CN201539031U - Buckling inhibited shear wall with slideable stiffened steel sections and embedded steel plates - Google Patents
Buckling inhibited shear wall with slideable stiffened steel sections and embedded steel plates Download PDFInfo
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- CN201539031U CN201539031U CN2009201106718U CN200920110671U CN201539031U CN 201539031 U CN201539031 U CN 201539031U CN 2009201106718 U CN2009201106718 U CN 2009201106718U CN 200920110671 U CN200920110671 U CN 200920110671U CN 201539031 U CN201539031 U CN 201539031U
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Abstract
The utility model relates to a buckling inhibited shear wall with slideable stiffened steel sections and embedded steel plates, which belongs to the technical field of structural engineering. The shear wall comprises embedded steel plates, steel section stiffening ribs, fishtail plates and edge members. The embedded steel plates are thin steel plates made of high ductility steel; the edge member consists of an edge post and an edge beam; the cross section of the steel section stiffening ribs has I-shape, box-shape, C-shape, L-shape, off-the-face-hat shape or other shape; the embedded steel plate is provided with 1/4 circular arc-shaped notches at the four corners thereof; the embedded steel plate is connected with the edge member through the fishtail plate; and the embedded steel plates are connected with the steel section stiffening ribs through high-strength bolts passing through the embedded steel plates and the steel section stiffening ribs. The buckling inhibited shear wall provided by the utility model can be used as novel side force resistant members of a high-rise building steel structure or other structures, is an excellent shock resistant and energy dissipation member, and has the advantages of good shock resistance, high ductility, convenient construction and low cost.
Description
Technical field
The utility model relates to the flexing inhibition type shear wall that a kind of put more energy into shaped steel and embedded steel plate can slide, and belongs to the structural engineering technical field.
Background technology
In Designing Structures of High Rising Buildings, steel plate shear force wall is a kind of novel lateral resisting structure system.Because it and steel framed structure belong to a kind of material, when the opposing geological process, show identical ductility and energy dissipation capacity.
Although the steel plate shear wall is difficult for flexing, and have good hysteretic energy curve, steel using amount is big, and economic benefit is relatively poor, is difficult to be accepted by market.Simultaneously, because restriction steel plate wall generation flexing, the project planner is difficult to have a mind to change the anti-side rigidity of certain direction by the thickness of adjusting steel plate, thereby seldom uses.
Non-stiffened steel plate shear wall belongs to the steel sheet wall, and its flexing and form rapidly pull strap at first under geological process, pull strap are anchored on the edge beam column member of steel plate wall and to frame construction anti-side rigidity is provided.Because this steel plate wall adopts steel sheet, steel using amount is low, and economic benefit spy is good, begins extensive use in the many high-rise steel structure of united states, japan and other countries.In China's Efficiency in Buildings in Tianjin Area, 330 meters high Jin Ta have just adopted the steel plate shear force wall frame construction.But in non-stiffened steel plate shear wall application process, the very fast discovery of people its in the geological process process, the non-thin steel plate shear wall of putting more energy into but shows two kinds of shortcomings, the one, there is the serious phenomenon of pinching in hysteresis loop, be unfavorable for earthquake energy, the 2nd, the bent noise of drum that its continuous flexing of its steel plate wall under horizontal course under cyclic loading causes has reduced its comfortableness widely, has hindered its popularization and application in market.For these shortcomings that non-stiffened steel plate shear wall exists, people are constantly seeking and are exploring new strengthening measure, and desire is improved its performance by the bending deformation that suppresses steel plate wall.
For overcoming the shortcoming of the non-thin steel plate shear wall of putting more energy into, engineers and technicians are welding steel stiffening rib on embedded steel plate generally, develops to put more energy into thin steel plate shear wall.The steel plate stiffening rib of welding can effectively suppress the cripling of embedded steel plate, improves the hysteretic energy performance of embedded steel plate, also can reduce the sound that the steel plate flexing is sent simultaneously, separates the comfortableness problem of the steel plate wall of putting more energy into by no means.But there is new problem in the thin steel plate shear wall of generally putting more energy in application.When stiffening rib and the welding of embedded steel plate, can produce the heat affected zone in the welding position, produce residual stress, make material property degradation, wood property become fragile simultaneously, and be easy to form weld defect, cause bigger stress to concentrate; Under course under cyclic loading, the material energy dissipation capacity variation of these heat affected zones, material is easy to take place brittle fracture; In addition, embedded steel plate is very thin usually, operating difficulties during welding, " burning " easily, welding quality is difficult to be guaranteed.
The applicant also once proposed a kind of buckling and energy consumption preventing steel plate shear wall (ZL200410091547.3), by retrain the bending deformation of steel plate wall at steel plate wall both sides configuration monoblock concrete slab, simultaneously using high-strength bolt instead in order to overcome the defective that welding brings couples together embedded steel plate and concrete cover, and make between embedded steel plate and the concrete slab under big shake effect and can produce slippage by offer big hole at embedded steel plate bolt position, only play the outer effect of contraction of face, the defective effect of having avoided welding to bring to embedded steel plate this moment.But, also brought new problem at embedded steel plate both sides configuration monoblock concrete slab, it at first is the quality that the appearance of coagulate plate has increased structure itself widely, and excited new geological process thus, next is to adopt concrete cover, its cost improves greatly, this is because general metope yardstick is big (highly about 3 meters, width is often more than 6 meters), certainly leading to very big internal force in a monoblock concrete slab inside, add that concrete slab tensile strength is low, is a flexural member when being subjected to the bent power of embedded steel plate outward bulge, on its cross section, mainly produce tensile stress, be unfavorable for bringing into play the intensity of concrete material.Therefore, have only the thickness that increases concrete slab in the design, also just can reach the purpose that suppresses embedded steel plate bending deformation, thereby economic benefit is very low.
The utility model content
For overcoming the shortcoming of above-mentioned general stiffened steel plate shear wall and buckling and energy consumption preventing steel plate shear wall, the present invention proposes the flexing inhibition type shear wall that a kind of put more energy into shaped steel and embedded steel plate can slide.By in embedded steel plate both sides or side configuration can retrain put more energy into shaped steel and the put more energy into shaped steel and the no bonding connection of embedded steel plate employing of steel sheet flexing, the cripling that not only can effectively suppress embedded steel plate, improve the hysteretic energy performance of embedded steel plate, simultaneously also can reduce the sound that the steel plate flexing is sent, separate the comfortableness problem of the steel plate wall of putting more energy into by no means, also solved the shortcoming of above-mentioned general stiffened steel plate shear wall buckling and energy consumption preventing steel plate shear wall.
Computational analysis shows, adopts the shaped steel form of putting more energy into, and its shaped steel rigidity is big and self be difficult for flexing, effect of contraction and concrete slab to embedded steel plate are suitable, and do not adopt between shaped steel and the embedded steel plate to be welded to connect,, can not cause brittle fracture avoiding the generation of welding heat affected zone.
For the purpose that realizes putting more energy into and to slide between shaped steel and the embedded steel plate, by high-strength bolt put more energy into shaped steel and embedded steel plate of the outside coupled together by the bolt hole of making in advance, and apply certain prestressing force.Suitable with the shank of bolt diameter at embedded steel plate upper bolt hole, the bolt hole aperture on the shaped steel of putting more energy into is bigger slightly than the diameter of bolt, its difference during by big shake relative storey displacement angular limit value determine.High-strength bolt is combined closely put more energy into shaped steel and embedded steel plate, putting more energy under the medium and small shake effect between shaped steel and the embedded steel plate by the frictional force collaborative work, the two common opposing horizontal earthquake action, the two begins slippage under big shake effect, the shaped steel of putting more energy into only provides face outer effect of contraction to embedded steel plate, the shaped steel flexing and suppress the outer bending deformation development of embedded steel plate metope of avoiding putting more energy into.
The utility model proposes the flexing inhibition type shear wall that a kind of put more energy into shaped steel and embedded steel plate can slide, on traditional stiffened steel plate shear wall basis, by improving the connected mode of stiffening rib and embedded steel plate, overcome the employing of traditional stiffening rib and embedded steel plate and be welded to connect the defective of bringing, also can effectively prevent the outer complete buckling of face of steel sheet wall simultaneously.The utility model aims to provide a kind of bigger lateral resisting effect that has, and can be under big shake effect the effective new steel plate shear wall of energy dissipating.
The flexing inhibition type shear wall that a kind of put more energy into shaped steel and embedded steel plate can slide is characterized in that described steel plate shear force wall is made up of embedded steel plate, formed steel reinforcing rib, splice bar and edge member; Described embedded steel plate adopts the steel sheet of high ductility steel rolling; It is the shaped steel of I-shaped, box-shaped, C shape, L shaped, crimping hat or other form that described formed steel reinforcing rib adopts the cross section; Described edge member comprises edge posts and edge girder;
In the flexing inhibition type shear wall that above-mentioned put more energy into shaped steel and embedded steel plate can slide, described embedded steel plate is connected by described splice bar with described edge member; Wherein, described splice bar and described edge member adopt and are welded to connect, and described splice bar and described embedded steel plate wall adopt welding or bolt;
In the flexing inhibition type shear wall that above-mentioned put more energy into shaped steel and embedded steel plate can slide, described embedded steel plate is opened quadrant arc breach at Si Jiaochu, thereby block the power transmission route of bight pull strap, make the bight concentrate pulling force to shift to both sides, the uniformity of pulling force field is effectively improved;
In the flexing inhibition type shear wall that above-mentioned put more energy into shaped steel and embedded steel plate can slide, dispose described formed steel reinforcing rib in described embedded steel plate one or both sides; The layout of described formed steel reinforcing rib is divided into three kinds of forms: 1. formed steel reinforcing rib lateral arrangement only, promptly only dispose horizontal formed steel reinforcing rib; 2. formed steel reinforcing rib is only vertically arranged, promptly only disposes vertical formed steel reinforcing rib; 3. formed steel reinforcing rib promptly disposes horizontal formed steel reinforcing rib and vertical formed steel reinforcing rib simultaneously along laterally, vertically all arrange; Wherein, for form 3., its construction features are: described horizontal formed steel reinforcing rib is elongated not to be disconnected; Described vertical formed steel reinforcing rib disconnects with described horizontal formed steel reinforcing rib intersection, and with described horizontal formed steel reinforcing rib by being welded to connect, the surface of palpus assurance simultaneously and the contacted described horizontal formed steel reinforcing rib of described embedded steel plate and the surface of described vertical formed steel reinforcing rib could guarantee that like this formed steel reinforcing rib fully retrains embedded steel plate in same plane;
In the flexing inhibition type shear wall that above-mentioned put more energy into shaped steel and embedded steel plate can slide, described embedded steel plate is connected by the high-strength bolt that penetrates both with described formed steel reinforcing rib; Open circular hole on described embedded steel plate, diameter is suitable with the shank of bolt diameter; For the formed steel reinforcing rib arrangement form 1., on described horizontal formed steel reinforcing rib, open big hole according to certain spacing, the difference in diameter of big hole and shank of bolt during by big shake relative storey displacement angular limit value determine; For the formed steel reinforcing rib arrangement form 2., on described vertical formed steel reinforcing rib, open big hole according to certain spacing, the difference in diameter of big hole and shank of bolt during by big shake relative storey displacement angular limit value determine; For the formed steel reinforcing rib arrangement form 3., on described vertical formed steel reinforcing rib, open big hole with the position of described horizontal formed steel reinforcing rib intersection, the difference in diameter of big hole and shank of bolt during by big shake relative storey displacement angular limit value determine; For form 1. with form 2., circular hole spacing on the formed steel reinforcing rib and shaped steel rigidity, steel plate ratio of height to thickness are relevant, if shaped steel rigidity is big, the steel plate ratio of height to thickness is less, only need to open circular hole and can guarantee that shaped steel plays effect of contraction to embedded steel plate all the time at the shaped steel two ends, if shaped steel rigidity is less, the steel plate ratio of height to thickness is bigger, need open a plurality of circular holes along shaped steel, could guarantee that shaped steel plays effect of contraction to embedded steel plate all the time, the size of circular hole spacing needs to determine according to parameters such as shaped steel specification and pitchs of bolts.
Described high-strength bolt passes circular hole on the described embedded steel plate and the big hole on the described formed steel reinforcing rib, between nut and described formed steel reinforcing rib, place billet, and described high-strength bolt applied certain pretension, make the certain pre-pressing force of generation between described embedded steel plate and the described formed steel reinforcing rib; Like this, under middle or small shake effect, described formed steel reinforcing rib provides powerful lateral support effect for described embedded steel plate, guarantee that described embedded steel plate does not take place whole and the outer flexing of partial face, and by the contact friction cooperative bearing, resist the external load effect jointly between described formed steel reinforcing rib and the described embedded steel plate; Under big shake effect, the internal force difference between described embedded steel plate and the described formed steel reinforcing rib surpasses the maximal friction between them, produces relatively and slides; The described shaped steel of putting more energy into can guarantee described embedded steel plate not outer integral body of generating plane and cripling, thereby makes described embedded steel plate can give full play to the power consumption effect.
The flexing inhibition type shear wall that put more energy into shaped steel and the embedded steel plate that the utility model proposes can slide, can be used as a kind of novel lateral resistant member of high-rise building steel structure or other structure, have that anti-seismic performance is good, ductility is high, easy construction, cost-effective advantage, be a kind of superior energy dissipation member.
Description of drawings
The elevational schematic view of the flexing inhibition type shear wall that Fig. 1 can slide for put more energy into shaped steel and the embedded steel plate of only arranging horizontal formed steel reinforcing rib (form 1.);
The elevational schematic view of the flexing inhibition type shear wall that Fig. 2 can slide for put more energy into shaped steel and the embedded steel plate of only arranging vertical formed steel reinforcing rib (form 2.);
The elevational schematic view of the flexing inhibition type shear wall that Fig. 3 can slide for put more energy into shaped steel and the embedded steel plate of arranging horizontal formed steel reinforcing rib and vertical formed steel reinforcing rib (form 3.) simultaneously;
Fig. 4 a is part (A district among Fig. 3) the facade detail drawing of the flexing inhibition type shear wall that shaped steel and embedded steel plate can slide of putting more energy into;
Fig. 4 b is the three-dimensional exploded detail in part (A district among Fig. 3) of the flexing inhibition type shear wall that shaped steel and embedded steel plate can slide of putting more energy into;
Fig. 5 a, Fig. 5 b, Fig. 5 c, Fig. 5 d, Fig. 5 e, Fig. 6 a, Fig. 6 b, Fig. 6 c, Fig. 6 d, Fig. 6 e are formed steel reinforcing rib and the embedded steel plate connection diagram with various different cross section forms.
The specific embodiment
Specify the flexing inhibition type shear wall that this put more energy into shaped steel and embedded steel plate can slide below in conjunction with accompanying drawing 1～6.
The flexing inhibition type shear wall that a kind of put more energy into shaped steel and embedded steel plate can slide mainly is made up of embedded steel plate, formed steel reinforcing rib, splice bar and edge member, shown in Fig. 1～4, comprises following component units:
The 1-edge posts;
The 2-edge girder;
The embedded steel plate of 3-;
The 4-splice bar;
The vertical formed steel reinforcing rib of 5-;
The I-shaped shaped steel of 5-1-;
5-2-box-shaped shaped steel;
5-3-C type shaped steel;
5-4-L type shaped steel;
5-5-crimping hat shaped steel;
The horizontal formed steel reinforcing rib of 6-;
The I-shaped shaped steel of 6-1-;
6-2-box-shaped shaped steel;
6-3-C type shaped steel;
6-4-L type shaped steel;
6-5-crimping hat shaped steel;
The 7-billet;
The 8-connecting bolt;
The embedded steel plate arc gap of 9-;
The nut of 10-connecting bolt;
The screw rod of 11-connecting bolt;
The big hole of reserving on the 12-formed steel reinforcing rib;
Wherein, edge posts 1 is formed edge member with edge girder 2; Embedded steel plate 3 adopts the steel sheet of high ductility steel rolling, and opens quadrant arc breach 9 at embedded steel plate 3 four jiaos; Embedded steel plate 3 and edge member 1,2 are connected by splice bar 4, and splice bar 4 adopts with edge member 1,2 and is welded to connect, and splice bar 4 and embedded steel plate 3 adopt and weld or bolt is connected;
Wherein, as shown in Figure 5, it is the shaped steel of I-shaped (Fig. 5 .a), box-shaped (Fig. 5 .b), C shape (Fig. 5 .c), L shaped (Fig. 5 .d), crimping hat (Fig. 5 .e) or other form that vertical formed steel reinforcing rib 5 all adopts the cross section with horizontal formed steel reinforcing rib 6.The arrangement form of formed steel reinforcing rib is divided into three kinds, be respectively: the 1. horizontal formed steel reinforcing rib 6 of only layout as shown in Figure 1,2. 3. the vertical formed steel reinforcing rib 5 of only layout as shown in Figure 2 disposes vertical formed steel reinforcing rib 5 and horizontal formed steel reinforcing rib 6 as shown in Figure 3 the time; For form 3., laterally formed steel reinforcing rib 6 is elongated does not disconnect; Vertical formed steel reinforcing rib 5 is being blocked with horizontal formed steel reinforcing rib 6 intersections, and adopt with horizontal formed steel reinforcing rib 6 and to be welded to connect, must guarantee during welding that surface with the surface of embedded steel plate 3 contacted vertical formed steel reinforcing rib 5 and horizontal formed steel reinforcing rib 6 is in same plane;
Wherein, in the one or both sides of embedded steel plate 3 configuration formed steel reinforcing rib, the arrangement form of formed steel reinforcing rib can be 1. 2. (as shown in Figure 2) or a form 3. (as shown in Figure 3) of (as shown in Figure 1), form of form; Be connected by the connecting bolt 8 that penetrates both between embedded steel plate 3 and the formed steel reinforcing rib; Connecting bolt 8 adopts high-strength bolt;
Open circular hole on embedded steel plate 3, the diameter of the shank of bolt 11 of diameter and connecting bolt 8 is suitable; On formed steel reinforcing rib, open big hole 12, the difference in diameter Δ d of big hole 12 and the shank of bolt 11 of connecting bolt 8 during by big shake relative storey displacement angular limit value definite; The position of opening big hole on the formed steel reinforcing rib is relevant with the arrangement form of formed steel reinforcing rib: for form 1., open big hole 12 in horizontal formed steel reinforcing rib 6 equal intervals, circular hole spacing and shaped steel rigidity, steel plate ratio of height to thickness are relevant, definite as the case may be; For form 2., open big hole 12 in vertical formed steel reinforcing rib 5 equal intervals, circular hole spacing and shaped steel rigidity, steel plate ratio of height to thickness are relevant, definite as the case may be; For form 3., as shown in Figure 4, open big hole 12, promptly on horizontal formed steel reinforcing rib 6, with vertical formed steel reinforcing rib 5 intersections in vertical formed steel reinforcing rib 5 and horizontal formed steel reinforcing rib 6 intersections;
Connecting bolt 8 passes circular hole and the big hole on the formed steel reinforcing rib 12 on the embedded steel plate 3, and shelves billet 7 between the nut 10 of connecting bolt and vertical formed steel reinforcing rib 5; Connecting bolt 8 is applied certain pretension.
Claims (8)
1. the flexing inhibition type shear wall that shaped steel and embedded steel plate can slide of putting more energy into, described shear wall is made up of embedded steel plate, formed steel reinforcing rib, splice bar and edge member, it is characterized in that, this shear wall by in embedded steel plate both sides or side configuration can retrain the shaped steel of putting more energy into of steel sheet flexing, and put more energy into shaped steel and the no bonding connection of embedded steel plate employing; Described embedded steel plate is connected by the high-strength bolt that penetrates both with described formed steel reinforcing rib; Open circular hole on described embedded steel plate, diameter is suitable with the shank of bolt diameter.
2. inhibition type shear wall according to claim 1 is characterized in that, the layout of described formed steel reinforcing rib is divided into three kinds of forms:
1. formed steel reinforcing rib lateral arrangement only promptly only disposes horizontal formed steel reinforcing rib;
2. formed steel reinforcing rib is only vertically arranged, promptly only disposes vertical formed steel reinforcing rib;
3. formed steel reinforcing rib promptly disposes horizontal formed steel reinforcing rib and vertical formed steel reinforcing rib simultaneously along laterally, vertically all arrange.
3. inhibition type shear wall according to claim 1 and 2, it is characterized in that, for the formed steel reinforcing rib arrangement form 1., on described horizontal formed steel reinforcing rib, open big hole according to certain spacing, the difference in diameter of big hole and shank of bolt during by big shake relative storey displacement angular limit value determine.
4. inhibition type shear wall according to claim 1 and 2, it is characterized in that, for the formed steel reinforcing rib arrangement form 2., on described vertical formed steel reinforcing rib, open big hole according to certain spacing, the difference in diameter of big hole and shank of bolt during by big shake relative storey displacement angular limit value determine.
5. inhibition type shear wall according to claim 1 and 2, it is characterized in that, for the formed steel reinforcing rib arrangement form 3., on described vertical formed steel reinforcing rib, open big hole with the position of described horizontal formed steel reinforcing rib intersection, the difference in diameter of big hole and shank of bolt during by big shake relative storey displacement angular limit value determine; Described high-strength bolt passes circular hole on the described embedded steel plate and the big hole on the described formed steel reinforcing rib, places billet between nut and described formed steel reinforcing rib, and described high-strength bolt is applied certain pretension.
6. inhibition type shear wall according to claim 1 is characterized in that described embedded steel plate is connected by described splice bar with described edge member; Wherein, described splice bar and described edge member adopt and are welded to connect, and described splice bar and described embedded steel plate wall adopt welding or bolt.
7. inhibition type shear wall according to claim 1 is characterized in that described embedded steel plate is opened quadrant arc breach at Si Jiaochu.
8. inhibition type shear wall according to claim 1 is characterized in that described embedded steel plate adopts the steel sheet of high ductility steel rolling; It is I-shaped, box-shaped, C shape, L shaped, crimping hat that described formed steel reinforcing rib adopts the cross section; Described edge member comprises edge posts and edge girder.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009201106718U CN201539031U (en) | 2009-08-07 | 2009-08-07 | Buckling inhibited shear wall with slideable stiffened steel sections and embedded steel plates |
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| CN2009201106718U CN201539031U (en) | 2009-08-07 | 2009-08-07 | Buckling inhibited shear wall with slideable stiffened steel sections and embedded steel plates |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103628585A (en) * | 2013-11-18 | 2014-03-12 | 西安建筑科技大学 | Buckling constrained type steel plate shear wall structure without bonding part |
| CN103835400A (en) * | 2014-03-10 | 2014-06-04 | 北京工业大学 | Prestress steel plate shear wall |
| CN103835399A (en) * | 2014-03-10 | 2014-06-04 | 北京工业大学 | Prestress embedded steel plate-concrete combined shear wall |
| CN103835397A (en) * | 2014-03-10 | 2014-06-04 | 北京工业大学 | Prestress slotted steel plate shear wall |
| CN103883029A (en) * | 2014-03-11 | 2014-06-25 | 北京工业大学 | Assembling type reinforcing steel plate shear wall |
| CN106013506A (en) * | 2016-06-22 | 2016-10-12 | 杭州铁木辛柯钢结构设计有限公司 | Anti-buckling steel plate seismic shear wall provided with stiffening ribs |
| CN106368348A (en) * | 2016-09-08 | 2017-02-01 | 重庆大学 | Overlapped combined shear wall with double-phase stress characteristic |
| CN107085640A (en) * | 2017-04-19 | 2017-08-22 | 青岛腾远设计事务所有限公司 | The simulation algorithm of the non-stiffened steel plate shear wall of circular-arc cut |
| CN107700863A (en) * | 2017-09-28 | 2018-02-16 | 江苏联禹智能工程有限公司 | A kind of special reinforcing plate of intelligent building engineering |
| CN112853987A (en) * | 2021-01-14 | 2021-05-28 | 深圳市市政设计研究院有限公司 | Corrugated steel web structure adopting slidable stiffening ribs and construction method thereof |
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- 2009-08-07 CN CN2009201106718U patent/CN201539031U/en not_active Expired - Fee Related
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103628585A (en) * | 2013-11-18 | 2014-03-12 | 西安建筑科技大学 | Buckling constrained type steel plate shear wall structure without bonding part |
| CN103628585B (en) * | 2013-11-18 | 2016-06-01 | 西安建筑科技大学 | A kind of buckling-restrained shaped steel plate shear wall structure of soap-free emulsion polymeization part |
| CN103835397A (en) * | 2014-03-10 | 2014-06-04 | 北京工业大学 | Prestress slotted steel plate shear wall |
| CN103835399A (en) * | 2014-03-10 | 2014-06-04 | 北京工业大学 | Prestress embedded steel plate-concrete combined shear wall |
| CN103835400B (en) * | 2014-03-10 | 2016-05-25 | 北京工业大学 | A kind of pre-stressed steel plate shear wall |
| CN103835400A (en) * | 2014-03-10 | 2014-06-04 | 北京工业大学 | Prestress steel plate shear wall |
| CN103835399B (en) * | 2014-03-10 | 2016-06-01 | 北京工业大学 | A kind of prestress embedded steel plate concrete composite shear wall |
| CN103883029A (en) * | 2014-03-11 | 2014-06-25 | 北京工业大学 | Assembling type reinforcing steel plate shear wall |
| CN106013506A (en) * | 2016-06-22 | 2016-10-12 | 杭州铁木辛柯钢结构设计有限公司 | Anti-buckling steel plate seismic shear wall provided with stiffening ribs |
| CN106013506B (en) * | 2016-06-22 | 2018-11-13 | 杭州铁木辛柯钢结构设计有限公司 | The anti-buckling steel plate seismic structural wall, earthquake resistant wall of ribbed stiffener |
| CN106368348A (en) * | 2016-09-08 | 2017-02-01 | 重庆大学 | Overlapped combined shear wall with double-phase stress characteristic |
| CN107085640A (en) * | 2017-04-19 | 2017-08-22 | 青岛腾远设计事务所有限公司 | The simulation algorithm of the non-stiffened steel plate shear wall of circular-arc cut |
| CN107085640B (en) * | 2017-04-19 | 2020-04-28 | 青岛腾远设计事务所有限公司 | Simulation method of arc-shaped cut non-stiffened steel plate shear wall |
| CN107700863A (en) * | 2017-09-28 | 2018-02-16 | 江苏联禹智能工程有限公司 | A kind of special reinforcing plate of intelligent building engineering |
| CN112853987A (en) * | 2021-01-14 | 2021-05-28 | 深圳市市政设计研究院有限公司 | Corrugated steel web structure adopting slidable stiffening ribs and construction method thereof |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20100804 Termination date: 20120807 |