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

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

A floor structure, construction method and steel structure system adapted to the expansion effect

Technical field

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

Background technique

At present, due to the advantages of good seismic resistance, high construction quality, and short construction period, steel structure buildings are increasingly becoming the first choice for today's building forms. In order to reduce the degree of damage suffered by buildings in natural disasters such as earthquakes and strong winds, more and more building components adopt shock-absorbing structures, self-restoring structures or repairable structures, such as self-restoring structures between columns, Seismic structures between columns and foundations, etc. When the above-mentioned structure takes effect, the entire building structure will produce an expansion effect, that is, it will deform to a certain extent. The current floor structure cannot adapt to this expansion effect and is often damaged. That is, there is an incompatibility problem between the traditional rigid floor and the "expansion effect" of the recoverable functional frame under the action of horizontal forces.

Contents of the invention

The purpose of the present invention is to provide a floor structure, construction method and steel structure system that are adapted to the expansion effect, so as to solve at least one of the above technical problems existing in the prior art.

In order to solve the above technical problems, the present invention provides a floor structure that adapts to the expansion effect, including: steel truss floor deck, frame steel beams, short beams and prestressed steel tie rods;

The short beam is fixedly installed on the column;

The short beam includes: a first beam body and a first connecting plate;

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

The frame steel beam includes: a second beam body and a second connecting plate;

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

The second beam body overlaps the first beam body, and the first connecting plate and the second connecting plate are arranged in parallel and spaced apart;

The two ends of the prestressed steel tie rod pass through the first connection hole and the second connection hole respectively and then are locked and fixed with anchor heads;

The steel truss floor deck is overlapped on the frame steel beam.

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

The frame steel beam and the short beam may both be provided with standard round holes through which high-strength bolts pass.

More preferably, one of the frame steel beam and the short beam is provided with a standard round hole, and the other is provided with a long hole, and the long hole is arranged along the length direction of the frame steel beam; high-strength bolts pass through the standard round hole. After drilling the holes and long holes, tighten them with nuts.

Further, it also includes secondary beams, the two ends of which are respectively fixedly connected to the second beam body of the frame steel beam, and are arranged at the bottom of the steel truss floor deck for supporting the steel bars. Truss floor decking.

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

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

Further, it also includes outrigger joists and rubber bearings;

The outrigger support beam is provided on the frame steel beam and/or the secondary beam through rubber bearings;

The steel truss floor deck is arranged on the frame steel beam and/or the secondary beam through the outstretched support beam.

Preferably, the steel truss floor deck is fixedly connected to the outrigger joist.

Further, a plurality of the rubber bearings are arranged at intervals in the length direction of the outrigger support beam.

Further, the first beam body of the short beam is a channel-shaped steel section, the notch of the first beam body is upward, and the end of the second beam body overlaps the U-shaped groove of the first beam body. Inside.

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 bearing and the outstretched supporting beam are arranged on the second beam body. In the U-shaped groove;

The top surface of the overhanging support beam protrudes from the upper edge of the U-shaped groove of the second beam body.

Further, the secondary beam is made of channel steel, the notch of the secondary beam is upward, and the rubber bearing and the outgoing joist are arranged in the U-shaped groove of the secondary beam; the outgoing joist The top surface of the secondary beam protrudes above the U-shaped groove and is provided along the opening edge.

Alternatively, the secondary beam may also be an I-beam, a box beam, etc.

Further, the end of the overhanging support beam extends into the U-shaped groove of the first beam body, and the top surface of the overhanging support beam protrudes from the upper edge of the U-shaped groove of the first beam body. set up.

Further, the overhanging joist is made of channel steel, and the notch of the overhanging joist is downward; the upper end of the rubber bearing is arranged in the U-shaped groove of the overhanging joist.

Further, the rubber support includes an upper connection seat, a lower connection seat and a middle rubber body. The upper connection seat is fixedly connected to the outstretched supporting beam; the lower connection seat is connected to the frame steel beam and /or the secondary beams are fixedly connected.

Further, the outstretched supporting beam and/or the second beam body are I-beams.

Further, a combination of the frame steel beams and short beams is provided on the surrounding edges of the steel truss floor deck.

The second aspect of this application discloses the construction method of the above-mentioned floor structure adapted to the expansion effect, which specifically includes the following steps:

S10. The above-mentioned steel truss floor decking, frame steel beams, outriggers and short beams are prefabricated in the factory;

S20. Weld the short beam to the column at the factory or construction site;

S30. At the construction site, hoist the frame steel beam between two adjacent columns, and the two ends of the frame steel beam overlap the short beams;

At this time, the crane can hoist the next component without taking up the crane's time.

S40. Wear prestressed steel tie rods, fixedly connect the frame steel beams and short beams, and apply pretension force to the prestressed steel tie rods;

S50. Use high-strength bolts to firmly connect the frame steel beam and the short beam;

S60. Connect the outrigger support beam to the frame steel beam through rubber bearings;

S70. Secondary beams are set between two frame steel beams arranged at parallel intervals;

S80. Lay the steel truss floor decking on the outriggers and secondary beams.

The third aspect of this application discloses a steel structure system with a floor structure that adapts to the expansion effect.

Further, the upright column is a box-shaped column.

The fourth aspect of this application discloses a core flange connection structure suitable for box-shaped columns, which includes: an upper box-shaped steel column, a lower box-shaped steel column, a core cylinder and self-tapping bolts;

The core tube has a regular octagonal cross-section and includes straight plates and inclined plates arranged at intervals;

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

The cross-sections of the upper box-shaped steel column and the lower box-shaped steel column are both square;

When the upper box-shaped steel column and the lower box-shaped steel column are butt-jointed up and down, the lower end of the core tube is inserted into the upper edge of the lower box-shaped steel column, and the straight plate is pressed against the side wall of the lower box-shaped steel column. The groove is welded to the lower box-shaped steel plunger; the upper end of the core tube is inserted into the lower edge of the upper box-shaped steel column, and the straight plate is pressed against the side wall of the upper box-shaped steel column. Through the threaded hole on the straight plate and Self-tapping bolts are fixedly connected to the upper box-shaped steel column.

Further, the side wall of the upper box-shaped steel column is provided with a through hole corresponding to the threaded hole of the straight plate, and the self-tapping bolt is connected to the threaded hole of the straight plate after passing through the through hole.

Further, plug welding holes corresponding to the plug welding grooves are provided on the side walls of the lower box-shaped steel column.

Further, the upper port of the core barrel and/or the lower port of the core barrel are provided with bevels along the outer side to facilitate the insertion of the core barrel into the upper box-shaped steel column and/or the lower box-shaped steel column.

Further, the lower end of the upper box-shaped steel column is provided with an upper flange, and the upper end of the lower box-shaped steel column is provided with a lower flange. The upper box-shaped steel column and the lower box-shaped steel column are connected through the upper flange and the lower flange. and bolted connections.

Further, the upper end of the lower box-shaped steel column is fixedly connected to the steel beam of the building (optionally such as the above-mentioned short beam or composite steel beam).

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

More preferably, the upper end of the upper box-shaped steel column is fixedly connected to the steel beam of the building.

Further, it also includes a limit clamp; the limit clamp is provided with a clamping groove. After the lower flange and the corners of the lower flange are inserted into the slot, bolts are used to secure the upper flange, the lower flange and the lower flange. Limit clamp fixed connection.

The limit clamp clamps the lower flange and the lower flange in the middle from top to bottom, and then uses bolts to fix it, which can limit the opening of the upper flange and the lower flange when they are subjected to a large bending moment, and can greatly restrain the upper flange. The deformation of the connection node between the box steel column and the lower box steel column enhances the stiffness and bearing capacity of the node.

Further, the two limiting clips are respectively arranged on both sides (left and right sides) of the crossbeam steel beam, and are used to limit the crossbeam steel beam in the horizontal left and right directions.

Further, it also includes an auxiliary flange plate and transverse stiffening ribs. The auxiliary flange plate is arranged parallel to the upper flange or the lower flange. The auxiliary flange plate and the upper flange or the lower flange are connected by a transverse The stiffening ribs are fixedly connected. After the corners of the auxiliary flange plate, upper flange and lower flange are all inserted into the slots, bolts are used to secure the auxiliary flange plate, upper flange, lower flange and limit clamps. Fixed connection.

As a result, the auxiliary flange plate and transverse stiffeners enhance the stiffness of the flange structure itself, preventing the flange plate from deforming when it is subjected to large forces. Combined with the limit clamp, the stiffness and load-bearing capacity of the node are enhanced.

Adopting the above technical solution, the present invention has the following beneficial effects:

The invention provides a floor structure, construction method and steel structure system adapted to the expansion effect. Through prestressed steel tie rods, the automatic reset of the floor structure after an earthquake is realized, and the inconsistency between the recoverable functional structures such as columns and the deformation of the floor is solved. Coordination issues.

In addition, the outrigger joist is connected to the frame steel beam through rubber bearings to form a self-returning composite beam; the steel truss floor deck and secondary beams form a seismic isolation floor system, which can not only solve the problem of self-returning steel The assembly of beams and non-high-altitude tensioning and other issues focus on solving the problem of uncoordinated deformation between the recoverable functional steel frame system and the traditional steel truss floor deck. Therefore, the floor system of this application can adapt to a variety of recoverable functions. Steel structure system.

Description of the drawings

In order to more clearly explain the specific embodiments of the present invention or the technical solutions in the prior art, the accompanying drawings that need to be used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings in the following description The drawings illustrate some embodiments of the present invention. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without exerting any creative effort.

Figure 1 is a perspective view of a multi-story building structure provided by Embodiment 1 of the present invention;

Figure 2 is a partial perspective view of the single-story roof structure in Figure 1;

Figure 3 is a schematic diagram of the connection structure between the short beam and the frame steel beam shown in Figure 2;

Figure 4 is an exploded view of Figure 3;

Figure 5 is a perspective view of the composite steel beam in Embodiment 1;

Figure 6 is an exploded view of Figure 5;

Figure 7 is a schematic diagram of the partial connection between the short beam and the column;

Figure 8 is a perspective view of the steel truss floor deck installation structure;

Figure 9 is a schematic structural diagram of another embodiment of a composite steel beam;

Figure 10 is a schematic structural diagram of a third embodiment of a composite steel beam;

Figure 11 is a front view of the shear wall structure in the steel structure system in Embodiment 2;

Figure 12 is a schematic diagram of the assembly structure of the first steel plate and the second steel plate after removing the splint in Figure 11;

Figure 13 is a schematic diagram of the installation structure of the energy-consuming friction plate;

Figure 14 is a perspective structural view of the core cylinder flange connection structure in Embodiment 3;

Figure 15 is an exploded view of the core cylinder flange connection structure in Embodiment 3;

Figure 16 is a perspective view of the core cylinder in Embodiment 3;

Figure 17 is a schematic structural diagram when the steel beam is connected to the bottom of the upper box-shaped steel column in Embodiment 3;

Figure 18 is a schematic diagram of the installation structure of the limit clip in Embodiment 3;

Figure 19 is a perspective view of the limiting clip in Embodiment 3;

Figure 20 is a schematic diagram of the installation structure of another implementation of the limit clip in Embodiment 3;

Figure 21 is a schematic structural diagram of the energy-consuming structure provided in Embodiment 4;

Figure 22 is a schematic structural diagram of the energy dissipating panel shown in Figure 21;

Figure 23 is a schematic structural diagram of the lower connector and the upper connector shown in Figure 21;

Figure 24 is a schematic assembly diagram of the reset structure in Embodiment 4;

Figure 25 is a schematic structural diagram of the upper connector and the lower connector in Embodiment 5;

Figure 26 is a schematic structural diagram of the upper connecting piece and the lower connecting piece in Embodiment 6.

Reference signs:

1-first steel plate; 1a-convex structure; 2-second steel plate; 2a-concave structure; 2b-sunken platform; 3-plywood; 3a-oblong hole; 3b-splicing gap; 3c-connecting bolt; 4-slot Steel; 8-energy-consuming friction plate; 20-lower connecting pipe; 40-core barrel; 41-threaded hole; 42-plug welding groove; 43-straight plate; 44-inclined plate; 45-bevel; 50-column; 50a -Upper box-shaped steel column; 50b-lower box-shaped steel column; 51-reinforced truss floor deck; 52-prestressed steel tie rod; 53-anchor head; 54-high-strength bolt; 55-upper flange; 56-lower flange ; 60-short beam; 61-first beam body; 62-first connecting plate; 70-composite steel beam; 71-frame steel beam; 71a-second beam body; 71b-second connecting plate; 71c-long hole ; 72-Extended supporting beam; 73-Rubber bearing; 74-Secondary beam; 70a-Upper steel beam; 70b-Lower steel beam; 80-Limiting clip; 81-Clamping slot; 82-Auxiliary flange plate; 83-Transverse stiffener; 600-Energy dissipation tube; 610-Upper connector; 611-Upper web; 612-Upper wing; 620-Lower connector; 621-Lower web; 622-Lower wing; 630-Consumption Energy plate; 631-upper connection part; 632-middle energy dissipation part; 633-lower connection part; 640-reset structure; 641-anchoring top plate; 642-screw; 643-return spring; 644-anchoring bottom plate; 670-steel ball ; 671-upper hemisphere; 672-lower hemisphere; 673-steel pin; 674-thrust disc spring.

Detailed ways

The present invention will be further explained below in conjunction with specific embodiments.

Example 1

As shown in Figures 1-8, this embodiment provides a floor structure that adapts to the expansion effect, including: steel truss floor deck 51, frame steel beams 71, short beams 60 and prestressed steel tie rods 52.

Referring specifically to Figure 7, the short beam 60 is fixedly arranged on the upright column 50; the short beam 60 includes: a first beam body 61 and a first connecting plate 62; the first connecting plate 62 is fixed and vertically arranged on the first On a beam body 61; the first connecting plate 62 is provided with a first connecting hole.

Referring specifically to Figures 4-6, the frame steel beam 71 includes: a second beam body 71a and a second connecting plate 71b; the second connecting plate 71b is fixed and vertically arranged at the end of the second beam body 71a; The second connecting plate 71b is provided with a second connecting hole. The second beam body 71a overlaps the first beam body 61, and the first connecting plate 62 and the second connecting plate 71b are arranged in parallel and spaced apart; the two ends of the prestressed steel tie rod 52 pass through the first connecting plate respectively. The anchoring head 53 is used to lock and fix the hole and the second connecting hole; the steel truss floor deck 51 is overlapped on the frame steel beam 71 .

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

The frame steel beam 71 and the short beam 60 may both be provided with standard round holes through which high-strength bolts 54 pass. As shown in Figure 5, more preferably, one of the frame steel beam 71 and the short beam 60 is provided with a standard round hole, and the other one of the frame steel beam 71 and the short beam 60 is provided with a long hole. The holes 71c and the long holes 71c are arranged along the length direction of the frame steel beam 71; after the high-strength bolts 54 pass through the standard round holes and the long holes 71c, they are tightened and fixed with nuts.

When the building is subjected to a lateral force, and the lateral external force is less than the fastening force of the high-strength bolts 54, the frame steel beam 71 and the short beam 60 remain relatively stationary, and the entire floor structure bears the role of the lateral force; when When the lateral external force is greater than the fastening force of the high-strength bolts 54, the frame steel beam 71 slides relative to the short beam 60 along the long hole 71c; and when the lateral external force is eliminated, the frame steel beam 71 prestresses the prestressed steel tie rod 52. It gradually resets under the action of tensile force; therefore, the seismic resistance of the floor structure of this application is greatly improved.

The combination of the frame steel beams 71 and the short beams 60 are provided on the surrounding edges of the steel truss floor deck 51 . And, it also includes a secondary beam 74. Both ends of the secondary beam 74 are fixedly connected to the second beam body 71a of the frame steel beam 71, and are arranged at the bottom of the steel truss floor deck 51 for supporting. The steel truss floor bearing plate 51 is supported.

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

Referring to Figure 6, this embodiment also includes an outrigger support beam 72 and a rubber bearing 73; the outhang support beam 72 is provided on the frame steel beam 71 through a rubber bearing 73; The beam 72 and the frame steel beam 71 thus constitute the composite steel beam 70 of the present application.

The edge of the steel truss floor deck 51 overlaps the frame steel beam 71 through the outstretched support beam 72 . The secondary beam 74 supports the middle part of the steel truss floor deck 51.

Preferably, the steel truss floor deck 51 is fixedly connected to the outrigger joist 72 . A plurality of the rubber bearings 73 are arranged at intervals in the length direction of the overhanging support beam 72 .

In this embodiment, the first beam body 61 of the short beam 60 is a channel-shaped steel section, the notch of the first beam body 61 is upward, and the end of the second beam body 71a overlaps the first beam body 71a. In the U-shaped groove of the beam body 61. The second beam body 71a of the frame steel beam 71 is channel steel, and the notch of the second beam body 71a is upward. The rubber bearing 73 and the outstretched support beam 72 are arranged on the second beam. In the U-shaped groove of the body 71a; the top surface of the overhanging support beam 72 protrudes from the upper edge of the U-shaped groove of the second beam body 71a. In addition, the end of the overhanging joist beam 72 extends into the U-shaped groove of the first beam body 61, and the top surface of the overhanging joist beam 72 also protrudes into the U-shaped groove of the first beam body 61. The upper lip is set. Avoid direct contact between the bottom surface of the steel truss floor deck 51 and the first beam body 61 and the second beam body 71a.

Wherein, the secondary beam 74 is in the form of channel steel, I-beam, box beam, etc.

More preferably, the overhanging joist beam 72 is made of channel steel, and the notch of the overhanging joist beam 72 is downward; In the U-shaped groove. The two side plates of the overhanging support beam 72 extend into the U-shaped groove of the second beam body 71a, forming a limiting structure in the width direction, and the overhanging support beam 72 is separated from the frame steel beam 71.

The rubber support 73 includes an upper connection seat, a lower connection seat and a rubber body in the middle. The upper connection seat is fixedly connected to the outstretched support beam 72; the lower connection seat is connected to the frame steel beam 71. The second beam body 71a is fixedly connected.

In another implementation of this embodiment, as shown in FIG. 9 , the overhanging support beam 72 is a channel steel with a downward notch; the second beam body 71 a of the frame steel beam 71 is an I-beam. In the third embodiment, as shown in FIG. 10 , both the outrigger support beam 72 and the second beam body 71 a are made of I-beam steel.

The second aspect of this application discloses the construction method of the above-mentioned floor structure adapted to the expansion effect, which specifically includes the following steps:

S10, the factory prefabricates the steel truss floor deck 51, frame steel beams 71, outrigger joists 72 and short beams 60;

S20. Weld the short beam 60 to the column 50 at the factory or construction site;

S30. At the construction site, hoist the frame steel beam 71 between two adjacent columns 50, and the two ends of the frame steel beam 71 are overlapped on the short beam 60;

At this time, the crane can hoist the next component without taking up the crane's time.

S40. Wear the prestressed steel tie rods 52, fixedly connect the frame steel beam 71 and the short beam 60, and apply pretension force to the prestressed steel tie rods 52;

S50. Use high-strength bolts 54 to securely connect the frame steel beam 71 to the short beam 60;

S60. Connect the outrigger support beam 72 to the frame steel beam 71 through the rubber bearing 73;

S70. A secondary beam 74 is provided between the two frame steel beams 71 arranged in parallel intervals;

S80. Lay the steel truss floor deck 51 on the outrigger joists 72 and secondary beams 74.

The present invention realizes the automatic reset of the floor structure after an earthquake through the prestressed steel tie rods 52, and solves the problem of incompatibility between the recoverable functional structures such as the columns 50 and the deformation of the floor.

And, the outstretched supporting beam 72 is connected to the frame steel beam 71 through the rubber bearing 73 to form a self-returning composite beam; the steel truss floor deck 51 and the secondary beam 74 form a seismic isolation floor system, which not only It can solve problems such as the assembly of self-returning steel beams and non-high-altitude tensioning, focusing on solving the problem of deformation incompatibility between the restorable functional steel frame system and the traditional steel truss floor deck 51. Therefore, the floor system of this application can Adapt to a variety of restorable functional steel structure systems.

Example 2

This embodiment discloses a steel structure system with a floor structure adapted to the expansion effect in Embodiment 1.

Referring to Figures 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 intervals; a shear wall is provided between the upper steel beam 70a and the lower steel beam 70b.

The shear wall includes a first steel plate 1, a second steel plate 2 and a plywood 3; the first steel plate 1 and the second steel plate 2 are spliced up and down within the width of the shear wall; the upper end of the first steel plate 1 is fixedly connected to the upper steel beam 70a ; The lower edge of the first steel plate 1 is provided with a downward convex structure 1a; the lower end of the second steel plate 2 is fixedly connected to the lower steel beam 70b; Alternatively, the positions of the raised structure 1a and the depressed structure 2a can also be interchanged up and down, and are respectively provided on the second steel plate 2 and the first steel plate 1. And, there is a splicing gap 3b between the first steel plate 1 and the second steel plate 2.

Two plywood plates 3 clamp the first steel plate 1 and the second steel plate 2 in the middle respectively from the front and rear sides; the plywood plates 3 cover the splicing gap 3b between the first steel plate 1 and the second steel plate 2 within the width of the shear wall. .

One of the first steel plate 1 or the second steel plate 2 is fixedly connected to the plywood 3; the other one of the first steel plate 1 or the second steel plate 2 is connected to the plywood 3 through the oblong hole 3a and the connecting bolt 3c; wherein, the oblong hole 3a is horizontal setting, that is, the length direction of the oblong hole 3a is the horizontal direction.

In this embodiment, the first steel plate 1 and the clamping plate 3 are fixedly connected through standard round holes and connecting bolts 3c; the second steel plate 2 is connected to the clamping plate 3 through the oblong holes 3a and connecting bolts 3c.

Among them, the oblong hole 3a can be opened in the second steel plate 2 or the plywood 3, and correspondingly, the plywood 3 or the second steel plate 2 is provided with a standard round hole, and then the two are connected and fixed through the connecting bolt 3c.

Through the above-mentioned improved technical solution, the shear wall structure of the present application will have three stages when it is subjected to lateral force: the first stage: the elastic stage. At this time, the horizontal lateral force does not exceed the ratio between the first steel plate 1 and the second steel plate 2. The first steel plate 1 and the second steel plate 2 remain relatively stationary due to the sliding force between them, and the shear wall as a whole acts to resist the lateral force. The second stage: the energy consumption stage. At this time, 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 relative to the second steel plate 2. Dislocation; the second steel plate 2 and the splint 3 slide and rub against each other, consuming the damage kinetic energy. The third stage: the limit stage. At this time, 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 and the second steel plate 2 join the gap. 3b becomes smaller and smaller, and finally the convex structure 1a and the concave structure 2a between the two are against each other, and the shear wall once again begins to resist the lateral force as a whole. Therefore, the energy dissipation and seismic resistance effect of the shear wall structure of this application Huge improvements.

In this embodiment, the protruding structure 1a and the recessed structure 2a are both V-shaped or W-shaped; therefore, the splicing gap 3b is V-shaped or W-shaped. Preferably, the width of the splicing gap 3b is 3-8mm. More preferably, the width of the splicing gap 3b is 5 mm. The relative sliding distance of the connecting bolt 3c in the oblong hole 3a is 200-250mm; preferably 220mm.

Furthermore, the angle, or slope, between the sides of the V-shaped or W-shaped convex structure 1a and the recessed structure 2a and the horizontal direction is 4-8°, and more preferably, the angle is 5°. When the width of the splicing gap 3b is constant, the smaller the included angle or slope, the longer the sliding distance between the first steel plate 1 and the second steel plate 2 before they abut against each other. If the angle or slope is too small, the shear resistance of the first steel plate 1 and the second steel plate 2 will be weak after they are brought together.

As shown in FIG. 13 , an energy-consuming friction plate 8 is provided between the other one 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 splint 3 slide relative to each other, the energy-consuming friction plate 8 is rubbed, thereby consuming destructive external kinetic energy. The energy-consuming friction plate 8 is preferably made of metal such as brass. Preferably, the second steel plate 2 is provided with a sinking platform 2b, and the energy-consuming friction plate 8 is embedded in the sinking platform 2b.

This embodiment also includes channel steel 4. Several channel steels 4 are fixedly connected to the first steel plate 1 and the second steel plate 2 for improving the anti-buckling performance of the first steel plate 1 and the second steel plate 2. Preferably, within the width of the shear wall, the channel steel 4 is laid out horizontally in the area without the plywood 3 .

During construction, the first steel plate 1 and the second steel plate 2 are fixedly connected to the upper steel beam 70a and the lower steel beam 70b respectively. Both ends of the upper steel beam 70a and the lower steel beam 70b are fixedly connected to the upright column 50 through short beam sections 72 and self-tapping bolts 74.

The first steel plate 1 and the second steel plate 2 of the present invention are provided with mutually adapted convex structures 1a and concave structures 2a at the joints between the two. When subjected to lateral destructive force, the first steel plate 1 and the second steel plate 2 can face each other. Sliding, thus utilizing friction to dissipate energy. At the same time, the overall structure of the shear wall will not be damaged and can continue to be used, with good earthquake resistance.

Example 3

This embodiment discloses a steel structure whose upright columns 50 are box-shaped columns; specifically, as shown in Figures 14 and 15, this embodiment discloses a core flange connection structure suitable for box-shaped columns. It includes: upper box-shaped steel column 50a, lower box-shaped steel column 50b, core tube 40 and self-tapping bolts 74.

As shown in FIG. 16 , the core tube 40 has a regular octagonal cross-section and is made up of four straight plates 43 and four inclined plates 44 arranged at intervals in sequence. The upper part of the straight plate 43 is provided with a threaded hole 41; the lower part of the straight plate 43 is provided with a plug welding groove 42; the cross-sections of the upper box-shaped steel column 50a and the lower box-shaped steel column 50b are both square.

When the upper box-shaped steel column 50a and the lower box-shaped steel column 50b are connected up and down, the lower end of the core tube 40 is inserted into the upper edge of the lower box-shaped steel column 50b, and the straight plate 43 is pressed against the side of the lower box-shaped steel column 50b. The wall is plug-welded to the lower box-shaped steel column 50b through the plug-welding groove 42; the upper end of the core tube 40 is inserted into the lower edge of the upper box-shaped steel column 50a, and the straight plate 43 is pressed against the upper box-shaped steel column 50a. On the side wall, it is fixedly connected to the upper box-shaped steel column 50a through the threaded holes 41 on the straight plate 43 and the self-tapping bolts 74.

Wherein, the side wall of the upper box-shaped steel column 50a is provided with a through hole corresponding to the threaded hole 41 of the straight plate 43, and the self-tapping bolt 74 passes through the through hole and is connected to the threaded hole 41 of the straight plate 43. The side wall of the lower box-shaped steel column 50b is provided with a plug welding hole corresponding to the plug welding groove 42, thereby facilitating plug welding connection.

A bevel 45 is provided along the outer side of the upper port and/or the lower port of the core barrel 40 to facilitate the insertion of the core barrel 40 into the upper box-shaped steel column 50a and/or the lower box-shaped steel column 50b.

Further, the lower end of the upper box-shaped steel column 50a is provided with an upper flange 55, and the upper end of the lower box-shaped steel column 50b is provided with a lower flange 56. The upper box-shaped steel column 50a and the lower box-shaped steel column 50b pass through the upper end. The flange 55, the lower flange 56 and the high-strength bolts 54 are fixedly connected. The high-strength bolts 54 pass through the screw holes on the upper flange 55 and the lower flange 56 and are tightened with nuts, thereby firmly connecting the upper flange 55 and the lower flange 56 .

The upper end of the lower box-shaped steel column 50b is fixedly connected to the steel beam of the 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 embodiment. Referring to Figure 17, more preferably, the upper end of the upper box-shaped steel column 50a is fixedly connected to the steel beam of the building.

More preferably, as shown in Figures 18 and 19, this embodiment may also include a limiting clip 80; the limiting clip 80 is provided with a slot 81, and the corners of the upper flange 55 and the lower flange 56 are After being inserted into the slot 81, bolts are used to securely connect the upper flange 55, the lower flange 56 and the limit clamp 80.

The limit clamp 80 clamps the lower flange 56 and the lower flange 56 in the middle from top to bottom, and then fixes it with bolts, which can limit the opening of the upper flange 55 and the lower flange 56 when they are subjected to a large bending moment. It greatly restrains the deformation of the connection node between the upper box-shaped steel column 50a and the lower box-shaped steel column 50b, and enhances the stiffness and bearing capacity of the node.

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

More preferably, as shown in Figure 20, it also includes an auxiliary flange plate 82 and a transverse stiffening rib 83. The auxiliary flange plate 82 is spaced parallel to the upper flange 55 or the lower flange 56. The auxiliary flange plate 82 It is fixedly connected to the upper flange 55 or the lower flange 56 through one or several transverse stiffening ribs 83 arranged at intervals. The auxiliary flange plate 82, the lower flange 56 and the corners of the lower flange 56 are all After being clicked into the slot 81, bolts are used to firmly connect the auxiliary flange plate 82, the lower flange 56, the lower flange 56 and the limit clamp 80.

Therefore, the auxiliary flange plate 82 and the transverse stiffening ribs 83 enhance the stiffness of the flange structure itself, preventing the flange plate from deforming when the force is large, and combined with the limit clamp 80 jointly enhance the stiffness and load-bearing capacity of the node. .

The core flange connection structure disclosed in this application has a simple structure. All steel components are prefabricated in the factory and assembled on site, which can quickly realize the installation of the column 50; and the integrity, stiffness and load-bearing capacity of the assembled column 50 are greatly improved.

Example 4

This embodiment is basically the same as Embodiment 1-3, except that:

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

As shown in Figure 21, the energy-consuming structure includes: a column 50 (lower box-shaped steel column 50b), an energy-consuming cylinder 600 and a lower connecting pipe 20; in this embodiment, the foundation is a ground beam structure, and the lower connecting pipe 20 is arranged vertically. At the junction of two ground beams.

Referring to Figures 22 and 23, the energy dissipating cylinder 600 includes: an upper connecting piece 610, a lower connecting piece 620 and an energy dissipating plate 630; the upper connecting piece 610 is used to connect with the column 50; the lower connecting piece 620 is used to Connected to the lower connecting pipe 20; both ends of the energy dissipating plate 630 are connected to the upper connecting piece 610 and the lower connecting piece 620 respectively. When the upright column 50 and the lower connecting pipe 20 are relatively displaced, The energy dissipation plate 630 undergoes elastic deformation or plastic deformation to dissipate energy.

The energy-consuming plate 630 includes an upper connecting portion 631, a middle energy-consuming portion 632, and a lower connecting portion 633 made of energy-consuming mild steel; the upper connecting portion 631 is used to connect to the upper connecting piece 610, and the lower connecting portion 631 is used to connect to the upper connecting piece 610. The middle energy-consuming portion 633 is used to connect with the lower connecting piece 620; the intermediate energy-consuming portion 632 includes a plurality of energy-consuming mild steel laths arranged at intervals, and the two ends of the energy-consuming mild steel laths are respectively fixed to the upper connecting portion 631 and the lower connecting portion 633. connect.

The upper connecting piece 610 is cross-shaped or rice-shaped, and includes an upper web 611 arranged in a cross-shaped or rice-shaped shape. The end of the upper web 611 is vertically provided with an upper wing plate 612; the energy-consuming plate The upper connecting part 631 of 630 is fixedly connected to the upper wing plate 612; the lower connecting piece 620 is cross-shaped or m-shaped, including a lower web 621 arranged in a cross-shaped or m-shaped shape, and the end of the lower web 621 is vertically provided with a lower Wing plate 622; the lower connecting portion 633 of the energy dissipation plate 630 is fixedly connected to the lower wing plate 622.

As shown in Figure 24, this embodiment also includes a reset structure 640. The reset structure 640 includes: an anchoring top plate 641 that is relatively fixed on the upper connector 610, an anchor bottom plate 644 that is relatively fixed on the lower connector 620, and Return spring 643. The energy-consuming 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-consuming cylinder 600.

Both ends of the return spring 643 are against the anchoring top plate 641 and the anchoring bottom plate 644. During operation or after being installed in place, the return spring 643 is compressed to form a pre-tightening force, which tends to straighten the upper connecting piece 610 and the column 50. That is, when the upright column 50 and the lower connecting pipe 20 are relatively displaced, the upper connecting piece 610 and the upright column 50 can be forced to return to their original position by utilizing the pre-tightening force of the return spring 643 in the reset structure 640 .

When the column 50 (lower box-type steel column 50b) and the entire steel structure system are deflected or swayed under the action of external force, the energy-dissipating plate 630 in the energy-dissipating cylinder 600 consumes energy along with plastic deformation, and then The destructive effect of external force on the column 50, the composite steel beam 70 and the shear wall structure is eliminated. At the same time, the return spring 643 uses its pretightening force to straighten and reset the column 50 (lower box steel column 50b), composite steel beam 70 and shear wall structure, thereby preventing the building from being damaged in natural disasters such as earthquakes and reducing the cost of recovery. Use the cost of function to improve the functional recoverability of closed section steel column feet.

The return spring 643 is fixed by the screw rod 642 and the nut; the anchor top plate 641 and the anchor bottom plate 644 are respectively provided with through holes; the screw rod 642 is inserted into the two through holes, and the return spring 643 is sleeved on the screw rod 642; both ends of the screw rod 642 pass through The nut is connected and fixed with the anchoring top plate 641 and the anchoring bottom plate 644. Optionally, the anchoring top plate 641 is fixedly provided on the upper connecting piece 610 or the upright column 50 ; the anchoring bottom plate 644 is fixedly provided on the lower connecting piece 620 or the lower connecting pipe 20 . In this embodiment, the upper wing plate 612 is connected and fixed to the column 50; the lower wing plate 622 is connected and fixed to the lower connecting pipe 20.

This embodiment realizes the functional restorability of the closed-section steel column, does not occupy the building space, does not affect its use function, and realizes the efficient assembly construction of the building; in terms of stress, it can realize the functional restorability And energy dissipation can also achieve good performance of rigid column feet for small earthquakes.

Example 5

This embodiment is basically the same as Embodiment 4, except that:

Referring to Figure 25, this embodiment also includes a steel ball 670. A lower arc groove is provided at the top center of the lower web 621; an upper arc groove is provided at the bottom center of the upper web 611; the upper arc groove and the lower arc groove are provided at the bottom center of the upper web 611. The arc grooves are arranged up and down opposite each other and arranged at intervals, thereby forming a spherical space, 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 arc groove, and the lower part of the steel ball 670 is inserted into the lower arc groove. The upper and lower parts of the steel ball 670 respectively abut the lower web 621 and the upper web 611 to realize the support force from the above Transfer of the lower connector 620 to the upper connector 610 . The steel ball 670 can be rotated. When the column 50 shakes during an earthquake, a hinged structure is formed between the steel ball 670 and the lower arc groove and the upper arc groove, thereby allowing the column 50 (lower box-shaped steel column 50b) to swing freely. , thus the energy-consuming plate 630 starts to work and consume energy; after the shaking is completed, under the action of the pre-tightening force of the return spring 643, the column 50 (lower box-shaped steel column 50b) can be quickly reset. No matter in the energy dissipation or reset process, the steel ball 670 plays the main supporting role, which greatly reduces the load of the energy dissipation plate 630, avoids the return spring 643 from being over-squeezed and fails, and ensures that both are normal. The energy dissipation and reset effects are excellent, and the service life of the energy dissipation plate 630 and the return spring 643 is greatly extended.

Example 6

This embodiment is basically the same as Embodiment 5, except that:

Referring to Figure 26, this 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 arranged opposite to each other up and down and arranged at intervals; an upper shaft is provided at the center of the bottom surface of the upper hemisphere 671 hole, a lower shaft hole is provided in the center of the top surface of the lower hemisphere 672; the upper part of the steel pin 673 can be relatively slidably inserted into the upper shaft hole, and the lower part of the steel pin 673 can be relatively slidably inserted into the lower shaft hole; the upper hemisphere 671 and the lower The hemisphere 672 can be arranged relatively close to and away from each other through the steel pin 673; the thrust disc spring 674 is sleeved on the steel pin 673 and is arranged between the upper hemisphere 671 and the lower hemisphere 672.

A lower arc groove is provided at the center of the top of the lower web 621; an upper arc groove is provided at the center of the bottom of the upper web 611; the upper arc groove and the lower arc groove are arranged opposite to each other up and down, and the upper hemisphere 671 is inserted into the upper arc groove. In the arc groove, the lower hemisphere 672 is inserted into the lower arc groove; when assembled in place or working, the thrust disc spring 674 is compressed, and the upper hemisphere 671 and the lower hemisphere 672 respectively resist the upper hemisphere 671 under the spring force of the thrust disc spring 674. The web 611 and the lower web 621 are used to transmit the supporting force from the lower connecting piece 620 to the upper connecting piece 610 .

In this embodiment, the upper hemisphere 671 and the lower hemisphere 672 are always against the upper web 611 and the lower web 621 under the spring force of the thrust disc spring 674. Even if the column foot structure undergoes large deformation, the column 50 When the upper connecting piece 610 undergoes a larger displacement or deflection, the upper hemisphere 671 and the lower hemisphere 672 are always pressed against the lower web 621 and the upper web 611 under the spring force of the thrust disc spring 674, thus achieving smooth operation. The normal transmission of support force from the lower connecting piece 620 to the upper connecting piece 610 is supported. It is avoided that the load on the energy dissipation plate 630 and the return spring 643 is suddenly increased, causing the energy dissipation plate 630 and the return spring 643 to fail to work normally or even be damaged.

In order to prevent the upper hemisphere 671 and the lower hemisphere 672 from tilting, one of the upper hemisphere 671 and the lower hemisphere 672 can 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 used to illustrate the technical solution of the present invention, but not to limit it. Although the present invention has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that: The technical solutions described in the foregoing embodiments can still be modified, or some or all of the technical features can be equivalently replaced; and these modifications or substitutions do not deviate from the essence of the corresponding technical solutions from the technical solutions of the embodiments of the present invention. scope.

Claims (10)

1. A floor structure adapted to the expansion effect, characterized by including: steel truss floor decks, frame steel beams, short beams and prestressed steel tie rods; The short beam is fixedly installed on the column; The short beam includes: a first beam body and a first connecting plate; The first connecting plate is fixed and vertically arranged on the first beam body; the first connecting plate is provided with a first connecting hole; The frame steel beam includes: a second beam body and a second connecting plate; The second connecting plate is fixed and vertically arranged at the end of the second beam body; the second connecting plate is provided with a second connecting hole; The second beam body overlaps the first beam body, and the first connecting plate and the second connecting plate are arranged in parallel and spaced apart; The two ends of the prestressed steel tie rod pass through the first connection hole and the second connection hole respectively and then are locked and fixed with anchor heads; The steel truss floor deck is overlapped on the frame steel beam. 2. The floor structure adapted to the expansion effect according to claim 1, characterized in that the frame steel beam and the short beam are fixedly connected through high-strength bolts; Standard round holes through which high-strength bolts pass are provided in the middle and upper parts of the frame steel beam and the short beam; Alternatively, one of the frame steel beam and the short beam is provided with a standard round hole, and the other is provided with a long hole, and the long hole is arranged along the length direction of the frame steel beam; high-strength bolts pass through the standard round hole and the long hole. After drilling the hole, tighten it with nuts. 3. The floor structure adapted to the expansion effect according to claim 1, characterized in that it also includes a secondary beam, and both ends of the secondary beam are respectively fixedly connected to the second beam body of the frame steel beam and laid out. The bottom of the steel truss floor deck is used to support the steel truss floor deck. 4. The floor structure adapted to the expansion effect according to claim 3, characterized in that it also includes outstretched supporting beams and rubber bearings; The outrigger support beam is provided on the frame steel beam and/or the secondary beam through rubber bearings; The steel truss floor deck is arranged on the frame steel beam and/or the secondary beam through the outstretched support beam. 5. The floor structure adapted to the expansion effect according to claim 4, characterized in that the first beam body of the short beam is a channel steel section, the notch of the first beam body is upward, and the second beam body is a channel-shaped steel section. The end of the beam body overlaps 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 bearing and the outstretched supporting beam are arranged on the second beam body. in the U-shaped groove; The top surface of the overhanging support beam protrudes from the upper edge of the U-shaped groove of the second beam body. 6. The floor structure adapted to the expansion effect according to claim 4, characterized in that the secondary beam is channel steel, the notch of the secondary beam is upward, and the rubber bearing and the outstretched supporting beam are arranged In the U-shaped groove of the secondary beam; the top surface of the overhanging support beam protrudes from the upper edge of the U-shaped groove of the secondary beam. 7. The floor structure adapted to the expansion effect according to claim 4, characterized in that the outgoing joists are channel steel, and the notches of the outgoing joists are downward; the rubber bearings The upper end is arranged in the U-shaped groove of the outstretched supporting beam. 8. The floor structure adapted to the expansion effect according to claim 4, characterized in that the rubber support includes an upper connecting seat, a lower connecting seat and a middle rubber body, and the upper connecting seat and the overhanging The supporting beam is fixedly connected; the lower connecting seat is fixedly connected to the frame steel beam and/or the secondary beam. 9. A construction method for a floor structure adapted to the expansion effect according to any one of claims 4 to 8, characterized in that it specifically includes the following steps: S10. The above-mentioned steel truss floor decking, frame steel beams, outriggers and short beams are prefabricated in the factory; S20. Weld the short beam to the column at the factory or construction site; S30. At the construction site, hoist the frame steel beam between two adjacent columns, and the two ends of the frame steel beam overlap the short beams; S40. Wear prestressed steel tie rods, fixedly connect the frame steel beams and short beams, and apply pretension force to the prestressed steel tie rods; S50. Use high-strength bolts to firmly connect the frame steel beam and the short beam; S60. Connect the outrigger support beam to the frame steel beam through rubber bearings; S70. Secondary beams are set between two frame steel beams arranged at parallel intervals; S80. Lay the steel truss floor decking on the outriggers and secondary beams. 10. A steel structure system with a floor structure adapted to the expansion effect according to any one of claims 1 to 8.