CN202954455U - Self-recovery, energy consumption and easy repair hybrid fabricated concrete shear wall - Google Patents
Self-recovery, energy consumption and easy repair hybrid fabricated concrete shear wall Download PDFInfo
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- CN202954455U CN202954455U CN201220605897.7U CN201220605897U CN202954455U CN 202954455 U CN202954455 U CN 202954455U CN 201220605897 U CN201220605897 U CN 201220605897U CN 202954455 U CN202954455 U CN 202954455U
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- 238000011084 recovery Methods 0.000 title claims abstract description 5
- 230000008439 repair process Effects 0.000 title abstract description 8
- 238000005265 energy consumption Methods 0.000 title abstract 3
- 239000002184 metal Substances 0.000 claims abstract description 13
- 230000002787 reinforcement Effects 0.000 claims description 31
- 239000002002 slurry Substances 0.000 claims description 22
- 230000003014 reinforcing effect Effects 0.000 claims description 18
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 8
- 239000000853 adhesive Substances 0.000 claims description 5
- 230000001070 adhesive effect Effects 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 abstract description 7
- 239000010959 steel Substances 0.000 abstract description 7
- 238000004873 anchoring Methods 0.000 abstract description 3
- 210000002435 tendon Anatomy 0.000 abstract 2
- 238000013461 design Methods 0.000 description 6
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 6
- 238000002788 crimping Methods 0.000 description 3
- 230000006872 improvement Effects 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 229920002472 Starch Polymers 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 235000019698 starch Nutrition 0.000 description 2
- 239000008107 starch Substances 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
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- 238000002474 experimental method Methods 0.000 description 1
- 239000004615 ingredient Substances 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
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Abstract
The utility model discloses a self-recovery, energy consumption and easy repair hybrid fabricated concrete shear wall which comprises an upper layer prefabricated shear wall plate and a lower layer prefabricated shear wall plate. Partial unbonded pulp anchor steel bars are arranged inside the lower layer prefabricated shear wall plate. Metal bellows which abut against the vertical steel bars of the upper layer prefabricated shear wall plate are arranged inside the upper layer prefabricated shear wall plate. Fastening closed stirrups are adopted to serve as edge component stirrups of the upper layer prefabricated shear wall plate and the lower layer prefabricated shear wall plate. Prestressing tendon ducts are reserved in the middle portions of the upper layer prefabricated shear wall plate and the lower layer prefabricated shear wall plate. The prestressing tendon ducts penetrate through an unbonded prestressed steel bar exerting a certain prestress. An upset head anchor is arranged at the anchoring end of the unbonded prestressed steel bar. A clamping piece anchor is arranged at the stressing end of the unbonded prestressed steel bar. The partial unbonded pulp anchor steel bar is inserted into the metal bellows. The self-recovery, energy consumption and easy repair hybrid fabricated concrete shear wall solves the technical problems that a traditional fabricated concrete shear wall is large in plastic deformation, low in energy-dissipating capacity, difficult to repair after vibration and the like.
Description
Technical field
The utility model relates to a kind of hybrid precast formula concrete shear force wall from recovering, consuming energy, easily repair, and belongs to construction work assembly concrete shear wall structure technical field.
Background technology
The assembly concrete shear wall generally adopts layering prefabricated, at the upper and lower layer horizontal edge joint position concrete of prefabricated panel and vertical reinforcement, all artificially disconnects.Generally adopt at present the correlation technique measure, as bellows is starched anchor bar splicing connection, Spiral Reinforcement Binding Course is boxed out and starched the connection of anchor overlap joint and reinforced bar sleeve grouting connection etc., with the continuity problem of solution vertical reinforcement.
Above-mentioned known link technique although solved preferably the connectivity problem of shear wall vertical reinforcement, has been ignored concrete continuity problem and near the concrete operative constraint problem piece position simultaneously.The lot of experiments achievement all confirms that assembly concrete shear wall destruction concentrates near horizontal piece, because concrete is discontinuous, cause shear wall initial stage rigidity on the low side, horizontal piece opens too early, near the concentration of plastic deformation piece position, permanent set are larger, early conquassation of concrete and destroy serious.Energy dissipation capacity and the rear repair ability of shake that these have all affected whole assembling shear wall, limited its propagation and employment.
The utility model content
The purpose of this utility model is to provide a kind of hybrid precast formula concrete shear force wall from recovering, consuming energy, easily repair, starch the technical measures such as anchor bar splicing connection, the constraint of snapping closed stirrup by prestressing without bondn crimping, part nothing bonding bellows, the plastic strain of solution assembly concrete shear wall is large, energy dissipation capacity is low, shake the rear technical barriers such as difficult of repairing; Simultaneously, by the constraint of snapping closed stirrup, further improve the reliability that the bar splicing of bellows slurry anchor connects, thereby guarantee giving full play to of assembly concrete shear wall intensity, rigidity and energy dissipation capacity, further improve its anti-seismic performance; Simultaneously, closed stirrup adopts the flash butt welding form, stressed continuous, but millwork production, and installation is simple, is convenient to application to engineering practice.
The technical solution adopted in the utility model is: a kind of from recovering, power consumption, the hybrid precast formula concrete shear force wall of easily repairing, it is characterized in that: comprise upper strata precast shear wall plate and lower floor's precast shear wall plate, be provided with the shear wall horizontal reinforcement in described lower floor precast shear wall plate, be provided with upper strata shear wall slab vertical reinforcement and shear wall horizontal reinforcement in the precast shear wall plate of described upper strata, described upper strata precast shear wall plate and lower floor's precast shear wall panel edges member stirrup adopt the snapping closed stirrup, the presstressed reinforcing steel duct is left at described upper strata precast shear wall plate and lower floor's precast shear wall plate middle part, described upper strata precast shear wall plate and lower floor's precast shear wall plate level edge joint position are provided with sits the slurry layer, penetrate in described presstressed reinforcing steel duct and apply certain prestressed no-cohesive prestressed reinforcement (prestress wire or compressor wire), the anchored end of no-cohesive prestressed reinforcement adopts bulb-end anchorage, stretching end adopts the intermediate plate anchor.
As preferably, in described lower floor precast shear wall plate, be provided with local without bonding bellows slurry anchor reinforcing bar, in the precast shear wall plate of described upper strata, be provided with upper strata shear wall slab vertical reinforcement near metal bellows, described local nothing bonding bellows slurry anchor reinforcing bar inserts in described metal bellows, and described wavy metal overpressure is perfused with high strength, contraction-free grouting concrete.
As preferably, the described local part without bonding bellows slurry anchor reinforcing bar without adhesive section near horizontal piece setting.
The utility model adopts at precast shear wall plate middle part no-cohesive prestressed reinforcement (prestress wire or compressor wire) is set, and by applying certain prestressing force, the crimping of upper and lower layer precast shear wall plate is formed to integral body, utilize elastic performance and the prestressing thereof of no-cohesive prestressed reinforcement, form restoring force, reduce the permanent set of assembly concrete shear wall in elastic-plastic phase.Prestressed reinforcement quantity, layout and prestressing force can be controlled and require appropriate design according to shear wall planar dimension, force request and permanent set.
The utility model is starched the anchor reinforcing bar with snapping closed stirrup confined concrete and overlap joint in the certain altitude scope in the slurry anchor bar splicing scope of upper strata precast shear wall panel edges member and near lower floor's precast shear wall panel edges member piece, utilize stressed continuity and effective snapping anchoring of closed stirrup, improvement is to slurry anchor overlap joint reinforcing bar and the concrete constraint of edge member, thereby improve the switching performance of concrete compression performance and overlap joint reinforcing bar, improve intensity, the Deformation capacity and ductility performance of shear wall.The size of welded closure stirrup and quantity, can be according to edge member vertical reinforcement design result and concrete constraint requirements optimal design.
The utility model adopts near the horizontal piece of bellows slurry anchor reinforcing bar and the part of certain-length is set without adhesive section, improve the stress of bellows slurry anchor reinforcing bar, take full advantage of reinforced steel bar strength and ductility, thereby guarantee giving full play to of fabricated shear wall strength and ductility performance.Can require to carry out flexible design according to stressed and power consumption without bond length.
Beneficial effect: (1) bellows slurry of the present utility model anchor overlaps connection indirectly, near horizontal piece, arrange local without adhesive section, can reduce the strain of slurry anchor reinforcing bar, delay its surrender, avoid the low-cycle fatigue failure under reciprocating load, increase the reinforcement yielding segment length, thereby improve intensity and the energy dissipation capacity of shear wall; (2) prestressing without bondn crimping of the present utility model, significantly reduce the elastic-plastic phase loss of prestress, fabricated shear wall is had good in recovery characteristics, reduce the elastic-plastic phase permanent set, and can fundamentally solve elastic stage and cause than cast-in-place shear wall rigidity and cracking resistance load defect on the low side due to the existence of horizontal piece; (3) edge member stirrup of snapping closed stirrup structure, can effectively reduce the aspect ratio of stirrup, overcome that traditional stirrup, lacing wire structure lacing wire restriction ability is not enough, the easy shortcoming of buckling failure in advance in the long limit of stirrup, and can starch the anchor bar splicing to bellows and be connected to form operative constraint, thereby make shear wall edge member concrete under good constraint, improved concrete Compressive Performance; (4) bellows slurry anchor reinforcing bar of the present utility model can require comprehensive Design according to reinforcing steel bar bear and shearing force wall energy-dissipation without bond length, guarantees giving full play to of shear wall intensity and energy dissipation capacity; (5) no-cohesive prestressed reinforcement of the present utility model, can be evenly arranged according to the shear wall planar dimension, in order to avoid the precompression undue concentration, simultaneously, can be according to shear wall stressed and permanent set control and require rationally to determine its quantity and prestressing force value; (6) no-cohesive prestressed reinforcement anchored end of the present utility model adopts the pier nose anchor, and stretching end adopts the intermediate plate anchor, and construction technology is simple; (7) closed stirrup of the present utility model adopts the flash butt welding form, can be in millwork production, and can reach easy for installation according to edge member reinforcing bar design result and concrete constraint requirements preferred arrangement, the purpose easily of constructing.
The accompanying drawing explanation
Fig. 1 is structural representation of the present utility model;
The sectional view that Fig. 2 is 1-1 face in Fig. 1.
The specific embodiment
Below in conjunction with the drawings and specific embodiments, the utility model is described further.
As illustrated in fig. 1 and 2: a kind of from recovering, power consumption, the hybrid precast formula concrete shear force wall of easily repairing, comprise upper strata precast shear wall plate 2 and lower floor's precast shear wall plate 1, be provided with shear wall horizontal reinforcement 6 in described lower floor precast shear wall plate 1, be provided with upper strata shear wall slab vertical reinforcement 4 and shear wall horizontal reinforcement 6 in described upper strata precast shear wall plate 2, described upper strata precast shear wall plate 2 and lower floor's precast shear wall plate 1 edge member stirrup adopt snapping closed stirrup 7, presstressed reinforcing steel duct 11 is left at described upper strata precast shear wall plate 2 and lower floor's precast shear wall plate 1 middle part, described upper strata precast shear wall plate 2 and lower floor's precast shear wall plate 1 horizontal edge joint position are provided with sits slurry layer 9, penetrate in described presstressed reinforcing steel duct 11 and apply certain prestressed no-cohesive prestressed reinforcement 10, the anchored end of no-cohesive prestressed reinforcement 10 adopts bulb-end anchorage 13, stretching end adopts intermediate plate anchor 12.
In described lower floor precast shear wall plate 1, be provided with local without bonding bellows slurry anchor reinforcing bar 3, in described upper strata precast shear wall plate 2, be provided with upper strata shear wall slab vertical reinforcement 4 near metal bellows 5, described local without in the described metal bellows 5 of bonding bellows slurry anchor reinforcing bar 3 insertion, described metal bellows 5 internal pressures are perfused with high strength, contraction-free grouting concrete 8.The described local part without bonding bellows slurry anchor reinforcing bar 3 without adhesive section near horizontal piece setting.
During installation after setting and sitting slurry layer 9, upper strata precast shear wall plate 2 is in place, no-cohesive prestressed reinforcement 10 is penetrated to presstressed reinforcing steel duct 11, local without bonding bellows slurry anchor reinforcing bar 3 insertion metal bellowss 5, no-cohesive prestressed reinforcement 10 with pier nose anchor 13 is applied to prestressing force, and, by 12 anchorings of intermediate plate anchor, the most backward metal bellows 5 internal pressure perfusion high strength, contraction-free grouting concrete 8, form whole shear wall.
It should be pointed out that for those skilled in the art, under the prerequisite that does not break away from the utility model principle, can also make some improvements and modifications, these improvements and modifications also should be considered as protection domain of the present utility model.In the present embodiment not clear and definite each ingredient all available prior art realized.
Claims (3)
1. one kind is recovered certainly, power consumption, the hybrid precast formula concrete shear force wall of easily repairing, it is characterized in that: comprise upper strata precast shear wall plate and lower floor's precast shear wall plate, be provided with the shear wall horizontal reinforcement in described lower floor precast shear wall plate, be provided with upper strata shear wall slab vertical reinforcement and shear wall horizontal reinforcement in the precast shear wall plate of described upper strata, described upper strata precast shear wall plate and lower floor's precast shear wall panel edges member stirrup adopt the snapping closed stirrup, the presstressed reinforcing steel duct is left at described upper strata precast shear wall plate and lower floor's precast shear wall plate middle part, described upper strata precast shear wall plate and lower floor's precast shear wall plate level edge joint position are provided with sits the slurry layer, penetrate in described presstressed reinforcing steel duct and apply certain prestressed no-cohesive prestressed reinforcement, the anchored end of no-cohesive prestressed reinforcement adopts bulb-end anchorage, stretching end adopts the intermediate plate anchor.
2. according to claim 1 a kind of from recovery, power consumption, the easy hybrid precast formula concrete shear force wall of repairing, it is characterized in that: in described lower floor precast shear wall plate, be provided with local without bonding bellows slurry anchor reinforcing bar, in the precast shear wall plate of described upper strata, be provided with upper strata shear wall slab vertical reinforcement near metal bellows, described local nothing bonding bellows slurry anchor reinforcing bar inserts in described metal bellows, and described wavy metal overpressure is perfused with high strength, contraction-free grouting concrete.
According to claim 2 a kind of from recovering, power consumption, the hybrid precast formula concrete shear force wall easily repaired, it is characterized in that: the described local part without bonding bellows slurry anchor reinforcing bar without adhesive section near horizontal piece setting.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201220605897.7U CN202954455U (en) | 2012-11-16 | 2012-11-16 | Self-recovery, energy consumption and easy repair hybrid fabricated concrete shear wall |
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| CN201220605897.7U CN202954455U (en) | 2012-11-16 | 2012-11-16 | Self-recovery, energy consumption and easy repair hybrid fabricated concrete shear wall |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102926483A (en) * | 2012-11-16 | 2013-02-13 | 南京工业大学 | Mixed assembled concrete shear wall capable of recovering automatically, consuming energy and being repaired easily |
| CN103938757A (en) * | 2014-04-16 | 2014-07-23 | 同济大学 | Prestressed self-reset shear wall with bottom provided with horizontal seam |
| CN105064540A (en) * | 2015-08-02 | 2015-11-18 | 长安大学 | Prefabricated assembled type concrete shear wall with rebars in staggered arrangement and assembly method |
| CN105672529A (en) * | 2016-01-29 | 2016-06-15 | 中民筑友有限公司 | Assembled wall plate structure system |
| CN111395574A (en) * | 2020-03-31 | 2020-07-10 | 海南大学 | Assembled self-resetting energy dissipation shear wall |
-
2012
- 2012-11-16 CN CN201220605897.7U patent/CN202954455U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102926483A (en) * | 2012-11-16 | 2013-02-13 | 南京工业大学 | Mixed assembled concrete shear wall capable of recovering automatically, consuming energy and being repaired easily |
| CN103938757A (en) * | 2014-04-16 | 2014-07-23 | 同济大学 | Prestressed self-reset shear wall with bottom provided with horizontal seam |
| CN105064540A (en) * | 2015-08-02 | 2015-11-18 | 长安大学 | Prefabricated assembled type concrete shear wall with rebars in staggered arrangement and assembly method |
| CN105672529A (en) * | 2016-01-29 | 2016-06-15 | 中民筑友有限公司 | Assembled wall plate structure system |
| CN111395574A (en) * | 2020-03-31 | 2020-07-10 | 海南大学 | Assembled self-resetting energy dissipation shear wall |
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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: 20130529 Termination date: 20151116 |
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| EXPY | Termination of patent right or utility model |