CN102943538A - Prefabricated assembly integral shear wall capable of reducing crack widths - Google Patents
Prefabricated assembly integral shear wall capable of reducing crack widths Download PDFInfo
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- CN102943538A CN102943538A CN2012104974348A CN201210497434A CN102943538A CN 102943538 A CN102943538 A CN 102943538A CN 2012104974348 A CN2012104974348 A CN 2012104974348A CN 201210497434 A CN201210497434 A CN 201210497434A CN 102943538 A CN102943538 A CN 102943538A
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- shear wall
- reserving hole
- upper strata
- reinforcing steel
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Abstract
The invention discloses a prefabricated assembly integral shear wall capable of reducing crack widths. The shear wall comprises an upper layer wall body and a lower layer wall body, cylindrical reserved holes are vertically arranged at two ends of a section at the bottom of the upper layer wall body, spiral stirrups with equal heights are vertically embedded in the reserved holes, gas vents communicated with the outside are arranged at upper ends of the reserved holes, grouting holes communicated with the outside are arranged on lower portions of the reserved holes, connecting reinforcing steel bars are arranged at the top of the lower layer wall body, the connecting reinforcing steel bars and vertical reinforcing steel bars on inner sides in edge members in the lower layer wall body are grouped and clustered, a plurality of formed reinforcing steel bar clusters are inserted into corresponding reserved holes, and concrete mortar materials are filled between the reinforcing steel bar clusters and the reserved holes. According to the shear wall, construction difficulties of reinforcing steel bar cluster overlap joints are reduced, crack widths are effectively reduced, and the shear wall can be used in joint connection among vertical reinforcing steel bar in a prefabricated concrete assembly integral shear wall system.
Description
Technical field
The invention belongs to construction work precast concrete technical field, relate to a kind of fabricated assembly overall shear wall that reduces crack width.
Background technology
Shear wall structure has higher supporting capacity and lateral deformation stiffness, can effectively resist horizontal shear, has good anti-seismic performance.After introducing the prefabrication and assembly construction technology, precast concrete assembled integral shear wall structure also has: be convenient to factory normalization production, the situ wet operation is few, easy construction, alleviates surrounding environment influence, reduces the advantages such as transport resource and human resources input.Therefore, along with the current demand of China's industrialization of construction industry and housing industrialization, precast concrete assembled integral shear wall structure will have broad application prospects in China's multilayer and high residential building.
The core technology of precast concrete assembled integral shear wall structure is the connected mode between shear wall and the members such as beam, upper strata shear wall and lower floor's shear wall, and its quality directly has influence on the bearing capacity of structure and use etc.And the vertical reinforcement link technique of shear wall is one of them main contents, present existing shear wall vertical reinforcement link technique replaces (lower end of bar reinforcement is embedded in lower floor's body of wall) with the vertical applied force reinforcing bar in the shear wall structure lower floor body of wall inward flange member with the bar reinforcement of an other equivalence, and the upper end of bar reinforcement is stretched in the grout hole of reserving body of wall bottom, upper strata; Perhaps every vertical reinforcement in lower floor's body of wall inward flange member is inserted respectively in the hole of upper strata body of wall reservation.
Above-mentioned shear wall vertical reinforcement link technique exist additionally set up vertical reinforcement, to field operation and construction precision have relatively high expectations, the problem such as site operation amount increasing.Existing research is found in addition, and the shear wall crack mainly concentrates on the below of body of wall tension side mid point and compression-side bight line, and crack, tension side zone is horizontal distribution, and along with the increase of bearing load, the crack width of shear wall and length can significantly increase.Therefore, on the basis of existing link technique, propose a kind of improved precast shear wall vertical reinforcement connected mode that reduces crack width, the promotion and application of precast concrete assembled integral shear wall structure are had great importance.
Link technique between the members such as precast shear wall and wall, beam is the key point of precast concrete assembled integral system, how to make up the Novel connection type that stress performance is good, construction measure is reasonable, construction and installation are easy, be the technological difficulties that precast concrete assembled integral shear wall structure member connects always.
Summary of the invention
Technical problem: the invention provides a kind of difficulty of construction that reduced, construct convenient, can reduce the fabricated assembly overall shear wall of crack width efficiently.
Technical scheme: the fabricated assembly overall shear wall that reduces crack width of the present invention, comprise upper strata body of wall and lower floor's body of wall, the two ends of body of wall bottom section, upper strata all vertically are provided with columniform reserving hole, the spiral stirrup of vertical pre-buried equal altitudes in the reserving hole, the reserving hole top is provided with the steam vent that is communicated with the outside, the reserving hole bottom is provided with the grout hole that is communicated with the outside, lower floor body of wall top is provided with connecting reinforcement, connecting reinforcement and the vertical reinforcement grouping boundling that is arranged in lower floor body of wall edge member inboard, the a plurality of reinforcing bar beams that form insert respectively in the corresponding reserving hole, until the top of reserving hole is filled with the concrete sand slurry between reinforcing bar beam and the reserving hole.
Among the present invention, the vertical height of reserving hole satisfies the desired lap length of design, and the aperture span of reserving hole is 0.5b
wTo b
w-2c-2d, wherein b
wBe the breadth of section of upper strata body of wall, c is the thickness of concrete cover of upper strata body of wall, and d is the diameter of edge member, and the circular outer diameter span of spiral stirrup is 0.5b
wTo b
w-2c, but pre-buried spiral stirrup operative constraint pressure zone concrete improve its intensity, ductility and to the bond stress of overlap joint vertical reinforcement.
Among the present invention, the inwall of reserving hole is uneven, and the difference in internal diameters of depression position and boss is 3mm ~ 10mm, with reliable connection the between assurance grouting material and the shear wall.
Among the present invention, in lower floor's body of wall, the gross area of connecting reinforcement is 0.1 ~ 3 times of the vertical reinforcement gross area, during connection with connecting reinforcement together with the vertical reinforcement that stretched out by the top in lower floor's body of wall inward flange member grouping boundling, extend into accordingly in the set reserving hole of body of wall bottom, upper strata, and the top of arrival hole, connecting reinforcement can effectively reduce crack width.
Beneficial effect: compared with prior art, the present invention has the following advantages:
(1) vertical reinforcement in the upper and lower layer of the shear wall body of wall adopts boundling, the mode of overlap joint connects indirectly, avoided needing in the existing vertical reinforcement link technique every reinforcing bar is inserted in each self-corresponding reserving hole, and reserving hole is larger, be convenient to the overlap joint of vertical reinforcement, solved problems such as needing accurate location in the existing vertical reinforcement link technique, reduced difficulty of construction, so that site operation is convenient, efficient.
(2) at the shear wall lower floor pre-buried connecting reinforcement in body of wall top, together with the vertical reinforcement that is stretched out by the top in lower floor's body of wall inward flange member, behind the boundling, extend into accordingly in the set reserving hole of body of wall bottom, upper strata respectively, effectively reduced crack width.
(3) vertical reinforcement after the connection is scattered in the edge of reserving hole, for shear wall structure provides certain out-of-plane bearing capacity.
(4) the pre-buried spiral stirrup of hole inwall can retrain the pressure zone concrete effectively, improves its intensity and to the bond stress of overlap joint vertical reinforcement, and has increased the concrete area of pressure zone.
(5) under the prerequisite that guarantees the structural entity stress performance, this type of attachment is simple, and power transmission is direct, and is stressed clear and definite.
Description of drawings
Fig. 1 is the vertical reinforcement connection diagram of fabricated assembly overall shear wall upper strata body of wall of the present invention and lower floor's body of wall.
Fig. 2 is the A-A sectional drawing of shear wall upper strata body of wall among Fig. 1.
Fig. 3 is the schematic diagram that vertical reinforcement connects front upper strata body of wall or lower floor's body of wall.
Fig. 4 is the B-B sectional drawing of shear wall body among Fig. 3.
Wherein: 1 is the upper strata body of wall, 2 is lower floor's body of wall, 3 is reserving hole, and 4 is spiral stirrup, and 5 is steam vent, 6 is vertical reinforcement, wherein 601-606 is respectively the vertical reinforcement that the 1-6 root stretches into relevant position in the body of wall reserving hole of upper strata, and 7 is the pre-buried connecting reinforcement in body of wall top, and wherein 701-706 is respectively the connecting reinforcement with vertical reinforcement 601-606 boundling, 8 is grout hole, and 9 is edge member.
The specific embodiment
Below in conjunction with specific embodiment, and with reference to accompanying drawing, the present invention is described further.
Fig. 1 is the vertical reinforcement connection diagram that reduces fabricated assembly overall shear wall upper strata body of wall 1 with lower floor's body of wall 2 of crack width of the present invention, and Fig. 2 correspondence the A-A sectional drawing of shear wall upper strata body of wall 1 among Fig. 1.As shown in Figure 1 and Figure 2, a kind of fabricated assembly overall shear wall that reduces crack width, its chief component comprises: shear wall structure upper strata body of wall 1, lower floor's body of wall 2, reserving hole 3, spiral stirrup 4, the connecting reinforcement 7 that vertical reinforcement 6 and body of wall top are pre-buried.Wherein, the vertical applied force reinforcing bar 6 that stretch out at lower floor's body of wall 2 tops divides into groups jointly with pre-buried connecting reinforcement 7 behind the boundlings, stretch into respectively in the set reserving hole 3 of upper strata body of wall 1 bottom, the while is at the spiral stirrup 4 of the vertical pre-buried with it equal altitudes in the inwall edge of reserving hole 3.
Fig. 3 is upper strata body of wall 1 or the body of wall schematic diagram of lower floor's body of wall 2 before vertical reinforcement 6 connects.In conjunction with Fig. 2, Fig. 3, the two ends of body of wall 1 bottom section, shear wall of the present invention upper strata are along vertically being provided with cylindrical reserving hole 3, and the vertical height of reserving hole 3 need satisfy the desired lap length of design; The round diameter span of reserving hole 3 is 0.5b
w~ b
w-2c-2d, wherein b
wBe the breadth of section of shear wall upper strata body of wall 1, i.e. the front and back thickness of body of wall, c is the thickness of concrete cover of upper strata body of wall 1, d is the diameter of edge member 9.Concrete cover refers in the concrete component; play that a part of concrete that the protection reinforcing bar avoids reinforcing bar directly to expose, the minimum range that (comprises stirrup, structure muscle, distribution bar etc.) the nominal diameter outward flange from concrete surface to the outermost layer reinforcing bar is the thickness of concrete cover.Along the thickness direction of upper strata body of wall 1, be provided with the steam vent 5 and the grout hole 8 that are communicated with the outside on each reserving hole 3, wherein steam vent 5 is connected in the top of reserving hole 3, and grout hole 8 is positioned at the bottom of reserving hole 3.
The spiral stirrup 4 of reserving hole 3 interior vertical pre-buried equal altitudes, as shown in Figure 2, the circular outer diameter span of pre-buried spiral stirrup 4 is 0.5b
w~ b
w-2c, circular outer diameter refers to the external diameter of the helix circular geometry that projection forms on horizontal plane that the vertical pre-buried spiral stirrup 4 in edge coils, rather than refers to the cross sectional area of spiral stirrup 4.Simultaneously, the inwall of reserving hole 3 should be designed to roughness, and the difference in internal diameters of wherein cave in position and boss is 3mm ~ 10mm, to guarantee reliable connection the between grouting material and the shear wall upper strata body of wall 1.
In the fabricated assembly overall shear wall of the present invention, it is 0.1 ~ 3 times of vertical reinforcement 6 gross areas at the gross area of the pre-buried connecting reinforcement 7 in lower floor's body of wall 2 tops, and the pre-buried degree of depth of connecting reinforcement 7 satisfies code requirement, during connection with connecting reinforcement 7 together with the vertical reinforcement 6 that stretches out in lower floor's body of wall 2 top members 9, take nearest 2 ~ 6 vertical reinforcements 6 of distance reserving hole 3 as one group, behind the grouping boundling, extend into accordingly in the set reserving hole 3 in upper strata body of wall 1 bottom.Vertical reinforcement 6 and connecting reinforcement 7 need stretch out lower floor's body of wall 2 top certain distances, and all reinforcing bars arrive the top of reserving hole 3 just when guaranteeing to be connected with upper strata body of wall 1, and wherein, pre-buried connecting reinforcement 7 can reduce crack width effectively.Vertical reinforcement 6 and connecting reinforcement 7 all are positioned at the inboard of edge member 9, and contact with edge member is tangent, edge member 9 is used for being arranged on the edge of shear wall, plays the effect that improves stress performance, and concrete setting and the requirement of edge member 9 can be consulted existing standard, book information.Take vertical reinforcement 601-606 and connecting reinforcement 701-706 as example, before not connecting, as shown in Figure 3, Figure 4, it is inboard and coupled that vertical reinforcement 601-606 lays respectively at confining part 9, connecting reinforcement 701-701 is embedded in the top of lower floor's body of wall 2 in advance, and is contiguous with vertical reinforcement 601-606; After upper strata body of wall 1 is connected, as shown in Figure 1 and Figure 2, vertical reinforcement 601-603, connecting reinforcement 701-703 boundling are one group, stretch in the outermost reserving hole 3 of upper strata body of wall 1, and vertical reinforcement 604-606, connecting reinforcement 704-706 boundling stretch to after for another group with the contiguous hole of hole 3 in.
Among the present invention, after the vertical reinforcement connection is finished, from bottom to top reserving hole 3 is carried out slip casing by pressure by grout hole 8, seal subsequently and the maintenance moulding.But because the pre-buried major diameter spiral stirrup 4 operative constraint pressure zone concrete of reserving hole 3 inwalls, improve its intensity, ductility and to the bond stress of overlap joint vertical reinforcement 6, connecting reinforcement 7, and increased the concrete area of pressure zone, thereby guarantee the reliability of connection and the globality of structure, make shear wall structure upper strata body of wall 1 and lower floor's body of wall 2 co-operation.
Below schematically the present invention and embodiment thereof are described, this description does not have restricted, accompanying drawing 1---one of embodiments of the present invention just shown in Fig. 4, mainly for the ratio of wall limb depth of section and thickness be 5 ~ 8 precast concrete short-limb shear wall provided.The ratio that is applied to wall limb depth of section and thickness when the disclosed connected mode of the present invention is during greater than 8 general shear wall, can set up a reserving hole 3 at the middle part of body of wall 1 bottom surface, shear wall upper strata according to actual needs, and at the pre-buried spiral stirrup 4 of the inwall of reserving hole 3.Therefore, if others skilled in the art in the situation that do not break away from the invention aim, adopt member connected mode and the embodiment similar to this technical scheme, all should belong to protection scope of the present invention.
Claims (4)
1. fabricated assembly overall shear wall that reduces crack width, it is characterized in that, this shear wall comprises the upper strata body of wall, (1) and lower floor's body of wall, (2), described upper strata body of wall, (1) two ends of bottom section all vertically are provided with columniform reserving hole, (3), described reserving hole, (3) spiral stirrup of vertical pre-buried equal altitudes in, (4), reserving hole, (3) top is provided with the steam vent that is communicated with the outside, (5), reserving hole, (3) bottom is provided with the grout hole that is communicated with the outside, (8)
Described lower floor body of wall (2) top is provided with connecting reinforcement (7), vertical reinforcement (6) the grouping boundling that described connecting reinforcement (7) is inboard with being arranged in lower floor's body of wall (2) edge member (9), the a plurality of reinforcing bar beams that form insert respectively in the corresponding reserving hole (3), until the top of reserving hole (3), described reinforcing bar beam and reserving hole are filled with the concrete sand slurry between (3).
2. the fabricated assembly overall shear wall that reduces crack width according to claim 1 is characterized in that, the vertical height of described reserving hole (3) satisfies the desired lap length of structure design, and the aperture span of reserving hole (3) is 0.5b
wTo b
w-2c-2d, wherein b
wBe the breadth of section of upper strata body of wall (1), c is the thickness of concrete cover of upper strata body of wall (1), and d is the diameter of edge member (9), and the circular outer diameter span of described spiral stirrup (4) is 0.5b
wTo b
w-2c.
3. the fabricated assembly overall shear wall that reduces crack width according to claim 1 and 2 is characterized in that, in the described lower floor body of wall (2), connecting reinforcement (7) gross area is 0.1 ~ 3 times of vertical reinforcement (6) gross area.
4. the fabricated assembly overall shear wall that reduces crack width according to claim 1 and 2 is characterized in that, the inwall of described reserving hole (3) is uneven, and the difference in internal diameters of depression position and boss is 3mm ~ 10mm.
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| CN201210497434.8A CN102943538B (en) | 2012-11-29 | 2012-11-29 | Prefabricated assembly integral shear wall capable of reducing crack widths |
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| CN201210497434.8A CN102943538B (en) | 2012-11-29 | 2012-11-29 | Prefabricated assembly integral shear wall capable of reducing crack widths |
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| CN102943538A true CN102943538A (en) | 2013-02-27 |
| CN102943538B CN102943538B (en) | 2015-01-28 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105256922A (en) * | 2014-07-16 | 2016-01-20 | 中铁建工集团有限公司 | Mounting method of light-weight wall boards |
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| JPH0579105A (en) * | 1991-09-18 | 1993-03-30 | Penta Ocean Constr Co Ltd | Connection of precast concrete wall column |
| CN201217847Y (en) * | 2008-06-05 | 2009-04-08 | 黑龙江宇辉新型建筑材料有限公司 | Plug-in type preformed hole grouting reinforcement lapping connection component |
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| CN102433945A (en) * | 2011-08-30 | 2012-05-02 | 东南大学 | Vertical mixed connection structure and method of prefabricated internal wallboards for assembling shear wall structure |
| CN102661012A (en) * | 2012-05-31 | 2012-09-12 | 东南大学 | Edge member connecting structure of assembly type concrete shear wall |
| CN102691365A (en) * | 2012-05-31 | 2012-09-26 | 东南大学 | Connecting structure for assembly type concrete shear wall edge member |
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2012
- 2012-11-29 CN CN201210497434.8A patent/CN102943538B/en active Active
Patent Citations (7)
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|---|---|---|---|---|
| JPH0579105A (en) * | 1991-09-18 | 1993-03-30 | Penta Ocean Constr Co Ltd | Connection of precast concrete wall column |
| CN201217847Y (en) * | 2008-06-05 | 2009-04-08 | 黑龙江宇辉新型建筑材料有限公司 | Plug-in type preformed hole grouting reinforcement lapping connection component |
| CN101812899A (en) * | 2009-06-15 | 2010-08-25 | 黑龙江宇辉新型建筑材料有限公司 | Bifurcate lap connection of reinforcing steel bars and connection method thereof |
| CN201962822U (en) * | 2010-12-29 | 2011-09-07 | 中国建筑东北设计研究院有限公司 | Shear wall of high-rise building |
| CN102433945A (en) * | 2011-08-30 | 2012-05-02 | 东南大学 | Vertical mixed connection structure and method of prefabricated internal wallboards for assembling shear wall structure |
| CN102661012A (en) * | 2012-05-31 | 2012-09-12 | 东南大学 | Edge member connecting structure of assembly type concrete shear wall |
| CN102691365A (en) * | 2012-05-31 | 2012-09-26 | 东南大学 | Connecting structure for assembly type concrete shear wall edge member |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105256922A (en) * | 2014-07-16 | 2016-01-20 | 中铁建工集团有限公司 | Mounting method of light-weight wall boards |
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