre-tightening force of the buckling restraint energy dissipation plate and the beam after the earthquake. The internal force constraint of the zigzag steel beam realizes the self-reset of the node by buckling the elastic restoring force of the high-strength steel bar, and then cooperates with the weak bending stiffness of the bottom plate of the hinged box column at the column foot and cannot restrain the rotational deformation of the box column (as shown in the figure). 9) to achieve the overall prestress-free self-reset of the structure.

The utility model has the following beneficial effects:

(1) A reset unit that uses steel pipes to constrain high-strength screws to achieve tensile and compressive elasticity without buckling is proposed. It is used in conjunction with buckling restraint energy dissipation plates with slotted holes at both ends, and the buckling restraint energy dissipation plates can be released after earthquakes. With the bolt pre-tightening force of the beam, the chute is used to release the internal force constraint of the energy-dissipating plate on the cantilever section and the I-shaped steel beam in the middle section, and the self-resetting of the node is realized through the elastic restoring force of the high-strength screw, which realizes the self-reset of the joint without prestressing. Self-reset effect of beam-column joints.

(2) It is proposed to use the hinged column in conjunction with the elastic reset beam to avoid serious plastic damage to the column foot under strong earthquakes. The weak bending stiffness of the bottom plate of the column foot is used to release the constraint stiffness of the bottom plate to the column foot, and the elastic reset beam resets the unit. The elastic reset bending moment of , realizes the integral self-reset of nodes and columns without prestressing.

(3) The structure of extending the enlarged sections at both ends of the buckling restrained energy dissipation plate into the restraining steel plate is proposed, which can effectively restrain the out-of-plane torsional deformation of the cantilever section and the I-shaped steel beam in the middle section, and effectively ensure the cantilever under two-way earthquakes. The integrity of the section and the middle section of the I-shaped steel beam in the out-of-plane direction avoids the problems of energy dissipation and self-reset failure caused by the torsional deformation of the beam section.

(4) The prestressing process on the construction site is eliminated, the construction efficiency of the overall structure is significantly improved, the problem of prestressing loss is solved, and the reliability of structural reset is improved.

(5) The shear bearing capacity of the steel beam is provided by the spliced angle steel at the top of the upper flange of the beam, which solves the problem of shear failure caused by the traditional self-reset joint only relying on friction to transmit vertical shear force.

Description of drawings

Fig. 1 is the positive bending moment deformation diagram of the existing prestressed self-resetting beam-column joint;

Fig. 2 is the negative bending moment deformation diagram of the existing prestressed self-reset energy dissipation beam-column joint;

Figure 3a is a schematic perspective view of the overall structure of the present invention;

Figure 3b is a partial enlarged view of the overall structure of the present utility model;

4 is a three-dimensional schematic diagram of an elastic reset beam of the present invention;

Fig. 5 is the A-A sectional view of Fig. 3b;

Fig. 6 is the B-B sectional view of Fig. 3b;

Fig. 7 is the C-C sectional view of Fig. 3b;

Fig. 8 is the D-D sectional view of Fig. 3b;

Fig. 9 is the E-E sectional view of Fig. 3a;

Figure 10 is the deformation diagram of the hinged box column at the column foot;

11 is a schematic diagram of the first step and the second step of assembling a prestress-free ductile steel structure combined by a hinged column and an elastic reset beam of the present invention;

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 of the present invention;

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 of the present invention;

Fig. 14 is the assembly schematic diagram of the buckling restraint energy dissipation plate in the present invention;

Fig. 15 is the assembly schematic diagram of the high-strength steel bar with buckling restraint in the present invention;

Among them: 1- prestress beam; 2- energy-consuming equipment; 3- floor slab; 31- floor slab crack; 4- elastic reset beam; 41- cantilever section I-shaped steel beam; 42- intermediate section I-shaped steel beam; Connector 431-vertical shear plate; 4321-first splicing angle steel; 4322-second splicing angle steel; 4331-first splicing steel plate; 4332-second splicing steel plate; 44-upper friction pad; 45-buckling restraint Energy dissipation plate; 451-Slotted core plate; 4521-First restraint steel plate; 4522-Second restraint steel plate; 453-Limited steel plate; 454-Lower friction pad; Screw; 462-fixed cylindrical nut; 463-constraint steel pipe; 464-intermediate restraint short steel pipe; 471-connecting steel plate; 472-force transmission steel plate; 5-column foot hinged box column; Backing plate; 53-anchor bolt; 54-bottom plate.

Detailed ways

The specific implementation of the present utility model will be further described below with reference to the specific embodiments and the accompanying drawings, but the implementation of the present utility model is not limited thereto.

Example 1

3a, 3b-9, and 13, a prestress-free ductile steel structure composed of hinged columns and elastic reset beams includes an elastic reset beam 4 and two hinged box-shaped columns 5 at column feet; An elastic reset beam 4 includes two cantilever section I-shaped steel beams 41, a middle section I-shaped steel beam 42, two suspension connectors 43, four upper friction pads 44, two buckling restraint energy dissipation plates 45 and four Two buckling restraining high-strength steel bars 46; the intermediate I-shaped steel beam 42 is connected between the two cantilevered I-shaped steel beams 41, and the four buckling restraining high-strength steel rods 46 are respectively symmetrically and fixedly arranged on both sides of the beam web along the central axis of the beam , plays the role of connecting the I-shaped steel beam 41 of the cantilever section and the I-shaped steel beam 42 of the intermediate section, and the prestress-free ductile steel structure is arranged symmetrically on the left and right. The two ends of one of the buckling restraint high-strength steel bars 46 and the two connecting steel plates 471 are fastened with high-strength nuts (as shown in FIG. 13 ). The upper and lower edges of a connecting steel plate 471 are aligned with the upper edge of a force-transmitting steel plate 472 and the lower edge of a force-transmitting steel plate 472, respectively, and the two force-transmitting steel plates 472 at the left end are connected to the cantilever through the fillet welds on both sides. The webs of the section I-shaped steel beams 41 are tightly connected, and the two force-transmitting steel plates at the right end are tightly connected to the webs of the middle section of the I-shaped steel beams 42 through the fillet welds on both sides;

The four upper friction pads 44 are respectively fixed on the lower parts of the lower flanges at both ends of the two cantilevered I-shaped steel beams 41 and the intermediate I-shaped steel beam 42 by welding, wherein the circular screw holes correspond one-to-one, and the four The lower surface of the upper friction pad 44 is sandblasted, and its 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, and one of the buckling restraint energy dissipation plates 45 has both ends The two upper friction pads 44 are fastened and connected by several high-strength bolts respectively; the two ends of a suspension connector 43 are respectively fixed on the I-shaped steel beam 41 of the cantilever section and the I-shaped steel beam 42 of the middle section; both sides of the structure The I-shaped steel beam 41 of the cantilever section is rigidly connected to the two hinged box-shaped columns 5 at the base of the column by welding. The central axis of the I-shaped steel beam 41 is aligned with the central axis of the intermediate I-shaped steel beam 42 .

15, a buckling restraint high-strength steel rod 46 in this embodiment is composed of a high-strength screw 461, a fixed cylindrical nut 462, two restraining steel pipes 463 and a middle section restraining short steel pipe 464; the fixed cylindrical nut 462 is fixed at the midpoint of the high-strength screw 461 by threads, and two restraining steel pipes 463 are symmetrically arranged on both sides of the fixed cylindrical nut 462, and are tightly connected with 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 1-2mm gap between the high-strength screw 461 and the two restraining steel pipes 463; the two ends of the restraining short steel pipe 464 in the middle section are respectively fastened with the two restraining steel pipes 463 through fillet welds connection, wherein the mid-point position of the middle section constraining the short steel pipe 464 is aligned with the mid-point position of the high-strength bolt 461. The four buckling-restrained high-strength steel bars 46 of the overall structure are 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 pressure. Other embodiments are the same as above.

12 and 14 , the buckling restraint energy dissipation plate 45 is composed of a straight-line core plate 451 , a first restraint steel plate 4521 , a second restraint steel plate 4522 , two limit steel plates 453 and two lower friction pads 454; the in-line core plate 451 adopts a dog-bone shape, and one groove is machined on each of the two sides in the length direction of the in-line core plate 451 that matches the shape of the two limit steel plates 453. The two limit steel plates 453 are tightly connected by fillet welds, and a number of bolt holes are provided on the limit steel plates 453 . The screw holes correspond one by one; the in-line core plate 451 is installed between the two limit steel plates 453 through the groove, and is positioned between the first restraint steel plate 4521 and the second restraint steel plate 4522, and the second restraint steel plate 4522 passes through several The high-strength bolts are tightly connected with the two limit steel plates 453 and the first restraint steel plate 4521, and the in-line core plate 451 is fixed, wherein the left side, the right side, the upper side and the lower side of the in-line core plate 451 are all The thickness of the in-line core plate 451 is 2mm different from the thickness of the two limit steel plates 453 to ensure that the upper and lower surfaces of the in-line core plate 451 are respectively the same as the first restraint steel plate 4521 and the second restraint steel plate 4522. The gap between them is 1mm, and the relative distance in the width direction of the two limit steel plates 453 is 4mm different from the width of the yield section of the in-line core plate 451, so as to ensure that the left and right sides of the in-line core plate 451 are respectively connected with the limit steel plates. The gap between 453 is 2mm; the two lower friction pads 454 are respectively connected with 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 sandblasted. , the friction coefficient is not lower than 0.45, the groove-shaped screw holes on the two lower friction pads 454 correspond to the groove-shaped screw holes at both ends of the one-word core plate 451 one-to-one. Both buckling restraint energy dissipation plates 45 of the monolithic structure are arranged in this way. With this setting, the connection is reliable. The other embodiment one is the same.

The lower part of the lower flange of the I-shaped steel beam 41 of the cantilever section and the I-shaped steel beam 42 of the middle section are connected to the upper friction backing plate 44 by welding, and the lower wing of the I-shaped steel beam 41 of the cantilever section and the I-shaped steel beam 42 of the middle section The circular screw holes of the edge correspond to the circular screw holes of the upper friction pad 44 one by one, and the lower surface of the upper friction pad 44 is sandblasted, and its friction coefficient is not less than 0.45; the upper friction pad 44 and the lower friction pad The plate 454 is in contact, 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-shaped steel beam 41 or the middle section I-shaped steel beam 42 are sequentially arranged from bottom to top, and pass through Bolted.

3a, 3b to 9 and 12, one end of the suspension connector 43 is fixed on the upper flange of the cantilever section I-shaped steel beam 41, and the other end is fixed on the middle section of the I-shaped steel beam 42. Upper flange; including 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 first splicing angle steel 4321, the second splicing angle steel 4322 The lengths of the two spliced angle steel 4322, the first spliced steel plate 4331 and the one second spliced steel plate 4332 are equal, and the length is equal to twice the length of the vertical shear resistant plate 431 plus the intermediate section I-shaped steel beam 42 and the cantilever section I-shaped steel beam 41 The gap along the axis direction; wherein the two vertical shear resistant plates 431 are respectively fastened to the cantilever section I-shaped steel beam 41 and the intermediate section I-shaped steel beam 42 through butt welds; the short side of the first splicing angle steel 4321 The plate and the short side plates of the second splicing angle steel 4322 are fastened with the two anti-shear plates 431 through high-strength bolts, wherein the circular screw holes on the short side plates of the first splicing angle steel 4321 and the second splicing angle steel 4322 are connected with each other. The circular screw holes on the two anti-shear plates 431 correspond one by one and are fixed by high-strength bolts, and the short side plates of the first splicing angle steel 4321 and the short side plates of the second splicing angle steel 4322 are symmetrically arranged on both sides of the anti-shear plate 431 ;

The first splicing steel plate 4331 is fastened with the upper flange of the cantilever section I-shaped steel beam 41 and the upper flange of the intermediate section I-shaped steel beam 42 and the long side plate of the first splicing angle steel 4321 through high-strength bolts, wherein the I-shaped steel beam flanges are fastened and connected. It is located between the first splicing steel plate 4331 and the long side plate of the first splicing angle steel 4321; the second splicing steel plate 4332 is respectively spliced with 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 second splicing The long side plates of the angle steel 4322 are fastened and connected by high-strength bolts, wherein the upper flange of the I-shaped steel beam is located between the second splicing steel plate 4332 and the long side plate of the second splicing angle steel 4322. Both suspension links 43 of the monolithic structure are arranged in this way. With this arrangement, the structure is simple, the installation is easy, and the function of building use is not limited. The other embodiment one is the same.

9 to 12 , a column foot hinged box column 5 in this embodiment is composed of a box column 51 , four backing plates 52 , four anchor bolts 53 and a bottom plate 54 , and the box column 51 passes through The fillet weld is tightly connected with the bottom plate 54, and the bottom plate 54 is firmly connected with the foundation soil through four anchor bolts 53, wherein the four backing plates 52 play the role of expanding the force bearing area, so that the force bearing is more uniform. Both column base hinged box columns are arranged in this way. This arrangement has a simple structure, ensures that the column feet do not transmit bending moments, and the bottom plate 54 cannot restrain the deformation of the box-shaped column 51, so as to play the role of hinged column feet. The box column 51 is connected with the I-shaped steel beam 41 of the cantilever section by welding seams.

11-13, the processing method of a prestress-free ductile steel structure composed of hinged columns and elastic reset beams of the present invention is realized according to the following steps: Step 1, the two box columns 51 and the The two cantilevered I-shaped steel beams 41 are rigidly connected by welding seams, the two box-shaped columns 51 and the two bottom plates 54 are tightly connected by fillet welds, and then the two bottom plates 54 are connected to the foundation through the anchor bolts 53 and the backing plate 52. Fastening connection; Step 2, the two ends of the I-shaped steel beam 42 in the middle section are respectively connected with the two cantilever section I-shaped steel beams 41 through two suspension connectors 43; A corresponding principle is used to determine the installation position, and the lower flange of the two cantilever I-shaped steel beams 41 and the lower flange of an intermediate I-shaped steel beam 42 are fastened through butt welds and fillet welds. After the loads are applied to the beams (such as cast-in-place concrete floors, partition walls, etc.), the two buckling restraint energy dissipation plates 45 are connected to two cantilever I-shaped steel beams 41 and an intermediate I-shaped steel beam through high-strength bolts. The lower flange of 42 is tightly connected, wherein the grooved 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 friction pad 44 one-to-one; The force steel plate 472 is tightly connected with the connecting steel plate 471 through the butt weld, and the two force-transmitting steel plates are firmly connected with the web of the I-shaped steel beam 41 of the cantilever section through the fillet weld, and ensure that the central axis of the beam end and the length of the connecting steel plate 471. The sides and central axes are coincident. After a buckling restrained high-strength steel rod 46 is fastened and connected 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 then complete according to the corresponding process. At the other end, a connecting steel plate 471, two force-transmitting steel plates 472, and the I-shaped steel beam 42 in the middle section are spliced and fixed with each other, and the other end of the buckling-restrained high-strength steel bar 46 is fastened with high-strength bolts. The fastening and connection process of the three groups of buckling restrained high-strength steel bars 46 is the same.

The above descriptions are only preferred embodiments of the present invention, and do not limit the present invention in any form. Any equivalent changes, modifications or evolutions made by those skilled in the art to the above embodiments by utilizing the technical solutions of the present invention still fall within 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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