CN202416627U - Composite steel plate shear wall - Google Patents

Composite steel plate shear wall Download PDF

Info

Publication number
CN202416627U
CN202416627U CN2012200028041U CN201220002804U CN202416627U CN 202416627 U CN202416627 U CN 202416627U CN 2012200028041 U CN2012200028041 U CN 2012200028041U CN 201220002804 U CN201220002804 U CN 201220002804U CN 202416627 U CN202416627 U CN 202416627U
Authority
CN
China
Prior art keywords
steel plate
embedded
shear wall
steel
girt strip
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
CN2012200028041U
Other languages
Chinese (zh)
Inventor
田洁
颜智超
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.)
Xian University of Technology
Original Assignee
Xian University of Technology
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 Xian University of Technology filed Critical Xian University of Technology
Priority to CN2012200028041U priority Critical patent/CN202416627U/en
Application granted granted Critical
Publication of CN202416627U publication Critical patent/CN202416627U/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Images

Abstract

The utility model discloses a composite steel plate shear wall. The shear wall comprises a plurality of ribbed beams and a plurality of ribbed columns, wherein rectangular grid structures are formed by the ribbed beams and the ribbed columns and an embedded steel plate is disposed in each cell. The ribbed beams and the ribbed columns are made of reinforced concrete, steel reinforced concrete or all-steel material. The plurality of embedded steel plates are all made of ordinary low-carbon steel, high-strength steel, low yield point steel or low yield strength aluminum. The embedded steel plates are rectangular plates, rectangular plates with vertical gaps and round holes, X-shaped plate and strip plate. Ductility and rigidity of the steel plate shear wall can be adjusted conveniently by changing number of the gaps, aperture size, arc size and width of the steel plate, so that mechanical behavior of integral structure is improved and the composite steel plate shear wall is a superior seismic lateral force resistant member. The composite steel plate shear wall can prevent buckling of the steel plate, the embedded steel plate can be adjusted, is fine in seismic performance, convenient to install, steel-saving, low in cost and easy to implement, and is a novel lateral force resistant member for reinforced concrete structures, steel structures or other structures of high-rise buildings.

Description

A kind of composite steel plate shear wall
Technical field
The utility model belongs to the building structure aseismatic technical field, is specifically related to a kind of composite steel plate shear wall.
Background technology
Frame shear wall structure is a kind of form of structure that China extensively adopts.Traditional frame shear wall structure is to form with the reinforced concrete shear wall that reinforced concrete frame is equipped with some; Yet; A series of shake " Invest, Then Investigate " statistics in recent years show that reinforced concrete shear wall effect in opposing, when shaking doughtily is bad, and it is complete or most of the damage after shake; Can't keep in repair and reinforce, thereby increased considerably the earthquake reconstruction workload.For this reason; National developments such as the U.S., Japan and Canada the embedded steel plate shear force wall structure of a kind of novel anti side force structural system; It is that the embedded steel plate that in framework, is equipped with some forms, and embedded steel plate is only born along Vierendeel girder, post transfer shearing force, and does not bear the vertical load of structure.Research shows: general wind carry with little shake under, embedded steel plate can not produce permanent deformation, can return to original state after the shake; Under big shake effect, embedded steel plate is through self plastic strain absorption, dissipation seismic energy, thereby protects other members normally to use, and demonstrated fully the characteristics and the antidetonation superiority of energy-dissipating and shock-absorbing structure, is a kind of comparatively ideal structural system.
In reinforced concrete frame-shear wall structure, adopt embedded steel plate shear force wall to substitute initial stiffness, lateral force resistance, ductility and hysteresis performance etc. that reinforced concrete shear wall can improve structure.As a kind of new technology, in the high earthquake intensity of China area of providing fortification against earthquakes, embedded steel plate shear force wall has been applied to some new constructions and maintenance and reinforcement engineering in recent years, and the fact shows to have good effect.Embedded steel plate shear force wall has become a kind of high-rise lateral resisting system that has very much development prospect.
Traditional embedded steel plate shear force wall has slab shear wall, thin plate shear wall and several kinds of the steel plate walls of putting more energy into, and the slab shear wall has rigidity in the bigger elasticity primary face, and under big shake effect, has good ductility and stable hysteresis performance.The slab shear wall is born the side direction horizontal force through shearing resistance in the face, generally cripling can not take place, and also can not form bigger pull strap even the surrender post-buckling takes place, and is little to the degree of dependence of peripheral frame beam column.The maximum deficiency of slab wall is that steel quantity consumption reaches the cost height greatly, and development receives certain restriction.The thin plate shear wall can be saved steel using amount, but because its flakiness ratio is bigger, hour cripling just takes place in lateral force, and along with the increase gradually of lateral force forms pull strap in the steel plate wall diagonal; Pull strap is anchored on the steel plate wall periphery beam column member, and coupled columns can form additional bending moment.To the steel sheet wall, can be through stiffening rib being set to improve its stress performance and ductility.The great advantage that stiffening rib is set is to improve the elastic stiffness of thin plate, and it is had stablize full hysteresis loop, overcome " pinching " phenomenon of steel sheet hysteresis loop in elastic-plastic range.But to the embedded steel plate wall of putting more energy into; Because embedded steel plate is thinner, stiffening rib welds and " burns " embedded steel plate easily, and there is crackle inevitably in welding positions, defective such as is mingled with in a large number; Under reciprocating load; Crackle is prone to expansion rapidly and brittle fracture takes place very soon, has reduced the ductility of wallboard, and a large amount of stiffening ribs can increase cost.Publication number is that the patent text of CN1603536 discloses a kind of name and is called " the embedded steel plate shear force wall of anti-buckling energy-consumption "; Its formation is made up of embedded steel plate and both sides, front and back concrete cover, is connected through plain bolt or the prestressed high strength bolt that penetrates three-lane road between embedded steel plate and the concrete cover.Because concrete cover provides face to retrain outward to embedded steel plate, can prevent embedded steel plate flexing unstability effectively.But the elastic modulus difference of concrete and embedded steel plate is bigger; Satisfy the requirement of concrete cover restriction rigidity; The thickness of concrete cover tends to very big, and the area of shear wall big (general 3 meters high, 6 meters wide) causes the embedded steel plate shear force wall of anti-buckling energy-consumption from great in addition; Making, construction, transportation and difficult installation are difficult for implementing.Publication number is that the patent application text of CN101126253 discloses a kind of name and is called " the embedded steel plate shear force wall of partition block type sticking-free flection-proof ".Should the anti-embedded steel plate shear force wall of flexing be to divide peripheral constraint element concrete cover into some, to alleviate an above-mentioned difficult problem.But embedded steel plate is still a monoblock, and for guaranteeing that rigidity need increase many stiffening ribs in length and breadth again on the embedded steel plate between the concrete cover subregion.Therefore, partition block type sticking-free flection-proof steel plate shearing force wall still can not fundamentally solve the making construction and the transportation installation question of such body of wall.In sum, since existing technology exist mostly be prone to flexing unstability, difficulty of construction big, from great, cost is high, be difficult for subject matters such as enforcement, has influenced its applying in engineering reality.
The utility model content
The purpose of the utility model provides a kind of composite steel plate shear wall, can prevent the steel plate flexing, embedded steel plate scalable, and anti-seismic performance is good, and construction install convenience is saved steel, and cost is low, and is easy to implement.
The technical scheme that the utility model adopted is, a kind of composite steel plate shear wall is characterized in that, comprises a plurality of girt strips and rib post, and these a plurality of girt strips and rib post constitute the rectangle frame lattice structure, are provided with embedded steel plate in each sash; These a plurality of girt strips and rib post are processed by steel concrete, steel reinforced concrete or all steel; These a plurality of embedded steel plates are ordinary low-carbon steel Q235, high strength steel Q345, high strength steel Q390, high strength steel Q420, low-yield steel or low yield strength aluminium, and the yield strength of this low-yield steel is 100MPa, 160MPa or 225MPa.
The rectangle frame lattice structure is four rib posts, four girt strip structures, three rib posts, four girt strip structures or five rib posts, four girt strip structures; And wallboard thickness is 200mm~300mm; Said sash is of a size of 500mm~1000mm; The height dimension of each girt strip and rib post is 100mm~200mm, and the flakiness ratio of each embedded steel plate is not more than 250; The length dimension of four rib posts, four girt strip structure wallboards is 2.0m~3.6m; The length dimension of three rib posts, four girt strip structure wallboards is 1.3m~2.2m; The length dimension of five rib posts, four girt strip structure wallboards is 2.5m~4.5m., and the height dimension of these three kinds of wallboards is 2.5m~3.6m.
Further, each embedded steel plate is a rectangular slab.Perhaps, each embedded steel plate is for evenly having the rectangular slab of a plurality of perps, and the seam of each perps is wide to be 1mm~2mm.Perhaps, each embedded steel plate is for evenly having the rectangular slab of a plurality of circular ports, and circular port totally 5 is arranged 23, and the aperture is 20mm~40mm.The both sides up and down of each embedded steel plate or four peripheries all weld or pass through the high-strength bolt bolt and connecting on the steel plate; Be provided with embedded iron parts on corresponding girt strip or the rib post, each connects the steel plate welding or passes through the high-strength bolt bolt on the embedded iron parts of correspondence; Perhaps, be reserved with keyhole on corresponding girt strip or the rib post, each connects steel plate and is connected on the corresponding girt strip or rib post through high-strength punching bolt.
Perhaps, each embedded steel plate is a stripe board, and the width of stripe board is 1/3~1/2 of a sash width.The both sides up and down of each embedded steel plate are all welded or are being connected on the steel plate through the high-strength bolt bolt; Be provided with embedded iron parts on the corresponding girt strip, each connects the steel plate welding or passes through the high-strength bolt bolt on the embedded iron parts of correspondence; Perhaps, be reserved with keyhole on the corresponding girt strip, each connects steel plate and is connected on the corresponding girt strip with high-strength punching bolt.
Perhaps, each embedded steel plate is the X-shaped plate, and four limits of X-shaped plate are 1/4~1/2 circular arc.Hold pin all to weld or pass through the high-strength bolt bolt for four of each embedded steel plate connecting on the steel plate, be provided with embedded iron parts on the corresponding girt strip and the node of rib post, each connects the steel plate welding or passes through the high-strength bolt bolt on the embedded iron parts of correspondence.
The advantage of the utility model composite steel plate shear wall is:
(1) existing steel plate shear force wall must adopt steel plate or on thin plate, arrange a large amount of stiffening ribs in order to prevent steel plate flexing unstability, and is less economical.And the utility model composite steel plate shear wall is made up of the polylith steel plate of a plurality of little sashes and dispersed placement, and embedded plate size is less, adopts thin plate; Its stress performance just is similar to slab, can avoid the steel plate flexing, and need not establish stiffening rib again; Can save steel; Low from heavy and light, cost, have great engineering actual application value, and the quake-resistant safety property that improves structure is had great importance.
What (2) existing steel plate shear force wall used is the monoblock steel plate, and ductility, hysteresis performance, anti-side rigidity and the bearing capacity of wall body structure freely adjusted in inconvenience.The utility model is owing to use the polylith steel plate; Therefore through regulating form, material and the size of steel plate; Can easily adjust ductility, hysteresis performance, anti-side rigidity and the bearing capacity of wall body structure; Thereby improve the stress performance and the shock resistance of general frame structure, avoid frame construction under big shake effect, to collapse effectively.
((3) the utility model is prefabricated units, and embedded plate size is little, construction install convenience, and speed of application is fast.And it is convenient that the shake back is changed, repaired, and shake back rehabilitation expense is low.
(4) the material scope of applicable steel plate is big in the utility model, makes the wide practical engineering application prospect that the utlity model has.Especially can select the lower ordinary low-carbon steel Q235 of the most frequently used, the easiest acquisition and price for use, it both had been applicable to the bearing type shear wall, also was applicable to the energy-dissipating type shear wall.
(5) the utility model scope of application is extensive, can be used for framework, framework-shear wall, shear wall structure system.
Description of drawings
Fig. 1 is the scheme of installation of the utility model composite steel plate shear wall in frame construction;
Fig. 2 is the structural representation of the utility model composite steel plate shear wall, and wherein, Fig. 2 (a) is four rib posts, four girt strip structures, and 2 (b) are three rib posts, four girt strip structures, and Fig. 2 (c) is five rib posts, four girt strip structures, and Fig. 2 (d) is a longitdinal cross-section diagram;
Fig. 3 (a)-Fig. 3 (f) be the embedded steel plate in the utility model form be connected sketch map; Wherein, among Fig. 3 (a), embedded steel plate is for evenly having the rectangular slab of a plurality of perps, and link position is four peripheries; Among Fig. 3 (b), embedded steel plate is for evenly having the rectangular slab of a plurality of perps, link position be about both sides; Among Fig. 3 (c), embedded steel plate is for evenly having the rectangular slab of a plurality of circular ports, and link position is four peripheries; Among Fig. 3 (d), embedded steel plate is for evenly having the rectangular slab of a plurality of circular ports, link position be about both sides; Among Fig. 3 (e), embedded steel plate is the X-shaped plate, and link position is four end pin; Among Fig. 3 (f), embedded steel plate is a stripe board, and link position is both sides up and down.
Wherein, 1. girt strip, 2. rib post, 3. embedded steel plate, 4. Vierendeel girder, 5. frame column, 6. joint pin 7. connects steel plate, 8. connecting reinforcement, 9. embedded iron parts, 10. perps, 11. circular ports.
The specific embodiment
As shown in Figure 1, the utility model composite steel plate shear wall comprises a plurality of girt strips 1 and rib post 2, and a plurality of girt strips 1 constitute the rectangle frame lattice structure with rib post 2, are provided with embedded steel plate 3 in each sash.Girt strip 1 is processed by steel concrete, steel reinforced concrete or all steel with rib post 2.
The application of the utility model in frame construction be, with this composite steel plate shear wall of the utility model, or after being connected through joint pin 6 between a plurality of composite steel plate shear wall, is installed in the framework that is made up of Vierendeel girder 4 and frame column 5.Peripheral protruding a plurality of connecting reinforcements 8 of the utility model composite steel plate shear wall, and be connected with framework through this connecting reinforcement 8.Embedded steel plate 3 both sides can be filled and led up with lightweight foamed plastics piece and sash, and smear foam cement outward, or in the sash both sides surrounding layer are set, and surrounding layer is the compound batten of string, Thistle board, cement gypsum plate, selenite cement plate and various veneer.Vierendeel girder 4 is steel concrete, steel reinforced concrete or all steel with frame column 5 and joint pin 6.
According to function of use, the utility model composite steel plate shear wall is divided into two types of bearing type and energy-dissipating types.Bearing type composite steel plate shear wall only is used to prevent wallboard flexing unstability; Energy-dissipating type composite steel plate shear wall can guarantee not flexing of wallboard, can also guarantee the energy dissipation capacity after steel plate is surrendered.Therefore, when wallboard only is used to improve rigidity and the bearing capacity of structure, then can select bearing type composite steel plate shear wall for use, should confirm the wallboard bearing capacity according to the design performance target in the design.When wallboard should be used to improve the rigidity and the bearing capacity of structure, when being used for the power consumption member of structure again, then can select energy-dissipating type composite steel plate shear wall for use, should be able to guarantee in the design that wallboard is issued to surrender in middle shake.To energy-dissipating type composite steel plate shear wall; Between each embedded steel plate 3 and the sash and the yield displacement of sash and framework than smaller or equal to 2/3; Each embedded steel plate 3 compares more than or equal to 0.8 with the yield load of framework with sash, sash; Control destruction order thus and undertaken,, guarantee rational failure mode with classification dissipation seismic energy by the order of embedded steel plate 3, sash, framework.
To bearing type composite steel plate shear wall, embedded steel plate 3 uses ordinary low-carbon steel Q235, high strength steel Q345, high strength steel Q390 or high strength steel Q420.To energy-dissipating type composite steel plate shear wall, embedded steel plate 3 uses the low-yield steel, and the yield strength of said low-yield steel is 100MPa, 160MPa or 225MPa, or uses ordinary low-carbon steel Q235, low yield strength aluminium.
As shown in Figure 2, the utility model rectangle frame lattice structure is four rib posts, four girt strip structures, three rib posts, four girt strip structures or five rib posts, four girt strip structures.Wallboard thickness L7 is 200mm~300mm, and sash size L2 is 500mm~1000mm, and the height dimension L1 of each girt strip 1 and rib post 2 is 100mm~200mm, and the flakiness ratio of each embedded steel plate 3 is not more than 250.The length dimension L4 of four rib posts, four girt strip structure wallboards is 2.0m~3.6m; The length dimension L5 of three rib posts, four girt strip structure wallboards is 1.3m~2.2m; The length dimension L6 of five rib posts, four girt strip structure wallboards is 2.5m~4.5m., and the height dimension L3 of these three kinds of wallboards is 2.5m~3.6m.These three kinds of specification wallboards can carry out combination in any on demand, and connect with joint pin 6.
Shown in Fig. 3 (a)-Fig. 3 (f), embedded steel plate 3 uses rectangular slab.Perhaps, embedded steel plate 3 uses the rectangular slab that evenly has a plurality of perps 10, and the seam of each perps 10 is wide to be 1mm~2mm.Perhaps, embedded steel plate 3 uses the rectangular slab that evenly has a plurality of circular ports 11, totally 5 arrange 23 circular ports 11, and the aperture is 20mm~40mm.At this moment; The mounting means of embedded steel plate 3 in sash is: 1, the both sides up and down of each embedded steel plate 3 or four peripheries all weld or pass through the high-strength bolt bolt and connecting on the steel plate 7; Be provided with embedded iron parts 9 on corresponding girt strip 1 or the rib post 2, each connects steel plate 7 welding or passes through the high-strength bolt bolt on the embedded iron parts 9 of correspondence.2, the both sides up and down of each embedded steel plate 3 or four peripheries all weld or pass through the high-strength bolt bolt and connecting on the steel plate 7; Be reserved with keyhole on corresponding girt strip 1 or the rib post 2, each connects steel plate 7 and is connected on the corresponding girt strip 1 or rib post 2 through high-strength punching bolt.
Perhaps, embedded steel plate 3 uses stripe board, and the width of each stripe board is 1/3~1/2 of a sash width.At this moment; The mounting means of embedded steel plate 3 in sash is: 1, the both sides up and down of each embedded steel plate 3 are all welded or are being connected on the steel plate 7 through the high-strength bolt bolt; Be provided with embedded iron parts 9 on the corresponding girt strip 1, each connects steel plate 7 welding or passes through the high-strength bolt bolt on the embedded iron parts 9 of correspondence.2, the both sides up and down of each embedded steel plate 3 are all welded or are passed through the high-strength bolt bolt connecting on the steel plate 7, are reserved with keyhole on the corresponding girt strip 1, and each connects the high-strength punching bolt of steel plate 7 usefulness and is connected on the corresponding girt strip 1.
Perhaps, embedded steel plate 3 uses the X-shaped plate, and four limits of each X-shaped plate are 1/4~1/2 circular arc.At this moment; The mounting means of embedded steel plate 3 in sash is: four end pin of each embedded steel plate 3 all weld or are connecting on the steel plate 7 through the high-strength bolt bolt; Be provided with embedded iron parts 9 on the corresponding girt strip 1 and the node of rib post 2, each connects steel plate 7 welding or passes through the high-strength bolt bolt on the embedded iron parts of correspondence.
The utility model in use; The size of circular arc or the width of bar steel plate on the quantity of cracking on the rectangular steel plates through adjustment, the size of perforate aperture size, the X-shaped steel plate; Ductility, hysteresis performance, anti-side rigidity and the bearing capacity of composite steel plate shear wall be can regulate easily, thereby integrally-built stress performance and shock resistance improved.

Claims (10)

1. a composite steel plate shear wall is characterized in that, comprises a plurality of girt strips (1) and rib post (2), and said a plurality of girt strips (1) and rib post (2) constitute the rectangle frame lattice structure, are provided with embedded steel plate (3) in said each sash; Said a plurality of girt strip (1) and rib post (2) are processed by steel concrete, steel reinforced concrete or all steel; Said a plurality of embedded steel plates (3) are ordinary low-carbon steel Q235, high strength steel Q345, high strength steel Q390, high strength steel Q420, low-yield steel or low yield strength aluminium, and the yield strength of this low-yield steel is 100MPa, 160MPa or 225MPa.
2. according to the described composite steel plate shear wall of claim 1; It is characterized in that; Said rectangle frame lattice structure is four rib posts, four girt strip structures, three rib posts, four girt strip structures or five rib posts, four girt strip structures, and said wallboard thickness is 200mm~300mm, and said sash is of a size of 500mm~1000mm; The height dimension of said each girt strip (1) and rib post (2) is 100mm~200mm, and the flakiness ratio of said each embedded steel plate (3) is not more than 250; The length dimension of said four rib posts, four girt strip structure wallboards is 2.0m~3.6m; The length dimension of said three rib posts, four girt strip structure wallboards is 1.3m~2.2m; The length dimension of said five rib posts, four girt strip structure wallboards is 2.5m~4.5m., and the height dimension of these three kinds of wallboards is 2.5m~3.6m.
3. according to the described composite steel plate shear wall of claim 2, it is characterized in that said each embedded steel plate (3) is a rectangular slab.
4. according to the described composite steel plate shear wall of claim 2, it is characterized in that said each embedded steel plate (3) is for evenly having the rectangular slab of a plurality of perps (10), the seam of said each perps (10) is wide to be 1mm~2mm.
5. according to the described composite steel plate shear wall of claim 2, it is characterized in that said each embedded steel plate (3) is for evenly having the rectangular slab of a plurality of circular ports (11), said circular port (11) totally 5 is arranged 23, and the aperture is 20mm~40mm.
6. according to claim 3,4 or 5 described composite steel plate shear walls, it is characterized in that the both sides up and down of said each embedded steel plate (3) or four peripheries all weld or pass through the high-strength bolt bolt and connecting on the steel plate (7);
Be provided with embedded iron parts (9) on girt strip of said correspondence (1) or the rib post (2), said respectively connect steel plate (7) welding or through the high-strength bolt bolt on the embedded iron parts (9) of correspondence; Perhaps, be reserved with keyhole on girt strip of said correspondence (1) or the rib post (2), the said steel plate (7) that respectively connects is connected on the corresponding girt strip (1) or rib post (2) through high-strength punching bolt.
7. according to the described composite steel plate shear wall of claim 2, it is characterized in that said each embedded steel plate (3) is a stripe board, the width of said stripe board is 1/3~1/2 of a sash width.
8. according to the described composite steel plate shear wall of claim 7, it is characterized in that the both sides up and down of said each embedded steel plate (3) are all welded or connected on the steel plate (7) through the high-strength bolt bolt;
Be provided with embedded iron parts (9) on the girt strip of said correspondence (1), said respectively connect steel plate (7) welding or through the high-strength bolt bolt on the embedded iron parts (9) of correspondence; Perhaps, the girt strip of said correspondence is reserved with keyhole on (1), and the said steel plate (7) that respectively connects is connected on the corresponding girt strip (1) with high-strength punching bolt.
9. according to the described composite steel plate shear wall of claim 1, it is characterized in that said each embedded steel plate (3) is the X-shaped plate, four limits of said X-shaped plate are 1/4~1/2 circular arc.
10. according to the described composite steel plate shear wall of claim 9; It is characterized in that; Four end pin of said each embedded steel plate (3) all weld or connect on the steel plate (7) through the high-strength bolt bolt; Be provided with embedded iron parts (9) on the node of girt strip of said correspondence (1) and rib post (2), saidly respectively connect steel plate (7) welding or through high-strength bolt bolt (9) on the embedded iron parts of correspondence.
CN2012200028041U 2012-01-06 2012-01-06 Composite steel plate shear wall Expired - Fee Related CN202416627U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN2012200028041U CN202416627U (en) 2012-01-06 2012-01-06 Composite steel plate shear wall

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN2012200028041U CN202416627U (en) 2012-01-06 2012-01-06 Composite steel plate shear wall

Publications (1)

Publication Number Publication Date
CN202416627U true CN202416627U (en) 2012-09-05

Family

ID=46741406

Family Applications (1)

Application Number Title Priority Date Filing Date
CN2012200028041U Expired - Fee Related CN202416627U (en) 2012-01-06 2012-01-06 Composite steel plate shear wall

Country Status (1)

Country Link
CN (1) CN202416627U (en)

Cited By (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102535679A (en) * 2012-01-06 2012-07-04 西安理工大学 Shear wall with dense ribs and clad steel plates
CN103015566A (en) * 2012-12-19 2013-04-03 北京航空航天大学 Multiple-chamber type double steel plate concrete combined shear wall
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
CN106013518A (en) * 2016-06-03 2016-10-12 河海大学 Assembly type concrete column partially and externally wrapped by H-shaped steel and energy dissipation steel plate shear wall structure
CN112982738A (en) * 2021-03-16 2021-06-18 北京工业大学 Assembled multi-dimensional energy-consumption shear wall system containing multi-section yield steel pipe concrete flat column

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102535679A (en) * 2012-01-06 2012-07-04 西安理工大学 Shear wall with dense ribs and clad steel plates
CN102535679B (en) * 2012-01-06 2014-08-06 西安理工大学 Shear wall with dense ribs and clad steel plates
CN103015566A (en) * 2012-12-19 2013-04-03 北京航空航天大学 Multiple-chamber type double steel plate concrete combined shear wall
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
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
CN106013518A (en) * 2016-06-03 2016-10-12 河海大学 Assembly type concrete column partially and externally wrapped by H-shaped steel and energy dissipation steel plate shear wall structure
CN112982738A (en) * 2021-03-16 2021-06-18 北京工业大学 Assembled multi-dimensional energy-consumption shear wall system containing multi-section yield steel pipe concrete flat column
CN112982738B (en) * 2021-03-16 2022-07-22 北京工业大学 Assembled multi-dimensional energy-consumption shear wall system containing multi-section yield steel pipe concrete flat column

Similar Documents

Publication Publication Date Title
CN102535679B (en) Shear wall with dense ribs and clad steel plates
CN102296724B (en) Inclined double-layer folded plate steel plate shear wall
CN101245618A (en) Two-side-connection combined steel plate shearing force wall
CN106193435B (en) A kind of antinode core plate precast concrete assembled composite wall
CN202416627U (en) Composite steel plate shear wall
CN102912896B (en) Separate type steel plate shear force wall
CN206091045U (en) Antinode core precast concrete assembled composite wall
CN201826251U (en) Fast-assembly sectional type truss bridge made from composite materials
CN109667354B (en) Vertical energy dissipation seam connecting device of assembled shear force wall
CN202108133U (en) Double-Layer bent-plate steel-plate shear wall structure
CN103821257B (en) A kind of pre-stressed steel plate shear wall
CN104389364A (en) Profiled steel plate concrete reinforcing steel plate energy dissipation wall
CN108867939B (en) Buckling-restrained steel plate shear wall
CN202882166U (en) Distributed steel plate shear wall
CN101550727B (en) Node of connection of column and beam
CN103835400B (en) A kind of pre-stressed steel plate shear wall
CN202509667U (en) Combined steel bar truss floor bearing plate
CN203684526U (en) PBL stiffened rectangular steel tube concrete space truss
CN103835395B (en) A kind of prestressing force inclined double-layer folded plate steel plate shear wall
CN203821630U (en) Two-sided connection type low yield point steel plate shear wall
CN217556726U (en) Concrete box girder bridge reinforced structure based on FRP section bar
CN212104806U (en) Novel concrete-filled steel tube flange-corrugated web composite beam
CN210737907U (en) Steel-wood-concrete composite beam
CN104674972B (en) Assembled power consumption steel sheet shear force wall
CN103835394A (en) Prestress pored steel plate shear wall

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

Granted publication date: 20120905

Termination date: 20150106

EXPY Termination of patent right or utility model