CN202090278U - T-shaped anti-pulling connector with no resistance to longitudinal shearing force - Google Patents
T-shaped anti-pulling connector with no resistance to longitudinal shearing force Download PDFInfo
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- CN202090278U CN202090278U CN2011200722940U CN201120072294U CN202090278U CN 202090278 U CN202090278 U CN 202090278U CN 2011200722940 U CN2011200722940 U CN 2011200722940U CN 201120072294 U CN201120072294 U CN 201120072294U CN 202090278 U CN202090278 U CN 202090278U
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- 238000010008 shearing Methods 0.000 title claims abstract description 18
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 36
- 239000010959 steel Substances 0.000 claims abstract description 36
- 229920003023 plastic Polymers 0.000 claims abstract description 12
- 239000004033 plastic Substances 0.000 claims abstract description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 239000002131 composite material Substances 0.000 abstract description 18
- 230000000694 effects Effects 0.000 abstract description 7
- 230000007774 longterm Effects 0.000 abstract description 5
- 238000010276 construction Methods 0.000 abstract description 4
- 239000000463 material Substances 0.000 abstract description 3
- 150000001875 compounds Chemical class 0.000 description 16
- 238000005452 bending Methods 0.000 description 5
- 238000000926 separation method Methods 0.000 description 4
- 230000002411 adverse Effects 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000002277 temperature effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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Abstract
A T-shaped anti-pulling connector with no resistance to longitudinal shearing force relates to a connector applied in bridge structures and building structures and belongs to the structural engineering technical field. The connector is applied for connecting a steel beam and a concrete slab. The connector comprises a connector web plate and a connector top plate. The connector web plate and the connector top plate are fixedly connected and form the T-shaped connector. Foamed plastics are pasted on the two sides of the connector web plate. The connector is fixedly connected on a top flange plate of the steel beam. When adopted on negative moment areas of a steel-concrete continuous composite beam bridge and a steel-concrete combined frame structure, the connector can effectively reduce the tension of concrete slabs on the negative moment areas, increase the longitudinal pre-stress guiding degree of the concrete slabs and improve the long-term performances and endurance of the concrete slabs. Meanwhile, the connector has a reliable anti-pulling capability and can resist the lifting effects of the concrete slabs relative to the steel beam. The connector provided in the utility model and having the characteristics of convenient material acquisition, simple structure, rapid construction and reasonable force has excellent technical economic effects.
Description
Technical field
The utility model relates to a kind of connector that is applied to bridge construction and building structure, and the connector of particularly a kind of Prestressed Steel and Concrete Composite Beam bridge and steel-concrete composite frame structure hogging moment area belongs to technical field of structural engineering.
Background technology
Be illustrated in figure 1 as the Prestressed Steel and Concrete Composite Beam bridge, Figure 2 shows that the steel-concrete group frame, wherein the steel-concrete composite beam of Cai Yonging is formed by girder steel and concrete slab, and both adopt peg connector 6 to link to each other usually, as shown in Figure 3.The main effect of peg connector 6 comprises: 1. shearing resistance: bear the interface longitudinal shear between girder steel and the concrete slab, restriction interface between the two vertically is free to slide, thereby guarantee girder steel and concrete slab cooperative transformation, co-operation, give full play to compound action, improve rigidity of section and supporting capacity; 2. resistance to plucking: the vertical separation that the opposing concrete slab causes because of whole buckling and partial lateral bending and starting.
For the compound beam in positive bending moment district, girder steel and concrete compound action can make the concrete slab pressurized, and the most of tension of girder steel is given full play to girder steel and concrete material property separately, significantly improves rigidity of section and bearing capacity, reduces structure height.
Yet for the compound beam of hogging moment area, girder steel and concrete compound action can make the concrete slab tension, cause its easier cracking, and girder steel bottom flange compressive stress increases, and causes its easier unstability.Tensile stress in the concrete slab that shrinkage and creep and temperature effect produced can produce adverse influence to the long-term behaviour and the durability of concrete slab owing to the constraint of peg connector can not get effective release.In addition, in continuous composite beam bridge, in order to reduce the tensile stress in the concrete slab, avoid its cracking, need in compound beam hogging moment area concrete slab, arrange a large amount of longitudinal prestressing strands, but the prestressing force that applies can be passed to the girder steel top flange by the peg connector, thereby reduces the efficient of longitudinal prestressing greatly.In sum, hogging moment area at continuous composite beam bridge and steel-concrete composite frame structure, adopt the peg connector to produce adverse influence to structure stress, if but do not adopt the peg connector to make steel and concrete that compound action not take place, though can improve the problems referred to above, the vertically pulling-resistant problem of concrete slab can't effectively be solved.Therefore, Prestressed Steel and Concrete Composite Beam bridge and steel-concrete composite frame structure still lack at present and a kind ofly are used for a hogging moment area resistance to plucking but the vertical novel connector of not shearing resistance, thereby have restricted the promotion and application of these two kinds of form of structure.
The utility model content
The purpose of this utility model is to provide a kind of vertically T type anti-pulling connector of not shearing resistance, exist in the solution prior art, at the hogging moment area of continuous composite beam bridge and steel-concrete composite frame structure, the technical problem that adopts the peg connector to have a negative impact to structure stress.Vertically not shearing resistance T type anti-pulling connector of the present utility model can effectively reduce the tensile stress of hogging moment area concrete slab, improve the longitudinal prestressing efficient of concrete slab, improve the long-term behaviour and the durability of concrete slab, having resistance to plucking simultaneously does in order to the vertical separation of opposing concrete slab and starts effect, simple structure, easy construction, economic performance is more excellent.
The technical solution of the utility model is as follows:
A kind of vertically not shearing resistance T type anti-pulling connector of the present utility model is used to connect girder steel and concrete slab, and described girder steel is made up of top flange plate 1, web 2 and base plate 3, and described concrete slab is made up of reinforcing bar in the plate 4 and concrete 5; It is characterized in that: described connector comprises connector web 7, connector top board 8, and connector web 7 and connector top board 8 be affixed to become the T type, is pasted with foamed plastics 9 in connector web 7 both sides, and described connector is fixed on the top flange plate 1.The top of described connector top board 8 is pasted with grooved foamed plastics 10.Described connector web 7 is the steel plate of 6mm.
The utility model has following beneficial effect with respect to prior art:
(1) owing to vertically can be free to slide between concrete slab and the girder steel, can effectively discharge the tensile stress in the Prestressed Steel and Concrete Composite Beam hogging moment area concrete slab, can be in continuous composite beam bridge less with the purpose of even not using the concrete slab longitudinal prestressing, the efficient of longitudinal prestressing is compared and is adopted the compound beam of peg connector also to increase significantly; (2) can effectively reduce tensile stress in the concrete slab that concrete shrinkage and creep and temperature effect cause, improve the long-term stress performance of concrete slab, improve the durability of concrete slab.(3) this connector simple structure is drawn materials conveniently, and connector web 7 and top board 8 are in factory presets, and the on-the-spot foamed plastic pasting that only needs is constructed fast, and economic performance is more excellent; (4) this connector has kept the effect of traditional peg connector resistance to plucking, is highly resistant to concrete slab crooked and laterally vertical separation of causing of uneven loading action and starting because of whole buckling, partial lateral; (5) this connector vertically can not shearing resistance along beam, but laterally still has enough shear resistances, the laterally slippage relatively between restriction concrete slab and the girder steel; (6) compare the hogging moment area compound section of adopting the peg connector, because compound action does not take place for concrete slab and girder steel, girder steel base plate compressive stress can be significantly reduced, and helps improving the local stability of girder steel base plate.
Description of drawings
Fig. 1 adopts different connector type schematic diagrames for compound beam zones of different in the Prestressed Steel and Concrete Composite Beam bridge.
Fig. 2 adopts different connector type schematic diagrames for compound beam zones of different in the steel-concrete composite frame structure.
Fig. 3 adopts the compound beam cross-sectional drawing of traditional peg connector for the positive bending moment district.
Fig. 4 adopts the vertically compound beam cross-sectional drawing of not shearing resistance T type anti-pulling connector for hogging moment area.
Fig. 5 does not establish the compound beam skiagraph of vertical not shearing resistance T type anti-pulling connector of foamed plastics for hogging moment area adopts the top.
Fig. 6 establishes the compound beam skiagraph of vertical not shearing resistance T type anti-pulling connector of foamed plastics for hogging moment area adopts the top.
Among the figure: the 1-top flange plate; The 2-web; The 3-base plate; 4-concrete slab reinforcing bar; The 5-concrete; 6-peg connector; 7-connector web; 8-connector top board; The 9-foamed plastics; 10-grooved foamed plastics; 11-positive bending moment district peg connector; The 12-hogging moment area is not shearing resistance T type anti-pulling connector vertically; The 13-steel-concrete composite beam; The 14-frame column.
The specific embodiment
Below in conjunction with accompanying drawing, be further described as follows to structure of the present utility model, work progress.
As shown in Figure 4, girder steel is made up of top flange plate 1, web 2 and base plate 3, and concrete slab is made up of concrete slab reinforcing bar 4 and concrete 5.Vertically not shearing resistance T type anti-pulling connector of the present utility model, in order to connect girder steel and concrete slab, form by connector web 7, connector top board 8, be pasted with foamed plastics 9 (as shown in Figure 5) in connector web 7 both sides, connector web 7 should approach (recommending to adopt the 6mm steel plate in the actual engineering) as far as possible to reduce its out-of-plane bending rigidity as far as possible, its width should take all factors into consideration the concrete slab uplift force and the interior longitudinal reinforcement spacing of plate determines that connector top board 8 should have enough rigidity to give full play to the resistance to plucking effect of connector.
When if slippage is big relatively between concrete slab and the girder steel, when connector web 7 only depends on self deformity out of plane ability can't satisfy the slippage demand, can paste 10 (as shown in Figure 6) of grooved foamed plastics at connector top board 8.This connector possesses shear resistance hardly because longitudinal rigidity is very weak, makes between concrete slab and the girder steel and can vertically be free to slide, but have stronger resistance to plucking and horizontal shear resistance simultaneously, makes concrete slab and girder steel still have stronger globality.
The utility model provides a kind of vertically not shearing resistance T type anti-pulling connector, can be used for the hogging moment area of Prestressed Steel and Concrete Composite Beam.This connector can effectively reduce the tensile stress of hogging moment area concrete slab, improve the longitudinal prestressing importing degree of concrete slab, improve the long-term behaviour and the durability of concrete slab, has the resistance to plucking ability simultaneously, can resist the vertical separation of concrete slab and start effect, simple structure, easy construction, economic performance is more excellent.
Claims (3)
1. a vertical not shearing resistance T type anti-pulling connector is used to connect girder steel and concrete slab, and described girder steel is made up of top flange plate (1), web (2) and base plate (3), and described concrete slab is made up of concrete slab reinforcing bar (4) and concrete (5); It is characterized in that: described connector comprises connector web (7), connector top board (8), connector web (7) and connector top board (8) be affixed to become the T type, be pasted with foamed plastics (9) in connector web (7) both sides, described connector is fixed on the top flange plate (1).
2. vertically not shearing resistance T type anti-pulling connector according to claim 1 is characterized in that the top of described connector top board (8) is pasted with grooved foamed plastics (10).
3. vertically not shearing resistance T type anti-pulling connector according to claim 1 and 2 is characterized in that described connector web (7) is the steel plate of 6mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200722940U CN202090278U (en) | 2011-03-18 | 2011-03-18 | T-shaped anti-pulling connector with no resistance to longitudinal shearing force |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200722940U CN202090278U (en) | 2011-03-18 | 2011-03-18 | T-shaped anti-pulling connector with no resistance to longitudinal shearing force |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202090278U true CN202090278U (en) | 2011-12-28 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011200722940U Expired - Fee Related CN202090278U (en) | 2011-03-18 | 2011-03-18 | T-shaped anti-pulling connector with no resistance to longitudinal shearing force |
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| Country | Link |
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| CN (1) | CN202090278U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103015310A (en) * | 2012-11-29 | 2013-04-03 | 清华大学 | Sectional type concrete filled steel tube pier adopting non tension and shear limiting and construction method thereof |
| CN107620258A (en) * | 2017-11-02 | 2018-01-23 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of adhesive type shear connector and its construction method |
| CN109440628A (en) * | 2018-11-11 | 2019-03-08 | 中铁二院工程集团有限责任公司 | Connecting structure between assembled steel web and precast slab |
| CN110409288A (en) * | 2019-07-03 | 2019-11-05 | 清华大学 | The shear connector and construction method of unidirectional slip |
| CN110469052A (en) * | 2019-08-20 | 2019-11-19 | 北京市政路桥管理养护集团有限公司 | Steel-concrete composite beam connector, steel-concrete composite beam and manufacturing method |
| CN114790680A (en) * | 2022-05-11 | 2022-07-26 | 山东建筑大学 | Assembled steel box combination beam bridge |
-
2011
- 2011-03-18 CN CN2011200722940U patent/CN202090278U/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103015310A (en) * | 2012-11-29 | 2013-04-03 | 清华大学 | Sectional type concrete filled steel tube pier adopting non tension and shear limiting and construction method thereof |
| CN103015310B (en) * | 2012-11-29 | 2015-01-14 | 清华大学 | Sectional type concrete filled steel tube pier adopting non tension and shear limiting and construction method thereof |
| CN107620258A (en) * | 2017-11-02 | 2018-01-23 | 中交公路长大桥建设国家工程研究中心有限公司 | A kind of adhesive type shear connector and its construction method |
| CN107620258B (en) * | 2017-11-02 | 2023-08-22 | 中交公路长大桥建设国家工程研究中心有限公司 | Adhesive shear connector and construction method thereof |
| CN109440628A (en) * | 2018-11-11 | 2019-03-08 | 中铁二院工程集团有限责任公司 | Connecting structure between assembled steel web and precast slab |
| CN110409288A (en) * | 2019-07-03 | 2019-11-05 | 清华大学 | The shear connector and construction method of unidirectional slip |
| CN110469052A (en) * | 2019-08-20 | 2019-11-19 | 北京市政路桥管理养护集团有限公司 | Steel-concrete composite beam connector, steel-concrete composite beam and manufacturing method |
| CN110469052B (en) * | 2019-08-20 | 2022-03-18 | 北京市政路桥管理养护集团有限公司 | Steel-concrete composite beam connecting piece, steel-concrete composite beam and manufacturing method |
| CN114790680A (en) * | 2022-05-11 | 2022-07-26 | 山东建筑大学 | Assembled steel box combination beam bridge |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20111228 Termination date: 20120318 |