CN217631463U - Truss structure for prestressed structure space transformation - Google Patents
Truss structure for prestressed structure space transformation Download PDFInfo
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- CN217631463U CN217631463U CN202220720246.6U CN202220720246U CN217631463U CN 217631463 U CN217631463 U CN 217631463U CN 202220720246 U CN202220720246 U CN 202220720246U CN 217631463 U CN217631463 U CN 217631463U
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Abstract
The utility model provides a prestressed structure space reforms transform and uses truss structure, including chord member subassembly, web member subassembly and decoration, the chord member subassembly includes chord member and lower chord member, the chord member with form a web member installation zone between the lower chord member, the air-out region set up in the web member installation zone, the air-out region is corresponding with the prestressed structure wind gap, the web member subassembly includes oblique web member, oblique web member interval arrangement just is in order to dodge the regional mode of air-out is installed in the region, the decoration install in on the chord member subassembly. This truss structure is used in prestressed structure space transformation carries out the bearing to the decoration through the chord member subassembly, realizes the outrigger to the decoration, realizes independent setting between decoration and the prestressed structure further cancels the oblique web member towards the air-out region in the installation web member subassembly, avoids truss structure to cause the influence to the prestressed structure wind gap.
Description
Technical Field
The utility model relates to a prestressed structure field especially relates to a prestressed structure space reforms transform and uses truss structure.
Background
The prestress is stress applied to a structure in advance before an external load is not applied to a component, the prestress is generally opposite to stress caused by the load, the prestress is compressive stress applied to the structure in advance during construction, the compressive stress can completely or partially offset tensile stress caused by the load during the service of the structure, in a space large-span structure, the prestress technology is widely used, the prestress structure can reduce the thickness of a beam and increase the strength at the same time, and the light and handy feeling of the space is improved, but the limitation on subsequent space reconstruction is large, and the limitation condition is more.
When reforming transform the big space, need newly-increased overhanging steel structure roof beam come the bearing decoration on current structural component roof beam, nevertheless when current roof beam is prestressing force frame roof beam, punch from this point on the prestressing force roof beam and do the fixed structural stability who influences prestressing force frame roof beam of back anchor, peripheral prestressing force post can't bear simultaneously, and when outside independent truss structure bearing decoration, easily influence existing wind gap, cause inconvenience.
SUMMERY OF THE UTILITY MODEL
In order to solve the problem, the utility model provides a prestressed structure space reforms transform and uses truss structure.
According to the utility model discloses an aim, the utility model provides a prestressed structure space reforms transform and uses truss structure, include:
chord member subassembly, web member subassembly and decoration, the chord member subassembly includes upper chord member and lower chord member, the upper chord member with form a web member installation zone between the lower chord member, the air-out region set up in the web member installation zone, the air-out region is corresponding with the prestressing force structure wind gap, the web member subassembly includes oblique web member, oblique web member interval arrangement just in order to dodge the regional mode of air-out is installed in the region, the decoration install in on the chord member subassembly.
Preferably, the wind outlet structure further comprises at least two steel columns, the steel columns are vertically installed on the chord member, and the plurality of steel columns are arranged on two sides of the wind outlet area along the length direction of the chord member.
Preferably, the truss structure further comprises a steel beam assembly, the decorating part is installed on the chord member assembly through the steel beam assembly, and the steel beam assembly is arranged on one side end face, deviating from the prestress structure, of the chord member.
Preferably, the girder steel subassembly includes girder steel and lower girder steel, go up the girder steel and follow last chord length direction arranges, lower girder steel is followed lower chord length direction arranges, wherein for horizontal arrangement between last chord and the lower chord.
Preferably, a fracture is arranged on the lower steel beam, the fracture corresponds to the air outlet area, and two end portions of the fracture are respectively installed on the two steel columns.
Preferably, the truss structure further comprises a reinforcing steel beam and a through bolt, the reinforcing steel beam is mounted at the lower end of the structural plate, the through bolt penetrates through the structural plate and the reinforcing steel beam, and the steel column is anchored at the upper end of the structural plate through the through bolt.
Preferably, the truss structure further comprises a reinforcing member, wherein the reinforcing member is a concrete reinforcing member containing an anti-cracking reinforcing mesh, the reinforcing member covers the joint of the steel column and the structural slab, and the opposite-penetrating bolt faces one side of the steel column and is exposed to the outer part of the structural slab.
Preferably, the truss structure further comprises a tie structure, the prestressed structure comprises a prestressed beam and a structural column, the prestressed beam is connected with the structural column, one end of the tie structure is arranged on the structural column in a manner of avoiding the connecting part of the prestressed beam and the structural column, and the other end of the tie structure is arranged on the steel column.
Preferably, the drawknot structure includes anchor slab and crab-bolt, the anchor slab with the structure post is laminated mutually, wherein the anchor slab passes through the crab-bolt is installed on the structure post, and the anchor slab with the steel column is connected.
Compared with the prior art, the beneficial effects of the utility model are that:
this truss structure is used in prestressed structure space transformation carries out the bearing to the decoration through the chord member subassembly, realizes the outrigger to the decoration, realizes independent setting between decoration and the prestressed structure further cancels the oblique web member towards the air-out region in the installation web member subassembly, avoids truss structure to cause the influence to the prestressed structure wind gap.
The present invention will be further described with reference to the accompanying drawings and examples.
Drawings
Fig. 1 is a schematic view of a chord member assembly according to one embodiment of the present invention.
Fig. 2 is a schematic view of a drawknot structure according to an embodiment of the present invention.
Fig. 3 is a schematic view illustrating a connection between a through bolt and a steel column according to an embodiment of the present invention.
In the figure: 100. a chord member; 101. an upper chord; 102. a lower chord; a mounting area a; an air outlet area b; 200. a web member assembly; 201. a diagonal web member; 400. a steel column; 500. a steel beam assembly; 501. mounting a steel beam; 502. a lower steel beam; 503. breaking off; 600. reinforcing the steel beam; 700. penetrating a bolt; 800. a reinforcement; 900. a tie structure; 901. an anchor plate; 902. an anchor bolt.
Detailed Description
The following description is provided to disclose the invention so as to enable any person skilled in the art to practice the invention. The preferred embodiments described below are by way of example only, and other obvious variations will occur to those skilled in the art. The basic principles of the invention, as defined in the following description, may be applied to other embodiments, variations, modifications, equivalents and other technical solutions without departing from the spirit and scope of the invention.
Referring to fig. 1, the present invention provides a technical solution: a truss structure for space transformation of a prestressed structure, comprising:
the chord assembly 100 comprises an upper chord 101 and a lower chord 102, and a web installation area a is formed between the upper chord 101 and the lower chord 102;
the air outlet region b is arranged in the web member mounting region a and corresponds to the air outlet of the prestressed structure;
the web member assembly 200 comprises oblique web members 201, and the oblique web members 201 are arranged at intervals and are installed in the area a in a mode of avoiding the air outlet area b;
a decoration 300, the decoration 300 being mounted on the chord member 100.
Carry out the bearing to decoration 300 through chord member subassembly 100, realize the stable support to decoration 300, realize independent setting between decoration 300 and the prestressed structure further cancels the oblique web member 201 towards air-out regional b in installation web member subassembly 200, avoids the truss structure to cause the influence to the prestressed structure wind gap.
As shown in fig. 1, the wind-guiding structure further includes at least two steel columns 400, where the steel columns 400 are vertically installed on the chord member 100, and a plurality of the steel columns 400 are arranged on two sides of the wind-out area b along the length direction of the chord member 100.
By installing the steel column 400 on the chord member assembly 100, the steel column 400 supports the area of the chord member assembly 100 where the diagonal web member 201 is not installed, and the overall stability of the truss is prevented from being reduced after the diagonal web member 201 is not installed.
Specifically, as shown in fig. 3, the steel column further includes a reinforcing steel beam 600 and a through bolt 700, the reinforcing steel beam 600 is installed at the lower end of the structural slab, the through bolt 700 penetrates through the structural slab and the reinforcing steel beam 600, and the steel column 400 is anchored at the upper end of the structural slab through the through bolt 700.
Because the connection frame structure bears a large eccentric bending moment, the reinforced steel beam 600 is arranged at the lower end of the structural slab, and the structural slab, the reinforced steel beam 600 and the steel column 400 are further anchored by the through bolts 700, so that the steel column 400 is installed and reinforced.
As shown in fig. 3, the steel column further comprises a reinforcing member 800, wherein the reinforcing member 800 is a concrete reinforcing member 800 including a crack-resistant reinforcing mesh, the reinforcing member 800 covers the joint between the steel column 400 and the structural slab, and the through bolt 700 faces the steel column 400 and is exposed to the outer part of the structural slab.
The concrete containing the anti-cracking reinforcing mesh is covered at the joint of the steel column 400 and the structural slab by the reinforcing member 800, so that the steel column 400 and the structural slab are further reinforced, the part, facing one side of the steel column 400, of the through bolt 700 is covered by the reinforcing member 800, the through bolt 700 is prevented from being exposed, the installation state of the through bolt 700 is fixed, and the service life of the whole structure is prolonged.
As shown in fig. 2, the steel column structure further includes a tie structure 900, the prestressed structure includes a prestressed beam and a structural column, the prestressed beam is connected with the structural column, one end of the tie structure 900 is disposed on the structural column in a manner of avoiding a connection portion of the prestressed beam and the structural column, and the other end of the tie structure 900 is mounted on the steel column 400.
In order to ensure the overall stability of the truss structure, each steel column 400 is connected to a structural column through the tie structure 900, wherein the tie structure 900 is arranged in a manner of avoiding the connecting part of the prestressed beam and the structural column, so that the influence of the frame structure on the overall stability of the prestressed structure is avoided.
As shown in fig. 2, the drawknot structure 900 includes an anchor plate 901 and an anchor bolt 902, the anchor plate 901 is attached to the structural column, wherein the anchor plate 901 is installed on the structural column through the anchor bolt 902, and the anchor plate 901 is connected to the steel column 400.
The anchor plate 901 is matched with the anchor bolt 902 to connect the structural column with the steel column 400, so that the mounting position of the steel column 400 is reinforced, and the overall stability of the connecting frame structure is further improved.
As shown in fig. 1, the steel beam assembly 500 is further included, the decoration member 300 is installed on the chord member 100 through the steel beam assembly 500, and the steel beam assembly 500 is disposed on an end surface of the chord member 100 facing away from the prestressed structure.
Through with the decoration 300 cooperation the girder steel subassembly 500 install in on the chord member subassembly 100, be convenient for the chord member subassembly 100 is right when the stable bearing of decoration 300, the person of facilitating the use will decoration 300 is installed on girder steel subassembly 500.
Specifically, as shown in fig. 1, the steel beam assembly 500 includes an upper steel beam 501 and a lower steel beam 502, the upper steel beam 501 is arranged along the length direction of the upper chord 101, the lower steel beam 502 is arranged along the length direction of the lower chord 102, and the upper chord 101 and the lower chord 102 are horizontally arranged.
By arranging the upper steel beam 501 along the length direction of the upper chord 101 and by arranging the lower steel beam 502 along the length direction of the lower chord 102, the stable support of the chord assembly 100 to the steel beam assembly 500 is realized.
Further, as shown in fig. 1, a fracture 503 is provided on the lower steel beam 502, the fracture 503 corresponds to the air outlet area b, and two end portions of the fracture 503 are respectively mounted on the two steel columns 400.
By arranging the fracture 503 on the lower steel beam 502, stress on the chord member assembly 100 at the air outlet area b is avoided, and meanwhile, by connecting two ends of the fracture 503 to the steel column 400, the steel column 400 supports the lower steel beam 502.
To sum up, carry out the bearing to decoration 300 through chord member subassembly 100, realize the outrigger to decoration 300, realize independent setting between decoration 300 and the prestressed structure, the oblique web member 201 towards air-out region b in further cancellation installation web member subassembly 200 avoids truss structure to cause the influence to the prestressed structure wind gap.
The above-mentioned embodiments are only used to illustrate the technical ideas and features of the present invention, and the purpose thereof is to enable those skilled in the art to understand the contents of the present invention and to limit the patented application scope of the present invention only by the present embodiment, i.e. all the equivalent changes or modifications made according to the spirit disclosed by the present invention still fall within the patented scope of the present invention.
Claims (9)
1. The utility model provides a truss structure is used in transformation of prestressing force structure space which characterized in that includes:
chord member subassembly (100), web member subassembly (200) and decoration (300), chord member subassembly (100) includes chord member (101) and lower chord member (102), go up chord member (101) with form a web member installation area a between lower chord member (102), air-out regional b set up in web member installation area a, air-out regional b is corresponding with the prestressing force structure wind gap, web member subassembly (200) include oblique web member (201), oblique web member (201) interval arrangement and in order to dodge air-out regional b's mode is installed in regional a, decoration (300) install in on chord member subassembly (100).
2. The truss structure for space transformation of prestressed structure as claimed in claim 1, wherein: the wind-out structure is characterized by further comprising at least two steel columns (400), wherein the steel columns (400) are vertically arranged on the chord assembly (100), and the steel columns (400) are arranged on two sides of the wind-out area b along the length direction of the chord assembly (100).
3. The truss structure for space transformation of prestressed structure as claimed in claim 2, wherein: still include girder steel subassembly (500), decoration (300) pass through girder steel subassembly (500) install in on chord member subassembly (100), and girder steel subassembly (500) set up in chord member subassembly (100) deviates from prestressing force structure side end face.
4. The truss structure for space transformation of prestressed structure as claimed in claim 3, wherein: the steel beam assembly (500) comprises an upper steel beam (501) and a lower steel beam (502), the upper steel beam (501) is arranged along the length direction of the upper chord (101), the lower steel beam (502) is arranged along the length direction of the lower chord (102), and the upper chord (101) and the lower chord (102) are horizontally arranged.
5. The truss structure for space transformation of prestressed structure as claimed in claim 4, wherein: a fracture (503) is arranged on the lower steel beam (502), the fracture (503) corresponds to the air outlet area b, and two ends of the fracture (503) are respectively installed on the two steel columns (400).
6. The truss structure for space transformation of prestressed structure as claimed in claim 2, wherein: the steel column structure is characterized by further comprising a reinforcing steel beam (600) and a through bolt (700), wherein the reinforcing steel beam (600) is installed at the lower end of the structural plate, the through bolt (700) penetrates through the structural plate and the reinforcing steel beam (600), and the steel column (400) is anchored at the upper end of the structural plate through the through bolt (700).
7. The truss structure for space transformation of prestressed structure as claimed in claim 6, wherein: the steel column structure is characterized by further comprising a reinforcing member (800), wherein the reinforcing member (800) is a concrete reinforcing member (800) with an anti-cracking reinforcing mesh, the reinforcing member (800) covers the joint of the steel column (400) and the structural slab, and a through bolt (700) faces one side of the steel column (400) and is exposed to the outer part of the structural slab.
8. The truss structure for space transformation of prestressed structure as claimed in claim 2, wherein: the steel column structure is characterized by further comprising a tie structure (900), wherein the prestressed structure comprises a prestressed beam and a structural column, the prestressed beam is connected with the structural column, one end of the tie structure (900) is arranged on the structural column in a mode of avoiding the connecting position of the prestressed beam and the structural column, and the other end of the tie structure (900) is arranged on the steel column (400).
9. The truss structure for space transformation of prestressed structure as claimed in claim 8, wherein: the tie structure (900) comprises anchor plates (901) and anchor bolts (902), the anchor plates (901) are attached to the structural columns, the anchor plates (901) are mounted on the structural columns through the anchor bolts (902), and the anchor plates (901) are connected with the steel columns (400).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220720246.6U CN217631463U (en) | 2022-03-27 | 2022-03-27 | Truss structure for prestressed structure space transformation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220720246.6U CN217631463U (en) | 2022-03-27 | 2022-03-27 | Truss structure for prestressed structure space transformation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN217631463U true CN217631463U (en) | 2022-10-21 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202220720246.6U Active CN217631463U (en) | 2022-03-27 | 2022-03-27 | Truss structure for prestressed structure space transformation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN217631463U (en) |
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- 2022-03-27 CN CN202220720246.6U patent/CN217631463U/en active Active
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