CN105908865A - Steel plate shear wall - Google Patents

Steel plate shear wall Download PDF

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Publication number
CN105908865A
CN105908865A CN201610431528.3A CN201610431528A CN105908865A CN 105908865 A CN105908865 A CN 105908865A CN 201610431528 A CN201610431528 A CN 201610431528A CN 105908865 A CN105908865 A CN 105908865A
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CN
China
Prior art keywords
steel plate
plate shear
shear force
bionical
honeycomb
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Pending
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CN201610431528.3A
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Chinese (zh)
Inventor
张晓明
陈锦祥
郭振胜
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Southeast University
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Southeast University
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Publication date
Application filed by Southeast University filed Critical Southeast University
Priority to CN201610431528.3A priority Critical patent/CN105908865A/en
Publication of CN105908865A publication Critical patent/CN105908865A/en
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/56Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
    • E04B2/562Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with fillings between the load-bearing elongated members

Abstract

The invention discloses a steel plate shear wall which comprises a shear wall body composed of two oppositely-arranged steel plates and a biomimetic core layer. The biomimetic core layer is a polygonal honeycomb, polygonal honeycomb cells are connected with the shear wall body through fasteners, and the polygonal honeycomb is composed of polygonal honeycomb cells mutually connected in a plane. The biomimetic steel plate shear wall can effectively improve the bending resistance performance, flexural properties, deformation energy-dissipating capacity under the earthquake action and other mechanical property indexes of the steel plates. An applicant conducts three-dimensional finite element analysis on the biomimetic steel plate shear wall structure, and the outside-plane flexural properties and deformation energy-dissipating capacity of the biomimetic steel plate shear wall are 1.8-2.3 times of the properties of traditional steel plate shear walls under the condition that two types of steel plate shear walls are equal in mass.

Description

A kind of steel plate shear force wall
Technical field
The present invention relates to a kind of steel plate shear force wall, belong to house architectural structure field.
Background technology
China starts at skyscraper from the eighties, particularly uses steel construction in high-rise building, and Tall Steel is tied Structure is compared with other structure, using function, design, construct and all have the most notable in terms of mixed economy Advantage, additionally, steel yield improve constantly with steel construction scientific research, design and fabrication and installation troop the most strong Also high-rise steel structure is made greatly to have bright prospect in the development of China.
At present, in high-rise steel structure through frequently with Lateral Resistant System mainly have mega-structure system, framework to tie Structure system, frame-support structure system, shear wall structure system, frame-shear wall structure system, frame prop up One shear wall structure system and tube structure system, and have a kind of common in above-mentioned rear four kinds of structural systems Structural elements-shear wall.
The ductile performance of steel plate shear force wall and Hysteresis Behavior are all preferable, and hysteretic loop is stable, and energy dissipation capacity is strong, shock resistance Can be superior;Compared with reinforced concrete shear wall, the size of steel plate shear force wall and deadweight are smaller, make in earthquake Low with lower dynamic load, save the space that structure takies and the burden reducing basis;Additionally, steel plate shearing Wall decreases the operation of formwork, saves the time of concrete coagulation, substantially reduces the duration, makes speed of application more Hurry up;It is connected the application in steel construction of the simple advantage also steel plate shear force wall to be provided with periphery steel-frame beam, post Preferably development prospect.In actual applications, in order to give full play to the performance of steel plate, ensure that hysteretic loop is full, make Pure shear yield failure can occur during steel plate shear force wall stress, it usually needs foot is set in steel plate shear force wall both sides Enough horizontal and vertical ribbed stiffeners, to ensure that steel plate does not occur complete buckling and cripling before surrender, this is big The complexity add greatly steel plate shear force wall design, manufacturing and constructing.Particularly produce during welding ribbed stiffener The deformation consumption that residual stress will largely affect under the stress performance of steel plate shear force wall, particularly geological process Can ability.Therefore, Novel bionic shear wall is should under the background having taken into full account existing steel plate shear force wall shortcoming Fortune and raw, on the one hand bionical steel plate shear force wall inhibits steel plate by self fabulous anti-plane flexural property outward Complete buckling and cripling, the purest bolt connects to make not exist in shear wall and is caused by welding Residual stress.And the grid layer of centre can fill heat preserving and insulating material to improve the environmental protection and energy saving index of building.
Summary of the invention
The technical problem to be solved is the deficiency existed for above-mentioned steel plate shear force wall, such as laterally Easy flexing or the high-strength residual stress that produced by welding under horizontal force action.Deposited by the honeycomb texture of some biologies Being fiber at pillar-its outer layer, sandwich layer is the inspiration of protein, extracts honeycomb-cylindrical structure model, and Verified by calculating, it is provided that a kind of bionical new steel plate shear wall that mechanical property is more excellent under equal in quality.
For solving above-mentioned technical problem, the technical solution used in the present invention is:
A kind of steel plate shear force wall, including the shear wall body being made up of two blocks of steel plates being oppositely arranged and bionical core Layer, it is characterised in that: described bionical sandwich layer is polygon honeycomb, and this polygon honeycomb grid is by fastening Part is connected with described shear wall body, and described polygon honeycomb is by the most interconnective polygon grid Lattice unit is constituted.
Described polygon honeycomb also includes connecting post, and this hollow connection post is positioned at interconnective polygon grid Between lattice unit, the limit that polygonal gird unit each two is adjacent is intersected on described connection post.
The end face of described connection post is concordant with the end face of the grid cell being connected post position.
Described connection post is hollow, and described securing member passes from connecting the hollow of post.
Described bionical steel plate shear force wall can pass through binding agent connection, one-shot forming, buckle-type connects or bolt connects Connect.
Described bionical honeycomb sandwich layer can pass through bonding agent connection, one-shot forming, buckle-type connects or bolt connects.
The cross section of hollow connection post is circular, tetragon or triangle.
At described steel plate near the side rolling decorative pattern of bionical sandwich layer.
Described bionical sandwich layer is internal fills insulation, heat-barrier material.
A kind of multifunctional steel-plate shear wall (the most bionical steel plate shearing with bionical core structure of the present invention Wall) be a kind of centre be polygon grid interlayer strengthening shear wall.Including both sides surface plate and intermediate layer lattice Grid.In all grid intersections, it is provided with centered by the line that crosses and polygon grid is fixed on one Cylinder, the end face of this cylinder is concordant with the end face of the polygonal gird of cylinder position and is connected, and grid The length of side of lattice and the diameter of inscribed circle all can change according to the demand of Practical Project.Polygon cell structure is permissible It is regular hexagon grid, it is also possible to be other polygons, and is formed by these grid close-packed arrays.Cellular it is A kind of version therein.From the foregoing, the sandwich clad steel being manufactured into the honeycomb texture with cylinder is cut Power wall, compared to conventional steel plates shear wall, can significantly improve it under transverse horizontal load and vertical uniform load q The outer anti-flexural property of plane and deformation behavior, be a kind of lightweight, that intensity is high biomimetic features.Actual On, its steel plate of steel plate shear force wall used in present Practical Project is the thinnest for beam column frame, easily There is flat out-of-plane buckling unstability.Even if the flexural property of clean steel plate can be improved by the way of welding ribbed stiffener, but Due to the high intensity residual stress produced during large-area welding so that steel plate shearing there will be local at weld by force Flexing, thus cause complete buckling.And the present invention can improve plane outer flexural property, the elasticity of thin-walled steel plate Deformation energy dissipation capacity under performance and geological process.Along with steel construction high-rise, high-rise and combinative structure Use, the present invention has the widest application prospect.
The present invention arranges bionical honeycomb interlayer between the sheet metal of both sides, and this structure plays three below invigoration effect: 1, this pillar-honeycomb sandwich construction has the outer flexural property of more preferable plane relative to isopyknic thin-walled honeycomb plate; 2, sandwich adds the flat out of plane constraint of two panels, enhances the outer flexural property of plane of panel itself; 3, sandwich has thin-walled column and honeycomb, has fabulous deformability under horizontal force action, Can be dissipated most seismic energy, it is ensured that agent structure is not destroyed.4, this bionical steel plate shear force wall foundation Fabricated construction thought, it is not necessary to Site Welding, can avoid welding residual stress and reduce engineering time and work Sequence.5, described both sides steel plate is surface plate, and about 1/3 that thickness is the use of present Practical Project.
The bionical steel plate shear force wall of the present invention can be effectively improved the anti-bending strength of steel plate, flexural property and earthquake and make Every mechanical performance indexs such as the deformation energy dissipation capacity under with.Above-mentioned bionical steel plate shear wall structure is entered by applicant Row Three-D limited element resolution obtains, under conditions of two kinds of steel plate shear force walls are identical in quality, bionical steel plate shear force wall The outer flexural property of plane and deformation energy dissipation capacity are conventional steel plates shear walls 1.8-2.3 times.
Accompanying drawing explanation
Fig. 1 is overall structure schematic diagram of the present invention, and wherein a is front view, and b is the A-A sectional view of a;
Fig. 2 is this bright inventive structure schematic diagram;
Fig. 3 is the structural representation of Fig. 2 center core layer and side panel;
Fig. 4 scale diagrams of the present invention (Fig. 3 top view);
Fig. 5 is that bionical steel plate shear force wall sandwich layer assembles schematic diagram;
Fig. 6 is that schematic diagram joined by bionical steel plate shear force wall dress both sides steel plate;
Fig. 7 loads schematic diagram for simulation flexing unstability;
Fig. 8 is steel plate shear force wall the first buckling mode deformation pattern;
Wherein (a) bionical steel plate shear force wall, (b) pure steel plate shear force wall
Fig. 9 is the load-displacement curve of steel plate shear force wall the first rank buckling mode.
Wherein: 1 is bionical steel plate shear force wall both sides steel plates;2 is bionical sandwich layer;3 is top edge Vierendeel girder;4 For lower limb Vierendeel girder;5 is left frame trestle;6 is correct frame post;7,8 is angle cleat;9,10 be with Semicircular polygon grid;11 is connecting bolt;12 is panel bolts hole;13 is both sides panel and middle imitative The connecting bolt of raw sandwich layer.
Detailed description of the invention
Below in conjunction with the accompanying drawings, the present invention is elaborated:
Shown in Fig. 1, honeycomb sandwich panel of the present invention, outside it, it is provided with top edge Vierendeel girder 3, lower limb frame Set a roof beam in place 4, left frame trestle 5 and correct frame post 6.Honeycomb sandwich panel includes A, B side panel 1, middle imitating Raw sandwich layer 2.In the present embodiment, honeycomb is regular hexagon grid, and each limit of regular hexagon grid is Honeycomb wall.Planar, all adjacent regular hexagons all have a common edge, all adjacent regular hexagons all to have Two public points, the two public point is positioned at the two ends of common edge, at two public points of adjacent two grids On be provided with centered by this end points and be distributed in the cylinder in three hexagonal grids with this end points as intersection point Structure, the end face of this cylinder is concordant with the end face of the hexagonal grid being connected, and the grid length of side and inscribed circle diameter Can change according to the demand of Practical Project.
A kind of bionical steel plate shear force wall, including both sides steel plate and the honeycomb of centre, described honeycomb is Polygon grid, such as hexagon, tetragon and triangle.Adjacent two grids have a common edge, and it is special Levy and be: in all grid intersections, be provided with centered by the line that crosses and polygon grid is fixed on one The cylinder of body, the end face of this cylinder is concordant with the end face of the polygonal gird of cylinder position and is connected.
The length of side of described honeycomb grid and the diameter of inscribed circle all can change according to the demand of Practical Project, foundation Cripling for both sides steel plate is no earlier than the complete buckling of steel plate shear force wall.
Described bionical steel plate shear force wall divides shear wall grade according to the seismic fortification intensity of location, each etc. Level has its vertical load that can bear, horizontal loading and shock resistance, unit in charge of construction and designing unit to depend on Choose according to the seismic fortification intensity of the location of building.Special stressing conditions can specifically customize.
Described bionical steel plate shear force wall can pass through binding agent connection, one-shot forming, buckle-type connects or bolt connects Connect.
Described bionical honeycomb sandwich layer can pass through bonding agent connection, one-shot forming, buckle-type connects or bolt connects.
Described monoblock steel plate shear force wall is according to fabricated construction thought, it is not necessary to Site Welding, and welding can be avoided to produce Raw high-strength residual stress and reduce engineering time and operation.
The keriotheca of described both sides steel plate and centre can be prefabricated in producer, and transport is spliced with bolt behind scene.
Described both sides steel plate is surface plate, and about 1/3 that thickness is the use of present Practical Project.
Described both sides steel plate near sandwich layer side rolling decorative pattern to increase frictional force.
Heat preserving and insulating material is filled, to meet different function needs in described bionical steel plate shear force wall interlayer.
The concrete assembling implementation of the bionical steel plate shear force wall of the present invention is as follows:
Bionical steel plate shear force wall model schematic and detail structure such as Fig. 1, shown in 2,3,4.This specification according to Conventional building shear wall size and stressing conditions, reserve both sides steel according to the seismic fortification intensity of location The bolt hole spacing of plate and interlayer.The first step will press Fig. 5 with the polygon grid of semicircular unit by bolt Shown in be connected with install (bionical honeycomb sandwich layer has multiple processing technology, and this detailed description of the invention provides only one Plant as example, it is also possible to by modes such as bonding agent connection, one-shot forming, buckle-type connections);Second step By bolt, both sides A, B Interal fixation, assembling process are shown in Fig. 6;Respective members is transported to construction by the 3rd step It is attached with Vierendeel girder, post behind scene.
By the bionical steel plate shear force wall of finite element software sunykatuib analysis and conventional pure steel plate shear force wall in this specification Flexural property the superiority of bionical steel plate shear force wall is described.Bionical steel plate shear force wall size in this specification Arranging according to the Commonly Used Size in building shear wall, using material is Q335B steel.Detailed dimensions is shown in Table 1.Mould Type 1 is bionical steel plate shear force wall relative dimensions.Wherein R, r make a comment or criticism hexagon inscribed circle radius, pillar respectively Radius;T, t refer to both sides steel plate thickness, honeycomb core layer thickness respectively;H, h refer to bionical steel plate shear force wall respectively Integral thickness and sandwich layer height;B, L refer to width and the height of shear wall respectively.Model 2 is pure steel plate shear force wall. The quality of above two steel plate shear force wall is the most identical with volume.
Table 1 shear wall size (unit mm)
Version R t r T h L B H
Model 1 200 2 80 2.16 100 3000 4500 104.16
Model 2 0 0 0 0 0 3000 4500 6
The problem that there's almost no vertical load bearing capacity due to existing steel plate shear force wall.More destruction Cross thin due to steel plate shear force wall and cause the flexing unstability under horizontal lateral forces.Therefore non-linear merit is used Bionical steel plate shear force wall (model 1) and clean steel plate are cut by finite element analysis software ABAQUS that can be the most powerful Power wall (model 2) carries out flexing simulation.By shear wall is applied unit level power effect, analyze and obtain two Plant steel plate shear force wall buckling mode under horizontal loads.In various buckling modes, the first rank flexing mould State is the unstability mode being easiest to occur.Therefore bionical steel plate is described by comparing the first rank flexing instability modes Flexural property between shear wall and pure steel plate shear force wall, and illustrate two kinds by corresponding load-displacement curve Steel plate shear force wall difference on deformity out of plane and energy dissipation capacity.Two have been ensured when steel plate shear force wall models Plant shear wall volume identical, so above-mentioned flexural property index is in two kinds of shear wall homogenous quantities, the feelings of same volume Comparing under condition, other factors are the most identical, therefore have more representativeness.
(see Fig. 7 stress model) is resolved by ABAQUS, to applying horizontal force action on the left of steel plate shear force wall, Affixed constraint is used on the right side of it.Take the first rank buckling mode respectively as shown in Figure 8, take load-displacement curve such as Shown in Fig. 9.
Table 2 shear wall flexing analog data
Version R t r T h L B H FBullet(KN) FPole(KN)
Model 1 200 2 80 2.2 100 3000 4500 104.2 28.49 51.12
Model 2 0 0 0 0 0 3000 4500 6 15.02 21.55
Fig. 9 is the load-displacement curve that finite element software obtains.By Tu Ke get, the lotus of two kinds of steel plate shear force walls Load-displacement curve can be divided into three phases.First stage is elastic deformation stage, this stage slope of curve K table Levy the size of shear wall opposing deformity out of plane ability, and calculate each curve elastic stage slope K with this1, K2And K1It is K21.86 times;Second stage is the elastic-plastic deformation stage, and this stage steel plate shear force wall is by elastic deformation The most excessive to plastic deformation;Phase III is the plastic deformation stage.Bionical steel plate shear force wall is entering plastic deformation Afterwards, bearing capacity the most slightly rises, and pure steel plate shear force wall is then horizontal linear.The most bionical novel Steel plate shear force wall or pure steel plate shear force wall, under geological process, why it can be main by deformation power consumption It is owing to structure enters plastic deformation.Second, three stages were the elastic-plastic deformation stage, were also steel plate shear force walls The main power consumption stage.Abscissa displacement in Fig. 9 and two kinds of steel plate shear force walls of the product representation of vertical coordinate load At the size of elastic-plastic phase earthquake energy, respectively W1, W2, the most above-mentioned two class steel plate shear force walls Two, the area that three stages and abscissa are formed.It is approximately 1.9 times of W2 by W1 can be obtained by calculating.Mean The deformation energy dissipation capacity that bionical steel plate shear force wall has after entering elastic-plastic deformation is pure steel plate shear force wall 1.9 again.Therefore such steel plate shear force wall (anti-fatigue ability, non-deformability, supports in performance kinetically The ability etc. of anti-vibration load) performance of brilliance will be had.

Claims (9)

1. a steel plate shear force wall, including the shear wall body being made up of two blocks of steel plates being oppositely arranged and bionical sandwich layer, it is characterized in that: described bionical sandwich layer is polygon honeycomb, this polygon honeycomb grid is connected with described shear wall body by securing member, and described polygon honeycomb is made up of the most interconnective polygonal gird unit.
Steel plate shear force wall the most according to claim 1, it is characterized in that: described polygon honeycomb also includes connecting post, this hollow connection post is between interconnective polygonal gird unit, and the limit that polygonal gird unit each two is adjacent is intersected on described connection post.
Steel plate shear force wall the most according to claim 2, it is characterised in that: the end face of described connection post is concordant with the end face of the grid cell being connected post position.
Steel plate shear force wall the most according to claim 3, it is characterised in that: described connection post is hollow, and described securing member passes from connecting the hollow of post.
Steel plate shear force wall the most according to claim 1, it is characterised in that: described bionical steel plate shear force wall can pass through binding agent connection, one-shot forming, buckle-type connects or bolt connects.
Steel plate shear force wall the most according to claim 2, it is characterised in that: described bionical honeycomb sandwich layer can pass through bonding agent connection, one-shot forming, buckle-type connects or bolt connects.
Steel plate shear force wall the most according to claim 4, it is characterised in that: the cross section of hollow connection post is circular, tetragon or triangle.
Bionical steel plate shear force wall the most according to claim 1, it is characterised in that: at described steel plate near the side rolling decorative pattern of bionical sandwich layer.
Bionical steel plate shear force wall the most according to claim 1, it is characterised in that: described bionical sandwich layer is internal fills insulation, heat-barrier material.
CN201610431528.3A 2016-06-15 2016-06-15 Steel plate shear wall Pending CN105908865A (en)

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Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107575034A (en) * 2017-08-25 2018-01-12 上海建工集团股份有限公司 A kind of corner structure and construction method of steel platform formwork system bottom steel crossbeam
CN110878595A (en) * 2019-11-19 2020-03-13 中煤第三建设(集团)有限责任公司 Anti-cracking anti-seismic hollow floor hollow body
CN111042385A (en) * 2019-12-29 2020-04-21 北京工业大学 Assembled double-layer steel plate combined shear wall
CN111980218A (en) * 2020-08-04 2020-11-24 中国建筑标准设计研究院有限公司 Assembled out-of-plane constraint energy dissipation steel plate shear wall frame and construction method thereof
CN111980214A (en) * 2020-08-04 2020-11-24 中国建筑标准设计研究院有限公司 Out-of-plane constraint energy dissipation steel plate shear wall with annular damper and construction method thereof
CN111980215A (en) * 2020-08-04 2020-11-24 中国建筑标准设计研究院有限公司 Assembled energy-consumption steel plate shear wall frame with annular damper and construction method thereof
CN111980216A (en) * 2020-08-04 2020-11-24 中国建筑标准设计研究院有限公司 Energy-consuming steel plate shear wall with annular damper
WO2021042796A1 (en) * 2019-09-06 2021-03-11 青岛理工大学 Determining method for optimal arrangement of circular tube supports for steel silo composite shear wall

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JPH0754425A (en) * 1993-08-12 1995-02-28 Kajima Corp Sc earthquake resisting wall
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CN103821261A (en) * 2014-03-11 2014-05-28 北京工业大学 Assembly honeycomb steel plate shear wall
CN104343199A (en) * 2013-08-07 2015-02-11 天津嘉源新型建材有限公司 Non-bearing wall framework body
CN105398100A (en) * 2015-12-23 2016-03-16 东南大学 Honeycomb sandwich panel
CN105507457A (en) * 2016-02-04 2016-04-20 东南大学 Two-side connection assembly type creased steel plate shear wall with plastic hinge guiding mechanism
CN205804691U (en) * 2016-06-15 2016-12-14 东南大学 A kind of steel plate shear force wall

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JPH0754425A (en) * 1993-08-12 1995-02-28 Kajima Corp Sc earthquake resisting wall
CN102296725A (en) * 2011-06-01 2011-12-28 西安建筑科技大学 Honeycombed section steel plate shear wall
CN104343199A (en) * 2013-08-07 2015-02-11 天津嘉源新型建材有限公司 Non-bearing wall framework body
CN103821261A (en) * 2014-03-11 2014-05-28 北京工业大学 Assembly honeycomb steel plate shear wall
CN105398100A (en) * 2015-12-23 2016-03-16 东南大学 Honeycomb sandwich panel
CN105507457A (en) * 2016-02-04 2016-04-20 东南大学 Two-side connection assembly type creased steel plate shear wall with plastic hinge guiding mechanism
CN205804691U (en) * 2016-06-15 2016-12-14 东南大学 A kind of steel plate shear force wall

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107575034A (en) * 2017-08-25 2018-01-12 上海建工集团股份有限公司 A kind of corner structure and construction method of steel platform formwork system bottom steel crossbeam
WO2021042796A1 (en) * 2019-09-06 2021-03-11 青岛理工大学 Determining method for optimal arrangement of circular tube supports for steel silo composite shear wall
CN110878595A (en) * 2019-11-19 2020-03-13 中煤第三建设(集团)有限责任公司 Anti-cracking anti-seismic hollow floor hollow body
CN111042385A (en) * 2019-12-29 2020-04-21 北京工业大学 Assembled double-layer steel plate combined shear wall
CN111980218A (en) * 2020-08-04 2020-11-24 中国建筑标准设计研究院有限公司 Assembled out-of-plane constraint energy dissipation steel plate shear wall frame and construction method thereof
CN111980214A (en) * 2020-08-04 2020-11-24 中国建筑标准设计研究院有限公司 Out-of-plane constraint energy dissipation steel plate shear wall with annular damper and construction method thereof
CN111980215A (en) * 2020-08-04 2020-11-24 中国建筑标准设计研究院有限公司 Assembled energy-consumption steel plate shear wall frame with annular damper and construction method thereof
CN111980216A (en) * 2020-08-04 2020-11-24 中国建筑标准设计研究院有限公司 Energy-consuming steel plate shear wall with annular damper

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Application publication date: 20160831