CN219175495U - A hinged joint of truss-beam-column connections for a temporary building - Google Patents

Abstract

The utility model belongs to the field of temporary building steel structure buildings, and particularly relates to a hinged joint for connecting truss beams and columns of a temporary building; comprises a steel column and a truss chord; the method is characterized in that: the steel column is hinged with the truss chord member, and the bolt penetrates through the pin holes of the pin shaft left node plate and the pin shaft right node plate at the same time; rubber cushion buffer is added between the pin left node plate and the pin right node plate; the utility model realizes the function of hinging and connecting the chord members of the truss structure with the steel columns, releases the bending moment at the joints by arranging the pin shaft joints and arranging the rubber gaskets, ensures that the connected joints can release the bending moment in the vertical and horizontal directions, realizes the purpose of changing the welded rigid joint into the pin shaft hinging joint, and changes the calculation assumption of the structural model.

Description

A hinged joint of truss-beam-column connections for a temporary building

technical field

The utility model belongs to the field of temporary building steel structures, and in particular relates to a hinge node connected by truss beams and columns of temporary buildings.

Background technique

At present, in temporary construction projects, it is necessary to build more buildings with a planar tube truss structure system. The current connection method of truss beams and columns is to directly weld the round tubes of the beams to the steel columns. The generated node is a rigid connection node, which needs to share a large bending moment during the stress process, so this node bears a large force in the calculation, resulting in a large calculation section of the final truss tube. For the convenience of construction, a truss Continuous chords are usually designed directly according to the maximum cross-section, so in order to meet the requirements of design specifications, the steel consumption of the entire truss structure increases a lot. If the construction is carried out strictly according to the calculated section, the amount of steel used in the structure will be high, resulting in an increase in project cost. In the existing construction process, in order to reduce the cost, the construction personnel usually use the rods lower than the calculated section for construction, which reduces the safety reserve of the structure. In addition, considering the corrosion and corrosion of the steel structure, the beam-column pipe fittings are directly welded, and The practice of not increasing the cross-section has certain potential safety hazards.

Utility model content

The utility model aims at the problem of potential safety hazards in the beam-column connection nodes when the plane truss structure in the current temporary building on the construction site adopts a small cross-section, and provides a novel beam-column node connection mode.

The utility model proposes the following technical scheme: a articulated joint of a truss beam-column connection of a temporary building, including a steel column, a truss chord, a pin shaft left gusset plate, a pin shaft right gusset plate, bolts and nuts, two pin shafts The left gusset plate and the right gusset plate of a pin shaft are fixedly connected with the steel column and the truss chord respectively, and the bolts pass through the pin holes of the left gusset plate of the pin shaft and the right gusset plate of the pin shaft at the same time, and the nuts are screwed on both ends of the bolt to restrict the bolt, so The steel column and the truss chord are hinged together; the rubber cushion is added between the left gusset plate of the pin shaft and the right gusset plate of the pin shaft.

Further, the steel column end plate stiffeners are welded between the opposite surface of the left gusset plate of the two pin shafts and the steel column.

Further, the top and bottom sides of the left gusset plate of the two pin shafts are welded to the steel column end plate, and the steel column end plate is as wide as the steel column face; the side of the steel column end plate facing away from the pin shaft left gusset plate is connected The steel column gusset plate stiffeners are welded between them, and the steel column gusset plate stiffeners are aligned with the left gusset plate of the pin shaft.

Further, the steel column is I-shaped steel, and steel column stiffeners are welded between the two flange plates and web plates of the steel column, and the steel column stiffeners are aligned with the end plates of the steel column.

Further, the end of the truss chord is welded to the chord end plate, the right gusset plate of the pin shaft is fixedly connected to the chord end plate, and the two plate surfaces of the right gusset plate of the pin shaft and the chord end plate are welded at the chord end Plate stiffeners.

Further, the stiffener of the end plate of the chord is rectangular, and the stiffener of the end plate of the chord is aligned with the axis of the bolt.

Compared with the prior art, the utility model has the advantages of:

The utility model realizes the function of the articulated connection between the truss structure chord and the steel column. By setting the pin shaft node and arranging the rubber gasket, the bending moment at the node is released, which ensures that the connected node can be connected vertically and horizontally. By releasing the bending moment, the purpose of changing the welded rigid joint into a pin joint joint is realized, and the calculation assumption of the structural model is changed. In the original practice, because the beams and columns are welded connections, the members at the end nodes are compression-bending or tension-bending members, and the calculation section size of the members is controlled by the bending moment, so the calculation section is often large. When the truss structure adopts the method of the utility model, when the connection of the beam-column joint becomes a hinged joint, the stress on the whole structure is more uniform, and all the rods meet the calculation assumption of the two-force rod, and there is no longer any bending on the original end rods. moment, so the calculated section is greatly reduced, and finally the purpose of greatly reducing the amount of steel is achieved.

The joints of beams and columns of the utility model are installed and connected by on-site pin shafts, and the structure only needs to be completed in advance in the processing plant, and can be spliced on site. In the original method, the truss and the column need to be welded at high altitude, which is difficult to construct. At the same time, the welding quality cannot be guaranteed on site, and the strength of the weld seam may be lower than the calculated value, which brings certain safety hazards. During the on-site installation of the utility model, The on-site welding operation is avoided, all are connected by pin shaft bolts, the installation is convenient, the reliability is high, and the uncertainty and safety hazards caused by welding are eliminated.

Description of drawings

Fig. 1 is the front view of the utility model.

Fig. 2 is a top view of the utility model.

In the figure: 1-steel column; 2-steel column stiffener; 3-truss chord; 4-chord end plate; 5-steel column gusset plate stiffener; 6-chord end plate stiffener; 7-pin shaft Right gusset plate; 8-pin left gusset plate; 9-bolt; 10-rubber pad; 11-steel column end plate; 12-steel column end plate stiffener; 13-nut.

Detailed ways

In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the accompanying drawings that need to be used in the description of the embodiments or the prior art. Obviously, the accompanying drawings in the following description These are only some embodiments of the utility model, and those skilled in the art can also obtain other drawings based on these drawings without creative work.

As shown in Fig. 1 and Fig. 2: a hinge joint of truss-beam-column connection of a temporary building, including steel column 1, truss chord 3, pin shaft left gusset plate 8, pin shaft right gusset plate 7, bolts 9 and nuts 13. Two pin shaft left gusset plates 8 and one pin shaft right gusset plate 7 are fixedly connected to the steel column 1 and the truss chord 3 respectively, and the bolts 9 pass through the pin shaft left gusset plate 8 and the pin shaft right gusset plate 7 at the same time Pin holes, nuts 13 are screwed on the two ends of the bolt 9 to restrict the bolt 9, so that the steel column 1 and the truss chord 3 are hinged together; the node connection is set as a hinge, which can make the structure rotate up and down at the node and release the bending at the node. moment, so that only horizontal forces are transmitted. A rubber pad 10 is added for buffering between the left gusset plate 8 of the pin shaft and the right gusset plate 7 of the pin shaft. The rubber pads 10 are set at the nodes, which can ensure the partial horizontal displacement of the nodes, and are in a hinged state in the horizontal direction, so as to achieve the effect of only transmitting horizontal forces without generating excessive bending moments.

The steel column end plate stiffener 12 is welded between the opposite surface of the left gusset plate 8 of the two pin shafts and the steel column 1; the steel column end plate stiffener 12 is aligned with the axis of the bolt 9.

The top and bottom sides of the left gusset plate 8 of the two pin shafts are welded to the steel column end plate 11, and the steel column end plate 11 is as wide as the steel column 1; the steel column end plate 11 faces away from the side of the left gusset plate 8 of the pin shaft The steel column gusset plate stiffener 5 is welded between the steel column 1, and the steel column gusset plate stiffener 5 is aligned with the left gusset plate 8 of the pin shaft.

The steel column 1 is an I-beam, and the steel column stiffener 2 is welded between the two flange plates and the web of the steel column 1, and the steel column stiffener 2 is aligned with the steel column end plate 11.

The end of the truss chord 3 is welded to the chord end plate 4, the right gusset plate 7 of the pin shaft is fixedly connected to the chord end plate 4, and the two plates of the right gusset plate 7 of the pin shaft are welded to the chord end plate 4 Chord end plate stiffener 6. Stiffeners are provided at the joints of the end plates to ensure that the joints of the end plates have sufficient strength to transmit internal forces.

The stiffener 6 of the end plate of the chord is rectangular, and the stiffener 6 of the end plate of the chord is aligned with the axis of the bolt 9 .

More complicated stiffeners are set on one side of the column to ensure the strength and stiffness of the column at the connection and meet the seismic requirements of strong nodes and weak members.

The steel column 1 and the truss chord 3 are hingedly connected through the utility model. The processing and installation process includes two parts: factory prefabrication and on-site installation.

The prefabrication in the processing plant includes the following contents: 2 steel column stiffeners, 5 steel column gusset plate stiffeners, 8 pin left gusset plates, 11 steel column end plates, and 12 steel column end plate stiffeners. After the welding process is completed, it is formed into a whole and transported to the construction site. During factory processing, the steel column stiffener 2 is welded to the steel column 1 . Steel column gusset plate stiffener 5, pin shaft left gusset plate 8, steel column end plate 11 are welded into a whole and then welded to the side of the steel column, steel column end plate stiffener 12 is connected with steel column 1 and pin shaft left joint Plates 8 are all welded. The chord end plate 4, the chord end plate stiffener 6, and the right gusset plate 7 of the pin shaft are all welded and processed with the truss chord 3 in advance in the processing plant to form a whole and transported to the construction site. During factory processing, the chord end plate 4 is welded to the truss chord 3 first, and then the chord end plate stiffener 6 and the right gusset plate 7 of the pin shaft are welded to the chord end plate 4 .

The on-site installation content is as follows. The construction team only needs to add rubber pads 10 at the joints, and then use bolts 9 and nuts 13 to connect the two parts processed by the factory in advance. The construction process does not require welding, which is simple and convenient.

The above description of the disclosed embodiments enables those skilled in the art to realize or use the utility model. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the present invention will not be limited to these embodiments shown herein, but will conform to the widest scope consistent with the principles and novel features disclosed herein.

Claims (6)

1. The hinged joint for connecting the truss beam and the column of the temporary building comprises a steel column (1) and a truss chord (3); the method is characterized in that: the steel column is characterized by further comprising a pin shaft left node plate (8), a pin shaft right node plate (7), bolts (9) and nuts (13), wherein the two pin shaft left node plates (8) and one pin shaft right node plate (7) are fixedly connected with the steel column (1) and the truss chord member (3) respectively, the bolts (9) penetrate through the pin holes of the pin shaft left node plate (8) and the pin shaft right node plate (7) at the same time, the nuts (13) are screwed at two ends of the bolts (9) to limit the bolts (9), and therefore the steel column (1) is hinged with the truss chord member (3); a rubber pad (10) is additionally arranged between the pin left node plate (8) and the pin right node plate (7) for buffering.

2. A temporary building truss beam column connected articulation node as claimed in claim 1, wherein: and steel column end plate stiffening ribs (12) are welded between the plate surfaces of the two pin shaft left node plates (8) which are opposite to each other and the steel column (1).

3. A temporary building truss beam column connected articulation node as claimed in claim 2, wherein: the top edges and the bottom edges of the two pin shaft left node plates (8) are welded with steel column end plates (11), and the widths of the steel column end plates (11) and the cylindrical surfaces of the steel columns (1) are the same; and a steel column node plate stiffening rib (5) is welded between one surface of the steel column end plate (11) back to the pin shaft left node plate (8) and the steel column (1), and the steel column node plate stiffening rib (5) is aligned with the pin shaft left node plate (8).

4. A temporary building truss beam column connected articulation node according to claim 3, wherein: the steel column (1) is I-steel, steel column stiffening ribs (2) are welded between two flange plates and webs of the steel column (1), and the steel column stiffening ribs (2) are aligned with steel column end plates (11).

5. A temporary building truss beam column connected articulation node as claimed in claim 4, wherein: the end part of the truss chord member (3) is welded with a chord member end plate (4), a pin shaft right node plate (7) is fixedly connected with the chord member end plate (4), and chord member end plate stiffening ribs (6) are welded between two plate surfaces of the pin shaft right node plate (7) and the chord member end plate (4).

6. A temporary building truss beam column connected articulation node as claimed in claim 5, wherein: the chord end plate stiffening rib (6) is rectangular, and the chord end plate stiffening rib (6) is aligned with the axis of the bolt (9).

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