CN110748040A - Out-of-plane buckling deformation resistant slotted energy dissipation shear wall - Google Patents
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- CN110748040A CN110748040A CN201911005618.6A CN201911005618A CN110748040A CN 110748040 A CN110748040 A CN 110748040A CN 201911005618 A CN201911005618 A CN 201911005618A CN 110748040 A CN110748040 A CN 110748040A
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- 230000021715 photosynthesis, light harvesting Effects 0.000 title claims description 73
- 229910000831 Steel Inorganic materials 0.000 claims description 41
- 239000010959 steel Substances 0.000 claims description 41
- 239000004567 concrete Substances 0.000 claims description 32
- 239000000463 material Substances 0.000 claims description 5
- 238000003466 welding Methods 0.000 claims description 3
- 238000003754 machining Methods 0.000 claims 1
- 238000005452 bending Methods 0.000 abstract description 5
- 230000000452 restraining effect Effects 0.000 abstract description 2
- 238000012360 testing method Methods 0.000 description 36
- 238000005265 energy consumption Methods 0.000 description 8
- 238000006073 displacement reaction Methods 0.000 description 7
- 229910001209 Low-carbon steel Inorganic materials 0.000 description 6
- 238000013461 design Methods 0.000 description 5
- 239000006096 absorbing agent Substances 0.000 description 4
- 230000007547 defect Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000011150 reinforced concrete Substances 0.000 description 3
- 238000005336 cracking Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000011159 matrix material Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
Abstract
The invention discloses an out-of-plane buckling deformation resistant slotted energy-consuming shear wall, which comprises a plurality of shear wall modules arranged in an array, wherein an edge node restraining module is arranged between the shear wall module at the upper end and the shear wall module at the lower end, an energy-consuming module is arranged between the shear wall module at the left end and the shear wall module at the right end, each energy-consuming module comprises a biconical energy dissipater and end plates arranged at two ends of the biconical energy dissipater, each end plate is respectively arranged on the shear wall modules at two sides, the out-of-plane buckling deformation resistant slotted energy-consuming shear wall is made into the energy-consuming module by adopting the biconical energy dissipater, the biconical energy dissipater can buckle and consume energy on any deformation, the energy-consuming requirements under the action of a multidimensional earthquake can be met, the energy-consuming module consumes energy along with the bending deformation of the shear wall, the out-of-plane buckling deformation condition, effectively improving the anti-seismic performance of the structure.
Description
Technical Field
The invention relates to the field of earthquake-resistant structural systems of constructional engineering, in particular to an out-of-plane buckling deformation resistant slotted energy-dissipation shear wall.
Background
The energy dissipation shear wall structure is a structure system containing a shear wall, and a new structure system is formed by modifying a traditional shear wall structure through a structure control means so as to improve the energy dissipation capacity of the shear wall structure. The energy dissipation shear wall breaks through the traditional earthquake-resistant method of resisting earthquake by depending on the ductility of the structure, and provides a mode of improving the earthquake-resistant performance of the structure by arranging an energy dissipation device and enabling the energy dissipation device and a structural member to jointly bear the earthquake action. The common energy dissipater mostly assumes that the deformation of the common energy dissipater occurs in a steel plate plane, and can only realize the energy consumption performance under the action of unidirectional load.
"the power consumption shear wall anti-seismic performance research of cracking based on mild steel energy absorber" discloses a novel power consumption shear wall of cracking: a vertical seam is arranged in the middle of the shear wall, and two soft steel energy dissipaters are adopted at the seam position to connect the shear walls on the two sides to form the seam energy dissipation shear wall. The shear wall can only consume energy in the plane of the soft steel energy absorber, and is easy to generate out-of-plane buckling deformation to influence the energy consumption effect of the shear wall.
The invention patent application with application publication number CN104499593A discloses a double-cone mild steel bar energy dissipater which is mainly applied to a frame structure, and the energy dissipater generates plastic deformation energy dissipation through shearing deformation of the frame structure without considering bending deformation energy dissipation.
Disclosure of Invention
The invention aims to at least solve one of the technical problems in the prior art, and provides a slotted energy dissipation shear wall capable of resisting out-of-plane buckling deformation, which can overcome the defect that the energy dissipation capacity of the existing energy dissipater in research is reduced due to the fact that out-of-plane buckling deformation is easy to occur.
According to the embodiment of the first aspect of the invention, the slit-type energy dissipation shear wall capable of resisting out-of-plane buckling deformation comprises a plurality of shear wall modules arranged in an array, a constraint edge node module is arranged between the shear wall module at the upper end and the shear wall module at the lower end, an energy dissipation module is arranged between the shear wall module at the left end and the shear wall module at the right end, the energy dissipation modules are symmetrically arranged at the upper side and the lower side of the constraint edge node module, each energy dissipation module comprises a plurality of double-cone energy dissipators arranged at intervals and end plates arranged at two ends of each double-cone energy dissipator, and each end plate is respectively arranged on the shear wall modules at two sides.
Has the advantages that: the slit type energy dissipation shear wall capable of resisting out-of-plane buckling deformation is characterized in that the energy dissipation modules are made of the double-cone energy dissipaters, the double-cone energy dissipaters can be buckled and dissipated on any deformation, energy dissipation requirements under the action of multidimensional earthquakes can be met, meanwhile, the performance of the double-cone energy dissipaters can be controlled by adjusting the number and the combination mode of the double-cone energy dissipaters, different energy dissipation capacity requirements are met, the slit type energy dissipation shear wall is different from the principle that the double-cone energy dissipaters are applied to a frame structure in the prior art and start to work when the structure is subjected to shearing deformation, the energy dissipation modules dissipate energy along with the bending deformation of the shear wall, the out-of-plane buckling deformation condition.
According to the out-of-plane buckling deformation resistant slotted energy dissipation shear wall provided by the embodiment of the first aspect of the invention, at least two rows of energy dissipation modules are arranged between adjacent shear wall modules, the two rows of energy dissipation modules are symmetrically arranged, the rotating shafts of the energy dissipation modules are arranged in parallel, the performance of the energy dissipation modules is controlled by adjusting the number and the combination mode of the double-cone energy dissipaters, and different energy dissipation capacity requirements are met.
According to the slit-type energy dissipation shear wall resisting out-of-plane buckling deformation, the end plate is provided with the plurality of bolt holes, the adjacent shear wall modules are also provided with the plurality of bolt holes, the end plate and the shear wall modules are fixedly connected through the bolt holes in a bolted mode, the energy dissipation modules are connected with the side edges of the shear wall modules through the end plates of the energy dissipation modules in a reserved bolted mode, and energy dissipation components can be replaced conveniently and rapidly after an earthquake.
According to the slotted energy dissipation shear wall resisting out-of-plane buckling deformation, the double-cone energy dissipater is connected with the end plates on the two sides in a welding mode.
According to the slotted energy dissipation shear wall resisting out-of-plane buckling deformation, the double-cone energy dissipater is machined from low-yield-point steel.
According to the slotted energy-consuming shear wall resisting out-of-plane buckling deformation, the shear wall module comprises concrete, an outer steel plate arranged on the outer side of the concrete, and studs uniformly welded to the inner surface of the outer steel plate, so that the engaging force between the concrete and steel is increased, and the steel-concrete shear wall can work cooperatively.
According to the out-of-plane buckling deformation resistant slotted energy-consuming shear wall disclosed by the embodiment of the first aspect of the invention, strip-shaped steel plates are respectively arranged outside two sides of the joint of the constraint edge node module and the shear wall module at the upper end and the shear wall module at the lower end, the strip-shaped steel plates at the two sides are fixed through the split bolts, and the traditional node assembly connection is transferred into a longitudinal and transverse wall body and a floor slab through the constraint edge node module, so that the node seamless design is realized.
According to the slotted energy-consuming shear wall resisting out-of-plane buckling deformation, the restraining edge node modules are of a reinforced concrete structure.
Drawings
In order to more clearly illustrate the technical solution in the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly described below. It is clear that the described figures are only some embodiments of the invention, not all embodiments, and that a person skilled in the art can also derive other designs and figures from them without inventive effort.
FIG. 1 is a schematic elevational view of an embodiment of the present invention;
FIG. 2 is a cross-sectional left side view of an embodiment of the present invention;
figure 3 is a schematic diagram of a model of a mild steel energy dissipating element in an embodiment of the invention;
FIG. 4 is a schematic diagram of a model of a biconical energy dissipation element according to an embodiment of the present invention;
FIG. 5 is a steel and concrete constitutive model in an embodiment of the present invention;
FIG. 6 shows a specimen loading schedule in an embodiment of the present invention;
FIG. 7 is a load displacement-load hysteresis curve of a control specimen in an embodiment of the present invention;
FIG. 8 is a sample specimen loading displacement-load hysteresis curve in an embodiment of the present disclosure;
FIG. 9 is a stress cloud plot of a reference test piece Mises according to an embodiment of the present disclosure;
FIG. 10 is a stress cloud of a sample test piece Mises in an embodiment of the invention;
FIG. 11 is a cloud of out-of-plane displacements of control test pieces in an example of the invention;
fig. 12 is an out-of-plane displacement cloud of a sample test piece in an embodiment of the invention.
Detailed Description
Reference will now be made in detail to the present preferred embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to like elements throughout.
In the description of the present invention, it should be understood that the orientation or positional relationship referred to in the description of the orientation, such as the upper, lower, front, rear, left, right, etc., is based on the orientation or positional relationship shown in the drawings, and is only for convenience of description and simplification of description, and does not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
In the description of the present invention, the meaning of a plurality of means is one or more, the meaning of a plurality of means is two or more, and larger, smaller, larger, etc. are understood as excluding the number, and larger, smaller, inner, etc. are understood as including the number. If the first and second are described for the purpose of distinguishing technical features, they are not to be understood as indicating or implying relative importance or implicitly indicating the number of technical features indicated or implicitly indicating the precedence of the technical features indicated.
In the description of the present invention, unless otherwise explicitly limited, terms such as arrangement, installation, connection and the like should be understood in a broad sense, and those skilled in the art can reasonably determine the specific meanings of the above terms in the present invention in combination with the specific contents of the technical solutions.
Referring to fig. 1 to 2, the slit-type energy dissipation shear wall resisting out-of-plane buckling deformation comprises a plurality of shear wall modules 10 arranged in a matrix, a constraint edge node module 30 is arranged between the shear wall module 10 at the upper end and the shear wall module 10 at the lower end, an energy dissipation module 20 is arranged between the shear wall module 10 at the left end and the shear wall module 10 at the right end, the energy dissipation modules 20 are symmetrically arranged at the upper side and the lower side of the constraint edge node module 30, each energy dissipation module comprises a plurality of biconical energy dissipaters 21 arranged at intervals and end plates 22 arranged at two ends of each biconical energy dissipater 21, and each end plate is respectively arranged on the shear wall modules 10 at two sides. The double-cone energy dissipater 21 designs the damping part of the energy dissipation element into a double-cone steel bar body, the energy dissipation capacity is balanced in all directions, the energy dissipation requirement under the action of a multidimensional earthquake can be met, the multi-direction energy dissipation effect is considered, plastic deformation energy dissipation of more areas is realized, meanwhile, the energy dissipation module 20 can dissipate energy along with bending deformation of the shear wall module 10, the defect that the energy dissipation capacity is reduced due to the fact that the double-cone energy dissipater 21 in the energy dissipation module 20 overcomes the defect that the out-of-plane buckling deformation of a mild steel plane energy dissipater occurs, the energy dissipation capacity of the shear wall module 10 can be remarkably increased, and the anti-seismic.
Preferably, the energy dissipation modules 20 are arranged in at least two rows between adjacent shear wall modules 10, the energy dissipation modules 20 in the two rows are symmetrically arranged, the rotating shafts of the energy dissipation modules 20 are arranged in parallel, and the double-cone energy dissipater 21 can be bent and deformed in any direction to dissipate energy, so that the energy dissipation requirement under the action of a multi-dimensional earthquake can be met.
Preferably, be equipped with a plurality of bolt holes on the end plate 22, also be equipped with a plurality of bolt holes on the adjacent shear wall module 10, end plate 22 carries out bolted connection through the bolt hole with shear wall module 10 and fixes together, and bolted connection is reserved through the side of its end plate 22 with shear wall module 21 to power consumption module 20, and energy dissipation part can make things convenient for quick replacement after the shake.
Preferably, each double-cone energy dissipater 21 is connected with the end plates 22 at two sides by welding, and the end plates 22 should be rigid enough to ensure that the plastic hysteresis energy dissipation function of the double-cone energy dissipater 21 can be fully exerted.
Preferably, the double cone energy dissipater 21 is machined from a low yield point steel material. Under the action of external load, the double-cone energy dissipater 21 firstly generates yield deformation at the weakened part of the section of the middle part and enters an energy consumption state, and under the action of medium or large earthquake, along with the increase of load, the double-cone energy dissipater 21 expands from the middle part to two sides, so that more areas generate plastic deformation energy consumption.
Preferably, the shear wall module 10 comprises concrete 13, an outer steel plate 11 arranged outside the concrete 13, and studs 12 uniformly welded to the inner surface of the outer steel plate 11 to increase the engaging force between the concrete and the steel material, so that the steel-concrete shear wall works in cooperation, and the whole shear wall module 10 is prefabricated in situ in a factory.
Preferably, the two sides of the joint between the constrained edge node module 30 and the shear wall module 10 at the upper end and the shear wall module 10 at the lower end are respectively provided with a strip-shaped steel plate 40, the strip-shaped steel plates 40 at the two sides are fixed by a split bolt 50, and the constrained edge node module 30 transfers the traditional node assembly connection to the vertical and horizontal wall body and the floor slab, so that the node seamless design is realized.
Preferably, the restraint edge node modules 30 are of a reinforced concrete structure, also prefabricated and formed in the factory.
During construction in this embodiment, the shear wall module 10, the energy consumption module 20, and the restraint edge node module 30 are all prefabricated and processed in a factory, and only each component needs to be transported to a construction site for assembly and combination, so that construction is simple and convenient. Meanwhile, the energy dissipation module 20 is connected with the shear wall module 10 through bolts, and only needs to be replaced after the earthquake, so that the repair is easy.
The simulation test of the slotted energy-consuming shear wall with the anti-out-of-plane buckling deformation in the embodiment and the result thereof are attached:
the method comprises the following steps: test piece design
Comparison test piece: according to the slotting energy-consuming shear wall disclosed in the thesis of the earthquake resistance of the slotting energy-consuming shear wall based on the mild steel energy absorber, the height multiplied by the width of wall limbs on two sides is 3000mm multiplied by 1000mm, the wall thickness is 200mm, C40 concrete is adopted, double rows of distributed reinforcing mesh are arranged in the wall, the reinforcing mesh are D12 reinforcing steel bars, and the width of a middle wall slot is 270 mm. The soft steel energy absorber is 5mm thick and is made of Q235B grade steel.
Sample test piece: in order to compare the effects of the steel plate shear wall and the reference test piece, the steel plate shear wall is replaced by the steel plate-concrete shear wall. The soft steel energy dissipater in the test piece is replaced by a double-cone energy dissipater 21, the double-cone energy dissipater 21 is supposed to be connected and fastened with the shear wall module 10 during simulation, the diameter of each section of the double-cone energy dissipater 21 is consistent with the length of the front-view projection of the soft steel energy dissipater, and the rest components are the same as those of the comparison test piece.
Step two: establishment of finite element model
And respectively establishing finite element models of a reference test piece and a sample test piece by adopting large universal finite element software Abaqus, wherein the unit in the models is m-N-kg-Pa. Wherein, the schematic diagram of the mild steel energy dissipation element in the control test piece is shown in figure 3, and the schematic diagram of the double cone energy dissipater 21 in the sample test piece is shown in figure 4.
The constitutive relation of materials: the steel and concrete constitutive models are shown in fig. 5, wherein the left figure is the steel constitutive model, and the right figure is the concrete constitutive model.
The steel material structure adopts a two-fold line elastic-plastic strengthening model, the elastic modulus Es and the yield strength fy are obtained according to the specification, the tangent modulus of a strengthening section is 0.01Es, and the Poisson ratio is 0.3.
The concrete structure adopts a concrete damage plastic model, C40 concrete, the Poisson ratio is 0.2, the related parameters are set according to the specification, and the concrete uniaxial compressive stress-strain curve can be determined according to the following formula:
σ＝(1-dc)Ecε (1)
wherein, αcThe parameter value f of the concrete uniaxial compression stress-strain curve descending sectionc,rIs a concrete uniaxial compressive strength representative value, epsilonc,rFor corresponding concrete peak compressive strain, dcThe concrete uniaxial compressive damage evolution parameters are obtained.
The uniaxial tension stress-strain curve of concrete can be determined according to the following formula:
σ＝(1-dt)Ecε (6)
wherein, αtThe parameter value f of the concrete uniaxial tension stress-strain curve descending segmentt,rIs a concrete uniaxial tensile strength representative value, εt,rFor corresponding concrete peak tensile strain, dtThe concrete uniaxial tensile damage evolution parameters are obtained.
Concrete in the shear wall adopts an 8-node hexahedron linear reduction integral three-dimensional solid unit C3D8R, steel bars adopt a truss unit T3D2, a soft steel energy dissipater in a contrast test piece adopts a 4-node reduction integral shell unit S4R, and a double-cone energy dissipater 21 is simulated by adopting a three-dimensional solid unit C3D 8R.
The energy dissipater is connected with the wall limbs Tie of the shear walls on the two sides, and the bottom of the shear wall is fixed. Applying a reciprocating load on top of the shear wall is shown in fig. 6.
Step three: test results
Hysteresis curve: the hysteresis curve of the loading displacement-load of the reference test piece is shown in fig. 7, and the hysteresis curve of the loading displacement-load of the sample test piece is shown in fig. 8, the hysteresis curve of the sample test piece is obviously fuller than that of the reference test piece, the area enclosed by the hysteresis curve represents the size of the energy consumption capacity of the sample test piece, and the sample test piece has more excellent energy consumption capacity. The peak bearing capacity of the control test piece and the peak bearing capacity of the sample test piece are 4942.7kN and 7118.2kN respectively, the peak bearing capacity of the sample test piece is improved by 44% relative to the control test piece, and the sample test piece has higher lateral resistance.
Stress cloud picture: after the test piece loading is finished, the Mises stress cloud charts of the soft steel dissipater of the comparison test piece are shown in fig. 9, and the Mises stress cloud charts of the double-cone dissipater 21 of the sample test piece are shown in fig. 10. The stress of the soft steel energy dissipater of the contrast test piece is mainly distributed near the middle weakened part and at the position with larger out-of-plane buckling deformation, so that the yield stress state is achieved, the area distribution is uneven, and the discreteness is larger; stress distribution of the sample specimen energy dissipater is expanded towards two sides along the weakened part in the middle, the yield area of the energy dissipater is easy to control, the energy dissipation elements enter plastic state areas more, and accordingly, due to the fact that steel is subjected to plastic deformation to dissipate energy, the energy dissipation capacity can be deduced to be more excellent.
Out-of-plane deformation of energy dissipater: after the test piece is loaded, the out-of-plane displacement cloud chart of the control test piece soft steel energy dissipater is shown in fig. 11, and the out-of-plane displacement cloud chart of the sample test piece double-cone energy dissipater 21 is shown in fig. 12, so that it can be seen that: the soft steel energy dissipater of the contrast test piece generates large out-of-plane buckling, the out-of-plane displacement of the soft steel energy dissipater reaches 22.85mm to the maximum extent, and the out-of-plane buckling deformation of the energy dissipater can reduce the energy consumption capacity of the energy dissipater; while the double cone dissipater 21 of the sample specimen undergoes almost no out-of-plane displacement, with a maximum out-of-plane displacement of only 1.524 mm.
In conclusion, the concrete and the steel plate are adopted to replace the common reinforced concrete shear wall, so that the weight of the shear wall can be greatly reduced, and the defects of great self weight, high rigidity, large earthquake action and the like of the common concrete shear wall are overcome; the energy dissipation module 20 is made of the biconical energy dissipater 21, the biconical energy dissipater 21 can flex and dissipate energy on any deformation, energy dissipation requirements under the action of multidimensional earthquakes can be met, meanwhile, the performance of the biconical energy dissipater 21 can be controlled by adjusting the number and the combination mode of the biconical energy dissipater 21, different energy dissipation capacity requirements are met, the energy dissipation module is different from the principle that the energy dissipation module is applied to a frame structure in the prior art and starts to work when the structure is subjected to shear deformation, the energy dissipation module 20 consumes energy along with the bending deformation of the shear wall, the out-of-plane buckling deformation condition cannot occur, the energy dissipation capacity of the shear wall can be remarkably increased
The embodiments of the present invention have been described in detail with reference to the accompanying drawings, but the present invention is not limited to the above embodiments, and various changes can be made within the knowledge of those skilled in the art without departing from the gist of the present invention.
Claims (8)
1. The slit type energy dissipation shear wall is characterized by comprising a plurality of shear wall modules (10) which are arranged in an array mode, wherein a constraint edge node module (30) is arranged between the shear wall module (10) at the upper end and the shear wall module (10) at the lower end, energy dissipation modules (20) are arranged between the shear wall module (10) at the left end and the shear wall module (10) at the right end, the energy dissipation modules (20) are symmetrically arranged on the upper side and the lower side of the constraint edge node module (30), each energy dissipation module comprises a plurality of double-cone energy dissipators (21) which are arranged at intervals and end plates (22) which are arranged at two ends of each double-cone energy dissipator (21), and each end plate is respectively arranged on the shear wall modules (10) at two sides.
2. The out-of-plane buckling deformation resistant slotted energy dissipating shear wall of claim 1, wherein: the energy dissipation modules (20) are arranged in at least two rows between the adjacent shear wall modules (10), the energy dissipation modules (20) in the two rows are symmetrically arranged, and rotating shafts of the energy dissipation modules (20) are arranged in parallel.
3. The out-of-plane buckling deformation resistant slotted energy dissipating shear wall of claim 1, wherein: the shear wall module is characterized in that a plurality of bolt holes are formed in the end plate (22), a plurality of bolt holes are also formed in the adjacent shear wall modules (10), and the end plate (22) and the shear wall modules (10) are fixedly connected through the bolt holes.
4. The out-of-plane buckling deformation resistant slotted energy dissipating shear wall of claim 1, wherein: each double-cone energy dissipater (21) is connected with the end plates (22) on two sides in a welding mode.
5. The out-of-plane buckling deformation resistant slotted energy dissipating shear wall of claim 1, wherein: the double-cone energy dissipater (21) is made of low-yield-point steel materials through machining.
6. The out-of-plane buckling deformation resistant slotted energy dissipating shear wall of claim 1, wherein: the shear wall module (10) comprises concrete (13), an outer-wrapped steel plate (11) arranged on the outer side of the concrete (13), and studs (12) uniformly welded on the inner surface of the outer-wrapped steel plate (11).
7. The out-of-plane buckling deformation resistant slotted energy dissipating shear wall of claim 1, wherein: strip-shaped steel plates (40) are respectively arranged on two sides of the joint of the constraint edge node module (30) and the shear wall module (10) at the upper end and the shear wall module (10) at the lower end, and the strip-shaped steel plates (40) on the two sides are fixed through split bolts (50).
8. The out-of-plane buckling deformation resistant slotted energy dissipating shear wall of claim 7, wherein: the constrained edge node module (30) is of a reinforced bar-concrete structure.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| WO2023015680A1 (en) * | 2021-08-11 | 2023-02-16 | 中建科工集团有限公司 | Wallboard structure and building wall |
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| CN104499593A (en) * | 2014-11-24 | 2015-04-08 | 沈阳建筑大学 | Dual cone soft steel rod energy dissipating device |
| CN204983239U (en) * | 2015-06-16 | 2016-01-20 | 广州大学 | Assembling type combination steel plate shear wall |
| CN211369155U (en) * | 2019-10-22 | 2020-08-28 | 广州大学 | Out-of-plane buckling deformation resistant slotted energy dissipation shear wall |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2023015680A1 (en) * | 2021-08-11 | 2023-02-16 | 中建科工集团有限公司 | Wallboard structure and building wall |
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