CN203403558U - Shear wall - Google Patents
Shear wall Download PDFInfo
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- CN203403558U CN203403558U CN201320375736.8U CN201320375736U CN203403558U CN 203403558 U CN203403558 U CN 203403558U CN 201320375736 U CN201320375736 U CN 201320375736U CN 203403558 U CN203403558 U CN 203403558U
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- wall
- perps
- shear wall
- shear
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- 239000011150 reinforced concrete Substances 0.000 claims abstract description 11
- 230000008878 coupling Effects 0.000 claims description 24
- 238000010168 coupling process Methods 0.000 claims description 24
- 238000005859 coupling reaction Methods 0.000 claims description 24
- 241001669679 Eleotris Species 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 7
- 230000021715 photosynthesis, light harvesting Effects 0.000 abstract description 10
- 230000000694 effects Effects 0.000 description 11
- 229910000831 Steel Inorganic materials 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 238000010008 shearing Methods 0.000 description 6
- 239000004567 concrete Substances 0.000 description 5
- 239000000463 material Substances 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 238000005336 cracking Methods 0.000 description 3
- 238000011161 development Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 229910052602 gypsum Inorganic materials 0.000 description 2
- 239000010440 gypsum Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
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- Load-Bearing And Curtain Walls (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The utility model provides a shear wall. The shear wall is used for a reinforced concrete structure; the shear wall comprises two end shear walls and a plurality of inter-perpends walls; the inter-perpends wall is arranged between the two end shear walls; a first perpends is respectively arranged between one end shear wall and one nearby inter-perpends wall; and the width of the first perpends is 25mm to 1000mm. The shear wall of the utility model can be arranged in the reinforced concrete structure; the ductility of the shear wall is good; and the structure adopting the shear wall is greatly enhanced in the anti-seismic performance and in the energy dissipation capacity.
Description
Technical field
The utility model relates to a kind of shear wall, particularly a kind of shear wall of bandwidth seam.
Background technology
Shear wall claims again wind resistance wall, seismic structural wall, earthquake resistant wall or structural wall, mainly bears the body of wall of the horizontal loading that wind load or geological process cause in house or structure, and shear wall can effectively prevent that building structure is subject to shear failure.Common is on the basis of steel concrete entity shear wall with perps shear wall, longitudinal seam is set at a certain distance, between the seam of perps shear wall, wall is that depth-width ratio approximates 2 Subjected To Compression, Bending, Shear concrete component, under geological process, between seam, wall produces a large amount of trickle diagonal cracks, the volume of concrete producing after cracking expands and makes between wall, to produce pressure between two adjacent seams, limited the development of crack width, therefore it is concentrated that perps shear wall has overcome integral cast-in-situ shear wall crack developing under geological process, crack width is large, concentrate at destruction position, poor and the poor shortcoming of ductility of energy dissipation capacity.
But perps shear wall is only applied in steel framed structure building at present, owing to this being provided to designing requirement in " Technical Specification for Steel Structure of Tall Buildings (JGJ99-98) ", its design principles is: " shearing that a shear panels with vertical seams Under Lateral Loading produces does not consider to bear the pressure that vertical load produces." this point requires very strictly, only in steel framed structure, adopts appropriate node structure could meet this requirement, makes its more difficult being applied in reinforced concrete structure.
And in existing shear wall, Structural Energy Dissipation mainly completes by coupling beam, conventionally the coupling beam of design, because its cross section and quantity are subject to the impact of function, only has part coupling beam surrender power consumption under violent earthquake effect, and energy dissipation capacity is limited generally.
Utility model content
The technical problems to be solved in the utility model is to be only applied in the building of steel framed structure in order to overcome perps shear wall in prior art, and shearing force wall energy-dissipation is limited in one's ability, and the defect that shock resistance is poor, provides a kind of shear wall.
The utility model is to solve above-mentioned technical problem by following technical proposals: a kind of shear wall, its feature is, described shear wall is for reinforced concrete structure, described shear wall comprises wall between two end shear walls and several seams, between described seam, wall is between described two end shear walls, between the described seam of described end shear wall and a vicinity, between wall, be provided with one first perps, the width of described the first perps is 25mm to 1000mm.
In described shear wall, described end shear wall is major bearing structures, make between described seam the wall can not load-bearing, met that in " Technical Specification for Steel Structure of Tall Buildings (JGJ99-98) ", " shearing that a shear panels with vertical seams Under Lateral Loading produces does not consider to bear the pressure that vertical load produces." this puts the designing requirement of regulation.Between described seam, wall also can load-bearing, but between seam, the Main Function of wall is for bearing the shearing of horizontal direction.Simultaneously, between the described seam of described end shear wall and a vicinity, between wall, be provided with one first perps, described the first perps is wide compared with the perps in steel framed structure, perps wider in the building of reinforced concrete structure can play cushioning effect better, if when being subject to level load, the distortion that between seam, wall occurs is effectively cushioned by the perps compared with wide, a large amount of level load of being subject to of wall between seam can be delivered on the shear wall of end, thus make the energy dissipation capacity of shear wall and ductility better.
Preferably, the width of described the first perps is 100mm to 800mm.When the width that can learn by experiment described the first perps is greater than 100mm and is less than 800mm, the wall ductility of shear wall is better.
Preferably, between every two adjacent described seams, between wall, be provided with one second perps.When between seam, wall is subject to level load, between seam, wall produces a large amount of trickle diagonal cracks, the volume of concrete producing after cracking expands and makes between wall, to produce pressure between two adjacent seams, has limited the development of crack width, and described shear wall has played power consumption effect well.
Preferably, the width of described the second perps is 5mm to 25mm.The span of this width makes described shear wall play good power consumption effect.
Preferably, the width of described the second perps is 10mm to 20mm.The span of this width makes described shear wall play better power consumption effect.
Preferably, in described the first perps, be horizontally set with some coupling beams, described coupling beam adopts the dark support structure of intersection.Described coupling beam is located in the first wider perps, in described coupling beam, horizontal reinforcement can be set, and adopts the dark support structure of intersection, makes described shear wall can bear more level load.
Preferably, in described the second perps, be horizontally set with somely for connecting the contiguous block of wall between adjacent two described seams, in described contiguous block, be provided with at least one horizontal reinforcement.Because the width of the second perps is less, horizontal reinforcement can directly pass described contiguous block when running through between described seam wall, accelerates the construction speed of building.
Preferably, described in each, in the shear wall of end, be provided with a newel post, described in each, between seam, be provided with within the walls some for load-bearing and/or bear the sleeper of horizontal shear.Described newel post and described sleeper can be subject under horizontal force action at described shear wall, be no longer to take the shear strain of body of wall as main but take the flexural deformation of newel post and sleeper as main, originally the oblique crack on metope is replaced by the horizontal fracture of newel post and sleeper upper and lower end.The mechanical property that should be shear wall changes bending into by shearing, and elastic limit sidesway value strengthens, and ductility is improved, and elastoplasticity power consumption increases.
Preferably, the space in described the first perps except coupling beam is provided with filling, and the space in described the second perps except contiguous block is provided with filling.Described filling can be flexible material, can play cushioning effect better, and described ductility of sheer wall is increased.
Positive progressive effect of the present utility model is: shear wall of the present utility model can be arranged in reinforced concrete structure, and wall ductility is good, adopts building aseismicity performance of the present utility model and energy dissipation capacity obviously to strengthen.
Accompanying drawing explanation
Fig. 1 is the structural representation of the embodiment 1 of the utility model shear wall.
Fig. 2 is the sectional elevation of the embodiment 1 of the utility model shear wall.
Fig. 3 is the structural representation of the embodiment 6 of the utility model shear wall.
Fig. 4 is the sectional elevation of the embodiment 6 of the utility model shear wall.
Fig. 5 is the structural representation of the embodiment 7 of the utility model shear wall.
The specific embodiment
Lift a preferred embodiment below, and carry out by reference to the accompanying drawings the clearer the utility model that intactly illustrates.
Embodiment 1
In the present embodiment, referring to Fig. 1, Fig. 2, the utility model shear wall is for reinforced concrete structure, and described shear wall is between a floor, and the height of described shear wall is the height of a floor.Described shear wall comprises wall 12 between two end shear walls 11 and two seams, and between described seam, wall 12 is between described two end shear walls 11.Between described seam, the quantity of wall 12 is not limited only to two.
Described end shear wall 11 is major bearing structures, is provided with a newel post 13 described in each in end shear wall 11, and gravity can better bear in described newel post 13, also can bear part level load, and ductility of sheer wall is improved.Described in each, between seam, in wall 12, be provided with some sleeper for load-bearing, described sleeper can be subject under horizontal force action at described shear wall, be no longer to take the shear strain of body of wall as main but take the flexural deformation of sleeper as main, originally the oblique crack on metope is replaced by the horizontal fracture of sleeper upper and lower end.Because the mechanical property of shear wall changes bending into by shearing, elastic limit sidesway value strengthens, and ductility is improved, and elastoplasticity power consumption increases.
Between the described seam of described end shear wall 11 and vicinity, between wall 12, be provided with one first perps 14, the width of described the first perps 14 is 25mm.Between two adjacent described seams, between wall 12, be provided with the second perps 17, the width of described the second perps 17 is 5mm.More described the second perps 17 of described the first perps 14 is wide, described the first perps 14 can play better cushioning effect between wall 12 when being subject to level load between end shear wall 11 and seam, and wider perps energy dissipation capacity and ductility is better in the building of reinforced concrete structure.
In described the first perps 14, be horizontally set with three coupling beams 16, described coupling beam 16 adopts the dark support structure of intersection.Described coupling beam 16 is located in the first wider perps 14, in described coupling beam 16, horizontal reinforcement is not set, and adopts the dark support structure of intersection, makes described shear wall can bear more level load.Space in described the first perps 14 except coupling beam 16 is provided with filling.Described filling can be flexible material, can play cushioning effect better, and described ductility of sheer wall is increased.
When between seam, wall 12 is subject to level load, between seam, wall 12 produces a large amount of trickle diagonal cracks, the volume of concrete producing after cracking expands and makes between wall 12, to produce pressure between two adjacent seams, has limited the development of crack width, and described shear wall has played power consumption effect well.In described the second perps 17, be horizontally set with three for connecting the contiguous block 15 of wall 12 between adjacent two described seams, in described contiguous block 15, be provided with two horizontal reinforcements.Space in described the second perps 17 except contiguous block 15 is provided with filling.Described filling can be flexible material, can play cushioning effect better, and described ductility of sheer wall is increased.
Embodiment 2
The structure of the present embodiment is substantially the same manner as Example 2, and its difference is: the width of described the first perps is 100mm.The width of described the second perps is 10mm.Described coupling beam is on average arranged in described the first perps with identical spacing, between two adjacent coupling beams, with gypsum plank, fills, and described contiguous block is on average arranged in described the second perps with identical spacing, between two adjacent contiguous blocks, with gypsum plank, fills.
Embodiment 3
The structure of the present embodiment is substantially the same manner as Example 2, and its difference is: the width of described the first perps is 1000mm.The width of described the second perps is 25mm.
Embodiment 4
The structure of the present embodiment is substantially the same manner as Example 3, and its difference is: the width of described the first perps is 800mm.The width of described the second perps is 20mm.In the building of reinforced concrete structure, such width setting make the energy dissipation capacity of shear wall and ductility better.
Embodiment 5
The structure of the present embodiment is substantially the same manner as Example 4, and its difference is: the width of described the first perps is 600mm.The width of described the second perps is 15mm.In the building of reinforced concrete structure, such width setting make the energy dissipation capacity of shear wall and ductility better.
Embodiment 6
Referring to Fig. 3, Fig. 4, the structure of the present embodiment is substantially the same manner as Example 1, and its difference is: between every two adjacent described seams, between wall 12, be provided with the first perps 14, with the first perps 14, replace the second perps, the second perps is not set in described shear wall.The width of described the first perps 14 is 600mm.In described the first perps 14, be horizontally set with three coupling beams 16, described coupling beam 16 adopts the dark support structure of intersection.Described coupling beam 16 is located in the first wider perps 14, in described coupling beam 16, horizontal reinforcement is not set, and adopts the dark support structure of intersection, makes described shear wall can bear more level load.Space in described the first perps 14 except coupling beam 16 is provided with filling.Described filling can be flexible material, can play cushioning effect better, and described ductility of sheer wall is increased.
Embodiment 7
Referring to Fig. 5, the structure of the present embodiment is substantially the same manner as Example 6, and its difference is: described coupling beam 16 is arranged in described the first perps 14 with identical spacing.
Although more than described the specific embodiment of the present utility model, it will be understood by those of skill in the art that these only illustrate, protection domain of the present utility model is limited by appended claims.Those skilled in the art is not deviating under the prerequisite of principle of the present utility model and essence, can make various changes or modifications to these embodiments, but these changes and modification all fall into protection domain of the present utility model.
Claims (9)
1. a shear wall, it is characterized in that, described shear wall is for reinforced concrete structure, described shear wall comprises wall between two end shear walls and several seams, between described seam, wall is between described two end shear walls, between the described seam of described end shear wall and a vicinity, between wall, be provided with one first perps, the width of described the first perps is 25mm to 1000mm.
2. shear wall as claimed in claim 1, is characterized in that, the width of described the first perps is 100mm to 800mm.
3. shear wall as claimed in claim 1, is characterized in that, between every two adjacent described seams, between wall, is provided with one second perps.
4. shear wall as claimed in claim 3, is characterized in that, the width of described the second perps is 5mm to 25mm.
5. shear wall as claimed in claim 4, is characterized in that, the width of described the second perps is 10mm to 20mm.
6. shear wall as claimed in claim 3, is characterized in that, in described the first perps, has been horizontally set with some coupling beams, and described coupling beam adopts the dark support structure of intersection.
7. shear wall as claimed in claim 6, is characterized in that, is horizontally set with somely for connecting the contiguous block of wall between adjacent two described seams in described the second perps, is provided with at least one horizontal reinforcement in described contiguous block.
8. shear wall as claimed in claim 7, is characterized in that, is provided with a newel post described in each in the shear wall of end, is provided with within the walls some for load-bearing and/or bear the sleeper of horizontal shear described in each between seam.
9. shear wall as claimed in claim 7 or 8, is characterized in that, the space in described the first perps except coupling beam is provided with filling, and the interior space except contiguous block of described the second perps is provided with filling.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320375736.8U CN203403558U (en) | 2013-06-27 | 2013-06-27 | Shear wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320375736.8U CN203403558U (en) | 2013-06-27 | 2013-06-27 | Shear wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203403558U true CN203403558U (en) | 2014-01-22 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320375736.8U Expired - Fee Related CN203403558U (en) | 2013-06-27 | 2013-06-27 | Shear wall |
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| Country | Link |
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| CN (1) | CN203403558U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104179273A (en) * | 2014-09-15 | 2014-12-03 | 中国建筑股份有限公司 | A prefabricated monolithic concrete shear wall panel with openings at the bottom and multiple connecting beams |
| CN104294996A (en) * | 2014-09-28 | 2015-01-21 | 中国建筑股份有限公司 | A new type of prefabricated concrete shear wall panel with bottom opening and vertical joint energy dissipation device |
| CN106760850A (en) * | 2016-12-30 | 2017-05-31 | 北京工业大学 | Can assemble and the compound big energy-consuming seam type coupling beam system of replaceable type low-yield |
| WO2018196151A1 (en) * | 2017-04-28 | 2018-11-01 | 东南大学 | Prefabricated cavity-type perpend forming concrete shear wall |
-
2013
- 2013-06-27 CN CN201320375736.8U patent/CN203403558U/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104179273A (en) * | 2014-09-15 | 2014-12-03 | 中国建筑股份有限公司 | A prefabricated monolithic concrete shear wall panel with openings at the bottom and multiple connecting beams |
| CN104179273B (en) * | 2014-09-15 | 2016-08-24 | 中国建筑股份有限公司 | Bottom is opened hole and is contained integral concrete shear force wallboard of prefabrication assembly of many even roof beams |
| CN104294996A (en) * | 2014-09-28 | 2015-01-21 | 中国建筑股份有限公司 | A new type of prefabricated concrete shear wall panel with bottom opening and vertical joint energy dissipation device |
| CN104294996B (en) * | 2014-09-28 | 2016-07-13 | 中国建筑股份有限公司 | Precast concrete shear wall board with bottom hole and vertical joint energy dissipation device |
| CN106760850A (en) * | 2016-12-30 | 2017-05-31 | 北京工业大学 | Can assemble and the compound big energy-consuming seam type coupling beam system of replaceable type low-yield |
| WO2018196151A1 (en) * | 2017-04-28 | 2018-11-01 | 东南大学 | Prefabricated cavity-type perpend forming concrete shear wall |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140122 Termination date: 20200627 |