CN105804277A - Profile-steel concrete shear wall with two end root areas restrained by steel sleeves - Google Patents
Profile-steel concrete shear wall with two end root areas restrained by steel sleeves Download PDFInfo
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- CN105804277A CN105804277A CN201610308358.XA CN201610308358A CN105804277A CN 105804277 A CN105804277 A CN 105804277A CN 201610308358 A CN201610308358 A CN 201610308358A CN 105804277 A CN105804277 A CN 105804277A
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- steel
- wall
- concrete
- steel bushing
- shear
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
- E04B2/58—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of metal
Abstract
The invention provides a profile-steel concrete shear wall with two end root areas restrained by steel sleeves. The steel sleeves are respectively arranged on two ends of the shear wall to be close to the root part of profile steel, wherein the steel sleeves form constraint areas for concrete at the bottom at two ends of a wall body, the root part of the profile steel is disposed in the concrete of the constraint area, and the lateral constraint effect improves the limit compressive strength and limit compressive strain of the concrete, so that the integral bending deformation capacity of the shear wall can be improved. The bottom of each steel sleeve stretches into the foundation of the wall body, and the stretching length is about half of the thickness of the wall body, so that the anti-shear capacity of the wall body is improved, and the root part of the wall body is prevented from being damaged due to penetrating shear. The part, stretching into the foundation, of each steel sleeve can be isolated from the peripheral concrete by utilizing oil paper and the like, so that the sleeves are prevented from being pulled, and the deformation capacity of the profile steel at the pulled side is prevented from being influenced. The profile-steel concrete shear wall has the characteristics of convenience in construction, high anti-seismic capacity and low cost, and is particularly applicable to the profile-steel concrete medium-high shear wall with a linear section and with vertical profile steel arranged in a concealed column area at the end of the wall.
Description
Technical field
The present invention relates to steel reinforced concrete shear walls, belong to technical field of structural engineering.
Background technology
Shear wall is for bearing the body of wall of vertical load and lateral load in building structure, generally adopts the wall section pattern of yi word pattern when wall end does not allow to arrange the edge of a wing or bright post.First the ordinary reinforced concrete mid-rise shear wall in yi word pattern cross section easily produces diagonal crack at vertical pressure and horizontal loading bottom web district, near Cyclic Loading bottom web diagonal crack, concrete crushing and peeling cause that brittle break, shear fails pattern make such body of wall show poor anti-seismic performance.In order to improve the anti-seismic performance of ordinary reinforced concrete body of wall, steel reinforced concrete sleeper is set in shear wall both sides of the edge or steel core concrete column forms constraint frame.For the shear span ratio middle height less than 2 and low-rise shear wall, constraint frame and the body of wall web inefficacy order under earthquake is the principal element determining wall damage pattern and anti-seismic performance.
The use in current architectural engineering of the steel reinforced concrete shear walls of the built-in vertical shaped steel of both sides of the edge component is comparatively extensive.When the final failure mode of the steel reinforced concrete mid-rise shear wall in yi word pattern cross section is curved scissors type, conquassation and the peeling of persistence is there is in shear wall root concrete under drawing-press cyclic load, cause that member bottom section bears axial pressure-coefficient effective cross-sectional area of moment of flexure-shearing and weakens gradually, body of wall is the unexpected through failure by shear in occurred level crack because of the effect of cutting of the pressure of compressive region, presents poor ductile deformation's ability.
At the concrete concrete filled steel tube of steel casing pack, in civil engineering, have been obtained for substantial amounts of research and application at the steel thimble xoncrete structure of concrete component encased steel plate.Concrete filled steel tube and steel thimble xoncrete structure are all that the lateral expansion utilizing its inner concrete of steel tube confinement deforms, thus the confined pressure that the concrete component side offer of pressurized is suitable, by making concrete be in three axle pressured states, thus improve concrete peak value compressive stress and compressive ultimate strain.The difference of steel thimble xoncrete structure and concrete filled steel tube is in that, undertakes the pressure effect along component axis direction with it together with the concrete parts that steel thimble self does not retrain, and only concrete transversely deforming is retrained reliably.
Summary of the invention
It is an object of the invention to provide the steel reinforced concrete shear walls of a kind of steel bushing constraint two ends root area, the feature that this steel reinforced concrete shear walls has easy construction, shock resistance is strong, cost is low, is particularly suitable for use with yi word pattern cross section, Qiang Duan sleeper district is configured with the steel reinforced concrete mid-rise shear wall of vertical shaped steel.
The steel reinforced concrete shear walls of the steel bushing constraint two ends root area that the present invention proposes, it is be close to shaped steel root at shear wall two ends to be provided with steel bushing, concrete bottom body of wall two ends is formed confining region by steel bushing, shaped steel root is positioned at concrete in restraint area, sidewise restraint effect improves concrete compressive ultimate strength and compressive ultimate strain, thus improving the crooked deformability that shear wall is overall.Stretching into body of wall basis bottom steel bushing, built-in length is about 1/2nd of thickness of wall body, thus improving the shear resistance of body of wall, it is to avoid through failure by shear occurs body of wall root；Steel bushing stretches into base component can isolate with periphery concrete with oilpaper etc., it is to avoid sleeve participates in tension, and the deformability affecting tension side shaped steel plays.Transverse steel and the sleeper district vertical reinforcement of wall distribution in vivo can penetrate in steel bushing, and body of wall and steel bushing concrete in restraint area build formation simultaneously.The thickness of steel bushing is identical with thickness of wall body, and height and width are determined according to detailing requiments or calculating.
The thickness of described steel bushing is identical with the thickness of body of wall, and height and width are determined by detailing requiments or calculating according to following principle: avoid body of wall root to occur concentrating through failure by shear, it is to avoid to concentrate and move to steel bushing tip position in through failure by shear.
Described steel bushing is by imbedding the steel batten plate of body of wall medial surface, the leading flank in vertical wall body thickness direction and trailing flank steel plate and being positioned at the steel plate of two lateral surface of body of wall left or right by welding or bolt is formed by connecting.The steel batten plate genesis analysis of steel bushing embedment body of wall medial surface has polylith, leaves space, form the perforate for horizontal reinforcement traverse between them.Steel bushing to have enough rigidity, it is ensured that sleeve inner concrete is well retrained.
The present invention is applicable for use with yi word pattern cross section, Qiang Duan sleeper district is configured with the steel reinforced concrete mid-rise shear wall of vertical shaped steel, and body of wall failure mode under lateral action is that flexure type destroys or curved scissors type destroys.The present invention is not suitable for the low-rise shear wall that shear compression failure is master.
The method have the advantages that:
1, keep yi word pattern cross section steel reinforced concrete shear walls former advantageous while, utilize steel bushing that body of wall two ends root area is retrained, thus preventing body of wall root area under lateral load from the phenomenon that conquassation is peeled off occurring, improve body of wall ductile deformation's ability under earthquake.
2, steel bushing is that body of wall root restrained district concrete provides Confinement effect, improves the concrete peak value compressive strain in restrained district and compressive ultimate strain, so that the concrete in shear wall web and frame columns region can better compatible deformation；In body of wall, transversely distributed steelbar and sleeper district vertical reinforcement or shaped steel can penetrate in steel pipe, so that the globality of body of wall is strengthened.
3, steel bushing stretches into base component and can isolate with periphery concrete with oilpaper etc., it is to avoid sleeve participates in tension, affect the deformability performance of tension side shaped steel.Bottom steel bushing in buried foundation, steel bushing cross section participates in shearing resistance effect, it is possible to improves the shear resistance of body of wall, postpones or avoid body of wall generation failure by shear.
4, the volume of steel bushing constraint body of wall two ends root area is little compared with body of wall volume, the extra steel quantity increased is relatively fewer, compared with other engineering measure with enhanced type steel concrete shear force wall shock resistance, economy is notable, it is simple to popularization and application in engineering.
Accompanying drawing explanation
Fig. 1 is the steel reinforced concrete shear walls elevation of the steel bushing constraint two ends root area of the present invention
Fig. 2 is the enlarged drawing of steel bushing.
Fig. 3 be the steel reinforced concrete shear walls of the steel bushing constraint two ends root area of the present invention join steel mode schematic diagram；
Fig. 4 A, Fig. 4 B and A-A, B-B, C-C profile that Fig. 4 C is Fig. 3；
In figure, 1 is steel reinforced concrete shear walls body of wall, and 2 is body of wall basis, 3 is steel bushing, 4 is the vertical shaped steel in Qiang Duan sleeper district, and 55 imbed the steel batten plate of body of wall medial surface for steel bushing, and 6 is body of wall leading flank and trailing flank steel plate, 7 is the steel plate of left and right two lateral surface of body of wall, 8 is the longitudinal reinforcement in sleeper district, and 9 is the transverse steel of wall distribution in vivo, and 10 is the lacing wire between wall body two-layer reinforced mesh, 11 is sleeper stirrup, and 12 is the genesis analysis reinforcing bar in the middle part of web.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in detail:
As shown in Fig. 1, Fig. 3 and Fig. 4 A, Fig. 4 B and Fig. 4 C, the steel reinforced concrete shear walls of the steel bushing of present invention constraint two ends root area is made up of concrete wall 1, body of wall basis 2, steel bushing 3, the vertical shaped steel 4 in Qiang Duan sleeper district, the longitudinal reinforcement 8 in sleeper district and stirrup 11, web distribution transverse steel 9 and longitudinal reinforcement 12.
Steel reinforced concrete shear walls two ends are close to the root of shaped steel 4 and are provided with steel bushing 3, and the concrete bottom the two ends of body of wall 1 is formed confining region；Stretching into body of wall basis 2 bottom steel bushing 3, built-in length is about 1/2nd of thickness of wall body.Steel bushing 3 stretches into the available oilpaper of part on body of wall basis 2 and does sealing coat etc. and isolate with periphery concrete.Transverse steel 9 and the sleeper district longitudinal reinforcement 8 of wall distribution in vivo can penetrate in steel bushing 3, and body of wall and steel bushing concrete in restraint area build formation simultaneously.
As shown in Figure 2, steel bushing 3 is passed through to weld by the steel batten plate 5 in embedment body of wall, leading flank and the trailing flank steel plate 6 in vertical wall body thickness direction and lateral surface steel plate 7 or bolt is formed by connecting, steel batten plate genesis analysis has polylith, leaves space between them, forms the perforate for horizontal reinforcement traverse.
Shown in as shown in Fig. 4 A, Fig. 4 B and Fig. 4 C, the thickness of steel bushing 3 is identical with the thickness of body of wall 1, height and width are determined by detailing requiments or calculating according to following principle: avoid body of wall root to occur concentrating through failure by shear, it is to avoid to concentrate and move to steel bushing tip position in through failure by shear.
Claims (6)
1. the steel reinforced concrete shear walls of a steel bushing constraint two ends root area, it is characterized in that: described steel reinforced concrete shear walls (1) two ends are close to shaped steel (4) root and are provided with steel bushing (3), concrete bottom body of wall two ends is formed confining region by steel bushing (3), and shaped steel (4) root is positioned at concrete in restraint area；Stretching into body of wall basis (2) bottom described steel bushing, built-in length is about 1/2nd of thickness of wall body；Steel bushing stretches into and is provided with the sealing coat avoiding sleeve to participate in tension between body of wall base component and periphery concrete；Formation built by the concrete of described body of wall and steel bushing confining region simultaneously.
2. the steel reinforced concrete shear walls of steel bushing according to claim 1 constraint two ends root area, it is characterized in that: the thickness of steel bushing (3) is identical with the thickness of body of wall, height and width are determined by detailing requiments or calculating according to following principle: avoid body of wall root to occur concentrating through failure by shear, it is to avoid to move to steel bushing tip position in failure by shear.
3. the steel reinforced concrete shear walls of steel bushing according to claim 1 constraint two ends root area, it is characterized in that: described steel bushing (3) is by the embedment steel batten plate (5) of body of wall medial surface, the leading flank being perpendicular to thickness of wall body direction and trailing flank steel plate (6) and is positioned at the steel plate (7) of two lateral surface of body of wall left or right and passes through to be welded, the steel batten plate of steel bushing embedment body of wall medial surface is at genesis analysis polylith, leave space between them, form the perforate for horizontal reinforcement traverse.
4. the steel reinforced concrete shear walls of steel bushing according to claim 1 constraint two ends root area, it is characterised in that: described sealing coat adopts oilpaper or foam paper isolation.
5. the steel reinforced concrete shear walls of steel bushing according to claim 1 constraint two ends root area, it is characterised in that: transverse steel (9) and the longitudinal reinforcement (8) of described steel reinforced concrete shear walls wall distribution in vivo penetrate in steel bushing.
6. the steel reinforced concrete shear walls of steel bushing according to claim 1 constraint two ends root area, it is characterized in that: steel reinforced concrete shear walls is the steel reinforced concrete mid-rise shear wall that yi word pattern two ends, square-section configure vertical shaped steel, described mid-rise shear wall is exactly body of wall failure mode under lateral action is the shear wall that flexure type destroys or curved scissors type destroys.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610308358.XA CN105804277B (en) | 2016-05-11 | 2016-05-11 | Steel bushing constrains the steel reinforced concrete shear walls of both ends root area |
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| CN201610308358.XA CN105804277B (en) | 2016-05-11 | 2016-05-11 | Steel bushing constrains the steel reinforced concrete shear walls of both ends root area |
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| CN105804277A true CN105804277A (en) | 2016-07-27 |
| CN105804277B CN105804277B (en) | 2018-01-02 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106760054A (en) * | 2017-03-01 | 2017-05-31 | 同济大学 | Precast reinforced concrete shear wall |
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| JP2008025096A (en) * | 2006-07-18 | 2008-02-07 | Daiei Probis Kk | Framework-furring strip integrated structure of steel-frame building |
| CN203684454U (en) * | 2014-01-01 | 2014-07-02 | 广州大学 | Concrete-filled steel tube frame combined shear wall |
| CN104947831A (en) * | 2015-07-07 | 2015-09-30 | 华北理工大学 | Prefabricated assembly type profile steel concrete shear wall and construction method thereof |
| CN205712588U (en) * | 2016-05-11 | 2016-11-23 | 重庆大学 | A kind of steel reinforced concrete shear walls entering row constraint to body of wall two ends root area |
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2016
- 2016-05-11 CN CN201610308358.XA patent/CN105804277B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
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| JPH04108937A (en) * | 1990-08-29 | 1992-04-09 | Taisei Corp | Joining method for precast concrete wall plate |
| DE29612004U1 (en) * | 1996-07-10 | 1996-09-12 | Voskamp Hein Douwinus | Tubular wall positioning profile |
| CN2775170Y (en) * | 2005-03-07 | 2006-04-26 | 北京工业大学 | Built-in lattice type steel bar hidden support shear wall |
| JP2008025096A (en) * | 2006-07-18 | 2008-02-07 | Daiei Probis Kk | Framework-furring strip integrated structure of steel-frame building |
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| 周绪红等: "圆钢管约束钢筋混凝土梁柱水平加腋节点轴压力学性能试验研究", 《建筑结构学报》 * |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106760054A (en) * | 2017-03-01 | 2017-05-31 | 同济大学 | Precast reinforced concrete shear wall |
| CN106760054B (en) * | 2017-03-01 | 2023-01-31 | 同济大学 | Prefabricated reinforced concrete shear wall |
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| CN105804277B (en) | 2018-01-02 |
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