CN110258888B - Seismic joints, roof systems and construction methods for large roofs of prefabricated buildings - Google Patents

Abstract

The invention discloses an anti-seismic node of a large-scale roof of a prefabricated building, a steel structure roof system and a construction method thereof. The system includes a steel column, a beam member and a connecting plate, and a steel sleeve at the end of the beam member is provided with a pin hole There are bolt holes on the flange of the beam member; at least three groups of mounting holes are evenly arranged along the circumferential direction on the connecting plate, and each group of mounting holes has a circular hole and at least a pair of arc-shaped elongated holes, The round hole and the pin hole channel are connected by steel pins; the elongated hole and the bolt hole are fastened by high-strength bolts. Driven by external force, the beam member has a tendency to rotate relative to the circular hole. The connection between the connecting plate and the steel beam is semi-rigid and semi-flexible, which is self-adjustable and can be supported by appropriate central support columns as required, which can meet the requirements of large-span and earthquake-resistant steel structure systems.

Description

Seismic joints, roof systems and construction methods for large roofs of prefabricated buildings

technical field

The invention relates to the technical field of prefabricated buildings, in particular to a large-scale roof seismic node of prefabricated buildings, a roof system and a construction method thereof, such as large-scale steel structures and the like.

Background technique

Building structural engineering is often used as the roof of various large public buildings, such as stadiums, exhibition halls, airports, etc. In the prior art, the building structure engineering is a metal plate node structure.

The following examples are several styles of slab node structures:

CN 207597585 U discloses a web-reinforced aluminum alloy plate node structure, comprising a node disk assembly, a rod assembly, a reinforcement assembly and a fastening assembly, the node disk assembly includes a top node disk and a bottom node disk spaced apart in parallel, The rod assembly includes a plurality of rods arranged around the central axis of the node structure, wherein the top of each rod is fixedly connected to the top node plate through the top fastening assembly, and the bottom of each rod is fixed by the bottom fastening assembly It is connected to the bottom node plate, and the middle part of the adjacent rod is fixedly connected to a corner piece through a reinforced fastening component. The invention improves the transmission of axial force by adding a base angle piece between the rod pieces, and meets the strength requirements of the node structure with larger span and more complex shape in the aluminum alloy building.

CN 207727774 U discloses a web-reinforced aluminum alloy plate node structure, comprising a node plate assembly, a rod assembly, a reinforcement and a fastening assembly, the node plate assembly includes a top node plate and a bottom node plate, and the rod assembly includes A plurality of rods arranged around the central axis of the node structure, the reinforcements are integrally formed, and the fastening components include a top fastening component, a bottom fastening component and a reinforcing fastening component; the upper flange of each rod passes through the top The fastening assembly is fixedly connected to the top node plate, and the lower flange of each rod is fixedly connected to the bottom node plate through the bottom fastening assembly. The aluminum alloy plate joint structure of the present invention connects the rods through the reinforcing pieces, so that the transmission of the axial force and the shear force is improved, and the requirements for the joint bearing capacity of the aluminum alloy buildings with larger spans and more complex shapes are satisfied.

CN 104912203 A discloses an aluminum alloy column-plate joint structure for space structure, comprising a hollow hexagonal column, a first cover plate, a second cover plate, six connecting workpieces, six connecting plates and a plurality of fasteners , the vertical plate is installed between the upper plate and the lower plate, the first cover plate is horizontally arranged at the top of the hollow hexagonal column, and the second cover plate is horizontally arranged at the lower end of the hollow hexagonal column. The center line of the cover plate coincides with the center line of the second cover plate, the six connecting plates are respectively installed on the six sides of the hollow hexagonal column through a plurality of fasteners, and the connecting workpieces are respectively fixed and installed on the first plate through a plurality of fasteners. A cover plate and a second cover plate.

The common point of the above three inventions is that the connecting plates are connected by connecting pieces to strengthen the connection, so as to strengthen the nodes.

The above-mentioned technology realizes the high-strength rigid connection between the node disk and the connecting plate or the connecting rod, but the seismic performance is general. The seismic disadvantages of the above technologies are analyzed below.

In the event of an earthquake, brittle fractures are likely to occur at the above node positions. This is because, according to mechanical calculations, under the action of strong earthquakes, the bolt connection between the connecting plate and the node disk will preferentially crack at the bolt perforation, and the bolt will be cracked. The problem of being sheared, and the rigid connection between the connecting plate and the connecting plate is also made of connecting parts and bolts, which does not have enough ability to cope with deformation, so the connecting parts themselves are prone to brittle fracture, so the seismic performance is average. ,

In view of the above problems, the present invention provides a roof joint with excellent seismic performance.

SUMMARY OF THE INVENTION

In order to solve the deficiencies of the prior art, the present invention provides a large-scale roof seismic node of a prefabricated building, a roof system and a construction method thereof, which solve the problems of inconvenient installation and inability to fine-tune the installation nodes in the existing node connection technology, and The problem of poor seismic performance of existing joint structures.

The technical scheme adopted by the present invention to solve its technical problems is:

A large-scale roof seismic node of a prefabricated building includes beam members and a connecting plate connecting the beam members, one end of the beam member is connected with the steel column, and the other end is movably connected with the connecting plate, and it is characterized in that:

The end of the beam member is provided with a steel sleeve, the steel sleeve is provided with a pin hole channel that penetrates the beam member from top to bottom, and the flange of the beam member is provided with bolt holes;

The connection plate is composed of upper and lower connection plates with the same structure, and at least three sets of installation holes are arranged on the connection plate along the circumferential direction, and each group of installation holes has the following characteristics:

a circular hole, the circular hole deviates from the center of the connecting plate, and the circular hole and the pin hole channel are hingedly connected by steel pins;

At least a pair of arc-shaped elongated holes, the elongated holes are arc-shaped and correspond to the bolt holes on the beam member one-to-one, the elongated holes and the bolt holes are fastened by high-strength bolts, and after fastening, The beam member is eccentrically arranged from the connecting plate along the tangential direction, and driven by a strong external force, the beam member has a tendency to rotate relative to the circular hole.

The arc directions of the elongated holes in each group of mounting holes are set with the circular hole as the center.

The central parts of the upper and lower connecting plates are connected by steel pipes.

Weld the vertical plate in the space between the upper and lower connecting plates.

The large-scale roof system of prefabricated buildings includes steel columns, beam members and connecting plates, wherein one end of the beam components is connected with the steel columns, the other end is movably connected with the connecting plate, and all beam components intersect with the connecting plate, and it is characterized in that:

The end of the beam member is provided with a steel sleeve, the steel sleeve is provided with a pin hole channel that penetrates the beam member from top to bottom, and the flange of the beam member is provided with bolt holes;

The connection plate is composed of upper and lower connection plates with the same structure, and at least three sets of installation holes are arranged on the connection plate along the circumferential direction, and each group of installation holes has the following characteristics:

a circular hole, the circular hole deviates from the center of the connecting plate, and the circular hole and the pin hole channel are hingedly connected by steel pins;

At least a pair of arc-shaped elongated holes, the elongated holes are arc-shaped and correspond to the bolt holes on the beam member one-to-one, the elongated holes and the bolt holes are fastened by high-strength bolts, and after fastening, The beam member is eccentrically arranged from the connecting plate along the tangential direction, and driven by a strong external force, the beam member has a tendency to rotate relative to the circular hole.

The arc directions of the elongated holes in each group of mounting holes are set with the circular hole as the center.

A central support column is arranged directly below the connection plate, and the connection plate is placed on the top of the central support column.

An anti-vibration bearing is arranged between the connecting plate and the central support column.

The construction method of the large-scale roof system of the prefabricated building is characterized in that:

The first step is to process and form the beam members and connecting plates according to the drawings, and carry out anti-corrosion treatment as a whole;

In the second step, on-site assembly, steel pins are used to connect the beam members and the connection plates, and high-strength bolts are used to pre-tighten the connection between the steel beam flanges and the upper and lower connection plates.

The third step is to hoist the whole, and connect the other end of each steel beam to the steel column that has been installed in place, and finally fasten all the high-strength connection components;

The fourth step is to perform secondary anti-corrosion treatment on the installation point after the connection is completed.

In step 1, the structural features on the connecting plate and the beam member are processed and formed by a laser cutting process.

The beneficial effects of the present invention are:

1. Easy to install. In the present invention, steel pins, arc-shaped elongated holes and bolts are used for cooperation between the connecting plate and the steel beam, which has a certain degree of adjustability. The tightening process can adjust the installation stress between the steel beam and the connecting plate, so it has a wider application space.

2. Wide range of use, semi-rigid and semi-flexible connection between the connecting plate and the steel beam, self-adjustable, and matching the appropriate central support column for auxiliary support according to needs, which can meet the needs of large-span and earthquake-resistant steel structure systems requirements.

3. The anti-seismic effect is outstanding. The connection between the connecting plate and the steel beam is semi-rigid and semi-flexible. Under normal circumstances, the rigid connection of the bolt assembly meets the requirements of static load. When a strong earthquake occurs, the connecting plate and the steel beam are connected. The relative displacement between the beams consumes the unfavorable torque and tensile force caused by the earthquake, and achieves the purpose of not falling over in a big earthquake. At the same time, it cooperates with the requirements of strong nodes if components to realize the safety of installation nodes.

Description of drawings

FIG. 1 is a perspective view of the first embodiment.

FIG. 2 is a partially omitted view of FIG. 1 .

FIG. 3 is a perspective view of the top view of FIG. 1 .

FIG. 4 is a perspective view of the connection pad assembly.

FIG. 5 is a top view of FIG. 4 .

FIG. 6 is a cross-sectional view corresponding to FIG. 5 .

Figure 7 is a structural view of the end of the steel beam.

Figure 8 is a structural view 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 the installation diagram of the fourth embodiment.

FIG. 12 is a structural diagram of the connection pad in the fourth embodiment.

In the picture:

000 steel beam, 001 bolt hole, 002 window, 003 steel sleeve, 004 rib, 005 weak plastic area,

100 upper connecting plate, 110 round hole, 120 long hole

200 connection disks,

300 steel pipe, 310 connecting plate center point, 320 vertical plate,

400 installation space,

500 long steel pins,

600 high strength bolts.

Detailed ways

In the following sections, the inventors describe in detail the implementation paths and application scenarios of the present invention based on their own design experience and understanding. The description process is exemplary and will be described in detail as much as possible. Any details that are not described in detail , ask the relevant implementation personnel to implement it based on their own daily common sense, basic technical reserves, professional manuals, etc. Here, please bear with the inappropriate and inconvenient points in the introduction process.

The present invention will be described in detail below through several embodiments.

Example 1

Referring to FIGS. 1 to 8 , in this series of drawings, for the sake of certain factors, such as clarity of engineering views, individual details in the drawings have been omitted, the omission is based on the requirement of clarity, and the omissions are , it will not affect the reproduction of this embodiment by professional technicians, and should be allowed. Taking a step back, due to the differences in the understanding ability of technicians, please bear with me even if there is something that is not easy to understand.

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

In FIG. 3, what is given is a top view state, which can be understood as a structural diagram under the perspective principle. For the perspective state, reference can be made to the CT principle (cross-sectional scan) in the prior art, that is, the internal The structure and the external structure are all displayed in this diagram, and there is no hidden difference. This perspective expression method is convenient for the technical personnel to understand the internal layout and structure of the node in detail. Please give a correct understanding.

In this embodiment, for the convenience of description, in the illustration, I-beams are used to represent all possible steel beam members. A window 002 is opened on the I-beam to form a lightweight steel structure.

The upper land 100 and the lower land 200, as shown in FIGS. 1 and 4, have the same structure. The two connecting discs are steel components, for example, in one of the preferred ways, a 20 mm thick steel plate is used, which is formed by a laser cutting process. On the whole, the outer contour of the connection plate presents a petal shape that is approximately hexagonal. In fact, the shape of the connection plate can be a regular hexagon, a circle, or other shapes. The six-petal petal-like structure given in the example has more excellent installation space and more excellent mechanical properties, and has sufficient aesthetic design concepts.

The central part of the upper and lower connecting plates is perforated and connected by a steel pipe 300, formed after welding, and six vertical plates 320 are welded in the space between the upper and lower connecting plates. The function of the vertical plates is to connect the upper and lower connecting plates. Connect the boards and form a solid whole.

After welding, a whole is formed, and there is an installation space 400 , and the installation space is further divided into several small spaces by several vertical plates 320 .

There are six groups of mounting holes arranged along the circumferential direction of the connecting disk on each connecting plate, wherein each group of mounting holes has the following characteristics:

A circular hole 110 is included, and the circular hole is at a certain distance from the central area of the connecting plate. In this embodiment, the distance between the circular hole 110 and the central point 310 of the connecting plate is approximately equal to the width of a steel beam flange, that is to say. During the construction of the steel structure, the above-mentioned steel beams are arranged in a tangential direction with respect to the connecting disc. Referring to Figures 1 and 3, this tangential direction setting can also be understood as a plurality of steel beams with approximately the same The angle is set according to the tangent direction. At the same time, as mentioned above, the optimal position of the circular hole 110 is located in the area between the two vertical plates 320 to form sufficient rigidity.

It includes four pairs of arc-shaped elongated holes 120, and the elongated holes are arc-shaped. Specifically, each group of installation holes has four pairs of elongated holes, and the two elongated holes in each pair of elongated holes 120 are respectively Correspondingly are the bolt holes 001 on the flanges on both sides of the steel beam 000, that is, a one-to-one correspondence. At the same time, the radian of each elongated hole 120 can be understood as an arc-shaped elongated hole formed with a circular hole as the center of the circle, that is to say, the arc shape (arrangement direction) of each elongated hole 120 must take the circular hole as the center of the circle. center. This setting enables the steel beam to have a certain rotation angle relative to the round hole when driven by external forces such as strong earthquakes after the steel beam is installed in place, and the rotation angle is usually not greater than ±3°. The effective length of action is usually not more than ± 3 degrees.

The manufacturing process is as follows. First, the upper connecting plate 100 and the lower connecting plate 200 with a hollow structure are formed by laser cutting and laser cutting holes on the thick steel plate. The upper and lower connecting plates are welded into one body by continuous welding.

Refer to Figure 4 to Figure 6 for sample images after welding.

Referring to FIGS. 7 and 8 , the processing process of the steel beam 000 is as follows. The end of the steel beam is laser cut to form structural features similar to trapezoids. Several ribs 004 are welded at the place to form local strengthening, and a steel sleeve 003 is formed by welding at the farthest end of the steel beam, and a rib 004 to strengthen the force is set in this area. The best way is: The steel sleeve is welded with the web, flange and rib at the same time, and has sufficient welding strength. In this way, the original pin hole channel in the steel sleeve is used to form the installation channel of the steel pin.

The pin hole channels correspond one-to-one with the circular holes on the connecting plate.

On each flange of the end of the steel beam 000, four groups of bolt holes 001 are formed by laser drilling, that is to say, the number and position of the bolt holes and the above-mentioned elongated holes are in one-to-one correspondence.

It is conventionally understood that the steel beam 000 has two ends. In this embodiment, only one installation point is formed for one end connected to the connecting plate, and the other end can be implemented by the skilled person.

Of course, in most cases, the connection between the steel beam and the steel column can use conventional connection means, which is not included in the introduction of the present invention.

In the above-mentioned steel beam 000 structure, generally, plastic weak regions 005 are provided on the steel beam near both ends. This region is formed by local cutting and has the characteristic of preferential plastic deformation. The existence of the weak plastic zone enables the steel beam to have more excellent seismic performance, which will not be described in detail here. For details, reference may be made to relevant introductions, such as the literature in the background of the present invention.

The construction process of the above nodes:

First of all, according to the drawings, the above-mentioned steel beam 000 and the connecting plate 100/200 are processed and formed in the project. Both ends of the steel beam have the above-mentioned structures. The surface of steel components is sprayed with anti-corrosion and fire-retardant coatings.

On-site assembly, special long steel pins 500 are used to connect the steel beam and the connecting plate assembly, and high-strength bolts 600 are used to pre-tighten the connection between the steel beam flange and the upper and lower connecting plates, and then the whole hoisting, and each steel beam is installed. The other end of the beam is connected to the steel column that has been installed in place. Usually, the connection between the steel beam and the steel column adopts a mature full-bolt connection technology. After the initial installation is in place, all the high-strength connection components are finally fastened. After the connection is completed, the installation point is subjected to secondary anti-corrosion treatment, usually spraying anti-corrosion and fire-resistant paint.

In this embodiment, the connecting plate assembly can be connected to the central support column of a large building through an anti-vibration bearing, and the commonly used anti-vibration bearings for engineering, such as rubber bearings and basin bearings, can meet the requirements. In this embodiment, refer to FIG. 9 .

In Figure 9, the columns on both sides represent steel columns, usually the steel columns are located at the periphery of large buildings, the middle column represents the central support column, and the active connection between this node and the central support column is through the connecting plate. Components and rubber bearings are connected to the central support column. This structure can meet the needs of public steel structure spaces such as super-large spaces and long-span airports. For general steel structure spaces, the central support column may not exist, that is, It is said that in the general steel structure building, the central support column is unnecessary.

In Figure 9, all the steel beams and the steel columns are connected by rigid bolts, that is to say, the two are connected by a traditional connection method.

Embodiment 2

Referring to FIG. 10 , in this embodiment, the innovation lies in the setting of the plastic weak zone on the steel beam. In this embodiment, the steel beam is divided into two groups, and the strength of the plastic weak zone 005 in each group is different, and Spaced arrangement, that is to say, some areas with weak plasticity have good plasticity and some have poor plasticity. When a strong earthquake occurs, the steel beams can be deformed in a set order in the weak plastic area, and the seismic performance of the building can be improved.

Embodiment 3

As a supplementary description to the first embodiment, in fact, in the present invention, the number of steel beams corresponding to each group of connection plate assemblies may be the six groups in the first embodiment, or may be other numbers, such as 8 groups, 12 groups Etc., usually, the number is greater than 3, that is to say, it is used to complete the connection of more than three sets of steel beams. Certainly, multiple or multiple groups of steel beams are evenly arranged in the circumferential direction of the connecting plate assembly, and are arranged in the same direction.

Embodiment 4

This node is also suitable for the construction of buildings with ridges and a certain arched arc, such as the design of the steel structure at the top of an airport.

In order to accommodate the arc of the arch, the steel beam is usually inclined, for example, with a certain height. This design requirement requires a partial modification of the connecting plate. Specifically, the connecting plate itself has a certain taper or inclination, that is to say, the connecting plate itself is not a plane structure, but has a certain 11 and 12, that is to say, the central area of the connecting disk is a flat plate, and the periphery is a conical disk with a certain taper. This structure is similar to an open The umbrella structure, an installation space with an inclined angle is formed between the two connecting discs for the installation of steel beams.

Embodiment 5

For the first embodiment, the vertical plate and the steel pipe in the first embodiment may not be provided, that is to say, the upper and lower connecting plates can appear in the form of separate individuals, and the connection of the upper and lower connecting plates of the six steel beams can also be completed. After the connection, the upper and lower connecting discs are connected with the steel beam to form an integral body.

Embodiment 6

In some special occasions, the upper and lower connecting plates can be set with ribs and steel ribs to improve the mechanical performance of the connecting plates and form a design system of strong joints and weak members.

Example 7

The above-mentioned upper and lower connecting plates can be replaced by high-strength alloy steel and alloy aluminum of special materials.

The above-mentioned embodiment is only a description of the possible preferred embodiments of the present invention. Although the present invention is given as many examples as possible, it cannot be fully covered, and the embodiment is only for the purpose of making the public A full understanding of the essence of the present invention is not intended to limit the scope of the present invention. The protection scope of the present invention is subject to the claims granted by law and approved by the final examination, which is hereby declared.

Claims (10)

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 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 evenly arranged at least three groups of mounting holes along circumference on the connection pad, each group of 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.

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,

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 evenly arranged at least three groups of mounting holes along circumference on the connection pad, each group of 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.

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,

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.

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.

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