CN117306756A

CN117306756A - Floor structure adapting to expansion effect, construction method and steel structure system

Info

Publication number: CN117306756A
Application number: CN202311282995.0A
Authority: CN
Inventors: 张艳霞; 武丙龙; 张爱林; 李杨龙
Original assignee: Beijing University of Civil Engineering and Architecture
Current assignee: Beijing University of Civil Engineering and Architecture
Priority date: 2023-10-07
Filing date: 2023-10-07
Publication date: 2023-12-29
Anticipated expiration: 2043-10-07
Also published as: CN117306756B

Abstract

The invention provides a floor structure adapting to expansion effect, a construction method and a steel structure system, and relates to the field of steel structures, wherein the floor structure comprises a steel bar truss floor support plate, a frame steel beam, a short beam and a prestress steel pull rod; the short beam is fixedly arranged on the upright post; the lintel comprises: a first beam and a first connection plate; the first connecting plate is provided with a first connecting hole; the frame girder steel includes: the second beam body and the second connecting plate; the second connecting plate is provided with a second connecting hole; the second beam body is lapped on the first beam body, and the first connecting plate and the second connecting plate are arranged in parallel at intervals; two ends of the prestress steel pull rod respectively pass through the first connecting hole and the second connecting hole and then are locked and fixed by the anchor head; and the steel bar truss floor support plate is lapped on the frame steel beam. The invention realizes the automatic reset of the floor structure after earthquake through the prestress steel pull rod, and solves the problem that the recoverable function structures such as the upright posts and the like are not coordinated with the deformation of the floor.

Description

Floor structure adapting to expansion effect, construction method and steel structure system

Technical Field

The invention relates to the technical field of steel structures, in particular to a floor structure adapting to expansion effect, a construction method and a steel structure system.

Background

At present, steel structure buildings have the advantages of good earthquake resistance, high building quality, short construction period and the like, and become the first choice of the current building forms more and more. In order to reduce the damage degree of the building under the condition of natural disasters such as earthquake, strong wind and the like, more and more building components adopt damping structures, self-recovery structures or repairable structures and the like, such as self-recovery structures between columns, earthquake-resistant structures between columns and foundations and the like. When the structure acts, the whole building structure can generate expansion effect, namely, the whole building structure is deformed to a certain extent, and the existing floor structure cannot adapt to the expansion effect and is often damaged. That is, conventional rigid floors suffer from an inconsistent "expansion effect" with the restorable functional framework under horizontal forces.

Disclosure of Invention

The invention aims to provide a building cover structure adapting to expansion effect, a construction method and a steel structure system, so as to solve at least one of the technical problems in the prior art.

In order to solve the technical problems, the invention provides a building cover structure adapting to expansion effect, comprising: steel bar truss floor carrier plates, frame steel beams, short beams and prestressed steel pull rods;

the short beam is fixedly arranged on the upright post;

the short beam includes: a first beam and a first connection plate;

the first connecting plate is fixedly and vertically arranged on the first beam body; the first connecting plate is provided with a first connecting hole;

the frame steel beam includes: the second beam body and the second connecting plate;

the second connecting plate is fixedly and vertically arranged at the end part of the second beam body; the second connecting plate is provided with a second connecting hole;

the second beam body is lapped on the first beam body, and the first connecting plate and the second connecting plate are arranged in parallel at intervals;

the two ends of the prestress steel pull rod respectively penetrate through the first connecting hole and the second connecting hole and then are locked and fixed by the anchor head;

and the steel bar truss floor support plate is lapped on the frame steel beam.

More preferably, the frame steel beam and the short beam are fixedly connected through a high-strength bolt.

And standard round holes through which high-strength bolts pass can be formed in the frame steel beam and the short beam.

More preferably, one of the frame steel beam and the short beam is provided with a standard round hole, and the other one is provided with a long hole which is distributed along the length direction of the frame steel beam; the high-strength bolt passes through the standard round hole and the long hole and is screwed and fixed by the nut.

Further, the steel bar truss building support plate further comprises secondary beams, wherein two ends of each secondary beam are fixedly connected with the second beam body of the frame steel beam respectively, and are arranged at the bottom of the steel bar truss building support plate and used for supporting the steel bar truss building support plate.

Further, the plurality of secondary beams are arranged at intervals.

Further, the prestressed steel tie rods are distributed at intervals in the width direction of the second beam body.

Further, the device also comprises an overhanging supporting beam and a rubber support;

the overhanging supporting beams are arranged on the frame steel beams and/or the secondary beams through rubber supports;

the steel bar truss floor deck is arranged on the frame steel girder and/or the secondary girder through the overhanging supporting girder.

Preferably, the steel bar truss floor deck is fixedly connected with the overhanging joist.

Further, a plurality of the rubber mounts are arranged at intervals in the length direction of the outer bolster.

Further, the first beam body of the short beam is a groove-shaped steel section, the notch of the first beam body is upward, and the end part of the second beam body is lapped in the U-shaped groove of the first beam body.

Further, the second beam body of the frame steel beam is channel steel, the notch of the second beam body is upward, and the rubber support and the overhanging support beam are arranged in a U-shaped groove of the second beam body;

the top surface of the overhanging supporting beam protrudes out of the upper opening edge of the U-shaped groove of the second beam body.

Further, the secondary beam is a channel steel, the notch of the secondary beam is upward, and the rubber support and the overhanging supporting beam are arranged in a U-shaped groove of the secondary beam; the top surface of the overhanging supporting beam protrudes out of the upper opening edge of the U-shaped groove of the secondary beam.

Alternatively, the secondary beam may also be an i-beam, a box beam, or the like.

Further, the end part of the overhanging supporting beam stretches into the U-shaped groove of the first beam body, and the top surface of the overhanging supporting beam protrudes out of the upper opening edge of the U-shaped groove of the first beam body.

Further, the overhanging support beam is a groove-shaped steel, and the notch of the overhanging support beam is downward; the upper end of the rubber support is arranged in the U-shaped groove of the outer-extending supporting beam.

Further, the rubber support comprises an upper connecting seat, a lower connecting seat and a middle rubber body, and the upper connecting seat is fixedly connected with the overhanging supporting beam; the lower connecting seat is fixedly connected with the frame steel beam and/or the secondary beam.

Further, the overhanging joist and/or the second beam body is an i-beam.

Further, the frame steel beams and the short beams are combined at the peripheral edges of the steel bar truss floor support plate.

The second aspect of the application discloses a construction method of the floor structure adapting to the expansion effect, which specifically comprises the following steps:

s10, prefabricating the steel bar truss floor support plate, the frame steel girder, the overhanging support beam and the short beam in a factory;

s20, welding the short beam on the upright post in a factory or a construction site;

s30, hoisting a frame steel beam between two adjacent upright posts on a construction site, wherein two ends of the frame steel beam are lapped on the short beam;

at this time, the crane can hoist the next member without occupying the crane time.

S40, penetrating a prestress steel pull rod, fixedly connecting the frame steel beam with the short beam, and applying pretension to the prestress steel pull rod;

s50, fixedly connecting the frame steel beam with the short beam by utilizing a high-strength bolt;

s60, connecting the overhanging support beam to the frame steel beam through a rubber support;

s70, arranging secondary beams between two frame steel beams which are arranged in parallel at intervals;

and S80, paving the steel bar truss floor bearing plate on the overhanging bearing beams and the secondary beams.

In a third aspect the present application discloses a steel structural system with a floor structure adapted to the expansion effect as described above.

Further, the upright post is a box-type post.

The fourth aspect of the application discloses a core barrel flange connection structure suitable for box column, it includes: an upper box steel column, a lower box steel column, a core barrel and a self-tapping bolt;

the cross section of the core barrel is regular octagon and comprises straight plates and inclined plates which are sequentially arranged at intervals;

the upper part of the straight plate is provided with a threaded hole; a plug welding groove is formed in the lower portion of the straight plate;

the cross sections of the upper box steel column and the lower box steel column are square;

when the upper box steel column and the lower box steel column are in up-down butt joint, the lower end of the core barrel is inserted into the upper opening edge of the lower box steel column, the straight plate is abutted against the side wall of the lower box steel column, and is welded with the lower box steel plunger through the plug welding groove; the upper end of the core barrel is inserted into the lower opening edge of the upper box-shaped steel column, the straight plate is attached to the side wall of the upper box-shaped steel column, and the upper box-shaped steel column is fixedly connected with the lower opening edge through the threaded hole in the straight plate and the self-tapping bolt.

Further, through holes corresponding to the threaded holes of the straight plates are formed in the side walls of the upper box-shaped steel columns, and the self-tapping bolts penetrate through the through holes and then are connected with the threaded holes of the straight plates.

Further, plug welding holes corresponding to the plug welding grooves are formed in the side walls of the lower box steel columns.

Further, grooves are formed in the outer side of the upper port edge and/or the outer side of the lower port edge of the core barrel, so that the core barrel can be conveniently guided to be inserted into the upper box steel column and/or the lower box steel column.

Further, the lower extreme of going up box steel column is provided with the flange, the upper end of lower box steel column is provided with the lower flange, go up box steel column and lower box steel column through flange, lower flange and bolt fixed connection.

Further, the upper end of the lower box steel column is fixedly connected with a steel beam (optionally a short beam or a composite steel beam as described above) of the building.

The steel beam may be an i-beam or a box beam.

More preferably, the upper end of the upper box steel column is fixedly connected with a steel beam of a building.

Further, the device also comprises a limiting clamp; the limiting clamp is provided with a clamping groove, and the upper flange, the lower flange and the limiting clamp are fixedly connected by bolts after the corners of the lower flange and the lower flange are clamped into the clamping groove.

The limiting clamp clamps the lower flange and the lower flange in the middle from top to bottom, and then is fixed by bolts, so that the opening of the upper flange and the lower flange, which is generated when the upper flange and the lower flange are subjected to the action of a large bending moment, can greatly restrict the deformation of the connecting joint of the upper box steel column and the lower box steel column, and enhance the rigidity and the bearing capacity of the joint.

Further, the two limiting clamps are respectively arranged on two sides (left side and right side) of the beam steel beam and used for limiting the beam steel beam in the horizontal left-right direction.

Further, the flange plate is arranged at intervals parallel to the upper flange or the lower flange, the flange plate is fixedly connected with the upper flange or the lower flange through the transverse stiffening ribs, and after the corners of the flange plate, the upper flange and the lower flange are clamped into the clamping grooves, the flange plate, the upper flange, the lower flange and the limiting clamps are fixedly connected through bolts.

Therefore, the rigidity of the flange structure is enhanced by the auxiliary flange plate and the transverse stiffening rib, the flange plate is prevented from deforming when being stressed greatly, and the rigidity and the bearing capacity of the joint are enhanced by combining the limiting clamp.

By adopting the technical scheme, the invention has the following beneficial effects:

according to the floor structure, the construction method and the steel structure system which are suitable for the expansion effect, the automatic reset of the floor structure after earthquake is realized through the prestress steel pull rod, and the problem that the recoverable function structures such as the upright posts and the like are inconsistent with the deformation of the floor is solved.

The overhanging supporting beams are connected to the frame steel beams through rubber supports to form a self-resetting combined beam; the steel bar truss floor support plate and the secondary beams form the vibration isolation floor system, so that the problems of assembly of a self-resetting steel beam, non-high-altitude tensioning and the like can be solved, and the problem of uncoordinated deformation between a recoverable functional steel frame system and a traditional steel bar truss floor support plate is mainly solved.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings that are needed in the description of the embodiments or the prior art will be briefly described, and it is obvious that the drawings in the description below are some embodiments of the present invention, and other drawings can be obtained according to the drawings without inventive effort for a person skilled in the art.

Fig. 1 is a perspective view of a multi-story building structure according to embodiment 1 of the present invention;

FIG. 2 is a partial perspective view of the single floor structure of FIG. 1;

FIG. 3 is a schematic view of the connection structure of the short beam and the frame steel beam shown in FIG. 2;

FIG. 4 is an exploded view of FIG. 3;

fig. 5 is a perspective view of the composite steel girder of example 1;

FIG. 6 is an exploded view of FIG. 5;

FIG. 7 is a schematic view of a partial connection of a short beam to a column;

fig. 8 is a perspective view of a steel bar truss floor carrier plate mounting structure;

FIG. 9 is a schematic view of another embodiment of a composite steel beam;

FIG. 10 is a schematic view of a third embodiment of a composite steel beam;

FIG. 11 is a front view of a shear wall structure in the steel structure system of example 2;

FIG. 12 is a schematic view of the assembled structure of the first and second steel plates of FIG. 11 with the clamping plates removed;

FIG. 13 is a schematic view of the mounting structure of the dissipative friction plate;

FIG. 14 is a perspective view showing the structure of flange connection of the cartridge in example 3;

FIG. 15 is an exploded view of the flange connection structure of the cartridge of example 3;

FIG. 16 is a perspective view of the cartridge of example 3;

FIG. 17 is a schematic view showing the structure of the steel beam in example 3 when the steel beam is connected to the bottom of the upper box column;

FIG. 18 is a schematic view of the mounting structure of the stopper clamp in embodiment 3;

FIG. 19 is a perspective view of the retainer clip of example 3;

FIG. 20 is a schematic view of an installation structure of another embodiment of a limiting clip in example 3;

fig. 21 is a schematic structural diagram of the energy dissipation structure provided in embodiment 4;

FIG. 22 is a schematic view of the energy dissipating plate of FIG. 21;

FIG. 23 is a schematic view of the lower and upper connectors of FIG. 21;

fig. 24 is an assembly schematic diagram of the reset structure in embodiment 4;

fig. 25 is a schematic structural view of the upper and lower connectors in embodiment 5;

fig. 26 is a schematic structural view of the upper and lower connection members in embodiment 6.

Reference numerals:

1-a first steel sheet; 1 a-a bump structure; 2-a second steel plate; 2 a-a recessed structure; 2 b-a sinking platform; 3-clamping plates; 3 a-oblong holes; 3 b-splice gap; 3 c-connecting bolts; 4-channel steel; 8-energy consumption friction plates; 20-a lower connecting pipe; 40-core barrel; 41-a threaded hole; 42-plug welding groove; 43-straight plate; 44-sloping plates; 45-groove; 50-upright posts; 50 a-upper box steel column; 50 b-lower box steel column; 51-a steel bar truss floor support plate; 52-a prestressed steel tie rod; 53-anchoring head; 54-high strength bolts; 55-upper flange; 56-a lower flange; 60-short beams; 61-a first beam; 62-a first connection plate; 70-composite steel beams; 71-frame steel beams; 71 a-a second beam; 71 b-a second connection plate; 71 c-a long hole; 72-overhanging joists; 73-a rubber support; 74-secondary beams; 70 a-upper steel girder; 70 b-lower steel girder; 80-limiting clamps; 81-clamping grooves; 82-auxiliary flange plate; 83-transverse stiffeners; 600-energy consumption cylinder; 610-upper connector; 611-upper web; 612-upper wing plate; 620-lower connector; 621-lower web; 622-lower wing plate; 630-energy consumption plate; 631-upper connection; 632-middle energy consumption part; 633-lower connection; 640-reset structure; 641-anchoring a top plate; 642-screw; 643-a return spring; 644-anchoring the base plate; 670-steel ball; 671-upper hemisphere; 672-lower hemisphere; 673-steel pins; 674-thrust disc spring.

Detailed Description

The invention is further illustrated with reference to specific embodiments.

Example 1

As shown in fig. 1 to 8, the floor structure adapted to the expansion effect according to this embodiment includes: steel bar truss floor deck 51, frame steel beams 71, short beams 60 and prestressed steel ties 52.

Referring specifically to fig. 7, the short beam 60 is fixedly disposed on the upright 50; the short beam 60 includes: a first beam 61 and a first connection plate 62; the first connecting plate 62 is fixedly and vertically arranged on the first beam 61; the first connection plate 62 is provided with a first connection hole.

Referring specifically to fig. 4-6, the frame steel beam 71 includes: a second beam 71a and a second connection plate 71b; the second connecting plate 71b is fixedly and vertically arranged at the end part of the second beam 71 a; the second connection plate 71b is provided with a second connection hole. The second beam body 71a is lapped on the first beam body 61, and the first connecting plate 62 and the second connecting plate 71b are arranged in parallel and at intervals; the two ends of the prestress steel pull rod 52 respectively pass through the first connecting hole and the second connecting hole and then are locked and fixed by the anchor head 53; the steel bar truss floor carrier plate 51 is lapped on the frame steel beam 71.

More preferably, the frame steel beams 71 and the short beams 60 are fixedly connected by high-strength bolts 54.

Standard round holes through which high-strength bolts 54 pass can be formed in the frame steel beams 71 and the short beams 60. Referring to fig. 5, more preferably, one of the frame steel beam 71 and the short beam 60 is provided with a standard circular hole, and the other of the frame steel beam 71 and the short beam 60 is provided with a long hole 71c, and the long hole 71c is arranged along the length direction of the frame steel beam 71; the high-strength bolt 54 is passed through the standard circular hole and the long hole 71c, and then is fastened by a nut.

When the building receives lateral force and the lateral force is smaller than the fastening force of the high-strength bolts 54, the frame steel beams 71 and the short beams 60 are kept relatively static, and the overall floor structure bears the lateral force; when the side external force is greater than the fastening force of the high-strength bolt 54, the frame steel beam 71 slides along the long hole 71c with respect to the short beam 60; when the side external force is eliminated, the frame steel beam 71 is gradually reset under the action of the pretension force of the prestressed steel tie rod 52; therefore, the earthquake resistance of the floor structure is greatly improved.

The combination of the frame steel beams 71 and the short beams 60 are provided at the peripheral edges of the steel bar truss floor deck 51. And the steel bar truss floor support plate further comprises a secondary beam 74, wherein two ends of the secondary beam 74 are fixedly connected with the second beam body 71a of the frame steel beam 71 respectively and are arranged at the bottom of the steel bar truss floor support plate 51 for supporting the steel bar truss floor support plate 51.

Further, the plurality of secondary beams 74 are arranged at intervals. The plurality of the prestress steel tie rods 52 are arranged at intervals in the width direction of the second beam body 71 a.

Referring to fig. 6, the present embodiment further includes an outer bolster 72 and a rubber mount 73; the overhanging joists 72 are arranged on the frame steel beams 71 through rubber supports 73; the overhanging joists 72 and frame steel beams 71 thus constitute the composite steel beams 70 of the present application.

The edges of the steel bar truss floor deck 51 are overlapped on the frame steel beams 71 through the outer bolster beams 72. The secondary beams 74 support the middle portion of the steel truss floor deck 51.

Preferably, the steel bar truss floor deck 51 is fixedly connected to the outer bolster 72. The plurality of rubber mounts 73 are arranged at intervals in the longitudinal direction of the outer bolster 72.

In this embodiment, the first beam body 61 of the short beam 60 is a groove-shaped steel section, the notch of the first beam body 61 is upward, and the end of the second beam body 71a is lapped in the U-shaped groove of the first beam body 61. The second beam body 71a of the frame steel beam 71 is a channel steel, the notch of the second beam body 71a faces upwards, and the rubber support 73 and the overhanging support beam 72 are arranged in the U-shaped groove of the second beam body 71 a; the top surface of the overhanging supporting beam 72 protrudes from the upper edge of the U-shaped groove of the second beam 71 a. And the end part of the overhanging support beam 72 extends into the U-shaped groove of the first beam body 61, and the top surface of the overhanging support beam 72 also protrudes out of the upper opening edge of the U-shaped groove of the first beam body 61. The bottom surface of the steel bar truss floor deck 51 is prevented from directly contacting the first beam 61 and the second beam 71 a.

Wherein the secondary beams 74 are in the form of channel beams, I-beams, box beams, etc.

More preferably, the outer supporting beams 72 are groove-shaped steel, and the notches of the outer supporting beams 72 are downward; the upper end of the rubber bearing 73 is disposed in the U-shaped groove of the outer bolster 72. The two side plates of the overhanging joist 72 extend into the U-shaped groove of the second beam body 71a, forming a limit structure in the width direction, and the overhanging joist 72 is separated from the frame steel beam 71.

The rubber support 73 comprises an upper connecting seat, a lower connecting seat and a middle rubber body, and the upper connecting seat is fixedly connected with the outer supporting beam 72; the lower connecting seat is fixedly connected with the second beam body 71a of the frame steel beam 71.

In another implementation manner of this embodiment, referring to fig. 9, the outer supporting beam 72 is a groove-shaped steel with a downward notch; the second beam body 71a of the frame steel beam 71 is i-steel. In the third embodiment, referring to fig. 10, the outer bolster 72 and the second beam body 71a are both i-beams.

s10, prefabricating the steel bar truss floor support plate 51, the frame steel beam 71, the overhanging support beam 72 and the short beam 60 in a factory;

s20, welding the short beam 60 on the upright post 50 in a factory or a construction site;

s30, hoisting a frame steel beam 71 between two adjacent upright posts 50 on a construction site, wherein two ends of the frame steel beam 71 are lapped on the short beam 60;

S40, penetrating a prestress steel pull rod 52, fixedly connecting a frame steel beam 71 and a short beam 60, and applying pretension to the prestress steel pull rod 52;

s50, fixedly connecting the frame steel beam 71 with the short beam 60 by using a high-strength bolt 54;

s60, connecting the overhanging support beams 72 to the frame steel beams 71 through rubber supports 73;

s70, arranging secondary beams 74 between two frame steel beams 71 which are arranged in parallel at intervals;

and S80, paving the steel bar truss floor deck 51 on the overhanging joists 72 and the secondary beams 74.

The invention realizes the automatic reset of the floor structure after earthquake through the prestress steel pull rod 52, and solves the problem that the recoverable function structures such as the upright post 50 and the like are not coordinated with the deformation of the floor.

And, the overhanging joist 72 is connected to the said frame girder 71 through the rubber bearing 73, form a composite beam that can reset oneself; the steel bar truss floor support plate 51 and the secondary beams 74 form a vibration isolation floor system, so that the problems of assembly and non-high-altitude tensioning of a self-resetting steel beam can be solved, the problem of uncoordinated deformation between a recoverable functional steel frame system and the traditional steel bar truss floor support plate 51 is mainly solved, and the floor system can adapt to various recoverable functional steel structure systems.

Example 2

This example discloses a steel structural system with the floor structure of example 1 adapted to the expansion effect.

Referring to fig. 11-12, the composite steel beam 70 of the steel structure system includes the upper steel beam 70a and the lower steel beam 70b arranged in parallel at intervals; a shear wall is provided between the upper steel beam 70a and the lower steel beam 70 b.

The shear wall comprises a first steel plate 1, a second steel plate 2 and a clamping plate 3; the first steel plate 1 and the second steel plate 2 are spliced and distributed up and down in the breadth of the shear wall; the upper end of the first steel plate 1 is fixedly connected with an upper steel beam 70 a; the lower end edge of the first steel plate 1 is provided with a downward protruding structure 1a; the lower end of the second steel plate 2 is fixedly connected with the lower steel beam 70b; the upper end edge of the second steel plate 2 is provided with a concave structure 2a which is matched with the lower end edge of the first steel plate 1; alternatively, the positions of the convex structures 1a and the concave structures 2a may be interchanged up and down, and provided on the second steel plate 2 and the first steel plate 1, respectively. And, a splice gap 3b is left between the first steel plate 1 and the second steel plate 2.

Two clamping plates 3 clamp the first steel plate 1 and the second steel plate 2 from the front side and the rear side respectively; the clamping plates 3 cover the splice gap 3b between the first steel plate 1 and the second steel plate 2 in the web of the shear wall.

One of the first steel plate 1 or the second steel plate 2 is fixedly connected with the clamping plate 3; the other of the first steel plate 1 or the second steel plate 2 is connected with the clamping plate 3 through the oblong hole 3a and the connecting bolt 3 c; the oblong hole 3a is horizontally arranged, that is, the length direction of the oblong hole 3a is a horizontal direction.

In the embodiment, the first steel plate 1 is fixedly connected with the clamping plate 3 through standard round holes and connecting bolts 3 c; the second steel plate 2 is connected to the clamping plate 3 through a slotted hole 3a and a connecting bolt 3 c.

The oblong hole 3a may be formed in the second steel plate 2 or the clamping plate 3, and the clamping plate 3 or the second steel plate 2 is provided with a standard round hole corresponding to the oblong hole, and then the oblong hole and the clamping plate are connected and fixed through a connecting bolt 3 c.

Through the above-mentioned modified technical scheme, there are three stages when the shear wall structure of this application receives the lateral force: the first stage: and in the elastic stage, the horizontal lateral force does not exceed the sliding force between the first steel plate 1 and the second steel plate 2, the first steel plate 1 and the second steel plate 2 are kept relatively static, and the shear wall integrally plays a role in resisting the lateral force. And a second stage: the energy consumption stage, wherein the horizontal lateral force exceeds the sliding force of the first steel plate 1 and the second steel plate 2, the connecting bolt 3c slides relatively in the oblong hole 3a, and the first steel plate 1 moves relatively to the second steel plate 2; the second steel plate 2 and the clamping plate 3 are in sliding friction with each other, so that the damage kinetic energy is consumed. And a third stage: in the limit stage, the horizontal lateral force exceeds the sliding force of the first steel plate 1 and the second steel plate 2, the connecting bolt 3c slides relatively in the oblong hole 3a, the splicing gap 3b between the first steel plate 1 and the second steel plate 2 is smaller and smaller, and finally the convex structure 1a and the concave structure 2a between the two are abutted together, and the shear wall starts to resist the lateral force integrally again, so that the energy consumption and the earthquake-resistant effect of the shear wall structure are greatly improved.

In this embodiment, the protruding structures 1a and the recessed structures 2a are both V-shaped or W-shaped; thus, the splice gap 3b is V-shaped or W-shaped. Preferably, the width of the splice gap 3b is 3-8mm. More preferably, the width of the splice gap 3b is 5mm. The distance that the connecting bolt 3c can slide in the oblong hole 3a is 200-250mm; preferably 220mm.

And, the angle or gradient between the sides of the V-shaped or W-shaped protruding structures 1a and the recessed structures 2a and the horizontal direction is 4-8 °, more preferably, the angle is 5 °. In the case of a constant width of the splice gap 3b, the smaller the angle or gradient, the longer the slidable distance between the first steel plate 1 and the second steel plate 2 before abutting against each other. When the included angle or gradient is too small, the shearing resistance of the first steel plate 1 and the second steel plate 2 is weaker after the first steel plate and the second steel plate are abutted together.

Referring to fig. 13, an dissipative friction plate 8 is provided between the other of the first steel plate 1 or the second steel plate 2 and the clamping plate 3. When the second steel plate 2 and the clamping plate 3 slide relatively, the energy-consuming friction plate 8 is rubbed, so that destructive external kinetic energy is consumed. The dissipative friction plate 8 is preferably made of metal such as brass. Preferably, the second steel plate 2 is provided with a sinking table 2b, and the energy dissipation friction plate 8 is embedded on the sinking table 2 b.

The embodiment further comprises channel steel 4, and a plurality of channel steel 4 are fixedly connected to the first steel plate 1 and the second steel plate 2 and used for improving buckling resistance of the first steel plate 1 and the second steel plate 2. Preferably, the channel 4 is arranged horizontally in the area of the shear wall without the clamping plates 3.

During construction, the first steel plate 1 and the second steel plate 2 are fixedly connected with the upper steel beam 70a and the lower steel beam 70b, respectively. The upper and lower steel beams 70a and 70b are fixedly attached at both ends to the upright 50 by short beam sections 72 and self-tapping bolts 74.

According to the invention, the first steel plate 1 and the second steel plate 2 are provided with the mutually matched convex structures 1a and concave structures 2a at the joint of the two, when the first steel plate 1 and the second steel plate 2 are subjected to lateral destructive force, the first steel plate 1 and the second steel plate 2 can slide relatively, so that energy consumption is carried out by utilizing friction force, and meanwhile, the whole structure of the shear wall is not damaged, the shear wall can be continuously used, and the anti-seismic effect is good.

Example 3

The embodiment discloses a steel structure, wherein the upright post 50 is a box-shaped post; specifically, referring to fig. 14 and 15, a core barrel flange connection structure suitable for a box column disclosed in this embodiment includes: an upper box steel column 50a, a lower box steel column 50b, a core barrel 40 and a tapping bolt 74.

Referring to fig. 16, the cross section of the core barrel 40 is a regular octagon, and is formed by splicing 4 straight plates 43 and 4 inclined plates 44 which are sequentially arranged at intervals. The upper part of the straight plate 43 is provided with a threaded hole 41; a plug welding groove 42 is arranged at the lower part of the straight plate 43; the cross sections of the upper box steel column 50a and the lower box steel column 50b are square.

When the upper box-shaped steel column 50a and the lower box-shaped steel column 50b are in up-down butt joint, the lower end of the core barrel 40 is inserted into the upper opening edge of the lower box-shaped steel column 50b, the straight plate 43 is abutted against the side wall of the lower box-shaped steel column 50b, and is in plug welding connection with the lower box-shaped steel column 50b through the plug welding groove 42; the upper end of the core barrel 40 is inserted into the lower opening edge of the upper box steel column 50a, the straight plate 43 is abutted against the side wall of the upper box steel column 50a, and the upper box steel column 50a is fixedly connected with the lower opening edge through the threaded hole 41 and the tapping bolt 74 on the straight plate 43.

The side wall of the upper box-type steel column 50a is provided with a via hole corresponding to the threaded hole 41 of the straight plate 43, and the tapping bolt 74 passes through the via hole and is connected with the threaded hole 41 of the straight plate 43. Plug welding holes corresponding to the plug welding grooves 42 are formed in the side wall of the lower box steel column 50b, so that plug welding connection is facilitated.

Grooves 45 are formed on the outer side of the upper port edge and/or the outer side of the lower port edge of the core barrel 40, so that the core barrel 40 can be conveniently guided to be inserted into the upper box-type steel column 50a and/or the lower box-type steel column 50b.

Further, an upper flange 55 is provided at the lower end of the upper box steel column 50a, a lower flange 56 is provided at the upper end of the lower box steel column 50b, and the upper box steel column 50a and the lower box steel column 50b are fixedly connected through the upper flange 55, the lower flange 56 and the high-strength bolts 54. The high-strength bolts 54 pass through screw holes in the upper flange 55 and the lower flange 56 and are screwed by nuts, so that the upper flange 55 and the lower flange 56 are fixedly connected.

The upper end of the lower box steel column 50b is fixedly connected with a steel beam of a building. The steel beam may be an i-beam or a box beam. And, the steel beam may be the short beam 60 or the composite steel beam 70 in the above-described embodiment. More preferably, as shown in fig. 17, the upper end of the upper box girder 50a is fixedly connected to a girder of a building.

Still more preferably, as shown in fig. 18 and 19, the present embodiment may further include a retainer clip 80; the limiting clamp 80 is provided with a clamping groove 81, and after the corners of the upper flange 55 and the lower flange 56 are clamped into the clamping grooves 81, the upper flange 55, the lower flange 56 and the limiting clamp 80 are fixedly connected by bolts.

The limiting clamp 80 clamps the lower flange 56 and the lower flange 56 from top to bottom in the middle, and then is fixed by bolts, so that the openings of the upper flange 55 and the lower flange 56, which are generated when the upper flange and the lower flange are subjected to the action of large bending moment, can greatly restrict the deformation of the connecting joint of the upper box steel column 50a and the lower box steel column 50b, and enhance the rigidity and the bearing capacity of the joint.

Further, two limiting clips 80 are respectively disposed on two sides (left and right sides) of the steel beam, for limiting the steel beam in the horizontal left and right directions.

Still preferably, referring to fig. 20, the device further includes an auxiliary flange plate 82 and transverse stiffening ribs 83, the auxiliary flange plate 82 is arranged in parallel with the upper flange 55 or the lower flange 56 at intervals, the auxiliary flange plate 82 is fixedly connected with the upper flange 55 or the lower flange 56 through one or a plurality of transverse stiffening ribs 83 arranged at intervals, and after the corners of the auxiliary flange plate 82, the lower flange 56 and the lower flange 56 are clamped into the clamping grooves 81, the auxiliary flange plate 82, the lower flange 56 and the limiting clamps 80 are fixedly connected by bolts.

Therefore, the auxiliary flange plate 82 and the transverse stiffening ribs 83 strengthen the rigidity of the flange structure, the flange plate is prevented from deforming when being stressed greatly, and the rigidity and bearing capacity of the joint are enhanced by combining the limiting clamps 80.

The core barrel flange connection structure disclosed by the application is simple in structure, all steel components are prefabricated in a factory, and are assembled on site, so that the installation of the upright post 50 can be realized rapidly; and the integrity, rigidity and load carrying capacity of the assembled column 50 are greatly improved.

Example 4

This embodiment is substantially the same as embodiments 1-3 except that:

the columns 50 of the steel structure system disclosed in this embodiment are connected to the foundation of the building by the energy consuming structure. Taking example 3 as an example, the lower box steel column 50b is connected to the foundation of the building through the energy consuming structure.

Referring to fig. 21, the energy consuming structure includes: a column 50 (lower box column 50 b), a power consumption cylinder 600 and a lower connection pipe 20; in this embodiment, the foundation is a ground beam structure, and the lower connecting pipe 20 is vertically disposed at the connection position of two ground beams.

Referring to fig. 22 and 23, the energy consumption cartridge 600 includes: an upper connector 610, a lower connector 620, and an energy consuming plate 630; the upper connector 610 is used for connecting with the upright 50; the lower connection member 620 is for connection with the lower connection pipe 20; the two ends of the energy dissipation plate 630 are respectively connected with the upper connector 610 and the lower connector 620, and when the upright post 50 and the lower connector 20 are relatively displaced, the energy dissipation plate 630 is elastically deformed or plastically deformed to consume energy.

The energy dissipation plate 630 includes an upper connection part 631, a middle energy dissipation part 632 and a lower connection part 633 which are integrally made of energy dissipation soft steel; an upper connection part 631 for connection with the upper connection member 610, and a lower connection part 633 for connection with the lower connection member 620; the middle energy dissipation portion 632 comprises a plurality of energy dissipation soft steel plates which are distributed at intervals, and two ends of the energy dissipation soft steel plates are fixedly connected with the upper connection portion 631 and the lower connection portion 633 respectively.

The upper connecting piece 610 is cross-shaped or m-shaped, and comprises an upper web 611 which is distributed in a cross shape or m-shaped, and an upper wing plate 612 is vertically arranged at the end part of the upper web 611; the upper connection portion 631 of the energy dissipation plate 630 is fixedly connected with the upper wing plate 612; the lower connecting piece 620 is cross-shaped or m-shaped, and comprises a lower web 621 arranged in a cross shape or m-shaped, and a lower wing plate 622 is vertically arranged at the end part of the lower web 621; the lower connection portion 633 of the energy dissipating plate 630 is fixedly connected to the lower wing plate 622.

As shown in fig. 24, the present embodiment further includes a reset structure 640, and the reset structure 640 includes: an anchoring top plate 641 which is relatively fixedly arranged on the upper connecting piece 610, an anchoring bottom plate 644 which is relatively fixedly arranged on the lower connecting piece 620 and a reset spring 643. The energy consumption cylinder 600 is a rectangular cylinder, and the reset structure 640 is symmetrically arranged in the front-rear direction and the left-right direction of the energy consumption cylinder 600.

The return spring 643 is compressed to form a preload force against the anchor top plate 641 and anchor bottom plate 644 at both ends and, in operation or after installation, tends to straighten the upper connector 610 and post 50. That is, when the column 50 and the lower connection pipe 20 are relatively displaced, the upper connection piece 610 and the column 50 are forced to be restored by the pre-tightening force of the restoring spring 643 in the restoring structure 640.

When the column 50 (lower box steel column 50 b) and the whole steel structure system are deflected or swayed under the action of external force, the energy dissipation plate 630 in the energy dissipation cylinder 600 dissipates energy along with plastic deformation, so as to eliminate the damage of external force to the column 50, the composite steel beam 70 and the shear wall structure. Meanwhile, the reset spring 643 straightens and resets the upright post 50 (the lower box-shaped steel column 50 b), the composite steel beam 70 and the shear wall structure through the pretightening force of the reset spring, so that the building is prevented from being damaged in natural disasters such as earthquakes, the cost for recovering the use function of the building is reduced, and the function restorability of the closed section steel column foot is improved.

The return spring 643 is fixed by a screw 642 and a nut; the anchoring top plate 641 and the anchoring bottom plate 644 are respectively provided with a via hole; screw 642 is inserted into the two through holes, and return spring 643 is sleeved on screw 642; the two ends of the screw 642 are connected and fixed with the anchoring top plate 641 and the anchoring bottom plate 644 by nuts. Alternatively, the anchor top plate 641 is fixedly provided on the upper connector 610 or the column 50; an anchor bottom plate 644 is fixedly provided on the lower connector 620 or the lower connection pipe 20. In this embodiment, the upper wing plate 612 is fixedly connected with the upright post 50; the lower wing plate 622 is fixedly connected to the lower connection pipe 20.

The embodiment realizes the function restorability of the closed section steel column, does not occupy the use space of the building, does not influence the use function of the building, and realizes the efficient assembly construction of the building; in the aspect of stress, the function recovery and the energy dissipation can be realized, and the good performance of the small-vibration rigid column foot can be realized.

Example 5

This embodiment is substantially the same as embodiment 4 except that:

referring to fig. 25, the embodiment further includes a steel ball 670, and a lower circular arc groove is formed in the top center of the lower web 621; an upper arc groove is formed in the bottom center of the upper web 611; the upper and lower circular arc grooves are arranged vertically opposite and at intervals, so that a spherical space is formed, and the steel ball 670 is rotatably embedded in the spherical space. The upper part of the steel ball 670 is inserted into the upper circular groove, the lower part of the steel ball 670 is inserted into the lower circular groove, and the steel ball 670 is respectively abutted against the lower web 621 and the upper web 611 from top to bottom, so as to realize the transmission of supporting force from the lower connecting piece 620 to the upper connecting piece 610. The steel ball 670 is rotatably arranged, when the upright post 50 shakes during an earthquake, a hinge structure is formed between the steel ball 670 and the lower arc groove and between the steel ball 670 and the upper arc groove, so that the upright post 50 (the lower box-type steel post 50 b) is allowed to swing freely, and therefore the energy dissipation plate 630 starts to work and consume energy; after the shaking is finished, the upright post 50 (the lower box steel post 50 b) can be quickly reset under the action of the pretightening force of the reset spring 643. The steel ball 670 bears the main bearing function in the process of energy consumption and resetting, so that the load of the energy consumption plate 630 is greatly reduced, the return spring 643 is prevented from being excessively extruded to fail, the normal energy consumption and resetting effects of the two are ensured, and the service lives of the energy consumption plate 630 and the return spring 643 are greatly prolonged.

Example 6

This embodiment is substantially the same as embodiment 5 except that:

referring to fig. 26, the present embodiment includes: an upper hemisphere 671, a lower hemisphere 672, a steel pin 673 and a thrust disc spring 674; the upper hemisphere 671 and the lower hemisphere 672 are opposite from top to bottom and are arranged at intervals; an upper shaft hole is formed in the center of the bottom surface of the upper hemisphere 671, and a lower shaft hole is formed in the center of the top surface of the lower hemisphere 672; the upper part of the steel pin 673 can be inserted in the upper shaft hole in a relatively sliding manner, and the lower part of the steel pin 673 can be inserted in the lower shaft hole in a relatively sliding manner; the upper hemisphere 671 and the lower hemisphere 672 are relatively close and far away by a steel pin 673; the thrust disc spring 674 is sleeved on the steel pin 673 and disposed between the upper hemisphere 671 and the lower hemisphere 672.

The center of the top of the lower web 621 is provided with a lower circular arc groove; an upper arc groove is formed in the bottom center of the upper web 611; the upper arc groove and the lower arc groove are arranged vertically opposite and at intervals, the upper hemisphere 671 is inserted into the upper arc groove, and the lower hemisphere 672 is inserted into the lower arc groove; in assembly or operation, the thrust disc spring 674 is compressed and the upper hemisphere 671 and the lower hemisphere 672 bear against the upper web 611 and the lower web 621, respectively, under the spring force of the thrust disc spring 674 for effecting the transfer of support force from the lower connector 620 to the upper connector 610.

The upper hemisphere 671 and the lower hemisphere 672 in this embodiment are always abutted against the upper web 611 and the lower web 621 under the action of the spring force of the thrust disc spring 674, and even if the column foot structure is greatly deformed, the column 50 and the upper connecting member 610 are displaced or deflected by a larger dimension, and the upper hemisphere 671 and the lower hemisphere 672 are always abutted against the lower web 621 and the upper web 611 under the action of the spring force of the thrust disc spring 674, so that the normal transmission of the supporting force from the lower connecting member 620 to the upper connecting member 610 is smoothly realized. The sudden increase of the load applied to the energy dissipation plate 630 and the return spring 643, which causes the energy dissipation plate 630 and the return spring 643 to fail and even break, is avoided.

Wherein, to prevent the upper hemisphere 671 and the lower hemisphere 672 from tilting, one of the upper hemisphere 671 and the lower hemisphere 672 may be fixedly connected to the upper web 611 or the lower web 621 by welding.

Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and not for limiting the same; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit of the invention.

Claims

1. A floor structure adapted to accommodate the effects of expansion, comprising: steel bar truss floor carrier plates, frame steel beams, short beams and prestressed steel pull rods;

the short beam is fixedly arranged on the upright post;

the short beam includes: a first beam and a first connection plate;

and the steel bar truss floor support plate is lapped on the frame steel beam.

2. The expansion effect compliant floor structure of claim 1, wherein said frame steel beams are fixedly connected to said short beams by high strength bolts;

standard round holes through which high-strength bolts pass are formed in the frame steel beams and the short beams;

or one of the frame steel beam and the short beam is provided with a standard round hole, the other one is provided with a long hole, and the long hole is distributed along the length direction of the frame steel beam; the high-strength bolt passes through the standard round hole and the long hole and is screwed and fixed by the nut.

3. The floor structure adapting to the expansion effect according to claim 1, further comprising secondary beams, wherein two ends of each secondary beam are fixedly connected with the second beam body of the frame steel beam respectively, and are arranged at the bottom of the steel bar truss floor support plate for supporting the steel bar truss floor support plate.

4. A floor structure accommodating expansion effects as in claim 3, further comprising overhanging joists and rubber supports;

5. The expansion effect-adaptive floor structure according to claim 4, wherein the first beam body of the short beam is a groove-shaped steel section, the notch of the first beam body is upward, and the end part of the second beam body is lapped in the U-shaped groove of the first beam body;

and/or the second beam body of the frame steel beam is channel steel, the notch of the second beam body is upward, and the rubber support and the overhanging supporting beam are arranged in a U-shaped groove of the second beam body;

6. The floor structure adapting to the expansion effect according to claim 4, wherein the secondary beam is a channel steel, a notch of the secondary beam is upward, and the rubber support and the overhanging support beam are arranged in a U-shaped groove of the secondary beam; the top surface of the overhanging supporting beam protrudes out of the upper opening edge of the U-shaped groove of the secondary beam.

7. The expansion effect accommodating floor structure of claim 4, wherein the overhanging joists are channel steel, and the notches of the overhanging joists are downward; the upper end of the rubber support is arranged in the U-shaped groove of the outer-extending supporting beam.

8. The expansion effect compliant floor structure of claim 4, wherein said rubber mount comprises an upper connecting seat, a lower connecting seat and a middle rubber body, said upper connecting seat being fixedly connected to said overhanging joist; the lower connecting seat is fixedly connected with the frame steel beam and/or the secondary beam.

9. A method of constructing a floor structure adapted to the effect of expansion according to any one of claims 4 to 8, comprising the steps of:

10. A steel structural system with a floor structure adapted to the effect of expansion according to any one of claims 1-8.