CN110258888B

CN110258888B - Large-scale roof anti-seismic node of fabricated building, roof system and construction method

Info

Publication number: CN110258888B
Application number: CN201910437879.9A
Authority: CN
Inventors: 不公告发明人
Original assignee: Ji'an Fourth Construction Engineering Co ltd
Current assignee: Ji'an Fourth Construction Engineering Co.,Ltd.
Priority date: 2019-05-24
Filing date: 2019-05-24
Publication date: 2020-11-06
Anticipated expiration: 2039-05-24
Also published as: CN110258888A

Abstract

The invention discloses an assembly type building large-scale roof earthquake-resistant node, a steel structure roof system and a construction method thereof, wherein the system comprises a steel column, a beam member and a connecting disc, a steel sleeve at the end part of the beam member is provided with a pin hole channel, and a bolt hole is arranged on a flange of the beam member; at least three groups of mounting holes are uniformly arranged on the connecting disc along the circumferential direction, each group of mounting holes is provided with a round hole and at least one pair of arc-shaped long strip holes, and the round holes are connected with the pin hole channels through steel pins; the long holes and the bolt holes are fastened through high-strength bolts, after fastening, the beam member is arranged along the tangential direction from the connecting disc in an eccentric mode, and the beam member has a rotating trend relative to the round hole under the driving of strong external force factors. The connecting disc and the steel beam are connected in a semi-rigid and semi-flexible mode and are adjustable, a proper central supporting column is selected and matched as required to carry out auxiliary supporting, and the requirements of a large-span and anti-seismic steel structure system can be met.

Description

Large-scale roof anti-seismic node of fabricated building, roof system and construction method

Technical Field

The invention relates to the technical field of fabricated buildings, in particular to a large-scale roof earthquake-resistant node of a fabricated building, a roof system and a construction method thereof, such as a large-scale steel structure.

Background

Architectural structural projects are often used as roofs for various large public buildings, such as in stadiums, exhibitions, airports, and the like. In the prior art, the building structure project is a metal plate type node structure.

The following examples are several styles of panel node structures:

CN 207597585U discloses a web reinforced aluminum alloy plate type node structure, which comprises a node plate assembly, a rod assembly, a reinforcing assembly and a fastening assembly, wherein the node plate assembly comprises a top node plate and a bottom node plate which are spaced apart in parallel, the rod assembly comprises a plurality of rods arranged around a central shaft of the node structure, wherein the top of each rod is fixedly connected to the top node plate through the top fastening assembly, the bottom of each rod is fixedly connected to the bottom node plate through the bottom fastening assembly, and the middle of the adjacent rod is fixedly connected to a corner piece through the reinforcing fastening assembly. According to the invention, the angle pieces are added between the rod pieces, so that the transmission of axial force is improved, and the strength requirements of node structures with larger span and more complex shapes in aluminum alloy buildings are met.

CN 207727774U discloses a web reinforced aluminum alloy plate type node structure, which comprises a node plate assembly, a rod assembly, a reinforcing member and a fastening assembly, wherein the node plate assembly comprises a top node plate and a bottom node plate, the rod assembly comprises a plurality of rods arranged around a central shaft of the node structure, the reinforcing member is an integrally formed part, and the fastening assembly comprises a top fastening assembly, a bottom fastening assembly and a reinforcing fastening assembly; the upper flange of each rod piece is fixedly connected to the top node plate through a top fastening assembly, and the lower flange of each rod piece is fixedly connected to the bottom node plate through a bottom fastening assembly. According to the aluminum alloy plate type node structure, the rod pieces are communicated through the reinforcing pieces, so that the transmission of axial force and shearing force is improved, and the requirements of aluminum alloy buildings with larger span and more complex shapes on the bearing capacity of the node are met.

CN 104912203A discloses an aluminum alloy column plate formula node structure for spatial structure, including hollow hexagonal prism, first apron, the second apron, six connecting workpiece, six connecting plate and a plurality of fastener, the riser is installed between upper plate and hypoplastron, first apron level sets up on hollow hexagonal prism top, second apron level sets up at hollow hexagonal prism lower extreme, hollow hexagonal prism along length direction's central line coincide with the central line of first apron and second apron respectively, six connecting plates are installed on six sides of hollow hexagonal prism through a plurality of fasteners respectively, connecting workpiece is through a plurality of fastener fixed mounting on first apron and second apron respectively.

The common point of the three technologies is that the connection plates are connected in a strengthening way through the connecting pieces, so that the purpose of strengthening the node is achieved.

According to the technology, high-strength rigid connection between the node plate and the connecting plate or the connecting rod piece is realized, but the seismic performance is general. The seismic disadvantages in the above technique are analyzed below.

When an earthquake occurs, the node position is easy to have brittle fracture, because according to the mechanics calculation, under the action of a strong earthquake, the bolt connection position between the connecting plate and the node disc is cracked preferentially at the bolt through hole and the bolt is sheared, and the connecting plate are also rigidly connected by the connecting piece and the bolt, so that the capacity of coping with deformation is not enough, the connecting piece is easy to have brittle fracture, and the earthquake-resistant performance is general. A

The invention provides a roof node with excellent earthquake resistance aiming at the problems.

Disclosure of Invention

In order to solve the defects of the prior art, the invention provides an anti-seismic node of a large-scale roof of an assembly type building, a roof system and a construction method thereof, and solves the problems that the installation is inconvenient and the installation node cannot be finely adjusted in the existing node connection technology and the anti-seismic performance of the existing node structure is poor.

The technical scheme adopted by the invention for solving the technical problems is as follows:

the large roof earthquake-resistant node of the assembly type building comprises a beam member and a connecting disc for connecting the beam member, wherein one end of the beam member is connected with a steel column, and the other end of the beam member is movably connected with the connecting disc,

the end part of the beam member is provided with a steel sleeve, the steel sleeve is internally provided with a pin hole channel which penetrates through the beam member from top to bottom, and a bolt hole is formed in the flange of the beam member;

the connection pad comprises the connection pad of upper and lower two looks isostructures, and be provided with three at least groups mounting hole along circumference on the connection pad, each group mounting hole has following characteristic:

the round hole is deviated from the center of the connecting disc, and the round hole is hinged with the pin hole channel through a steel pin;

the beam member is arranged along the tangential direction from the connecting disc in an eccentric mode after being fastened through high-strength bolts, and the beam member has a rotating trend relative to the round hole under the driving of strong external force factors.

The radian direction of the strip holes in each group of mounting holes is arranged by taking the round hole as the center.

The central parts of the upper connecting disc and the lower connecting disc are connected through a steel pipe.

And a vertical plate is welded in the space between the upper connecting disc and the lower connecting disc.

The assembly type large-scale roof system for the building comprises a steel column, beam members and a connecting disc, wherein one end of each beam member is connected with the steel column, the other end of each beam member is movably connected with the connecting disc, all the beam members are intersected with the connecting disc, the assembly type large-scale roof system for the building is characterized in that,

And a central support column is arranged right below the connecting disc, and the connecting disc is placed at the top end of the central support column.

And an anti-seismic support is arranged between the connecting disc and the central supporting column.

A construction method of a large-scale roof system of an assembly type building is characterized in that,

firstly, processing and forming the beam component and the connecting disc according to a drawing, and integrally performing anti-corrosion treatment;

secondly, assembling on site, connecting the beam component and the connecting disc by using a steel pin, and simultaneously pre-tightening and connecting the steel beam flange and the upper and lower connecting discs by using a high-strength bolt

Thirdly, integrally hoisting, connecting the other end of each steel beam with the steel column which is already installed in place, and finally fastening all the high-strength connecting components;

and fourthly, after the connection is finished, carrying out secondary anticorrosion treatment on the installation point.

In step one, the structural features on the connecting disc and the beam member are formed by a laser cutting process.

The invention has the beneficial effects that:

1. the steel beam connecting plate is convenient to mount, the connecting plate and the steel beam are matched through the steel pin, the arc-shaped long hole and the bolt, the steel beam connecting plate has certain adjustability, and particularly, in the mounting process, the mounting stress between the steel beam and the connecting plate can be adjusted through the pre-tightening and fastening processes, so that the steel beam connecting plate has wider application space.

2. The application range is wide, and connection for semi-rigid, semi-flexible between connection pad and the girder steel is self adjustable to suitable central support post is selected and is carried out the auxiliary stay as required, can satisfy the requirement of large-span, antidetonation steel construction system.

3. The antidetonation effect is outstanding, is semi-rigid, the connection of semi-flexibility between connection pad and the girder steel, and under the normal condition, relies on bolt assembly's rigid connection, satisfies the requirement of static load, after the macroseism takes place, through relative aversion between connection pad and the girder steel, consumes unfavorable moment of torsion, the tensile force that the earthquake brought, plays the purpose that the macroseism is never fallen. Meanwhile, the safety of the installed nodes is realized by matching with the requirements of the strong nodes on members.

Drawings

Fig. 1 is a perspective view of a first embodiment.

Fig. 2 is a partially omitted view of fig. 1.

Fig. 3 is a perspective view of fig. 1 in a top view.

Fig. 4 is a perspective view of the connector disc assembly.

Fig. 5 is a top view of fig. 4.

Fig. 6 is a corresponding cross-sectional view of fig. 5.

FIG. 7 is a view showing the structure of the end of the steel beam.

FIG. 8 is a view showing the structure of the end of the steel beam.

Fig. 9 is an installation diagram of the first embodiment.

FIG. 10 is a top view of the second embodiment.

FIG. 11 is an installation drawing of the fourth embodiment.

FIG. 12 is a diagram showing a configuration of a land in the fourth embodiment.

In the figure:

000 steel beams, 001 bolt holes, 002 windows, 003 steel sleeves, 004 rib plates, 005 plastic weak areas,

100 upper connecting disc, 110 round hole and 120 long hole

200 parts of a lower connecting disc,

300 steel pipes, 310 connecting disc central points, 320 vertical plates,

400 of the installation space of the air conditioner,

the length of the 500-length steel pin,

600 high strength bolt.

Detailed Description

In the following section, the inventor describes the implementation route, application scenario, and the like of the present invention in detail according to his own design experience and understanding, and the description process is exemplary and as detailed as possible, and does not describe the details, so please refer to the relevant implementers and implement the implementation by combining his own daily general knowledge, basic technical stores, professional manuals, and so on.

The invention is described in detail below by means of several examples.

Example one

With reference to fig. 1 to 8, the series of drawings, for the sake of clarity of some factors, such as engineering drawings, the omission of individual details in the drawings is based on the requirement of clarity, and the omission is allowed without affecting the reproduction of the present embodiment by a person skilled in the art. To put it back, due to the differences in the comprehension abilities of the skilled person, even if parts that are not easily comprehensible appear, more than one should be charged.

In fig. 1, an example of a node is given, and in fig. 2, in order to give a detailed example of the combination state inside the node, an example is given by way of partial dissection and partial omission, and in this example, a missing part does not exist in reality, and is merely a way to express an internal structure, and is only of an example nature, and please give a correct understanding.

In fig. 3, a structure diagram in a top view state is shown, which can be understood as a perspective view principle, and the perspective state can refer to the CT principle (cross-sectional scan) in the prior art, that is, the internal structure and the external structure of the node are all shown in the figure, there is no hidden difference, and this perspective expression method is convenient for technicians to understand the layout and the structure of the internal node in detail, and please give a correct understanding.

In the present embodiment, for convenience of description, the i-beam is used to represent all possible steel beam members. And (4) opening a window 002 on the I-beam to form a light steel structure.

Upper land 100 and lower land 200, both lands have the same structure as shown in fig. 1 and 4. The two connecting discs are made of steel, for example, in a preferred mode, 20 mm thick steel plates are used, and the connecting discs are formed by a laser cutting process. On the whole, what this connection pad outline appeared is approximately hexagonal petal form, and in fact, the shape of this connection pad can be regular hexagon, also can be circular, also can be other shapes, and the hexapetalous petal column structure who gives in this embodiment has more excellent installation space and more excellent mechanical properties, and has sufficient aesthetic design theory.

The center parts of the upper and lower connecting discs are perforated and connected through a steel pipe 300, and are welded to form the structure, and six vertical plates 320 are welded in the space between the upper and lower connecting discs, and are arranged to connect the upper and lower connecting plates to form a stable whole.

After being welded, the assembly is formed into a whole, and has an installation space 400, which is further divided into a plurality of small spaces by a plurality of vertical plates 320.

Six groups of mounting holes arranged along the circumferential direction of the connecting disc are reserved on each connecting disc, wherein each group of mounting holes has the following characteristics:

the circular hole 110 is spaced from the center of the connecting plate by a certain distance, and in this embodiment, the distance from the circular hole 110 to the center 310 of the connecting plate is approximately equal to the width of a steel beam flange, that is, the width is equal to the width of a steel beam flange. In the process of building the steel structure, the steel beams are arranged in a tangential direction relative to the connecting disc, and referring to fig. 1 and 3, the tangential direction arrangement can also be understood as that a plurality of steel beams are arranged in a tangential direction at approximately the same angle. Meanwhile, as described above, the location of the circular hole 110, the optimal area, falls on the area between the two vertical plates 320, resulting in sufficient rigidity.

Including four pairs of curved rectangular holes 120, this rectangular hole is curved, and is concrete, has four pairs of rectangular holes in every group mounting hole, and two rectangular holes in each pair of rectangular hole 120 correspond respectively are the bolt hole 001 on the flange of girder steel 000 both sides, and that is the relation of one-to-one. Meanwhile, the radian of each elongated hole 120 may be understood as an arc-shaped elongated hole formed by taking the circular hole as a center, that is, the arc-shaped path (arrangement direction) of each elongated hole 120 necessarily takes the circular hole as a center. The arrangement is such that after the steel beam is installed in place, when driven by external force factors such as strong earthquake, the steel beam has a certain rotation angle relative to the round hole, the rotation angle is usually not more than +/-3 degrees, that is to say, the effective action length of the long hole is usually not more than +/-3 degrees.

The manufacturing process comprises the following steps of firstly forming an upper connecting disc 100 and a lower connecting disc 200 with hollow structures in the form of laser cutting and laser cutting holes on a thick steel plate, and welding the upper connecting disc and the lower connecting disc into a whole by spot welding or continuous welding through parts such as vertical plates, steel pipes and the like.

The welded samples refer to fig. 4 to 6.

Referring to fig. 7 and 8, the steel beam 000 is processed by laser cutting the end of the steel beam to form a structural feature similar to a trapezoid, then cutting a plurality of notches in the web of the steel beam 000, welding a plurality of rib plates 004 at the notches to form local reinforcement, forming a steel sleeve 003 at the farthest end of the steel beam by welding, and arranging the rib plates 004 for reinforcing stress in the area, wherein the steel sleeve is welded with the web, the flange and the rib plates at the same time in a best mode to have enough welding strength. Therefore, the original pin hole channel in the steel sleeve is utilized to form the installation channel of the steel pin.

The pin hole channels are in one-to-one correspondence with the round holes on the connecting disc.

On each flange at the end of the steel beam 000, four sets of bolt holes 001 are formed by laser drilling, that is, the bolt holes correspond to the number and positions of the elongated holes one by one.

It is conventionally understood that the steel beam 000 has two ends, and in this embodiment, a mounting point is formed only for one end connected to the connection plate, and as for the other end, a technician can perform it by himself.

Of course, in most cases, the connection of the steel beam and the steel column can adopt a conventional connection means, and is not in the introduction of the invention.

In the steel beam 000 structure, a plastic weak area 005 is generally provided at a portion near both ends of the steel beam, and the area is formed by partial cutting and has a characteristic of being preferentially plastically deformed. The existence of the plastic weak area enables the steel beam to have more excellent performance in the aspect of earthquake resistance, and the detailed description is not provided herein, and specific reference can be made to relevant descriptions, such as literature information in the background of the invention.

The construction process of the joint comprises the following steps:

first, the above-mentioned steel beam 000 having the above-mentioned structure at both ends and the connection pad 100/200 are processed and formed in a project according to the drawing, and the connection of the steel columns is a common technique, and the whole is subjected to an anticorrosion treatment such as spraying of an anticorrosion, fireproof paint on the surface of the steel member.

And in field assembly, the steel beam and the connecting disc assembly are connected by using a special long steel pin 500, meanwhile, the steel beam flange and the upper and lower connecting discs are connected by using a high-strength bolt 600 in a pre-tightening manner, then the steel beam and the upper and lower connecting discs are integrally hoisted, the other end of each steel beam is connected with a steel column which is already installed in place, and generally, the steel beam and the steel column are connected by adopting a mature full-bolt connection technology. After the primary installation is in place, all the high-strength connecting assemblies are fastened finally, and after the connection is completed, secondary anticorrosive treatment is carried out on the installation points, and anticorrosive and fireproof coatings are sprayed usually.

In the embodiment, the connecting disc assembly can be connected with a central support column of a large building through an anti-seismic support, and common anti-seismic supports for engineering, such as rubber supports and basin-type supports, can meet requirements. In this embodiment, fig. 9 is referred to.

In fig. 9, the columns at two sides represent steel columns, the steel columns are usually located at the peripheral parts of a large building, the column at the middle represents a central support column, and the movable connection is formed between the node and the central support column and is completed by a connecting disc assembly and a rubber support to be in transitional connection with the central support column.

In fig. 9, all the steel beams and the steel columns are rigidly bolted, that is, they are connected by conventional connection methods.

Example two

Referring to fig. 10, in the present embodiment, the innovation point is the arrangement of the plastic weak areas on the steel beams, in the present embodiment, the steel beams are divided into two groups, and the plastic weak areas 005 in each group have different strength and are arranged at intervals, that is, the plastic weak areas have good plasticity and the plastic weak areas have poor plasticity, so that the steel beams can deform in the plastic weak areas according to a set sequence when a strong shock occurs, thereby improving the anti-seismic performance of the building.

EXAMPLE III

As a supplementary description of the first embodiment, in fact, in the present invention, the number of the steel beams corresponding to each set of the connection disc assembly may be six sets in the first embodiment, or may be other numbers, such as 8 sets, 12 sets, etc., and generally, the number is greater than 3, that is, the number is used for completing the connection of more than three sets of steel beams. Of course, a plurality of steel beams or a plurality of groups of steel beams are uniformly arranged in the circumferential direction of the connecting disc assembly and are arranged along the direction.

Example four

The node is also suitable for the construction of buildings with certain arched arcs by using ridges, such as the design of steel structures on the top of an airport.

To accommodate the camber, the steel beam is typically in a tilted state, e.g., having a certain height. The design requires local modification of the connecting disc, specifically, the connecting disc itself has a predetermined taper or a taper, that is, the connecting disc itself is not a plane structure, but has a certain taper, so that the installation space is also a space with a taper, referring to fig. 11 and 12, that is, the connecting disc has a flat plate in the center area and a tapered disk with a certain taper on the periphery, the structure is similar to an open umbrella structure, and an installation space with an inclined angle is formed between the two connecting discs for installing the steel beam.

EXAMPLE five

For the first embodiment, the vertical plate and the steel pipe in the first embodiment may not be provided, that is, the upper connecting disc and the lower connecting disc may be present in a single individual form, and the connection of the upper connecting disc and the lower connecting disc of the six steel beams may also be completed.

EXAMPLE six

In some special occasions, ribs and steel ribs can be arranged on the upper connecting disc and the lower connecting disc, so that the stress performance of the connecting discs is improved, and a design system of a strong node and a weak component is formed.

Example 7

The upper and lower connecting discs can be replaced by high-strength alloy steel and alloy aluminum made of special materials.

The above-described examples are intended to be merely illustrative of the preferred embodiments of the invention which may be considered, and not to be exhaustive, and are presented merely to enable the public to fully understand the spirit of the invention and are not intended to limit the scope of the invention, which is claimed in the appended claims as finally reviewed and legally entitled.

Claims

1. The large roof earthquake-resistant node of the assembly type building comprises a beam member and a connecting disc for connecting the beam member, wherein one end of the beam member is connected with a steel column, and the other end of the beam member is movably connected with the connecting disc,

the connection pad comprises the connection pad of upper and lower two looks isostructures, and evenly arranged at least three groups of mounting holes along circumference on the connection pad, each group of mounting hole has following characteristic:

2. An earthquake-resistant joint for a large roof of an assembly type building according to claim 1, wherein the arc direction of the strip holes in each group of mounting holes is arranged by taking a circular hole as a center.

3. An earthquake-resistant joint of a large roof of an assembly type building according to claim 1, wherein the central parts of the upper connecting disc and the lower connecting disc are connected through a steel pipe.

4. An earthquake-resistant node of a large roof of an assembly type building according to claim 1, wherein a vertical plate is welded in a space between the upper connecting plate and the lower connecting plate.

5. The assembly type large-scale roof system for the building comprises a steel column, beam members and a connecting disc, wherein one end of each beam member is connected with the steel column, the other end of each beam member is movably connected with the connecting disc, all the beam members are intersected with the connecting disc, the assembly type large-scale roof system for the building is characterized in that,

6. An assembly type large-scale building roof system according to claim 5, wherein the arc direction of the long holes in each group of mounting holes is arranged by taking a circular hole as a center.

7. The large-scale roof system of prefabricated building of claim 5, wherein a central support column is arranged right below the connecting disc, and the connecting disc is placed on the top end of the central support column.

8. The large-scale roof system of prefabricated building of claim 7, wherein an earthquake-proof support is provided between said connecting plate and said central support column.

9. The construction method of the large-sized roof system of prefabricated construction according to claim 5,

10. The method of claim 9, wherein in step one, the structural features on the connecting discs and the beam members are formed by a laser cutting process.