Connecting structure for truss type steel roof truss and steel column in high-intensity area

Abstract

A connecting structure for a truss type steel roof truss and a steel column in a high-intensity area is characterized in that the connecting structure comprises an upper chord connecting structure and a lower chord connecting structure, the upper chord connecting structure comprises a roof truss upper chord, the steel column, a first gusset plate, a first lower shelving plate and a first stiffening plate, and the lower chord connecting structure comprises a lower shelving plate and a lower shelving plate. The lower chord connecting structure comprises a roof truss lower chord, a steel column, a second gusset plate, a second lower shelving plate, a second stiffening plate and an upper shelving plate. Compared with the prior art, through the specific structure, it can be guaranteed that the axial force and shear force of the upper chord, the lower chord and the diagonal web members of the truss type steel roof truss are effectively transmitted to the steel columns under the earthquake action in a high-intensity area, the connecting safety and effectiveness of the truss type steel roof truss are guaranteed, and the structural safety of the truss type steel roof truss under the earthquake action is guaranteed.

Description

Technical Field

[0001] The invention belongs to the field of civil structural engineering, and in particular relates to a connection structure between a truss-type steel roof frame and a steel column used in a high-intensity area. Background Art

[0002] As a reasonable large-span structural system, the truss steel roof structure has strong integrity, good stability, high spatial rigidity, excellent seismic performance, high space utilization, and is suitable for industrial production. Its design and construction technology has achieved rapid development. It has been widely used in large-span factories, nuclear power and thermal power steam engine rooms, aircraft assembly workshops and large warehouses in industrial buildings, and in theaters, gymnasiums, exhibition halls, conference halls, airport terminal halls and other large public buildings in civil buildings, generating good social and economic value.

[0003] Earthquake-resistant design is an important part of structural design. In areas with earthquake-resistant fortification requirements, any structural system must meet the requirements of earthquake-resistant fortification. Truss steel roof structures usually use heavy roofs, with purlins arranged on the chords of the roof trusses, and corrugated steel plate reinforced concrete roof panels arranged on them. Under the action of high-intensity (8 degrees, 9 degrees) regional earthquakes, the chords and diagonal webs of the truss steel roof truss structure with heavy roofs will generate large axial forces and shear forces. If the safety and effectiveness of the connection nodes between the truss steel roof trusses and steel columns cannot be guaranteed, it will greatly endanger the structural safety of the roof truss structure under earthquakes.

[0004] Based on the above, a connection node between trussed steel roof trusses and steel columns in high-intensity areas is proposed, which can ensure that the axial force and shear force of the upper chord, lower chord and diagonal web of the trussed steel roof truss are effectively transmitted to the steel column under the action of earthquakes in high-intensity areas, thereby ensuring the safety and effectiveness of the connection and the structural safety of the trussed steel roof truss under earthquakes. Utility Model Content

[0005] The present application discloses a connection structure between a truss steel roof frame and a steel column for use in a high-intensity area, the connection structure comprising: an upper chord connection structure and a lower chord connection structure, wherein:

[0006] The upper chord connecting structure comprises an upper chord of the roof truss, a steel column, a first node plate, a first lower shelf plate and a first stiffening plate, wherein the first node plate, the first lower shelf plate and the first stiffening plate are arranged vertically; one side of the first node plate is close to the upper chord of the roof truss, and the other side is close to the flange of the steel column; the first lower shelf plate is pressed against the bottom end of the first node plate; one side of the first stiffening plate is close to the end of the upper chord of the roof truss, and the other side is close to the first lower shelf plate;

[0007] The lower chord connection structure includes: a lower chord of the roof truss, a steel column, a second node plate, a second lower shelf plate, a second stiffening plate and an upper shelf plate, wherein the second node plate, the second stiffening plate, the second lower shelf plate, the upper shelf plate and the connecting plate are all arranged vertically; one side of the second node plate is tightly against the end of the lower chord of the roof truss, and the other side is tightly against the flange of the steel column; the upper end of the second lower shelf plate is pressed against the bottom end of the second node plate; one side of the second stiffening plate is tightly against the lower flange of the lower chord of the roof truss, and the other side is tightly against the second lower shelf plate; the lower end of the upper shelf plate is pressed against the bottom end of the node plate.

[0008] In a preferred example, the first node plate and the first lower shelf plate are perpendicular to each other, the second node plate and the second lower shelf plate are perpendicular to each other, and the second node plate and the connecting plate.

[0009] In a preferred example, the connection method of the connection structure is selected from the following group of combinations: welding connection and bolt connection.

[0010] In a preferred example, the upper ends of the first lower shelf plate and the second lower shelf plate are planed, and the lower end of the upper shelf plate is planed.

[0011] In a preferred example, the lower chord connection structure also includes a roof truss diagonal web and a connecting plate, one side of the connecting plate is close to the upper flange of the roof truss lower chord, and the other side is close to the second node plate and connected to the roof truss diagonal web by welding.

[0012] In a preferred example, the bolts are friction-type high-strength bolts.

[0013] Advantages of this application include:

[0014] 1) Through its specific structure, the present application can ensure that the axial force and shear force of the upper chord, lower chord and diagonal web of the truss steel roof frame are effectively transmitted to the steel column under the action of earthquakes in high-intensity areas, thereby ensuring the safety and effectiveness of their connection and the structural safety of the truss steel roof frame under earthquakes.

[0015] A large number of technical features are recorded in the specification of this application, which are distributed in various technical solutions. If all possible combinations of technical features of this application (i.e., technical solutions) are to be listed, the specification will be too long. In order to avoid this problem, the various technical features disclosed in the above-mentioned utility model content of this application, the various technical features disclosed in the various embodiments and examples below, and the various technical features disclosed in the accompanying drawings can be freely combined with each other to form various new technical solutions (these technical solutions should all be regarded as having been recorded in this specification), unless the combination of such technical features is technically infeasible. For example, in one example, feature A+B+C is disclosed, and in another example, feature A+B+D+E is disclosed, and features C and D are equivalent technical means that play the same role. Technically, only one can be used, and it is impossible to use them at the same time. Feature E can be combined with feature C technically. Then, the solution of A+B+C+D should not be regarded as having been recorded because it is technically infeasible, and the solution of A+B+C+E should be regarded as having been recorded. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 This is a schematic diagram of the connection structure between the truss steel roof frame and the steel column in the high-intensity area described in the utility model;

[0017] Figure 2 It is a schematic diagram of the upper chord connection structure of the connection structure between the truss-type steel roof frame and the steel column in the high-intensity area described in the utility model;

[0018] Figure 3 It is a schematic diagram of the lower chord connection structure of the connection structure between the truss-type steel roof frame and the steel column in the high-intensity area described in the utility model;

[0019] Figure 4 It is a side view of the connection structure between the trussed steel roof frame and the steel columns in the high-intensity area described in the utility model.

[0020] Description of reference numerals:

[0021] 1-upper chord of roof truss; 2-lower chord of roof truss; 3-diagonal web of roof truss; 4-steel column; 5-upper connection node; 6-lower connection node; 7-first node plate; 8-first lower shelf plate; 9-first stiffening plate; 10-bolt; 11-upper shelf plate; 12-connecting plate; 13-second node plate; 14-second lower shelf plate; 15-second stiffening plate. DETAILED DESCRIPTION

[0022] After in-depth research and extensive screening, the inventor of the present application has developed a connection structure between truss steel roof trusses and steel columns for use in high-intensity areas. Compared with the prior art, the specific structure of the present application can ensure that the axial force and shear force of the upper chord, lower chord, and diagonal web of the truss steel roof truss are effectively transferred to the steel column under the action of earthquakes in high-intensity areas, thereby ensuring the safety and effectiveness of the connection and the structural safety of the truss steel roof truss under earthquakes. The present application was completed on this basis. In order to make the purpose, technical solutions, and advantages of the present application clearer, the implementation method of the present application will be further described in detail below in conjunction with the accompanying drawings.

[0023] Example

[0024] The connection structure between the truss steel roof frame and the steel column in the high-intensity area of ​​this embodiment is as follows: Figures 1 to 4 As shown, the connection structure includes: an upper chord connection structure and a lower chord connection structure, the occurrence position of the upper chord connection structure is an upper connection node 5, and the occurrence position of the lower chord connection structure is a lower connection node 6, wherein:

[0025] The upper chord connection structure includes a roof truss upper chord 1, a steel column 4, a first node plate 7, a first lower shelf plate 8 and a first stiffening plate 9, wherein the first node plate 7, the first lower shelf plate 8 and the first stiffening plate 9 are arranged vertically; one side of the first node plate 7 is close to the roof truss upper chord 1, and the other side is close to the flange of the steel column 4; the first lower shelf plate 8 is pressed against the bottom end of the first node plate 7; one side of the first stiffening plate 9 is close to the end of the roof truss upper chord, and the other side is close to the first lower shelf plate 8; in this embodiment, the first node plate 7 is connected to the flange of the steel column 4 by bolts 10.

[0026] The lower chord connection structure includes: a roof truss lower chord 3, a steel column 4, a second node plate 13, a second lower shelf plate 14, a second stiffening plate 15, an upper shelf plate 11, a connecting plate 12 and a roof truss diagonal web member, wherein the second node plate 13, the second stiffening plate 14, the second lower shelf plate 15, the upper shelf plate 11 and the connecting plate 12 are arranged vertically; one side of the second node plate 13 is tightly against the end of the roof truss lower chord 2, and the other side is tightly against the flange of the steel column 4; the upper end of the second lower shelf plate 14 is pressed against the bottom end of the second node plate 13; one side of the second stiffening plate 15 is tightly against the lower flange of the roof truss lower chord 2, and the other side is tightly against the second lower shelf plate 14; the lower end of the upper shelf plate 11 is pressed against the bottom end of the second node plate 13.

[0027] Optionally, in one embodiment, the first node plate 7 and the first lower shelf plate 8 are perpendicular to each other, and the second node plate 13 and the second lower shelf plate 14 are perpendicular to each other.

[0028] In this embodiment, the first stiffening plate 9 is connected to the upper chord 1 of the roof truss and the first lower shelf plate by welding, and the second stiffening plate 13 is connected to the lower flange of the lower chord 2 of the roof truss and the second lower shelf plate 14 by welding. The first node plate 7 and the second node plate 13 are connected to the flange of the steel column 4 by bolts 10. The two side edges and the bottom edge of the first lower shelf plate 8 and the second lower shelf plate 14 are connected to the flange of the steel column 4 by welding. The two side edges and the top edge of the upper shelf plate 11 are connected to the flange of the steel column 4 by welding. The connecting plate 12 is connected to the plate of the diagonal web member 3 of the roof truss and the second node plate 13 by welding. In summary of this embodiment, the bolts are friction high-strength bolts.

[0029] Optionally, in one embodiment, the upper ends of the first lower shelf board 8 and the second lower shelf board 14 are planed, and the lower end of the upper shelf board 11 is planed.

[0030] It should be noted that in the application documents of this patent, relational terms such as first and second are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that the process, method, article or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, the elements defined by the sentence "including one" do not exclude the existence of other identical elements in the process, method, article or device including the elements. In the application documents of this patent, if it is mentioned that an action is performed according to an element, it means that the action is performed at least according to the element, which includes two situations: performing the action only according to the element, and performing the action according to the element and other elements. Expressions such as multiple, multiple, and multiple include 2, 2 times, 2 kinds, and more than 2, more than 2 times, and more than 2 kinds.

[0031] This specification includes combinations of the various embodiments described herein. Individual references to "one embodiment" or a particular embodiment, etc., do not necessarily refer to the same embodiment; however, these embodiments are not mutually exclusive unless indicated as mutually exclusive or clear to those skilled in the art. It should be noted that the word "or" is used in this specification in a non-exclusive sense unless the context clearly indicates or requires otherwise.

[0032] All documents mentioned in this application are considered to be included in the disclosure of this application as a whole, so that they can be used as the basis for modification when necessary. In addition, it should be understood that after reading the above disclosure of this application, those skilled in the art can make various changes or modifications to this application, and these equivalent forms also fall within the scope of protection claimed in this application.

Claims

1. A connection structure between a truss steel roof frame and a steel column for use in high-intensity areas, characterized in that: The connection structure comprises: an upper chord connection structure and a lower chord connection structure, wherein: The upper chord connecting structure comprises an upper chord of the roof truss, a steel column, a first node plate, a first lower shelf plate and a first stiffening plate, wherein the first node plate, the first lower shelf plate and the first stiffening plate are arranged vertically; one side of the first node plate is close to the upper chord of the roof truss, and the other side is close to the flange of the steel column; the first lower shelf plate is pressed against the bottom end of the first node plate; one side of the first stiffening plate is close to the end of the upper chord of the roof truss, and the other side is close to the first lower shelf plate; The lower chord connection structure includes: a lower chord of the roof truss, a steel column, a second node plate, a second lower shelf plate, a second stiffening plate and an upper shelf plate, wherein the second node plate, the second stiffening plate, the second lower shelf plate and the upper shelf plate are all arranged vertically; one side of the second node plate is tightly against the end of the lower chord of the roof truss, and the other side is tightly against the flange of the steel column; the upper end of the second lower shelf plate is pressed against the bottom end of the second node plate; one side of the second stiffening plate is pressed against the lower flange of the lower chord of the roof truss, and the other side is pressed against the second lower shelf plate; the lower end of the upper shelf plate is pressed against the bottom end of the node plate.

2. The connection structure between a truss steel roof frame and a steel column for use in a high-intensity area according to claim 1 is characterized in that: The first node plate and the first lower shelf plate are perpendicular to each other, and the second node plate and the second lower shelf plate are perpendicular to each other.

3. The connection structure between truss steel roof frame and steel column for high-intensity area according to claim 1 is characterized in that: The connection method of the connection structure is taken from the following group of combinations: welding connection and bolt connection.

4. The connection structure between truss steel roof trusses and steel columns for use in high-intensity areas according to claim 1 is characterized in that: The upper ends of the first lower shelf plate and the second lower shelf plate are planed, and the lower end of the upper shelf plate is planed.

5. The connection structure between truss steel roof frame and steel column for high-intensity area according to claim 1 is characterized in that: The lower chord connecting structure also includes a roof truss diagonal web and a connecting plate. One side of the connecting plate is close to the upper flange of the roof truss lower chord, and the other side is close to the second node plate and connected to the roof truss diagonal web by welding.

6. The connection structure between truss steel roof trusses and steel columns for use in high-intensity areas according to claim 5, characterized in that: The connecting plates are arranged vertically.

7. The connection structure between truss steel roof trusses and steel columns for use in high-intensity areas according to claim 6, characterized in that: The second node plate and the connecting plate are perpendicular to each other.

8. The connection structure between truss steel roof trusses and steel columns for use in high-intensity areas according to claim 3 is characterized in that: The bolts are friction type high strength bolts.

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