CN202108133U - Double-Layer bent-plate steel-plate shear wall structure - Google Patents

Double-Layer bent-plate steel-plate shear wall structure Download PDF

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Publication number
CN202108133U
CN202108133U CN201120183075XU CN201120183075U CN202108133U CN 202108133 U CN202108133 U CN 202108133U CN 201120183075X U CN201120183075X U CN 201120183075XU CN 201120183075 U CN201120183075 U CN 201120183075U CN 202108133 U CN202108133 U CN 202108133U
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China
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flap
plate
frame column
groove
double
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Expired - Fee Related
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CN201120183075XU
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Chinese (zh)
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李峰
薛港
问晓朋
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Xian University of Architecture and Technology
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Xian University of Architecture and Technology
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Abstract

The utility model relates to a building structure, concretely a double-layer bent-plate steel-plate shear wall structure. A frame pole is connected with a frame beam to form a square frame. An inner filled plate connected with the frame pole and the frame beam is arranged in the frame. The frame pole comprises a first frame pole and a second frame pole which are parallel to each other. The inner filled plate is in a bent-plate structure, the included angle between the groove length direction and the pole direction of the frame pole is 30-60 degree, the inner filled plate is a trapezoid, V-shaped or groove shaped bent plate and a pressure type steel plate is directly used. Another structure of the utility model is that: two inner filled plates are used and slantly crossed and the better effect is obtained. The double-layer bent-plate steel-plate shear wall structure conquers the defects of the thin steel-plate shear wall that: the intensity and tensibility of the steels can not be completely brought into play due to early flection, so as to increase the out-plane stability and bearing capacity of the steel-plate shear wall, give full play to the advantage of the steels such as the high tensile strength of the steels, effectively solve the whole instability problem, reduce the use level of the steels and obtain the features of high stability and low cost.

Description

A kind of double-deck flap steel plate shear force wall structure
Technical field
The utility model belongs to the building unit technical field, relates to the horizontal lateral resistant member in many high-rise steel structure buildings, is specifically related to a kind of double-deck flap steel plate shear force wall structure.
Background technology
Through studying earthquake data both domestic and external, many high-level structures of finding to be provided with steel plate shear force wall (Steel Plate Shear Wall is called for short SPSW) have good lateral resisting ability, and earthquake is less to the harm influence of main bearing member.Steel plate shear force wall is widely used in many high-rise steel structure system as main lateral resistant member always, and it not only has bigger initial lateral rigidity, also has the excellent energy dissipation capabilities.For such tool high-rise lateral resisting system with broad prospects for development, never stop about its research work always, also obtained good achievement.
Steel-sheet flexing critical load is very low; When flexing; Stress on the plate is far from reaching the yield strength of steel; China's " high-rise civil building steel work tecnical regulations " (JGJ99-98) appendix four does not allow to take place flexing before being defined in the steel plate shearing surrender, promptly with the design limit state of elastic buckling intensity as steel plate shear force wall.The steel plate shear force wall that designs like this is not only thick and heavy, can not give full play to the advantage of steel, and certainly will cause the waste of steel.
The thin steel plate shear wall structure has begun to be applied to actual engineering at home and abroad.For the flexing that prevents that embedded steel sheet is too early; Mainly contain two kinds of methods and improve the face internal stability of thin steel plate shear wall: a kind of is that stiffening rib (like cross, groined type, diagonal crossed fork-shaped etc.) is set, and a kind of in addition is combined steel plate wall (covering reinforced concrete wall panel in the steel plate one or both sides).Though these two kinds of methods can both play certain effect to preventing the too early flexing of thin steel plate shear wall, from angle of practical application, the fabrication and installation complex procedures increases material usage, and cost improves.
Summary of the invention
In order to overcome the deficiency of above-mentioned prior art; The purpose of the utility model is to provide a kind of double-deck flap steel plate shear force wall structure, has overcome thin steel plate shear wall and can not give full play to the intensity of steel and the shortcoming of ductility because of too early flexing, has improved the face external stability and the bearing capacity of steel plate shear force wall; Given full play to the high advantage of steel tensile strength; Solve whole destabilization problems effectively, reduced steel using amount, had high, the with low cost characteristics of stability.
To achieve these goals, the technical scheme of the utility model employing is:
A kind of double-deck flap steel plate shear force wall structure; Frame column 1 connects and composes square framework with Vierendeel girder 2; The interior fill plate 3 that is connected with Vierendeel girder 2 with frame column 1 is arranged in the framework; Frame column 1 comprises the first parallel frame column 11 and second frame column 12, and said interior fill plate 3 is a folded structure, and the post of its flute length direction and frame column 1 is 30 °~60 ° to angle.
Fill plate 3 is trapezoidal, V-arrangement or flute profile flap in said, can directly adopt profiled sheet.
The another kind of structure of a kind of double-deck flap steel plate shear force wall structure of the utility model; Frame column 1 connects and composes square framework with Vierendeel girder 2; The interior fill plate 3 that is connected with Vierendeel girder 2 with frame column 1 is arranged in the framework; Frame column 1 comprises the first parallel frame column 11 and second frame column 12, and interior fill plate 3 is made up of identical first flap 31 and second flap 32, and first flap 31 is connected to form by first protruding 311 and first groove 312 of space; Second flap 32 is connected to form by second protruding 321 and second groove 322 of space; It is characterized in that first protruding 311 equates and be 30 °~60 ° to angle with the post of the length direction of first groove 312 and first frame column 11, the post of second convexity, 321 and second groove 322 and second frame column 12 equates and is 30 °~60 ° to angle; The groove one side of first flap 31 is touched with the groove one side of second flap 32 mutually, and first groove 312 is connected through connector 6 with second groove 322.
A kind of situation of best results, first protruding 311 length direction equates to angle with the post of second frame column 12 to angle and second protruding 321 with the post of first frame column 11.
For making processing technology simpler; Process velocity is more quick; Can directly use the standard plate of shaping, said first flap 31 and second flap 32 use profiled sheet, can be to be V-arrangement, waveform, rib shape, the type of putting more energy into, hyperbolic waveform, dove-tail or the two-way type of putting more energy into; First protruding 311 and second protruding 321 is the crest of profiled sheet, and first groove 312 and second groove 322 are the trough of profiled sheet.
Described connector 6 is rivet or bolt.
Adopt the full-shape weld seam that Vierendeel girder 2 is connected with interior fill plate 3,, adopt fillet weld to add bolt 4 Vierendeel girder 2 is connected with interior fill plate 3 perhaps by means of angle steel 5; Adopt the full-shape weld seam that frame column 1 is connected with interior fill plate 3,, adopt fillet weld to add bolt 4 frame column 1 is connected with interior fill plate 3 perhaps by means of angle steel 5.
The width of said first protruding 311, first groove 312, second protruding 321 and second groove 322 equates, is convenient to processing this moment more.
The thickness of slab of said first flap 31 and second flap 32 is even, and scope is 2mm~12mm, and first groove 312 is 90 ° or acute angles arbitrarily with first protruding 311 the gradient that is connected, and preferably 30 °~60 °, especially effect is preferable 60 ° the time.
The novel theoretical foundation of this novel practical is: the domestic and international research data shows; Have the thin steel plate shear wall flexing of firm constraint can also continue bearing load later all around, main cause is, during the steel sheet flexing; Stress on the steel plate is far from reaching YIELD STRENGTH; In the steel plate plane, formed the pull strap that distributes along diagonal, rely on this pull strap to stand out against horizontal loading.And existing scholar simplifies the pull bar model that steel plate shear force wall, and the pull bar of fill plate all is tilting inner at framework along diagonal in these simulations.The utility model just is based on these theories; Profiled sheet is bidirectionally obliquely placed inner at framework along diagonal; It is vertically distributed along pull strap, so just can make profiled sheet be in a kind of favourable state of tension that receives, not only improved bearing capacity; Can also agents enhance overall stability, the outer unstability of the face that prevents.And can practice thrift steel, reduce cost, have good development prospect.
The beneficial effect of the utility model is:
It is tilting inner at framework along the framework diagonal to tamp shaped steel plate in this new steel plate shear wall; Make the vertically stressed of profiled sheet along the pull strap direction; Reduced the influence of shearing; Make profiled sheet basically near tension state, can give full play to the good advantage of steel tensile property, practiced thrift steel.And strengthened the lateral rigidity of structure, interior fill plate also is not easy to occur destabilization problems under pulling force.In addition, the direction of horizontal forces such as geological process and wind load has randomness, and therefore, the utility model is tilting inner at framework with the profiled sheet way and double-layer, has guaranteed that frame shear wall structure is reverse when stressed, also has same stress performance.
Compared with prior art; The destruction of fill plate only causes because the strength of materials is not enough in the double-deck flap steel plate shear force wall structure of the utility model; And occur in the part, the utility model seismic energy that can also well dissipate is under the general moderate shock effect; Destruction to member is less, has reduced shake back repair amount.Satisfy " middle shake can be repaiied " of antidetonation three stage design; Be equivalent to strengthen lateral rigidity; Interior fill plate is difficult for unstability, and having improved all the time, the thin steel plate shear wall flexing has not only satisfied the requirement of normal use prior to the defective of material yield; But also given full play to the intensity and the ductility of material, practiced thrift steel.In addition,, greatly improved the ability of dissipation seismic energy, also can reduce to shake back repair amount owing to had good ductility.All members of this utility model can be in factory process, the assembling in the building site then, and construction technology is simple, and is cheap, easy to utilize.
Description of drawings
Fig. 1 is the structural representation of the utility model two-flap, and dotted line is represented the modes of emplacement of back row's flap;
Fig. 2 is the utility model front schematic view;
Fig. 3 is the utility model schematic rear view;
Fig. 4 is the schematic cross-section of the utility model first flap 31;
Fig. 5 is the schematic cross-section of the utility model second flap 32.
The specific embodiment
Below in conjunction with accompanying drawing and embodiment the utility model is explained further details.
Like Fig. 1, Fig. 2 and shown in Figure 3; The utility model is a kind of double-deck flap steel plate shear force wall structure; Frame column 1 connects and composes square framework with Vierendeel girder 2, and the interior fill plate 3 that is connected with Vierendeel girder 2 with frame column 1 is arranged in the framework, and frame column 1 comprises the first parallel frame column 11 and second frame column 12; Interior fill plate 3 is made up of identical first flap 31 and second flap 32; First flap 31 is connected to form by first protruding 311 and first groove 312 of space, and second flap 32 is connected to form by second protruding 321 and second groove 322 of space, it is characterized in that; First protruding 311 equates and is 30 °~60 ° to angle with the post of the length direction of first groove 312 and first frame column 11; The post of second protruding 321 and second groove 322 and second frame column 12 equates and is 30 °~60 ° that to angle the groove of first flap 31 simultaneously simultaneously touches with the groove of second flap 32 mutually, and first groove 312 is connected through connector 6 with second groove 322.
A kind of situation of best results, first protruding 311 length direction equates to angle with the post of second frame column 12 to angle and second protruding 321 with the post of first frame column 11.
The thickness of slab of said first flap 31 and second flap 32 is even; All be 4mm; The width of first protruding 311, first groove 312, second protruding 321 and second groove 322 equates that first groove 312 is 60 ° with the gradient that is connected of first convexity 311, promptly; First flap 31 is the regular hexagon that connects one by one with cross section after second flap 32 is connected, and is similar cellular.
For making processing technology simpler; Process velocity is more quick; Said first flap 31 and second flap 32 have directly used the standard plate profiled sheet that is shaped; It can be and is V-arrangement, waveform, rib shape, the type of putting more energy into, hyperbolic waveform, dove-tail or the two-way type of putting more energy into, and first protruding 311 and second protruding 321 is the crest of profiled sheet, and first groove 312 and second groove 322 are the trough of profiled sheet.
By means of FEM software ANSYS, to an individual layer single span framework---the shear wall model is analyzed, and embodies the advantage of the utility model with this.Frame beam column is just tied, and on the beam column around interior fill plate is mounted in, the structure bottom surface is a fixed bearing, and web is provided with lateral support, stops it in out-of-plane deformations.
Member section form and key dimension: column section HW150 * 150 * 7 * 10mm; Beam section HN300 * 150 * 6.5 * 9mm; Interior fill plate is respectively plain plate and the tilting double-deck flap of L * H=1050 * 1350mm of stack pile (2mm).The steel label of beam, post is Q345, and the steel label of plate is Q235, and in finite element analysis, all beams, post, plate all adopt the shell181 shell unit.Through the elastic buckling analysis with consider nonlinear elastic-plastic buckling analysis, obtained some main performance parameters, like table 1 and table 2, the comparison of table 1 structure level bearing capacity, table 2 is the comparison of the outer distortion of interior fill plate face,
The comparison of table 1 structure level bearing capacity
Interior fill plate type Elastic buckling critical load/kN Ultimate bearing capacity/kN
Plain plate 23.314 462.2
Tilting double-deck flap 327.42 590.1
The comparison of the outer distortion of fill plate face in the table 2
Table 1 explanation: flexing will take place in the interior fill plate of plain plate shear wall under very little external force, and can also bearing load after the flexing, and intensity after the very high flexing is arranged, and finally makes the ultimate bearing capacity of structure reach 462.2kN; Double-deck flap steel plate shear force wall structure need be higher than the elastic buckling critical load of about 10 times of plain plates, and interior fill plate is just understood flexing, and this elastic buckling critical load is mainly controlled by the pressurized flap in the doubling plate.Under the influence that receives arm-tie, when structure reached the maximum relative storey displacement (L/50) of standard defined, bearing capacity can be brought up to 590.1kN.For structure when stressed in the other direction, the stress performance of same excellence can be arranged, so the pressurized flap in the doubling plate must be set.Generally speaking, the performance of double-deck flap steel plate shear force wall structure is superior to dull and stereotyped steel plate shear force wall.
Table 2 explanation: at the stressed initial stage, the outer distortion of the face of double-deck flap steel plate shear force wall structure is very little, and the face internal stability is superior to plain plate to a certain extent.
Fill plate is equivalent to strengthen lateral rigidity in the double-deck flap steel plate shear force wall structure of the utility model; Interior fill plate is difficult for unstability; Improved all the time the thin steel plate shear wall flexing prior to the defective of material yield; Not only satisfy the requirement of normal use, but also given full play to the intensity and the ductility of material, practiced thrift steel.In addition,, greatly improved the ability of dissipation seismic energy, also can reduce to shake back repair amount owing to had good ductility.All members of this utility model can be in factory process, the assembling in the building site then, and construction technology is simple, and is cheap, easy to utilize.

Claims (10)

1. double-deck flap steel plate shear force wall structure; Frame column (1) and Vierendeel girder (2) connect and compose square framework; The interior fill plate (3) that is connected with Vierendeel girder (2) with frame column (1) is arranged in the framework, and frame column (1) comprises parallel first frame column (11) and second frame column (12), it is characterized in that; Fill plate (3) is a folded structure in said, and the post of its flute length direction and frame column (1) is 30 °~60 ° to angle.
2. double-deck flap steel plate shear force wall structure according to claim 1 is characterized in that, said in fill plate (3) be trapezoidal, V-arrangement or flute profile flap.
3. double-deck flap steel plate shear force wall structure according to claim 1 is characterized in that, said interior fill plate (3) is a profiled sheet.
4. double-deck flap steel plate shear force wall structure; Frame column (1) and Vierendeel girder (2) connect and compose square framework; The interior fill plate (3) that is connected with Vierendeel girder (2) with frame column (1) is arranged in the framework; Frame column (1) comprises parallel first frame column (11) and second frame column (12); Interior fill plate (3) is made up of identical first flap (31) and second flap (32); First flap (31) is connected to form by first convexity (311) and first groove (312) of space, and second flap (32) is connected to form by second convexity (321) and second groove (322) of space, it is characterized in that; The length direction of first convexity (311) and first groove (312) and the post of first frame column (11) equate and are 30 °~60 ° to angle; The post of second convexity (321) and second groove (322) and second frame column (12) equates and is 30 °~60 ° that to angle the groove one side of first flap (31) is touched with the groove one side of second flap (32) mutually, and first groove (312) is connected through connector (6) with second groove (322).
5. double-deck flap steel plate shear force wall structure according to claim 4; It is characterized in that; Said first flap (31) and second flap (32) are profiled sheet; First convexity (311) and second convexity (321) are the crest of profiled sheet, and first groove (312) and second groove (322) are the trough of profiled sheet.
6. double-deck flap steel plate shear force wall structure according to claim 5 is characterized in that, said profiled sheet is V-arrangement, waveform, rib shape, the type of putting more energy into, hyperbolic waveform, dove-tail or the two-way type of putting more energy into.
7. double-deck flap steel plate shear force wall structure according to claim 4 is characterized in that described connector (6) is rivet or bolt.
8. double-deck flap steel plate shear force wall structure according to claim 4 is characterized in that, adopts the full-shape weld seam that Vierendeel girder (2) is connected with interior fill plate (3), perhaps by means of angle steel (5), adopts fillet weld to add bolt (4) Vierendeel girder (2) is connected with interior fill plate (3); Adopt the full-shape weld seam that frame column (1) is connected with interior fill plate (3),, adopt fillet weld to add bolt (4) frame column (1) is connected with interior fill plate (3) perhaps by means of angle steel (5).
9. double-deck flap steel plate shear force wall structure according to claim 4 is characterized in that, first groove (312) is 30 °~60 ° with the scope that is connected the gradient of first convexity (311).
10. double-deck flap steel plate shear force wall structure according to claim 4 is characterized in that, the length direction of first convexity (311) equates to angle with the post of second frame column (12) to angle and second convexity (321) with the post of first frame column (11).
CN201120183075XU 2011-06-01 2011-06-01 Double-Layer bent-plate steel-plate shear wall structure Expired - Fee Related CN202108133U (en)

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102296724A (en) * 2011-06-01 2011-12-28 西安建筑科技大学 Inclined double-layer folded plate steel plate shear wall
CN102758494A (en) * 2012-07-20 2012-10-31 西安建筑科技大学 Composite steel plate shear wall with angle steel
CN105756228A (en) * 2014-12-15 2016-07-13 山东大学 Multilayer oblique slotted bidirectional arrangement steel plate shear wall
CN109797891A (en) * 2019-01-08 2019-05-24 济南大学 The novel bidirectionally obliquely placed corrugated steel shear wall of one kind and its application method
CN112376739A (en) * 2020-11-27 2021-02-19 东南大学 Double-layer crease weakening type assembled steel plate shear wall structure
CN112392174A (en) * 2020-11-27 2021-02-23 东南大学 Double-layer weakened type assembled steel plate shear wall structure

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102296724A (en) * 2011-06-01 2011-12-28 西安建筑科技大学 Inclined double-layer folded plate steel plate shear wall
CN102296724B (en) * 2011-06-01 2013-07-31 西安建筑科技大学 Inclined double-layer folded plate steel plate shear wall
CN102758494A (en) * 2012-07-20 2012-10-31 西安建筑科技大学 Composite steel plate shear wall with angle steel
CN102758494B (en) * 2012-07-20 2015-04-15 西安建筑科技大学 Composite steel plate shear wall with angle steel
CN105756228A (en) * 2014-12-15 2016-07-13 山东大学 Multilayer oblique slotted bidirectional arrangement steel plate shear wall
CN105756228B (en) * 2014-12-15 2017-10-31 山东大学 A kind of oblique fluting bidirectional arrangements steel plate shear force wall of multilayer
CN109797891A (en) * 2019-01-08 2019-05-24 济南大学 The novel bidirectionally obliquely placed corrugated steel shear wall of one kind and its application method
CN112376739A (en) * 2020-11-27 2021-02-19 东南大学 Double-layer crease weakening type assembled steel plate shear wall structure
CN112392174A (en) * 2020-11-27 2021-02-23 东南大学 Double-layer weakened type assembled steel plate shear wall structure
CN112392174B (en) * 2020-11-27 2021-12-28 东南大学 Double-layer weakened type assembled steel plate shear wall structure
CN112376739B (en) * 2020-11-27 2022-01-25 东南大学 Double-layer crease weakening type assembled steel plate shear wall structure

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