CN211369155U - Out-of-plane buckling deformation resistant slotted energy dissipation shear wall - Google Patents
Out-of-plane buckling deformation resistant slotted energy dissipation shear wall Download PDFInfo
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- CN211369155U CN211369155U CN201921775861.1U CN201921775861U CN211369155U CN 211369155 U CN211369155 U CN 211369155U CN 201921775861 U CN201921775861 U CN 201921775861U CN 211369155 U CN211369155 U CN 211369155U
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Abstract
The utility model discloses an out-of-plane buckling deformation resistant slotted energy dissipation shear wall, which comprises a plurality of shear wall modules arranged in a matrix, wherein 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, each energy dissipation 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 dissipation shear wall is made into an energy dissipation module by adopting the biconical energy dissipater, the biconical energy dissipater can be buckled and dissipated at random deformation, the energy dissipation requirement under the multi-dimensional earthquake action can be met, the energy dissipation module dissipates energy along with the bending deformation of the shear wall, the out-of-plane buckling deformation condition can not occur, and the energy, effectively improving the anti-seismic performance of the structure.
Description
Technical Field
The utility model relates to a building engineering anti-seismic structure system field, in particular to anti off-plate buckling deformation's slot type power consumption shear force 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 utility model discloses a utility model patent application publication number is CN104499593A discloses "a biconical mild steel barred body energy dissipater", this biconical type energy dissipater mainly is applied to frame construction, and the shearing deformation through frame construction makes the energy dissipater take place plastic deformation power consumption, does not consider the bending deformation power consumption.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to solve one of the technical problem that exists among the prior art at least, provide an anti off-plate buckling deformation's slot type power consumption shear force wall, can overcome the energy dissipater in having the research and appear off-plate buckling deformation easily and reduce its power consumption ability's shortcoming.
According to the utility model discloses an embodiment of the first aspect provides an anti off-plate buckling deformation's slot type power consumption shear wall, arrange the shear force wall module of arranging including a plurality of being battles, be equipped with restraint edge node module between the shear force wall module of upper end and the shear force wall module of lower extreme, be equipped with power consumption module between the shear force wall module of left end and the shear force wall module of right-hand member, power consumption module symmetry sets up in the upper and lower both sides of restraint edge node module, each power consumption module includes the biconical energy dissipater that a plurality of intervals set up and sets up the end plate at each biconical energy dissipater both ends, each end plate is installed respectively on the shear force.
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 utility model discloses the anti off-plate buckling deformation's slot type power consumption shear wall, power consumption module sets up two at least between adjacent shear wall module, and the power consumption module symmetry that is listed as sets up, the rotation axis parallel arrangement of each power consumption module of each other, controls its performance through quantity and the compound mode of adjustment biconical energy dissipater, satisfies different power consumption ability demands.
According to the utility model discloses the embodiment of the first aspect anti off-plate buckling deformation's slot type power consumption shear wall, be equipped with a plurality of bolt holes on the end plate, also be equipped with a plurality of bolt holes on the adjacent shear force wall module, the end plate carries out bolted connection with the shear force wall module through the bolt hole and fixes together, the bolted connection is reserved through the side of its end plate and shear force wall module to the power consumption module, energy dissipation part can make things convenient for quick replacement after the shake.
According to the utility model discloses the anti off-plate buckling deformation's formula of slotting energy dissipation shear wall, the end plate of biconical energy dissipater and both sides links together through the welded mode.
According to the utility model discloses the out-of-plane buckling deformation resistant slot type power consumption shear wall, the biconical energy dissipater adopts low yield point steel processing to form.
According to the utility model discloses the anti off-plate buckling deformation's formula of cracking power consumption shear wall, the shear force wall module include the concrete and set up the outsourcing steel sheet in the concrete outside, still include the peg that evenly welds in outsourcing steel sheet internal surface to increase the bite-force between concrete and the steel, make steel-concrete shear force wall collaborative work.
According to the utility model discloses the first aspect embodiment anti off-plate buckling deformation's slot type power consumption shear wall, the junction both sides of restraining marginal node module and the shear force wall module of upper end and the shear force wall module of lower extreme equally divide outward and do not are equipped with the bar steel sheet, and each bar steel sheet of both sides is fixed through split bolt, shifts traditional node assembly connection to move about freely and quickly wall body and floor through restraining marginal node module, realizes the design that the node does not have the piece.
According to the utility model discloses anti off-plate buckling deformation's formula of cracking power consumption shear force wall, restraint edge node module be reinforcing bar-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 represent 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 these figures without inventive effort.
Fig. 1 is a schematic elevation structure diagram in 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 dissipation element in an embodiment of the present invention;
fig. 4 is a schematic view of a model of a biconical energy dissipation element in 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 system in an embodiment of the present invention;
FIG. 7 is a loading displacement-loading 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 invention;
FIG. 9 is a stress cloud chart of a reference test piece Mises in an embodiment of the present invention;
fig. 10 is a stress cloud diagram of a sample specimen Mises in an embodiment of the present invention;
fig. 11 is an out-of-plane displacement cloud chart of the control test piece in the embodiment of the present invention;
fig. 12 is an out-of-plane displacement cloud chart of the sample test piece in the embodiment of the present invention.
Detailed Description
This section will describe in detail the embodiments of the present invention, preferred embodiments of the present invention are shown in the attached drawings, which are used to supplement the description of the text part of the specification with figures, so that one can intuitively and vividly understand each technical feature and the whole technical solution of the present invention, but they cannot be understood as the limitation of the protection scope of the present invention.
In the description of the present invention, it should be understood that the orientation or positional relationship indicated with respect to the orientation description, such as up, down, 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, a plurality of means are one or more, a plurality of means are two or more, and the terms greater than, less than, exceeding, etc. are understood as not including the number, and the terms greater than, less than, within, 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 there is an explicit limitation, the words such as setting, installation, connection, etc. should be understood in a broad sense, and those skilled in the art can reasonably determine the specific meanings of the above words in combination with the specific contents of the technical solution.
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: that is the utility model discloses the patent model for carry out the effect contrast with the reference test piece, will change the ordinary concrete shear force wall in the reference test piece the utility model discloses outsourcing steel sheet-built-in concrete composite shear force wall in the patent example. 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)Ec(1)
wherein, αcThe parameter value f of the concrete uniaxial compression stress-strain curve descending sectionc,rAs a representative value of uniaxial compressive strength of concrete,c,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)Ec(6)
wherein, αtThe parameter value f of the concrete uniaxial tension stress-strain curve descending segmentt,rAs a representative value of uniaxial tensile strength of concrete,t,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 without departing from the spirit of the present invention within the knowledge of those skilled in the art.
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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| CN110748040A (en) * | 2019-10-22 | 2020-02-04 | 广州大学 | Out-of-plane buckling deformation resistant slotted energy dissipation shear wall |
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| CN110748040A (en) * | 2019-10-22 | 2020-02-04 | 广州大学 | Out-of-plane buckling deformation resistant slotted energy dissipation shear wall |
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