CN203113553U - Prefabricated concrete frame-shear wall structure - Google Patents
Prefabricated concrete frame-shear wall structure Download PDFInfo
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- CN203113553U CN203113553U CN 201320087264 CN201320087264U CN203113553U CN 203113553 U CN203113553 U CN 203113553U CN 201320087264 CN201320087264 CN 201320087264 CN 201320087264 U CN201320087264 U CN 201320087264U CN 203113553 U CN203113553 U CN 203113553U
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Abstract
The utility model relates to the field of prefabricated concrete structures, in particular to a prefabricated concrete frame-shear wall structure. A shear wall and a frame beam are prefabricated in an integrated mode, embedded double rows of vertical reinforcing steel bar sleeves are arranged at the position of each supporting leg the lower end of the shear wall and are matched with reinforcing steel bar protruding sections of a lower-layer wall body in an mutually inlaid mode, and the vertical reinforcing steel bar sleeves and the lower-wall body form a whole through the fact that mortar is filled into the vertical reinforcing steel bar sleeves. Double rows of vertical reinforcements are applied to the cast-in-place strip portion arranged at the lower end of the shear wall, so that the cast-in-place strip portion arranged at the lower end of the shear wall is in lap joint with double rows of vertical reinforcements of the lower-layer wall body. Meanwhile, the cast-in-place strip portion arranged at the lower end of the shear wall and the lower-layer wall body form a whole through concreting. Reinforcing steel bar protruding sections of each support arranged at the upper end of the shear wall are matched with sleeves arranged in each supporting leg of the bottom end of an upper-layer wall body in an embedded mode, and the reinforcing steel bar protruding sections of each support arranged at the upper end of the shear wall and the upper-layer wall body form a whole through the fact that the sleeves are filled with mortar. The middle of the upper end of the shear wall is an over lapped frame beam. Double rows of vertical reinforcing steel bars extending from the middle of the upper end of the shear wall are in lap joint with double rows of vertical reinforcements arranged at the bottom of an upper-layer shear wall, and the double rows of vertical reinforcing steel bars and the double rows of vertical reinforcements of the bottom of the upper-layer shear wall are connected into a whole through concreting. The prefabricated concrete frame-shear wall structure is reasonable in structure, capable of reducing the number of used sleeves and the amount of grouting material, easy and convenient to hoist and install, and capable of meeting domestic existing design specifications.
Description
Technical field
The present invention relates to prefabricated concrete structure design and construction technical field, particularly assembly concrete frame-shear wall structure.
Background technology
At present, the vertical connected node of prefabricated concrete structure shear wall normally adopts sleeve to connect or complete cast-in-place connection.Sleeve connected mode one is: shear wall adopts double vertical reinforcement sleeve to connect up and down, because sleeve quantity is too much, has increased difficulty and the engineering cost of hoisted in position greatly.Sleeve connected mode two is: single vertical reinforcement sleeve connected in the middle of shear wall adopted body of wall up and down, can reduce sleeve quantity and hoisting difficulty to a certain extent, but not meet domestic existing design specifications.Complete cast-in-place connected node mode is: in shear wall bottom cast-in-place band is set, the peripheral hardware bracket leg is installed during lifting props up body of wall, waiting to build concrete and maintenance, to finish the rear dismountable, supports reliably inadequately, and complex operation influences construction speed.
Summary of the invention
At the technical problem of above-mentioned existence, the object of the present invention is to provide a kind of assembly concrete frame-shear wall structure, it connects reliable, stressedly rationally lift easyly, and the reduction construction costs is particularly suitable for domestic current design specifications and assembling current situation.
In order to achieve the above object, solution of the present invention is:
Shear wall of the present invention and Vierendeel girder adopt integrated prefabricated, the pre-buried double vertical reinforcement sleeve at the supporting leg place of shear wall lower end, chimeric mutually with the reinforcing bar nose section that adjacent lower floor body of wall stretches out, by perfusion mortar in sleeve, make it to become one with adjacent lower floor body of wall; Cast-in-place band portion arranges double vertical muscle in the middle of the shear wall lower end, the double vertical muscle overlap joint that stretches out with adjacent lower floor body of wall, and become integral body by concreting and lower floor's body of wall; The bearing place of shear wall upper end arranges the reinforcing bar nose section, and is chimeric with the sleeve in the supporting leg of body of wall bottom, adjacent upper strata, becomes one with adjacent upper strata body of wall by grouting in sleeve; Middle part, shear wall upper end is the composite frame beam, and the double vertical reinforcement that stretches out is set on this composite frame beam, and the double vertical muscle bottom the shear wall of adjacent upper strata overlaps, and is connected to integral body by concreting and adjacent upper strata shear wall.
The pre-buried double vertical reinforcement sleeve in supporting leg place, described shear wall bottom, 4～6 of sleeve numbers.
Described shear wall height of landing leg H is 300mm～500mm, and the supporting leg length L is 200mm～400mm, and the supporting leg width W is identical with shear wall thickness.
Double vertical muscle lap length 200mm～400mm that the described shear wall bottom double vertical muscle in cast-in-place position and adjacent lower floor shear wall stretch out, the end reinforced anchoring tilted hump hook that has.
Described shear wall both sides arrange outstanding U-shaped dowel, and the U-shaped dowel level of stretching out with other shear walls, frame column member overlaps, and cast-in-place formation is whole.
Described shear wall both sides are provided with a plurality of grooves as shear connector, and the contact surface with cast-in-situ concrete around the shear wall is matsurface.
When described shear wall is long, set up a supporting leg in centre position, shear wall bottom, a bearing is set up in corresponding shear wall crown center position.
Beneficial effect of the present invention:
The present invention compared with prior art, the vertical connected node of shear wall levels place adopts double reinforced bar sleeve to connect or double vertical muscle overlap joint connects, and stressedly rationally connects reliably, and satisfies the requirement of domestic current design specifications; Reduce the consumption of sleeve and grouting material, reduced construction costs and hoisting difficulty, be convenient to construction; The bearing of shear wall upper and lower side, supporting leg place all adopt prefabricated, support reliably simple and directly, and precision height, but accelerating construction progress guarantee assembly quality.
Description of drawings
Fig. 1 is structural representation of the present invention.
Fig. 2 is the A-A sectional view of Fig. 1.
Fig. 3 is the B-B sectional view of Fig. 1.
Fig. 4 is the C-C sectional view of Fig. 1.
Fig. 5 is assembly unit schematic diagram of the present invention.
Fig. 6 is the D-D sectional view of Fig. 5.
Fig. 7 is the cast-in-situ floor schematic diagram.
Fig. 8 is the laminated floor slab schematic diagram.
Fig. 9 is the cast-in-situ floor schematic diagram at bearing place.
Figure 10 is horizontal connecting node schematic diagram of the present invention.
Figure 11 is the E-E sectional view of Figure 10.
Figure 12 is another kind of structural representation of the present invention.
Among the figure: 1. supporting leg, 2. sleeve, 3. double vertical muscle, 4.U type dowel, 5. shear connector, 6. tension rib, 7. elongated reinforcing bar, 8. reinforcing bar nose section, 9. plate muscle perforation, 10. bearing, 11. beam muscle, 12. shear walls, 13. Vierendeel girders, 14. cast-in-situ floors, 15. laminated floor slabs.
The specific embodiment
Specifically describe the present invention below in conjunction with drawings and Examples.
Embodiment 1: as Fig. 1-shown in Figure 4, shear wall of the present invention adopts with Vierendeel girder 13 integrated prefabricated, at the pre-buried double vertical reinforcement sleeve 2 in supporting leg 1 place of shear wall 12 lower ends, chimeric mutually with the reinforcing bar nose section 8 that adjacent lower floor body of wall stretches out, by perfusion mortar in sleeve 2, make it to become one with adjacent lower floor body of wall; Be cast-in-place band portion in the middle of prefabricated shear wall 12 lower ends, be provided with double vertical muscle 3, the double vertical muscle 3 that stretches out with adjacent lower floor body of wall overlaps, and becomes integral body by concreting and lower floor's body of wall; Bearing 10 places of prefabricated shear wall 12 upper ends arrange reinforcing bar nose section 8, and are chimeric with the sleeve 2 in body of wall bottom, the adjacent upper strata supporting leg 1, become one with adjacent upper strata body of wall by grouting in sleeve 2; Middle part, prefabricated shear wall 12 upper end is composite frame beam 13, the double vertical reinforcement 3 that stretches out is set on this composite frame beam 13, overlap with the double vertical muscle 3 of shear wall 12 bottoms, adjacent upper strata, and be connected to integral body by concreting and adjacent upper strata shear wall 12.
When described shear wall top was connected with floor, the double vertical reinforcement 3 on the composite frame beam 13 stretched out the floor part, all cast-in-situ concrete behind the described floor configuration plate muscle, or laminated floor slab is installed, configuration plate upper reinforcement is also built the overlapping layers concrete.
The pre-buried double vertical reinforcement sleeve 2 in described shear wall 12 bottom supporting legs 1 place, sleeve 2 numbers are 6.Described shear wall supporting leg 1 height H is 300mm, and the supporting leg length L is 200mm, and the supporting leg width W is identical with shear wall thickness.Bottom supporting leg 1 provides secure support for shear wall 12 when lifting, serve as the both end sides template for the cast-in-place position of wall center bottom simultaneously.
Described shear wall 12 both sides are provided with a plurality of groove 5 as shear connector, all pick with the contact surface of cast-in-situ concrete around the shear wall 12 and cut a hole into matsurface, better to form integral body with component cast-in-situ on every side.
Work progress of the present invention:
1. when hoisted in position, the sleeve 2 at bottom supporting leg 1 place is inserted in the lengths of rebar 8 that lower floor's shear wall 12 top support 10 stretch out in the shear wall dropping process, and supports the body of wall deadweight.The double vertical muscle 3 of the cast-in-place part in while shear wall bottom overlaps with the double vertical muscle 3 that lower floor's shear wall is stretched up, and lap length is 200mm.Behind the rigging out, earlier the sleeve 2 in the shear wall 12 bottom supporting legs 1 is in the milk, to the cast-in-place part concreting in body of wall bottom, makes the levels shear wall be connected to integral body again.
2. the U-shaped dowel 4 of 12 liang of side-prominent levels of shear wall overlaps with the U-shaped dowel 4 of adjacent shear wall, frame column member, forms shape of the mouth as one speaks closed confinement space, inserts four elongated reinforcing bars 7 from top to bottom and places four interior angle places respectively at this closed space.Shear wall 12 top horizontal beam muscle 11 carry out sleeve 2 and are connected with adjacent shear wall, frame column member beam muscle 11.Vertical connecting band between member is propped up template and concreting, make shear wall 12 and adjacent shear wall, frame column member form integral body.The length that the double vertical muscle 3 of this example overlaps is 300mm.
3. described top shear wall 12 carries out building of floor.Shear wall 12 top bearings 10 provide secure support during for upper strata body of wall hoisted in position, and since supporting leg 1, the bearing 10 of levels shear wall be prefabricated, surfacing, absolute altitude is accurate, can guarantee the precision of hoisted in position.Shear wall 12 both sides arrange outstanding U-shaped dowel 4, and the U-shaped dowel 4 that stretches out with other shear walls, frame column member carries out the level overlap joint, and cast-in-place formation is whole.Plate muscle perforation 9 is set on the bearing 10, is used for interting of floor bar; Can adopt full cast-in-situ floor 14, also can adopt laminated floor slab 15, treat that floor concreting and the maintenance back that finishes repeats above-mentioned steps 1,2,3 operation.
Embodiment 2: this example as different from Example 1: the double vertical muscle of the cast-in-place part in shear wall 12 bottoms 3 overlaps with the double vertical muscle 3 that lower floor's shear wall is stretched up, and its lap length is 400mm, the end reinforced anchoring tilted hump hook that has; And at the mutual double vertical muscle 3 of overlap joint tension rib 6 is set.Sleeve 2 numbers are 4.Described shear wall supporting leg 1 height H is 500mm, and the supporting leg length L is 400mm, and the supporting leg width W is identical with shear wall thickness.
Embodiment 3: as shown in figure 12, as different from Example 1: if shear wall 12 is longer, can set up a supporting leg 1 in centre position, shear wall 12 bottom, shear wall 12 top correspondence positions are set up a bearing 10, cause supporting leg 1, bearing 10 breakages or the bending of shear wall middle part more greatly to prevent the shear wall deadweight.The length that the double vertical muscle 3 that double vertical muscle 3 and lower floor's shear wall of the cast-in-place part in shear wall 12 bottoms stretched up overlaps is 300mm, the end reinforced anchoring tilted hump hook that has; And at the mutual double vertical muscle 3 of overlap joint tension rib 6 is set.Sleeve 2 numbers are 6.Described shear wall supporting leg 1 height H is 400mm, and the supporting leg length L is 300mm, and the supporting leg width W is identical with shear wall thickness.
Claims (7)
1. assembly concrete frame-shear wall structure, it is characterized in that: shear wall and Vierendeel girder adopt integrated prefabricated, the pre-buried double vertical reinforcement sleeve at the supporting leg place of shear wall lower end, chimeric mutually with the reinforcing bar nose section that adjacent lower floor body of wall stretches out, by perfusion mortar in sleeve, make it to become one with adjacent lower floor body of wall; Cast-in-place band portion arranges double vertical muscle in the middle of the shear wall lower end, the double vertical muscle overlap joint that stretches out with adjacent lower floor body of wall, and become integral body by concreting and lower floor's body of wall; The bearing place of shear wall upper end arranges the reinforcing bar nose section, and is chimeric with the sleeve in the supporting leg of body of wall bottom, adjacent upper strata, becomes one with adjacent upper strata body of wall by grouting in sleeve; Middle part, shear wall upper end is the composite frame beam, and the double vertical reinforcement that stretches out is set on this composite frame beam, and the double vertical muscle bottom the shear wall of adjacent upper strata overlaps, and is connected to integral body by concreting and adjacent upper strata shear wall.
2. according to the described assembly concrete frame-shear wall of claim 1 structure, it is characterized in that: the pre-buried double vertical reinforcement sleeve in supporting leg place, described shear wall bottom, 4～6 of sleeve numbers.
3. according to the described assembly concrete frame-shear wall of claim 1 structure, it is characterized in that: described shear wall height of landing leg H is 300mm～500mm, and the supporting leg length L is 200mm～400mm, and the supporting leg width W is identical with shear wall thickness.
4. according to the described assembly concrete frame-shear wall of claim 1 structure, it is characterized in that: double vertical muscle lap length 200mm～400mm that the described shear wall bottom double vertical muscle in cast-in-place position and adjacent lower floor shear wall stretch out, the end reinforced anchoring tilted hump hook that has.
5. according to the described assembly concrete frame-shear wall of claim 1 structure, it is characterized in that: described shear wall both sides arrange outstanding U-shaped dowel, and the U-shaped dowel level of stretching out with other shear walls, frame column member overlaps, and cast-in-place formation is whole.
6. according to the described assembly concrete frame-shear wall of claim 1 structure, it is characterized in that: described shear wall both sides are provided with a plurality of grooves as shear connector, and the contact surface with cast-in-situ concrete around the shear wall is matsurface.
7. according to the described assembly concrete frame-shear wall of claim 1 structure, it is characterized in that: when described shear wall is long, set up a supporting leg in centre position, shear wall bottom, a bearing is set up in corresponding shear wall crown center position.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201320087264 CN203113553U (en) | 2013-02-26 | 2013-02-26 | Prefabricated concrete frame-shear wall structure |
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| CN 201320087264 CN203113553U (en) | 2013-02-26 | 2013-02-26 | Prefabricated concrete frame-shear wall structure |
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| CN103572865A (en) * | 2013-10-23 | 2014-02-12 | 沈阳建筑大学 | Prefabricated frame-shear wall wall-beam plane aggregate leakage outside connecting device |
| CN103696512A (en) * | 2013-12-26 | 2014-04-02 | 北京工业大学 | Z-frame component and lightweight concrete body fabricated shear wall and connection structure thereof |
| CN103696513A (en) * | 2013-12-26 | 2014-04-02 | 北京工业大学 | Prefabricated shear wall with crossed frame member and lightweight concrete wall bodies and connection construction method |
| CN103726589A (en) * | 2013-12-26 | 2014-04-16 | 北京工业大学 | H-shaped steel and steel pipe framework assembly shear wall with protruding interfaces and bent steel bars and manufacturing method |
| CN105587050A (en) * | 2016-03-03 | 2016-05-18 | 大连三川建筑科技有限公司 | Sectioned grouting structure and method for fabricated shear wall rebar sleeve connection |
| CN105604208A (en) * | 2016-03-03 | 2016-05-25 | 华汇工程设计集团股份有限公司 | Prefabricated shear wall in cast-in-situ connection mode |
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| CN107574934A (en) * | 2017-09-26 | 2018-01-12 | 中国二十二冶集团有限公司 | Fabricated shear wall embedded sleeve barrel joint bar construction method |
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- 2013-02-26 CN CN 201320087264 patent/CN203113553U/en not_active Expired - Lifetime
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| CN103572865A (en) * | 2013-10-23 | 2014-02-12 | 沈阳建筑大学 | Prefabricated frame-shear wall wall-beam plane aggregate leakage outside connecting device |
| CN103696512A (en) * | 2013-12-26 | 2014-04-02 | 北京工业大学 | Z-frame component and lightweight concrete body fabricated shear wall and connection structure thereof |
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| CN109914823B (en) * | 2019-04-15 | 2021-03-02 | 锦汇建设集团有限公司 | Method for installing prefabricated wall board of prefabricated building |
| CN109914823A (en) * | 2019-04-15 | 2019-06-21 | 谷尚坤 | A kind of assembled architecture prefabricated panel installation method |
| CN110374234A (en) * | 2019-07-19 | 2019-10-25 | 杭州三丰装配式建筑科技有限公司 | A kind of the cavity node structure and construction method of assembled wall and building frame |
| CN110374234B (en) * | 2019-07-19 | 2024-04-09 | 杭州三丰装配式建筑科技有限公司 | Cavity node structure of assembled wall body and building frame and construction method |
| CN110700439A (en) * | 2019-10-23 | 2020-01-17 | 杭州昂创科技有限公司 | Prefabricated assembly type shear wall rapid formwork erecting connection construction method |
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| CN111379358A (en) * | 2020-04-29 | 2020-07-07 | 中国建筑第七工程局有限公司 | Novel take connection structure between roof beam wall and post |
| CN112431325A (en) * | 2020-10-26 | 2021-03-02 | 温州华睿建设有限公司 | Assembly structure and construction method of module wall board |
| CN112431325B (en) * | 2020-10-26 | 2022-08-09 | 温州华睿建设有限公司 | Assembly structure and construction method of module wall board |
| CN115045413A (en) * | 2022-06-17 | 2022-09-13 | 东南大学 | Resettable local post-cast connection concrete shear wall and connection method |
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