CN206902921U - A kind of assembled energy-dissipating type height beam abnormal joint - Google Patents
A kind of assembled energy-dissipating type height beam abnormal joint Download PDFInfo
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- CN206902921U CN206902921U CN201720325279.XU CN201720325279U CN206902921U CN 206902921 U CN206902921 U CN 206902921U CN 201720325279 U CN201720325279 U CN 201720325279U CN 206902921 U CN206902921 U CN 206902921U
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Abstract
The utility model patent is related to a kind of assembled energy-dissipating type height beam abnormal joint, belongs to technical field of structural engineering.The utility model includes quadrate steel pipe column, steel connecting plate, girder steel, mild steel damper, outer annular-stiffer and steel plate, outer annular-stiffer and steel plate are welded with quadrate steel pipe column, the upper lower flange and web both sides of girder steel are connected by steel connecting plate with outer annular-stiffer, the junction of the highly relatively low high-strength girder steel II and the quadrate steel pipe column that is welded with outer annular-stiffer and steel plate is provided with mild steel damper, and the connection between each component described above is connected by screw bolts.The utility model patent can solve the problem that the connectivity problem of existing general bean column node, realize the assembling of building structure, improve the assembled speed of component；The design object of " strong column and weak beam " is realized, improves the mechanical property of bean column node junction, improves the anti-seismic performance of structure.
Description
Technical field
A kind of assembled energy-dissipating type height beam abnormal joint is the utility model is related to, belongs to technical field of structural engineering.
Background technology
At present, building industrialization turns into a very important topic, novel building industry in Chinese both the central and local governments
Change can accelerate engineering construction and realize the big production of socialization, and assembled connection is the industrialized basis of building structure, and assembled is built
Build easy to make with its, securely and reliably, cost-effective grade is gradually approved by people.But the beam-to-column joint mode used at present
Still based on welding, and welding procedure program is complicated, constrains the speed of whole engineering, and welding machine connection site operation quality compared with
Difference, easily cause to connect deformability deficiency, easily in commissure fracture etc. occurs for bean column node.
One of country that China takes place frequently as earthquake in the world, nearly ten years after Wenchuan, cajaput, Yaan and in field 4
Secondary more than 7.0 grades violent earthquakes.At these after the earthquake, the interruption of Important building function not only brings huge life and economy
Property loss, or even have influence on disaster reduction and prevention, post-disaster reconstruction and social stability.At present, in order that building meets with rarely occurred earthquake
Afterwards, it can recover to use without repairing or slightly repairing, and building can be allowed to better meet the requirement using function, both at home and abroad
Many scholars are studied for unequal span frame structure node, achieve certain achievement, but still also deposit in some fields
In part blind area.It is mainly manifested in two aspects：First, in actual design, the design for unequal span frame structure, generally
Whole layer is penetrated using mutually level girder steel.Using the structural system of such design, the intensity in king post joint domain is often weaker than
The intensity of beam, when structural system is under geological process, nodes domains can be caused to be destroyed prior to beam-ends.Second, for node mechanical property
Can be still not abundant enough with anti-seismic performance research aspect.Structure is when by geological process, because nodes domains bear huge shearing
Power.Although frame joint is designed by " strong column and weak beam ", nodes domains are often easier that yield failure occurs than beam-ends.
Utility model content
The purpose of this utility model is solve drawbacks described above existing for prior art, it is proposed that a kind of assembled energy-dissipating type
Height beam abnormal joint, the connectivity problem of existing general bean column node is can solve the problem that, the assembling of building structure is realized, improves structure
The assembled speed of part；Improve the mechanical property of bean column node junction, improve the anti-seismic performance of structure.
The utility model is achieved using following technical scheme：A kind of assembled energy-dissipating type height beam abnormal joint, bag
Include quadrate steel pipe column, steel connecting plate, girder steel, mild steel damper, outer annular-stiffer and steel plate, be welded with quadrate steel pipe column outer annular-stiffer and
Steel plate, the upper lower flange and web both sides of girder steel are connected by steel connecting plate with outer annular-stiffer, i.e., will be welded with outer reinforcement by bolt
The high-strength girder steel that the quadrate steel pipe column both sides of ring are not contour is fixed on outer annular-stiffer, and the internal force for preferably receiving high-strength steel joist support passes
Pass quadrate steel pipe column so that quadrate steel pipe column is more uniformly stressed.The highly relatively low high-strength girder steel II is with being welded with outer annular-stiffer
Mild steel damper is provided with the junction of the quadrate steel pipe column of steel plate, and the connection between each component described above is connected using bolt
Connect.
Further, the girder steel uses H profile steel.
Further, mild steel damper uses mild steel, and mild steel damper is in I-shaped, and circular hole is left in bottom surface, convenient and outer
Reinforcing ring carries out bolt connection by billet, and web part is provided with groove, plays a part of weakening component strength, makes it on ground
Shake effect is firstly broken, and is produced the main primary structure members such as tear failure, earthquake energy, protection beam and column, is improved knot
The anti-seismic performance of structure.
Further, mild steel damper is according to the discrepancy in elevation of the high-strength girder steel in the quadrate steel pipe column both sides for being welded with outer annular-stiffer and steel plate
Carry out the adjustment of size.
Further, prefabricated aperture is left on outer annular-stiffer, for carrying out bolt connection with other components.Outer annular-stiffer
Prefabrication in the factory, and be attached in the factory with quadrate steel pipe column by fillet welding.Bean column node with outer annular-stiffer
Stress performance is superior, and horizontal rigidity improves, and anti-seismic performance is optimized.
The beneficial effects of the utility model are as follows：
1st, component assembly is all connected by screw bolts, and is met prefabrication and assembly construction Construction of Steel Structure technique needs, is contributed to
Building structure industrialized production is realized, and improves and is welded to connect the shortcomings that stress is unreasonable and speed of application is slow, Ke Yishi
The medium quantity batch processing of existing factory, drastically increases production efficiency.
2nd, not contour girder steel is used in quadrate steel pipe column both sides, forms different in nature node, can both reduce the use of steel, reduced
The deadweight of structural system, has saved resource again, reduces construction cost, while farthest meet " strong node, weak structure again
The design requirement of part ".
3rd, based on the flexible deformability of high-strength steel is strong, element bearing capacity is high, good economy performance, sustainable development etc. are excellent
Point, frame structure and its node are made using high-strength steel, be advantageous to meet that building meets with rarely occurred earthquake very from the strength of materials
To after more strongly shaking, without repairing or slightly repairing the target for the application that can recover to use.
4th, mild steel damper is connected in the edge of a wing bottom of highly relatively low not contour girder steel, in structure by geological process
When, mild steel damper is produced tear failure, is consumed the energy in seismic process, protection beam and column etc. due to the weakest at first
Main primary structure member, improve the anti-seismic performance of structure.
Brief description of the drawings
Fig. 1 is overall schematic of the present utility model.
Fig. 2 is the utility model front elevation.
Fig. 3 is top view of the present utility model.
Fig. 4 is outer annular-stiffer overall schematic of the present utility model.
Fig. 5 is mild steel damper overall schematic of the present utility model.
Fig. 6 is mild steel damper elevation of the present utility model.
Fig. 7 is assembled procedure chart of the present utility model.
Fig. 8 is three-dimensional overall schematic of the present utility model.
Fig. 9 is four-way overall schematic of the present utility model.
In figure：1st, quadrate steel pipe column, 2, steel connecting plate, 3, girder steel, 31, girder steel I, 32, girder steel II, 33, girder steel III, 34, steel
Beam IV, 4, mild steel damper, 41, mild steel damper I, 42, mild steel damper II, 5, outer annular-stiffer, 6, steel plate, 7, bolt.
Embodiment
The utility model is described further below in conjunction with the accompanying drawings.
Embodiment one
As Figure 1-3, described a kind of assembled energy-dissipating type height beam abnormal joint, including it is welded with the He of outer annular-stiffer 5
The quadrate steel pipe column 1 of steel plate 6, play the steel connecting plate 2 of connection function, the quadrate steel pipe column 1 for being welded with outer annular-stiffer 5 and steel plate 6
There is not contour high-strength girder steel 3 both sides, and the not contour high-strength girder steel 3 uses high-strength steel, the high-strength girder steel in the both sides of quadrate steel pipe column 1
3 upper lower flange and web both sides carry out bolt 7 with outer annular-stiffer 5 by steel connecting plate 2 and are connected, i.e., will be welded with by bolt 7 outer
The high-strength girder steel 3 that the both sides of quadrate steel pipe column 1 of reinforcing ring 5 are not contour is fixed on outer annular-stiffer 5, is preferably held high-strength girder steel 3
The internal force received passes to quadrate steel pipe column 1 so that quadrate steel pipe column 1 is more uniformly stressed.The highly relatively low high-strength girder steel II 32
The bottom surface on the bottom edge of a wing is provided with mild steel damper 4, the upper bottom surface of the mild steel damper 4 by steel connecting plate 2 and height compared with
The bottom surface on the low bottom edge of a wing of high-strength girder steel II 32 carries out bolt 7 and connected, and the bottom surface of the mild steel damper 4 is connected by steel
Fishplate bar 2 carries out bolt 7 with outer annular-stiffer 5 and is connected.
As shown in figure 4, leaving prefabricated aperture on outer annular-stiffer 5, it is connected for carrying out bolt 7 with other components.It is additional
The strong Prefabrication, and being attached in the factory with quadrate steel pipe column 1 by fillet welding in the factory of ring 5.Beam with outer annular-stiffer 5
Column border node stress performance is superior, and horizontal rigidity improves, and anti-seismic performance is optimized.
As seen in figs. 5-6, mild steel damper 4 is in I-shaped that circular hole is left in bottom surface, convenient to pass through steel pad with outer annular-stiffer 5
Plate 2 carry out bolt 7 connect, web part is provided with groove, play a part of weaken component strength, make its geological process first by
Destroy, produce the main primary structure members such as tear failure, earthquake energy, protection beam and column, improve the anti-seismic performance of structure.
A kind of as shown in fig. 7, installation method of described assembled energy-dissipating type height beam abnormal joint, it is characterised in that：
Comprise the following steps：
The first step：Prefabrication is welded with the quadrate steel pipe column 1 of outer annular-stiffer 5 and steel plate 6；
Second step：The upper lower flange of not contour girder steel 3 and web both sides are carried out by steel connecting plate 2 and outer annular-stiffer 5
Bolt 7 connects；
3rd step：The top of mild steel damper 4 is subjected to spiral shell by steel connecting plate 2 and the high-strength girder steel II 32 of relatively low side
Bolt 7 connects, and the bottom of mild steel damper 4 is carried out into bolt 7 with outer annular-stiffer 5 by steel connecting plate 2 is connected.
Embodiment two
In the present embodiment, the difference with embodiment one is, as shown in figure 8, being welded with the square steel of outer annular-stiffer 5 and steel plate 6
Girder steel I 31, girder steel II 32 and the girder steel III 33 that tubing string 1 does not wait with three height carry out bolt 7 and are connected, high-strength girder steel I 31 and height
The height of strong girder steel II 32 and high-strength girder steel IV 34 differs, highly relatively low two girder steels II 32 and girder steel IV 34 according to
The size of discrepancy in elevation adjustment mild steel damper I 41 and mild steel damper II 42 between high-strength girder steel I 31, the node of this type can
Side column for fabricated construction etc., application increase.
Remaining is the same as embodiment one.
Embodiment three
In the present embodiment, the difference with embodiment one is, as shown in figure 9, be welded with the quadrate steel pipe column 1 of outer annular-stiffer 5 with
Girder steel I 31, girder steel II 32, girder steel III 33 and the girder steel IV 34 that four height do not wait carry out bolt 7 and connected, wherein high-strength girder steel I
31 is identical with the height of high-strength girder steel III 33, and high-strength girder steel I 31 and the height of high-strength girder steel II 32 and high-strength girder steel IV 34 are not
Identical, highly relatively low girder steel II 32 and girder steel IV 34 damps according to the discrepancy in elevation adjustment mild steel between girder steel I 31, girder steel II 32
The size of device I 41 and mild steel damper II 42, the node of this type can be used for center pillar of fabricated construction etc., application
It is more extensive.Remaining is the same as embodiment one.
Certainly, the above is only preferred embodiment of the present utility model, it is impossible to is considered as being used to limit to utility model
Scope of embodiments.The utility model is also not limited to the example above, and those skilled in the art are in this practicality
The equivalent change made in new essential scope and improvement etc., all should belong to the utility model patent covering scope.
Claims (5)
- A kind of 1. assembled energy-dissipating type height beam abnormal joint, it is characterised in that：Including quadrate steel pipe column (1), steel connecting plate (2), Girder steel (3), mild steel damper (4), outer annular-stiffer (5) and steel plate (6), outer annular-stiffer (5) and steel are welded with quadrate steel pipe column (1) Plate (6), the upper lower flange and web both sides of girder steel (3) are connected by steel connecting plate (2) with outer annular-stiffer (5), highly relatively low The junction of high-strength girder steel II (32) and the quadrate steel pipe column (1) for being welded with outer annular-stiffer (5) and steel plate (6) is provided with mild steel damper (4), the connection between each component described above is connected using bolt (7).
- A kind of 2. assembled energy-dissipating type height beam abnormal joint according to claim 1, it is characterised in that：The girder steel (3) H profile steel is used.
- A kind of 3. assembled energy-dissipating type height beam abnormal joint according to claim 1, it is characterised in that：Mild steel damper (4) mild steel is used, mild steel damper (4) is in I-shaped, and the circular hole being connected with steel connecting plate (2) is left in bottom surface, and web portion is separated It is fluted, play a part of weakening component strength.
- A kind of 4. assembled energy-dissipating type height beam abnormal joint according to claim 1, it is characterised in that：Mild steel damper (4) tune of size is carried out according to the discrepancy in elevation for the high-strength girder steel in quadrate steel pipe column (1) both sides (3) for being welded with outer annular-stiffer (5) and steel plate (6) It is whole.
- A kind of 5. assembled energy-dissipating type height beam abnormal joint according to claim 1, it is characterised in that：Outer annular-stiffer (5) prefabricated aperture is left on, is connected with quadrate steel pipe column (1) by fillet welding.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720325279.XU CN206902921U (en) | 2017-03-30 | 2017-03-30 | A kind of assembled energy-dissipating type height beam abnormal joint |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720325279.XU CN206902921U (en) | 2017-03-30 | 2017-03-30 | A kind of assembled energy-dissipating type height beam abnormal joint |
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| Publication Number | Publication Date |
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| CN206902921U true CN206902921U (en) | 2018-01-19 |
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| CN201720325279.XU Active CN206902921U (en) | 2017-03-30 | 2017-03-30 | A kind of assembled energy-dissipating type height beam abnormal joint |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108517958A (en) * | 2018-04-17 | 2018-09-11 | 西京学院 | A kind of assembling type steel structure energy-dissipating type bean column node and its assembly method |
| CN109577493A (en) * | 2018-12-14 | 2019-04-05 | 东华理工大学 | A kind of connection structure and construction method of steel core concrete column and not contour box beam |
| CN109629701A (en) * | 2019-01-03 | 2019-04-16 | 西安建筑科技大学 | A kind of replaceable three-dimensional energy consumption rubber mild steel damper for bent structure bean column node |
| CN113969615A (en) * | 2021-10-20 | 2022-01-25 | 苏州德力智慧物流科技有限公司 | A stand, crossbeam connection structure for multilayer steel structure platform |
| CN115030308A (en) * | 2022-05-31 | 2022-09-09 | 闽晟集团城建发展有限公司 | Assembled energy-consuming type high-low beam special-shaped node |
| WO2023123320A1 (en) * | 2021-12-31 | 2023-07-06 | 海南大学 | Energy dissipation type beam-column joint |
-
2017
- 2017-03-30 CN CN201720325279.XU patent/CN206902921U/en active Active
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108517958A (en) * | 2018-04-17 | 2018-09-11 | 西京学院 | A kind of assembling type steel structure energy-dissipating type bean column node and its assembly method |
| CN109577493A (en) * | 2018-12-14 | 2019-04-05 | 东华理工大学 | A kind of connection structure and construction method of steel core concrete column and not contour box beam |
| CN109629701A (en) * | 2019-01-03 | 2019-04-16 | 西安建筑科技大学 | A kind of replaceable three-dimensional energy consumption rubber mild steel damper for bent structure bean column node |
| CN109629701B (en) * | 2019-01-03 | 2020-05-22 | 西安建筑科技大学 | Replaceable three-dimensional energy-consumption rubber mild steel damper for bent frame structure beam column node |
| CN113969615A (en) * | 2021-10-20 | 2022-01-25 | 苏州德力智慧物流科技有限公司 | A stand, crossbeam connection structure for multilayer steel structure platform |
| WO2023123320A1 (en) * | 2021-12-31 | 2023-07-06 | 海南大学 | Energy dissipation type beam-column joint |
| CN115030308A (en) * | 2022-05-31 | 2022-09-09 | 闽晟集团城建发展有限公司 | Assembled energy-consuming type high-low beam special-shaped node |
| CN115030308B (en) * | 2022-05-31 | 2023-09-15 | 闽晟集团城建发展有限公司 | Assembled energy-consuming type high-low beam abnormal-shaped node |
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