CN102828568A - Concrete shear wall with perpends - Google Patents
Concrete shear wall with perpends Download PDFInfo
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- CN102828568A CN102828568A CN2012103209414A CN201210320941A CN102828568A CN 102828568 A CN102828568 A CN 102828568A CN 2012103209414 A CN2012103209414 A CN 2012103209414A CN 201210320941 A CN201210320941 A CN 201210320941A CN 102828568 A CN102828568 A CN 102828568A
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Abstract
The invention discloses a concrete shear wall with perpends. The concrete shear wall with perpends is characterized by mainly comprising frame beams, frame posts, a reinforced concrete wall, a trapezoid corrugated steel plate shear part and a pre-embedded steel plate; the uniformly distributed perpends are preserved in the concrete shear wall and spaced with left and right frame posts; the reinforced concrete shear wall is at the position which is 1/2 height of each frame post along the vertical direction, divided into upper and lower parts by the trapezoid corrugated steel plate shear part, and respectively welded with fish plates welded on the upper and lower frame beams through the internal embedded steel plate and bolts; the trapezoid corrugated steel plate shear part is between the reinforced concrete walls at the upper and lower parts, and the upper and lower end parts of the trapezoid corrugated steel plate shear part and the end plate are welded into a whole body. The concrete shear wall with the perpends provided by the invention effectively prevents overlarge pressure of the shear wall board from damaging the drawability and energy-dissipating capacity in the construction and use processes, is accurate in stress, and is an excellent novel anti-lateral force component.
Description
Technical field
The present invention relates to a kind of novel band perps concrete shear force wall, belong to technical field of structural engineering.
Background technology
Frame shear wall structure is a kind of system of lateral resisting structure preferably, in high building structure, has obtained extensive use.Yet cast-in-place whole shear wall exist anti-side rigidity big, absorb seismic forces big, destroy be that brittle shear is destroyed and with the unmatched problem of ductility, rigidity of steel outside framework.1967, military rattan proposed " band perps shear wall " clearly, and applies it in the mansion of rosy clouds pass, has obtained good effect.Be ductility under the band perps concrete shear force wall lateral loads reasonable in design curved crush bad; Show stronger ductility distortion and energy dissipation capacity; Therefore be the good element of construction of a kind of anti-seismic performance, and have the Aseismic Structure System of multiple defence line with common formation of steel outside framework.
If but band perps concrete shear force wall can transmit a large amount of vertical forces, its wall limb possibly become compression member with small eccentricity, and ductility and anti-seismic performance significantly lower.Therefore as the key factor that influences wall ductility, want the ratio of axial compressive force to axial compressive ultimate capacity of section of strict check strap perps concrete shear force wall during design." high-rise civil building steel work tecnical regulations " (JGJ 99-98) regulation; In carrying out steel frame during the design of band perps concrete shear wall structure; Should follow the design principles of " band perps concrete shear force wall plate only bears the shearing that horizontal loading produces, and does not consider to bear the pressure that vertical load produces ".Yet, in existing standard or the rules concrete construction measure or suggestion not being proposed, the pressure of avoiding vertical load to produce is delivered to band perps concrete shear force wall.Countermeasure at present commonly used be treat main structure bind with most of vertical load apply finish after, accomplish wallboard again and be connected with the firm of peripheral frame, certainly will have influence on construction speed like this.And; Even the working measure that has adopted above-mentioned delay to install; Under lateral forces such as wind load and geological process, band perps concrete shear force wall plate will be born because the part vertical stress that overturning moment produces causes having a greatly reduced quality of ductility and energy dissipation capacity.
To the problem of above existence, the present invention proposes a kind of novel band perps concrete shear force wall, it is combined to form band perps concrete shear force wall by reinforced concrete wall through splice bar, pre-embedded steel slab and peg and ladder twists and turns steel plate shear key.Ladder twists and turns steel plate shear key be positioned at the frame column height 1/2 near; Be the inflection point place of normal tape perps concrete shear force wall plate, the existence of ladder twists and turns steel plate shear key does not influence the lateral force state (comparing with common indiscrete band perps concrete shear force wall plate up and down) of band perps concrete shear force wall plate; Because ladder twists and turns steel plate shear key is an integral body, the position of cracking between adjacent reinforced concrete wall is not broken off, and the ability of horizontal shear and unaffected is promptly transmitted in its shearing resistance.In this novel band perps concrete shear force wall; The vertical compression stiffness of laterally placing ladder twists and turns steel plate shear key very a little less than; Therefore can the commensurate structure construction and use in vertical deformation and do not bear excessive axial stress; Thereby weaken or eliminate the adverse effect of vertical axial stress, and can install synchronously with the construction of main structure body to band perps concrete shear force wall.In the lateral resisting system that novel band perps concrete shear force wall and peripheral steel frame are formed; The two stressed clear and definite of shear wall and framework: story shear distributes according to the anti-side rigidity ratio of the two; Shear wall slab only bears the effect of horizontal shear; Vertical load and overturning moment are all born by peripheral steel frame, help the conceptual Design of Earthquake Resistance of implementation structure like this.
Summary of the invention
The objective of the invention is to, avoid bearing excessive vertical load, a kind of high-effective concrete shear wall with good ductility and energy dissipation capacity, stressed clear and definite, flexible arrangement is provided with the perps concrete shear force wall.
A kind of novel band perps concrete shear force wall is characterized in that it is made up of Vierendeel girder, frame column, reinforced concrete wall, ladder twists and turns steel plate shear key, pre-embedded steel slab, peg, splice bar and end plate.Leave in the said concrete shear force wall and equally distributedly vertically crack, and leave at interval with left and right sides frame column.Said reinforced concrete wall vertically said frame column height 1/2 near; Be divided into two parts up and down by said ladder twists and turns steel plate shear key; Through its inner pre-embedded steel slab and peg, the splice bar of welding is welded to connect on setting a roof beam in place with upper and lower frames respectively.Said ladder twists and turns steel plate shear key between said up and down two-part reinforced concrete wall, the some and horizontal placement of quantity, promptly the setback direction of steel plate vertically, and the position of cracking between adjacent said reinforced concrete wall is not broken off.The upper and lower end parts of said ladder twists and turns steel plate shear key and said end plate be welded into integral body.Be welded with said peg on the another side of said end plate, and stretch in the reinforced concrete wall, be linked to be integral body with reinforced concrete wall, stressed jointly.
The novel band perps concrete shear force wall that the present invention proposes; The crack position of ladder twists and turns steel plate shear key between adjacent reinforced concrete wall do not broken off on the one hand; Form the shearing resistance connecting elements of an integral body; And be positioned at the frame column height 1/2 near, can transmit the horizontal shear between framework and the wallboard effectively.The vertical compression stiffness of laterally placing ladder twists and turns steel plate shear key on the other hand very a little less than; Can commensurate structure in construction and the use vertical deformation and do not bear excessive axial stress, thereby weaken or eliminate vertical axial stress being with the adverse effect of perps concrete shear force wall.In the lateral resisting system that said novel band perps concrete shear force wall and peripheral steel frame are formed; The two stressed clear and definite of shear wall and framework: story shear distributes according to the anti-side rigidity ratio of the two; Shear wall slab only bears the effect of horizontal shear, and vertical load and overturning moment are all born by peripheral steel frame.From construction and installation, said novel band perps concrete shear force wall can be installed with the construction of main structure body synchronously, has accelerated efficiency of construction; Because and can be provided with between the external surrounding frame trestle at interval, therefore more flexible on arranging; Reinforced concrete wall and upper and lower frames are set a roof beam in place and are welded to connect through pre-embedded steel slab and splice bar simultaneously, have avoided the bolt connection to need the problem of accurate contraposition.
Description of drawings
Fig. 1 is the elevational schematic view of novel band perps concrete shear force wall;
Fig. 2 is the A-A generalized section of novel band perps concrete shear force wall;
Fig. 3 is being connected of reinforced concrete wall and Vierendeel girder in the A-A section of novel band perps concrete shear force wall, and the detail drawing that is connected of reinforced concrete wall and ladder twists and turns steel plate shear key.
The specific embodiment
Below in conjunction with accompanying drawing 1～3, specify embodiment of the present invention.
As shown in the figure, a kind of novel band perps concrete shear force wall comprises with lower component:
1---Vierendeel girder;
2---frame column;
3---reinforced concrete wall;
4---ladder twists and turns steel plate shear key;
5---pre-embedded steel slab;
6---peg;
7---splice bar;
8---end plate;
9---perps;
10---reinforcing bar.
A kind of novel band perps concrete shear force wall that the present invention proposes is made up of Vierendeel girder (1), frame column (2), reinforced concrete wall (3), ladder twists and turns steel plate shear key (4), pre-embedded steel slab (5), peg (6), splice bar (7) and end plate (8).Be furnished with reinforcing bar (10) in the reinforced concrete wall (3), and open perps (9).
Leave in the said reinforced concrete shear wall (3) and equally distributedly vertically crack, and leave at interval with left and right sides frame column (2).Said reinforced concrete wall (3) vertically said frame column (2) height 1/2 near; Be divided into two parts up and down by said ladder twists and turns steel plate shear key (4); Through its inner pre-embedded steel slab (5) and peg (6), the splice bar (7) that welding is gone up in set a roof beam in place with upper and lower frames respectively (1) is welded to connect.Said ladder twists and turns steel plate shear key (4) is positioned at said up and down between the two-part reinforced concrete wall (3); Some and the horizontal placement of quantity; Be steel plate the setback direction vertically, and the position of cracking between adjacent said reinforced concrete wall (3) is continuous.The upper and lower end parts of said ladder twists and turns steel plate shear key (4) and said end plate (8) be welded into integral body.Be welded with said peg (6) on the another side of said end plate (8), and stretch in the said reinforced concrete shear wall (3), be linked to be integral body with reinforced concrete wall, stressed jointly.
In the design of said novel band perps concrete shear force wall, emphasis has following two aspects:
(1) thickness of slab of ladder twists and turns steel plate shear key, quantity, highly, and the wavelength of setback face and wave amplitude.Wherein, the selection of the wavelength of the height of shear key, setback face and wave amplitude is connected validity for the shearing resistance that guarantees ladder twists and turns steel plate shear key and the vertical deformation adaptive capacity is most important.Calculating shows that the height of shear key is more little, and it is good more that the wavelength of setback face is more little, more little its shearing resistance of wave amplitude connects validity, but the vertical deformation adaptive capacity reduces.Therefore, to weigh the stress performance of the level and vertical two aspects of ladder twists and turns steel plate shear key during design, choose the suitable parameters combination, to reach optimum performance.In addition, the maximum horizontal shearing that the thickness of slab of ladder twists and turns steel plate shear key, quantity mainly need be born by shear wall slab and confirming, and be complementary with the anti-side ability of said reinforced concrete wall.
(2) arrangement of reinforcement of reinforced concrete wall, and the design that connects plate such as splice bar, end plate and peg.In a kind of modified setback steel plate combined shear wall that the present invention proposes; Because the level of reinforced concrete wall is cut and is received curved characteristics and common perps concrete shear force wall near (difference only is not bear vertical load); Therefore the arrangement of reinforcement of concrete panel and connect plate accordingly such as splice bar, end plate and peg can design according to the general provision in the related specifications.
When making and installing, at first said splice bar (7) (1) welding of setting a roof beam in place with upper and lower frames in advance finishes.Transport the job site to after the band perps concrete shear force wall plate that said reinforced concrete wall (3) (comprising vertical internal rod), ladder twists and turns steel plate shear key (4), pre-embedded steel slab (5), peg (6) and end plate (8) are formed machines in factory, in the transportation to reinforce temporarily with the outer rigidity of the face that guarantees wallboard.Then, the splice bar (7) of attending bottom and the last welding of said Vierendeel girder (1) of said band perps concrete shear force wall plate adopts and is welded to connect.Produce the adverse effect of compressive stress to the anti-side performance of shear wall owing to need not to consider vertical deformation, therefore the installation of above-mentioned band perps concrete shear force wall plate can be carried out with agent structure such as framework simultaneously, has accelerated construction speed greatly.
Claims (6)
1. be with the perps concrete shear force wall for one kind; It is characterized in that it is made up of Vierendeel girder (1), frame column (2), reinforced concrete wall (3), ladder twists and turns steel plate shear key (4), pre-embedded steel slab (5), peg (6), splice bar (7) and end plate (8).
2. band perps concrete shear force wall according to claim 1 is characterized in that, leaves in the said reinforced concrete wall (3) equally distributedly vertically to crack, and leaves at interval with left and right sides frame column (2); Said reinforced concrete wall (3) is through its inner said pre-embedded steel slab (5) and peg (6), and the splice bar (8) with the last welding of said Vierendeel girder (1) up and down is welded to connect respectively.
3. band perps concrete shear force wall according to claim 1 is characterized in that, said reinforced concrete wall (3) is divided into two parts up and down vertically at 1/2 place of said frame column (2) height by said ladder twists and turns steel plate shear key (4).
4. band perps concrete shear force wall according to claim 1 is characterized in that, said ladder twists and turns steel plate shear key (4) is positioned between the said up and down two-part reinforced concrete wall (3), the some and horizontal placement of quantity.
5. band perps concrete shear force wall according to claim 1 is characterized in that the crack position of said ladder twists and turns steel plate shear key (4) between adjacent said reinforced concrete wall (3) is continuous.
6. band perps concrete shear force wall according to claim 1 is characterized in that, the upper and lower end parts of said ladder twists and turns steel plate shear key (4) and said end plate (9) be welded into integral body; Be welded with said peg (6) on the another side of said end plate (9), and stretch in the reinforced concrete wall (3), be linked to be integral body with reinforced concrete wall (3).
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| CN2012103209414A CN102828568A (en) | 2012-08-31 | 2012-08-31 | Concrete shear wall with perpends |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103397718A (en) * | 2013-07-23 | 2013-11-20 | 广州大学 | Buckling-restrained stiffened steel plate shear wall |
| CN103790262A (en) * | 2014-02-13 | 2014-05-14 | 智性科技南通有限公司 | Combination slit shear wall with replaceable energy dissipation steel plates |
| CN104032854A (en) * | 2014-05-15 | 2014-09-10 | 中国建筑股份有限公司 | Assembly-type T-shaped mixed coupled wall and construction method thereof |
| CN104032863A (en) * | 2014-05-15 | 2014-09-10 | 中国建筑股份有限公司 | Assembly-type linear mixed coupled wall and construction method thereof |
| CN104153486A (en) * | 2014-08-30 | 2014-11-19 | 刘家文 | Precast concrete wall component and connecting method |
| CN104563331A (en) * | 2014-12-26 | 2015-04-29 | 广州大学 | Load-bearing self-centering stiffened corrugated steel damping wall |
| CN105649230A (en) * | 2016-03-16 | 2016-06-08 | 福州大学 | Buckling-proof steel plate shear wall with end columns and construction method thereof |
| CN105649238A (en) * | 2016-03-12 | 2016-06-08 | 上海大学 | Assembly type prefabricated-steel-plate shear wall |
| CN105696723A (en) * | 2016-02-05 | 2016-06-22 | 中国建筑西南设计研究院有限公司 | Disjunction type few-reinforcement and non-through slotting concrete energy consumption partition and method for determining number of segments of wall after vertical joint forming |
| CN106284753A (en) * | 2016-08-15 | 2017-01-04 | 安徽鸿路钢结构(集团)股份有限公司 | Steel construction and the attachment structure of precast slab |
| CN106760849A (en) * | 2016-12-29 | 2017-05-31 | 天津大学 | Using the steel plate energy-consuming shear wall system preparation method of heat treatment reduction intensity |
| CN108362578A (en) * | 2018-03-15 | 2018-08-03 | 天津城建大学 | A kind of sheet metal shear capacity of studs test device |
| CN110219388A (en) * | 2019-06-29 | 2019-09-10 | 天津大学建筑设计研究院 | A kind of more limb combined shear wallboards of built-in steel plate |
| CN111945910A (en) * | 2020-07-20 | 2020-11-17 | 北京工业大学 | U-shaped steel plate damper with wave-folding vertical joints and suitable for side columns |
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Cited By (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103397718A (en) * | 2013-07-23 | 2013-11-20 | 广州大学 | Buckling-restrained stiffened steel plate shear wall |
| CN103790262A (en) * | 2014-02-13 | 2014-05-14 | 智性科技南通有限公司 | Combination slit shear wall with replaceable energy dissipation steel plates |
| CN103790262B (en) * | 2014-02-13 | 2015-10-28 | 智性科技南通有限公司 | A kind of changeable type Wasted-energy steel plate combines the shear wall that cracks |
| CN104032854A (en) * | 2014-05-15 | 2014-09-10 | 中国建筑股份有限公司 | Assembly-type T-shaped mixed coupled wall and construction method thereof |
| CN104032863A (en) * | 2014-05-15 | 2014-09-10 | 中国建筑股份有限公司 | Assembly-type linear mixed coupled wall and construction method thereof |
| CN104032854B (en) * | 2014-05-15 | 2016-08-24 | 中国建筑股份有限公司 | Assembled T-shaped mixing coupled wall and construction method thereof |
| CN104032863B (en) * | 2014-05-15 | 2016-06-15 | 中国建筑股份有限公司 | Assembled in-line mixing coupled wall and construction method thereof |
| CN104153486A (en) * | 2014-08-30 | 2014-11-19 | 刘家文 | Precast concrete wall component and connecting method |
| CN104563331A (en) * | 2014-12-26 | 2015-04-29 | 广州大学 | Load-bearing self-centering stiffened corrugated steel damping wall |
| CN104563331B (en) * | 2014-12-26 | 2016-10-05 | 广州大学 | A kind of can the Self-resetting of load-bearing put more energy into corrugated steel damping wall |
| CN105696723A (en) * | 2016-02-05 | 2016-06-22 | 中国建筑西南设计研究院有限公司 | Disjunction type few-reinforcement and non-through slotting concrete energy consumption partition and method for determining number of segments of wall after vertical joint forming |
| CN105649238A (en) * | 2016-03-12 | 2016-06-08 | 上海大学 | Assembly type prefabricated-steel-plate shear wall |
| CN105649238B (en) * | 2016-03-12 | 2018-10-30 | 上海大学 | A kind of prefabricated steel plate shear force wall |
| CN105649230A (en) * | 2016-03-16 | 2016-06-08 | 福州大学 | Buckling-proof steel plate shear wall with end columns and construction method thereof |
| CN105649230B (en) * | 2016-03-16 | 2017-12-08 | 福州大学 | The anti-buckling steel plate shear force wall and its construction method of newel post are set |
| CN106284753A (en) * | 2016-08-15 | 2017-01-04 | 安徽鸿路钢结构(集团)股份有限公司 | Steel construction and the attachment structure of precast slab |
| CN106760849A (en) * | 2016-12-29 | 2017-05-31 | 天津大学 | Using the steel plate energy-consuming shear wall system preparation method of heat treatment reduction intensity |
| CN108362578A (en) * | 2018-03-15 | 2018-08-03 | 天津城建大学 | A kind of sheet metal shear capacity of studs test device |
| CN108362578B (en) * | 2018-03-15 | 2024-04-26 | 天津城建大学 | Shear bearing capacity testing device for thin steel plate stud |
| CN110219388A (en) * | 2019-06-29 | 2019-09-10 | 天津大学建筑设计研究院 | A kind of more limb combined shear wallboards of built-in steel plate |
| CN111945910A (en) * | 2020-07-20 | 2020-11-17 | 北京工业大学 | U-shaped steel plate damper with wave-folding vertical joints and suitable for side columns |
| CN111945910B (en) * | 2020-07-20 | 2022-03-11 | 北京工业大学 | U-shaped steel plate damper with wave-folding vertical joints and suitable for side columns |
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Application publication date: 20121219 |