CN204356937U - The shear wall strengthened bottom a kind of integral reinforcing - Google Patents
The shear wall strengthened bottom a kind of integral reinforcing Download PDFInfo
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- CN204356937U CN204356937U CN201420835963.9U CN201420835963U CN204356937U CN 204356937 U CN204356937 U CN 204356937U CN 201420835963 U CN201420835963 U CN 201420835963U CN 204356937 U CN204356937 U CN 204356937U
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Abstract
The utility model discloses the shear wall strengthened bottom a kind of integral reinforcing, comprise steel pipe, steel plate, U-shaped reinforcing bar, shear stud, to drawing reinforcing bar and steel mesh reinforcement, steel pipe is two; Steel plate is two panels, and two panels steel plate is parallel to be welded between two steel pipes; Steel mesh reinforcement is two panels, is parallelly placed between two panels steel plate, and steel mesh reinforcement is parallel with steel plate; U-shaped reinforcing bar is multiple, is welded on the side of steel pipe respectively, and U-shaped reinforcing bar opening inwardly, and each U-shaped reinforcing bar and steel mesh reinforcement are pricked and tied up; Two panels steel plate has multiple through hole, and the medial surface being positioned at the position steel plate of through hole is welded with multiple nut, to drawing reinforcing bar through steel plate and being threaded in two nuts, to the two ends and the Plate Welding that draw reinforcing bar, is horizontal to drawing reinforcing bar; Bottom the medial surface that the nail tail of multiple shear stud is welded in steel plate and steel pipe toward the side of steel plate.Local yielding performance and the concrete disruption properties of this shear wall are high.
Description
Technical field
The utility model belongs to technical field of structural engineering, and patent relates to the shear wall strengthened bottom a kind of integral reinforcing.
Background technology
At present, conventional combined steel plate shearing force wall is generally formed by steel plate and Combined concrete.Steel plate combined shear wall is generally divided into two kinds of forms, and one is individual layer steel plate combined shear wall, and another kind is double-layer plate compound shear wall.So-called individual layer steel plate combined shear wall i.e. concreting or lay precast concrete plank outside individual layer steel plate, and concrete only can be arranged in the side of steel plate, also can be arranged in steel plate both sides; And double-layer plate compound shear wall is exactly concreting between two-layered steel plates, and bear External Force Acting together.
Double-layer plate compound shear wall makes both sides steel plate become effective overall with Combined concrete, shared external load, inner concrete and connector can effectively suppress steel plate flexing, both sides steel plate also can produce effect of contraction to concrete, suppress its crack progressing and then improve concrete performance, improving its ductility and anti-seismic performance.But under shearing action, the bottom steel plate of double-layer plate compound shear wall easily flexing occurs, cause steel plate to produce outside larger face and be out of shape, steel plate is separated with embedded concrete, and the two loses acting in conjunction.Unless added steel plate, not easily flexing occurs, but consider economy, market is difficult to accept.
In order to improve the performance of double-layer plate compound shear wall, two kinds of structures are had to strengthen it at present:
1, inside steel plate, peg is welded with, to realize steel plate and concrete bonding, but, when shear wall distortion is larger, the fracture or bending of part peg root weld place, fails to continue to play a role, therefore the steel plate local yielding performance of this structure and concrete disruption properties too poor.
2, arranging between steel plate drawing reinforcing bar, usually can arrange that nut is strengthened the connection of drawing reinforcing bar.But the frictional force of screw thread is less, losing efficacy to drawing reinforcing bar to be still more easily pulled out of bottom, therefore the steel plate local yielding performance of this structure and concrete disruption properties too poor.
Summary of the invention
Technical problem to be solved in the utility model provides the shear wall strengthened bottom a kind of integral reinforcing, and local yielding performance and the concrete disruption properties of this shear wall are high.
The scheme that the utility model solves the problems of the technologies described above is as follows:
The shear wall strengthened bottom integral reinforcing, comprise steel pipe, steel plate, U-shaped reinforcing bar, shear stud, to drawing reinforcing bar and steel mesh reinforcement, wherein,
Described steel pipe is two;
Described steel plate is two panels, and two panels steel plate is parallel to be welded between two steel pipes;
Described steel mesh reinforcement is two panels, is parallelly placed between two panels steel plate, and steel mesh reinforcement is parallel with steel plate;
Described U-shaped reinforcing bar is multiple, is welded on the side of steel pipe respectively, and U-shaped reinforcing bar opening inwardly, and each U-shaped reinforcing bar and steel mesh reinforcement are pricked and tied up;
Described two panels steel plate has multiple through hole, and the medial surface being positioned at the position steel plate of through hole is welded with multiple nut, to drawing reinforcing bar through steel plate and being threaded in two nuts, to the two ends and the Plate Welding that draw reinforcing bar, is horizontal to drawing reinforcing bar;
Bottom the medial surface that the nail tail of multiple described shear stud is welded in steel plate and steel pipe toward the side of steel plate;
The lumen loading concrete of steel pipe, the cavity fill concrete between two panels steel plate.
The utility model has following advantage relative to prior art:
The utility model shear wall, adopt steel pipe, steel plate, U-shaped reinforcing bar, shear stud, to drawing reinforcing bar and steel mesh reinforcement to connect into an entirety, overall steadiness is high, by peg with to drawing reinforcing bar, overcome the shortcoming that out-of-plane buckling easily occurs traditional double steel plate concrete combined shear wall steel plate, improve levels of ductility and the bearing capacity of double steel plate combined concrete shear wall.U-shaped reinforcing bar, shear stud, to the conbined usage drawing reinforcing bar, the bottom of shear wall to be strengthened, local yielding performance and concrete disruption properties high.
Accompanying drawing explanation
Fig. 1-Fig. 5 is the accompanying drawing of embodiment 1.Wherein, Fig. 1 is the front view of shear wall, and Fig. 2 is the left view of Fig. 1, and Fig. 3 is the A-A cutaway view Amplified image (omitting concrete in figure) of Fig. 1, and Fig. 4 is the B-B cutaway view Amplified image (omitting concrete in figure) of Fig. 1, and Fig. 5 is experimental curve diagram.
Detailed description of the invention
Below in conjunction with drawings and Examples, the utility model is described in further detail.
The shear wall strengthened bottom integral reinforcing as shown in Figure 1, comprise steel pipe 1, steel plate 2, U-shaped reinforcing bar 3, shear stud 4, to drawing reinforcing bar 5 and steel mesh reinforcement 6, wherein,
Steel pipe 1 is two; Steel plate 2 is two panels, and two panels steel plate 2 is parallel to be welded between two steel pipes 1; Steel mesh reinforcement 6 is two panels, and steel mesh reinforcement 6 is square lattice steel mesh reinforcement, is parallelly placed between two panels steel plate 2, and steel mesh reinforcement 6 is parallel with steel plate 2; U-shaped reinforcing bar 3 totally 20, uniform welding is in the side of two steel pipes 1 respectively, and U-shaped reinforcing bar 3 opening is inwardly, and each U-shaped reinforcing bar 3 is pricked with steel mesh reinforcement 6 and tied up; Two panels steel plate 2 respectively has 14 × 3 through holes, the medial surface being positioned at the position steel plate 2 of through hole is welded with 14 × 3 nuts 7, to drawing reinforcing bar 5 through steel plate 2 and being threaded in two nuts 7, to drawing the two ends of reinforcing bar 5 to weld with steel plate 2, to drawing reinforcing bar 5 in horizontal; The nail tail of every one side 6 × 4 shear stud is welded in bottom the medial surface of steel plate, and the nail tail of every 10 shear stud is welded in the side of steel pipe 1 toward steel plate 2; The lumen loading concrete of steel pipe 1, the cavity fill concrete between two panels steel plate 2.
In order to test local yielding performance and the concrete disruption properties of this shear wall,
Concrete size is as follows:
Shear wall height is 2200mm, steel plate height is 600mm, the spacing of two panels steel plate is 100mm, steel plate thickness is 3mm, steel tube section is of a size of 150 × 150mm, thickness of steel pipe is 4mm, steel mesh reinforcement kind is Φ 6mm200, and peg kind is Φ 10mm, the long 40mm of peg, U-shaped bar types is Φ 10mm, U-shaped steel bar vertical spacing is 200mm, to drawing bar types to be Φ 8, is 150mm to drawing rebar spacing, in 850mm altitude range at the bottom of wall, weld Φ 10 peg on the steel plate of both sides, spacing is 150mm.
Experimental situation:
Build band reinforcing bar loading beam 8, shear wall and band reinforcing bar grade beam 9, three's concrete is built simultaneously, treats concrete setting, applies the downward vertical force F1 of 800kN to loading beam end face, comes and goes to push away cover power F2 to a side applying level of loading beam.
Experimental result:
Hysteresis loop as shown in Figure 3.Test specimen enters post-yield stiffness decline slowly as we know from the figure, and test specimen has comparatively high-bearing capacity.After arriving peak load, depression of bearing force is slow, and ductility is better.Wherein forward and reverse ductility ratio are respectively 3.9 and 4.7, and steel plate local yielding point is that level pushes away the power of covering 560, and concrete crush point is that level pushes away the power of covering 470.It can thus be appreciated that this double steel plate combined concrete shear wall that the utility model provides has larger bearing capacity and good levels of ductility.
Claims (1)
1. the shear wall strengthened bottom integral reinforcing, is characterized in that: comprise steel pipe, steel plate, U-shaped reinforcing bar, shear stud, to drawing reinforcing bar and steel mesh reinforcement, wherein,
Described steel pipe is two;
Described steel plate is two panels, and two panels steel plate is parallel to be welded between two steel pipes;
Described steel mesh reinforcement is two panels, is parallelly placed between two panels steel plate, and steel mesh reinforcement is parallel with steel plate;
Described U-shaped reinforcing bar is multiple, is welded on the side of steel pipe respectively, and U-shaped reinforcing bar opening inwardly, and each U-shaped reinforcing bar and steel mesh reinforcement are pricked and tied up;
Described two panels steel plate has multiple through hole, and the medial surface being positioned at the position steel plate of through hole is welded with multiple nut, to drawing reinforcing bar through steel plate and being threaded in two nuts, to the two ends and the Plate Welding that draw reinforcing bar, is horizontal to drawing reinforcing bar;
Bottom the medial surface that the nail tail of multiple described shear stud is welded in steel plate and steel pipe toward the side of steel plate;
The lumen loading concrete of steel pipe, the cavity fill concrete between two panels steel plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420835963.9U CN204356937U (en) | 2014-12-24 | 2014-12-24 | The shear wall strengthened bottom a kind of integral reinforcing |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420835963.9U CN204356937U (en) | 2014-12-24 | 2014-12-24 | The shear wall strengthened bottom a kind of integral reinforcing |
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| Publication Number | Publication Date |
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| CN204356937U true CN204356937U (en) | 2015-05-27 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201420835963.9U Expired - Fee Related CN204356937U (en) | 2014-12-24 | 2014-12-24 | The shear wall strengthened bottom a kind of integral reinforcing |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104929281A (en) * | 2015-06-25 | 2015-09-23 | 哈尔滨工业大学 | Steel bar truss stiffened steel concrete composite shear wall |
| CN106499094A (en) * | 2016-11-02 | 2017-03-15 | 广西大学 | A kind of shear wall skeleton and preparation method thereof |
| CN106567475A (en) * | 2016-11-02 | 2017-04-19 | 广西大学 | Steel and concrete composite shear wall and construction method thereof |
| CN113062498A (en) * | 2021-05-06 | 2021-07-02 | 中交第四航务工程勘察设计院有限公司 | Combined shear wall structure and reverse construction method thereof |
-
2014
- 2014-12-24 CN CN201420835963.9U patent/CN204356937U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104929281A (en) * | 2015-06-25 | 2015-09-23 | 哈尔滨工业大学 | Steel bar truss stiffened steel concrete composite shear wall |
| CN106499094A (en) * | 2016-11-02 | 2017-03-15 | 广西大学 | A kind of shear wall skeleton and preparation method thereof |
| CN106567475A (en) * | 2016-11-02 | 2017-04-19 | 广西大学 | Steel and concrete composite shear wall and construction method thereof |
| CN106567475B (en) * | 2016-11-02 | 2019-06-14 | 广西大学 | Steel and combined concrete shear wall and its construction method |
| CN113062498A (en) * | 2021-05-06 | 2021-07-02 | 中交第四航务工程勘察设计院有限公司 | Combined shear wall structure and reverse construction method thereof |
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Legal Events
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150527 Termination date: 20211224 |
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| CF01 | Termination of patent right due to non-payment of annual fee |