CN102926484B - Cross reinforced steel plate buckling-preventing energy dissipation wall - Google Patents

Cross reinforced steel plate buckling-preventing energy dissipation wall Download PDF

Info

Publication number
CN102926484B
CN102926484B CN201210426339.9A CN201210426339A CN102926484B CN 102926484 B CN102926484 B CN 102926484B CN 201210426339 A CN201210426339 A CN 201210426339A CN 102926484 B CN102926484 B CN 102926484B
Authority
CN
China
Prior art keywords
steel plate
steel
plate
energy
reinforced
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Fee Related
Application number
CN201210426339.9A
Other languages
Chinese (zh)
Other versions
CN102926484A (en
Inventor
张延年
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shenyang Jianzhu University
Original Assignee
Shenyang Jianzhu University
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Shenyang Jianzhu University filed Critical Shenyang Jianzhu University
Priority to CN201210426339.9A priority Critical patent/CN102926484B/en
Publication of CN102926484A publication Critical patent/CN102926484A/en
Application granted granted Critical
Publication of CN102926484B publication Critical patent/CN102926484B/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The invention provides a cross reinforced steel plate buckling-preventing energy dissipation wall which mainly comprises a cross reinforced steel plate, an infilling steel plate, a bolt, a nut, a steel base plate, a steel column, a steel beam, an angle plate, a base plate, a screw hole and the like. The cross reinforced steel plate buckling-preventing energy dissipation wall is characterized in that the cross reinforced steel plate is in a cross shape and is respectively cut by four parabolic curves, and relative wider areas are formed on the cross points and in the four corners of the cross reinforced steel plate; and the cross reinforced steel plate is arranged at one side or both sides of the infilling steel plate. The cross reinforced steel plate buckling-preventing energy dissipation wall provided by the invention has the advantages of being higher in vertical rigidity and horizontal rigidity, improving the anti-seismic property of a steel plate shear wall, realizing that the steel plate shear wall and an energy dissipater are integrated into an integer and being widely used for the energy dissipation and vibration reduction of a steel structure and a reinforced concrete structure, has a series of superior characteristics of high bearing capacity, high lateral-resistant rigidity, high energy-dissipating capacity, and the like under seismic action and is a superior anti-seismic energy-dissipating component.

Description

Intersect and strengthen steel plate anti-buckling energy-consumption wall
Technical field
The present invention relates to a kind of Wasted-energy steel plate wall of building structure, the intersection that particularly relates to a kind of building structure is strengthened steel plate anti-buckling energy-consumption wall.
Background technology
Earthquake disaster has sudden and crushing, and the safety of human life, property in serious threat.Ruinous earthquake nearly thousand times occur in the world every year, and a violent earthquake can cause the economic loss of more than one hundred billion dollar, causes hundreds of thousands people death or serious disability.China is located in the world on two most active earthquake zones, is one of the most serious country that suffers disaster from an earthquake, and the casualties that earthquake causes occupies first place in the world, and economic loss is also very huge.In earthquake the considerable damage of building with collapse, be the immediate cause that causes earthquake disaster.When earthquake occurs, ground vibration causes the earthquake response of structure.Be fixed in the building structure on ground for basis, its reaction is along successively amplifying highly from top to bottom.Because the earthquake response (acceleration, speed or displacement) of works a part is excessive, the heavy damage of main body load-carrying members is even collapsed; Or although agent structure do not destroy, breaking-ups such as architectural coating, finishing or other non-structure accessory and cause heavy losses; Or indoor expensive instrument, damage of facilities cause serious loss or secondary disaster.For fear of the generation of above-mentioned disaster, people must control the earthquake response of structural system, and eliminate " amplifier " effect of structural system.
20 beginnings of the century, the computational methods that large gloomy professor Fang Ji of Japan proposes and the seismic coefficient method of helping wild sharp weapon doctor proposition are not all considered the dynamic characteristics of structure, people were referred to as the static(al) theory of seismic design afterwards, in order to resist earthquake, tend to adopt firm building structure more, i.e. " rigid structural system ", but this structural system is difficult to real realization, also uneconomical, only have the important building of only a few to adopt this structural system.Along with social development, building is more and more huger, complicated, and people have had higher requirement to the safety of building, and the target of setting up defences that therefore will reach expection in rational economic limit is more difficult, between safety and economy, people face dilemma.Secondly, to the understanding of earthquake not enough, predict thing earthquake response earthquake response actual with it also has certain distance to people, thereby the seismic measures of taking also not exclusively rationally.The people such as the breakthrough for the first time of antidetonation theoretical developments is in early 1950s, the M A Biot of the U.S. propose the reacting spectrum theory of seismic design.At this moment people start to consider the dynamic characteristics relation between earthquake motion and building, have proposed " ductility structural system ".Compare with method for designing the earliest, Ductility Design Method is with the thought of energy being carried out to " dredging ", and therefore it has certain science.But works will stop vibration reaction, must carry out power conversion or consumption.This Aseismic Structure System, damaging appears in admissible structure and supporting member (post, beam, node etc.) in earthquake, rely on the damage of structure and supporting member to consume most of energy, often cause structural element heavy damage in earthquake even to be collapsed, this be to a certain extent unreasonable be also unsafe.Along with social progress and expanding economy, people require also more and more higher to antidetonation shock attenuation, windproof, some important building (as memorial architecture, decorate expensive modern architecture and nuclear power station etc.) does not allow structural element to enter inelastic state, the application of " ductility structural system " is restricted day by day, and these all become reality that Structural Engineering technician faces and great problem.Various countries scholar is actively devoted to exploration and the research of new Aseismic Structure System, and within 1972, U.S. mat scholar Yao Zhiping (J T P Yao) professor of Chinese origin has clearly proposed the concept of vibration control of civil engineering structure for the first time.Yao thinks that the performance of structure can be controlled by control device, so that they under environmental load effect, can remain in the scope of an appointment, for guaranteeing safety, displacement structure needs restriction, considers from occupants's comfort aspect, and acceleration needs restriction.Vibration control of civil engineering structure can alleviate reaction and the damage accumulation of structure under the dynamic actions such as earthquake, wind, vehicle, wave, stream, ice effectively, effectively improves the shock resistance of structure and combats a natural disaster performance.Antidetonation theory has entered again a new developing stage like this.
Steel plate shear wall structure is the novel lateral resisting structure system of one growing up in the 70's of 20th century.Steel plate shear force wall is made up of embedded steel plate, vertical edges member (post) and horizontal edge member (beam), its holistic resistant behavior is similar to the vertical semi girder of bottom build-in, wherein vertical edges member is equivalent to flange of beam, embedded steel plate is equivalent to web, and horizontal edge member can Approximate Equivalent be transverse stiffener.Embedded steel plate can adopt without stiffening rib and the structural form that has stiffening rib.Under severe earthquake action, can make full use of the Post-Bucking Strength of steel plate without the steel plate shear force wall of putting more energy into, and there is good ductility and energy dissipation capacity.The steel plate shear force wall of putting more energy into can limit the outer flexing of plane of steel plate, thereby improves the flexing bearing capacity of structure, contributes to strengthen lateral deformation stiffness the convenient construction of structure under wind and little shake effect.The advantage such as compared with adding concrete shear wall structure system with traditional steel frame or steel frame, steel plate shear wall structure has thin thickness, fast and ductility is good from heavy and light, construction speed.Existing achievement in research and case history show, steel plate shear force wall is a kind of Lateral Resistant System very with development potentiality, is particularly useful for high-intensity earthquake set up defences highrise building and the seismic hardening in district.In the past few decades, various countries scholar has carried out the research of many tests and theoretical side to this structure.These researchs have all obtained common conclusion: this structural elasticity initial stiffness is high, displacement ductility is large, Hysteresis Behavior is stable.
At present the Wasted-energy steel plate wall of research and development has China Patent No. 200810034557.1 to disclose a kind of name to be called " high-rise vertical shearing energy-consuming steel plate wall structure system " patent of invention.
But some Wasted-energy steel plate walls easily produce flexing at present, also have the plasticity distribution of some Wasted-energy steel plate walls more concentrated, be unfavorable for power consumption, all need to be solved preferably.
Summary of the invention
1, goal of the invention:
The object of the present invention is to provide a kind of the intersection to strengthen steel plate anti-buckling energy-consumption wall, China starts late about the research of steel plate shear force wall, " Technical Specification for Steel Structure of Tall Buildings " annex four is about the calculating of steel plate wall, think only Under Lateral Loading of steel plate wall structure, design limit state using shearing elasticity buckling strength as steel plate wall, does not have to consider the problem in axial load effect lower steel plate wall flexing.The present invention intersects and strengthens steel plate anti-buckling energy-consumption wall and can effectively solve steel plate buckling problem, improves the energy dissipation capacity of structure.The power consumption effect that utilizes intersection to strengthen steel plate anti-buckling energy-consumption wall can reduce the earthquake response of building structure, and building structure is played a very good protection.
2, technical scheme:
A kind of intersection strengthened steel plate anti-buckling energy-consumption wall, comprise intersect strengthen steel plate, in fill out steel plate, bolt, nut, billet, steel column, girder steel, backing plate and screw, the reinforcement steel plate that intersects is cross-shaped, formed by 4 parabola cuttings respectively, in the crosspoint and the relatively roomy region of quadrangle one-tenth that intersect reinforcement steel plate, install to intersect in the interior one or both sides of filling out steel plate and strengthen steel plate, intersect strengthen steel plate with in to fill out steel plate with bolts, the two ends of backing plate with intersect reinforcement steel plate and contact.On backing plate or gusset is installed below.The bolt that intersection is strengthened the crosspoint, middle part of steel plate should not be less than 4; Four bights that intersection is strengthened steel plate are all connected with beam column, and the bolt that intersection is strengthened four bights of steel plate is no less than 3.Intersect and strengthen steel plate and backing plate stack pile.
3, advantage and beneficial effect:
Intersect and strengthen steel plate anti-buckling energy-consumption wall and there is larger vertical rigidity and horizontal rigidity, improved the anti-seismic performance of steel plate shear force wall, realized steel plate shear force wall and energy consumer unites two into one, can be widely used in the energy-dissipating and shock-absorbing of steel work and reinforced concrete structure.It has a series of superior characteristics such as under geological process, high, the anti-side rigidity of supporting capacity is large, energy dissipation capacity is strong, is a kind of superior energy dissipation member.
Brief description of the drawings
Fig. 1 is that the present invention intersects and strengthens steel plate anti-buckling energy-consumption wall floor map;
Fig. 2 is that the present invention strengthens steel plate anti-buckling energy-consumption wall floor map without the intersection in gusset situation;
Fig. 3 is Figure 1A-A generalized section.
In figure, 1 strengthens steel plate for intersecting; 2 fill out steel plate in being; 3 is bolt; 4 is nut; 5 is billet; 6 is steel column; 7 is girder steel; 8 is gusset; 9 is backing plate; 10 is screw.
Detailed description of the invention
Below in conjunction with technical scheme with reference to accompanying drawing, the present invention is described in detail.
The intersection that the present invention proposes is strengthened steel plate anti-buckling energy-consumption wall as shown in Fig. 1 ~ Fig. 2.
Whole device mainly by intersect strengthen steel plate 1, in fill out steel plate 2, bolt 3, nut 4, billet 5, steel column 6, girder steel 7, backing plate 9 and screw 10 etc. and form.
First according to engineering actual determine intersect strengthen steel plate 1 and in fill out steel plate 2 size, determine screwhole position.According to intersect strengthen steel plate 1 and in fill out steel plate 2 and determine backing plates 9 size.Adopt bolt 3, nut 4 and billet 5 by intersections reinforcement steel plate 1, in fill out steel plate 2 and be connected; Adopt again bolt by intersection strengthen steel plate 1, in fill out steel plate 2 and be arranged on girder steel and steel column.
A kind of intersection strengthened steel plate anti-buckling energy-consumption wall, comprise intersect strengthen steel plate 1, in fill out steel plate 2, bolt 3, nut 4, billet 5, steel column 6, girder steel 7, backing plate 9 and screw 10, the reinforcement steel plate 1 that intersects is cross-shaped, formed by 4 parabola cuttings respectively, in the crosspoint and the relatively roomy region of quadrangle one-tenth that intersect reinforcement steel plate 1, install to intersect in the interior one or both sides of filling out steel plate 2 and strengthen steel plate 1, intersect strengthen steel plate 1 with in to fill out steel plate 2 with bolts, the two ends of backing plate 9 with intersect reinforcement steel plate 1 and contact.The bolt 3 that intersection is strengthened the crosspoint, middle part of steel plate 1 should not be less than 4; Four bights that intersection is strengthened steel plate 1 are all connected with beam column, and the bolt 3 that intersection is strengthened four bights of steel plate 1 is no less than 3.Intersect and strengthen steel plate 1 and backing plate 9 stack piles.The reinforcement steel plate anti-buckling energy-consumption plate that intersects can be installed gusset 8.

Claims (1)

1. an intersection is strengthened steel plate anti-buckling energy-consumption wall, comprise intersecting and strengthen steel plate (1), inside fill out steel plate (2), bolt (3), nut (4), billet (5), steel column (6), girder steel (7), backing plate (9) and screw (10), it is characterized in that: the reinforcement steel plate (1) that intersects is cross-shaped, formed by 4 parabola cuttings respectively, in the crosspoint and the relatively roomy region of quadrangle one-tenth that intersect reinforcement steel plate (1), install to intersect in the interior one or both sides of filling out steel plate (2) and strengthen steel plate (1), intersect strengthen steel plate (1) with in to fill out steel plate (2) with bolts, the two ends of backing plate (9) with intersect strengthen steel plate (1) contact.
CN201210426339.9A 2012-10-31 2012-10-31 Cross reinforced steel plate buckling-preventing energy dissipation wall Expired - Fee Related CN102926484B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201210426339.9A CN102926484B (en) 2012-10-31 2012-10-31 Cross reinforced steel plate buckling-preventing energy dissipation wall

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201210426339.9A CN102926484B (en) 2012-10-31 2012-10-31 Cross reinforced steel plate buckling-preventing energy dissipation wall

Publications (2)

Publication Number Publication Date
CN102926484A CN102926484A (en) 2013-02-13
CN102926484B true CN102926484B (en) 2014-08-06

Family

ID=47641401

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201210426339.9A Expired - Fee Related CN102926484B (en) 2012-10-31 2012-10-31 Cross reinforced steel plate buckling-preventing energy dissipation wall

Country Status (1)

Country Link
CN (1) CN102926484B (en)

Families Citing this family (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103981997B (en) * 2014-05-12 2017-01-18 东南大学 Ribbed bamboo constraining shear plate
CN105275111A (en) * 2015-10-08 2016-01-27 东南大学 Prefabricated foamed aluminum composite damping energy dissipation wall device
CN105257005A (en) * 2015-11-05 2016-01-20 中国建筑第八工程局有限公司 Method for segmenting steel-structured transfer truss and segmented steel-structured transfer truss
CN112854542A (en) * 2020-12-31 2021-05-28 兰州理工大学 Steel plate shear wall structure with semi-wrapped concrete combined column and anchoring structure thereof

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2002106067A (en) * 2000-09-29 2002-04-10 Masaaki Futamura Bracing panel and construction method of wooden framework building using the same
CN200978486Y (en) * 2006-11-23 2007-11-21 孙国建 Scaffold for construction girders
CN101126254A (en) * 2007-09-28 2008-02-20 清华大学 Sticking-free stiffening rib steel plate shearing force wall
CN201144461Y (en) * 2008-01-09 2008-11-05 广西大学 Profiled bar connective girder with friction damping node
CN201358528Y (en) * 2008-12-19 2009-12-09 北京工业大学 Steel-truss-steel-plate combination shear wall
JP2010031472A (en) * 2008-07-25 2010-02-12 Nisshin Steel Co Ltd Steel plate-integrated bearing wall

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2002106067A (en) * 2000-09-29 2002-04-10 Masaaki Futamura Bracing panel and construction method of wooden framework building using the same
CN200978486Y (en) * 2006-11-23 2007-11-21 孙国建 Scaffold for construction girders
CN101126254A (en) * 2007-09-28 2008-02-20 清华大学 Sticking-free stiffening rib steel plate shearing force wall
CN201144461Y (en) * 2008-01-09 2008-11-05 广西大学 Profiled bar connective girder with friction damping node
JP2010031472A (en) * 2008-07-25 2010-02-12 Nisshin Steel Co Ltd Steel plate-integrated bearing wall
CN201358528Y (en) * 2008-12-19 2009-12-09 北京工业大学 Steel-truss-steel-plate combination shear wall

Also Published As

Publication number Publication date
CN102926484A (en) 2013-02-13

Similar Documents

Publication Publication Date Title
CN102926485A (en) Support double-layer steel plate buckling resisting energy dissipation wall
CN102912889A (en) Double-face inclined rib anti-buckling damping steel plate wall
CN102926484B (en) Cross reinforced steel plate buckling-preventing energy dissipation wall
CN104389364A (en) Profiled steel plate concrete reinforcing steel plate energy dissipation wall
CN102936931A (en) Partitioning hole-arrangement energy-consumption steel sheet wall
CN103437460B (en) Embedded steel frame concrete blast wall
CN105178476A (en) Steel plate energy-dissipating wall with internally reinforced steel cylinders
CN105649236B (en) Gravity type damping filling wall
CN102912897A (en) Partitioned buckling-restrained opening energy dissipation steel plate wall
CN205776905U (en) A kind of assembled power consumption frame-shear wall
Shivacharan et al. Optimum position of outrigger system for tall vertical irregularity structures
CN102433934A (en) Automatic-resetting multidirectional earthquake isolating bearing with C-type steel plates combined in form of Chinese character 'Mi'
CN105926809A (en) Reinforced constraint steel plate energy dissipation wall
CN102912896B (en) Separate type steel plate shear force wall
CN207244899U (en) A kind of horizontal corrugated steel shear wall
CN105332448A (en) Slidable profiled steel plate concrete constraint steel plate shear wall
Kogilgeri et al. A study on behaviour of outrigger system on high rise steel structure by varying outrigger depth
CN205776906U (en) One is put more energy into and is retrained steel plate power consumption wall
CN102912857A (en) Inner round platform frictional sliding isolation bearing
CN205153210U (en) Easy sliding pressure type steel plate concrete restraint steel sheet shear force wall
CN205024885U (en) Strengthen steel sheet power consumption wall in steel drum
CN204266410U (en) Steel plate power consumption wall strengthened by a kind of profiled sheet concrete
CN105926810A (en) Fabricated energy dissipation frame shear wall
Khanorkar et al. Outrigger and belt truss system for tall building to control deflection: A review
CN205153211U (en) That takes square entrance to a cave prevents bucking steel sheet shear force wall

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
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: 20140806

Termination date: 20161031