CN103866882A - Post-tensioned prestressing self centering steel plate shear wall structure - Google Patents
Post-tensioned prestressing self centering steel plate shear wall structure Download PDFInfo
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- CN103866882A CN103866882A CN201410080055.8A CN201410080055A CN103866882A CN 103866882 A CN103866882 A CN 103866882A CN 201410080055 A CN201410080055 A CN 201410080055A CN 103866882 A CN103866882 A CN 103866882A
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Abstract
The invention discloses a post-tensioned prestressing self centering steel plate shear wall structure, which comprises at least one structural unit, wherein the structural unit comprises two steel framework posts, a T-shaped steel beam, a self centering connecting element and a steel plate shear wall, wherein the T-shaped steel beam is connected with the upper ends of the two steel framework posts, the self centering connecting element is positioned at the lower side of the T-shaped steel beam and is connected with the two steel framework posts, the steel plate shear wall is positioned under the self centering connecting element, the self centering connecting element comprises an inner sleeve pipe, an outer sleeve pipe, an end plate, a pre-stretching rod and a connecting head, the inner sleeve pipe is sheathed by the outer sleeve pipe, the end plate seals the end parts of the inner sleeve pipe and the outer sleeve pipe, the pre-stretching rod is arranged in the inner sleeve pipe and is anchored on the end plate, the connecting head is connected with the end part of the inner sleeve pipe, the length of the upper wing edge of the T-shaped steel beam is greater than the length a the web plate, the lower end of the web plate of the T-shaped steel beam is connected with the upper side surface of the outer sleeve pipe, and the lower side surface of the outer sleeve pipe is connected with the upper side surface of the steel plate shear wall. The post-tensioned prestressing self centering steel plate shear wall structure has the advantages that the plastic deformation of the steel plate shear wall can be effectively eliminated, the lateral deformation coordination of a framework and a floor slab can be ensured, and the restoring cost and the restoring difficulty of the engineering structures after the earthquake are greatly reduced.
Description
Technical field
The invention belongs to field of civil engineering, relate to a kind of for reducing the post-tensioned prestressing formula self-centering steel plate shear wall structure of engineering structures earthquake disaster.
Background technology
Earthquake brings extremely serious disaster to the mankind.What traditional seismic design adopted is Ductility Design Method, under geological process, by surrender in advance and the destruction of structure division member, but entirety is unlikely to loss of function, rely on the plastic strain of the member most seismic energy that dissipates, thereby reach the object that guarantees agent structure safety.
Steel plate shear force wall is as the typical energy-dissipating and shock-absorbing technology of one, and owing to having, energy dissipation capacity is strong, good damping effect and the shake easy advantage such as replacing afterwards, is being widely used in recent years.Under wind load or frequently occurred earthquake effect, steel plate shear force wall remains elasticity as structural element, can provide anti-side rigidity for structure; Under middle shake or large shake effect, steel plate shear force wall is subject to the curved surrender most seismic energy that dissipates by " metal sheet pile " cut apart by perps, alleviate and even avoid agent structure damage, can be by changing the use function of the fast quick-recovery structure of steel plate shear force wall after shake.By the adjustment to perps size on steel plate, can make rigidity, bearing capacity, ductility and the Hysteresis Behavior of steel plate shear force wall under Lateral Force change, this property can facilitate engineer in the time of structure design, to carry out the adjustment of different parts rigidity of structure coupling.Meanwhile, wallboard can be between a span centre step-by-step arrangement, be conducive to the design of passageway and door and window.
But, although existing steel plate shear force wall can effectively reduce the maximum displacement of agent structure in seismic process, but because modulus of elasticity after steel plate surrender is lower, rigidity is less, after unloading, cannot get back to initial position, make steel plate shear wall structure after strong earthquakes, be easy to produce larger permanent set, thereby cause building maintenance cost and the significantly increase of repairing difficulty.Therefore, how reducing the permanent set of steel plate shear wall structure under large shake, is the key of impelling it further to apply in Practical Project.
The problem existing for existing steel plate shear force wall, the present invention proposes a kind of device and technology of utilizing post-tensioned prestressing technology to realize steel plate shear wall structure Self-resetting, guarantee that the agent structure deformation of member is coordinated and the basis of steel plate shear force wall energy dissipation capacity on, effectively reduce permanent set after the shake of steel plate shear wall structure system.
Summary of the invention
Technical problem: the present invention is directed to existing steel plate shear wall structure easy problem that produces permanent set under large shake, a kind of plastic strain that not only can effectively eliminate steel plate shear force wall is provided, the self-centering object of implementation structure main body, and can guarantee framework and floor lateral deformation coordination, thereby rehabilitation expense and difficulty after engineering structures shake are significantly reduced, the while post-tensioned prestressing formula self-centering steel plate shear wall structure of independent adjusted and controlled intensity, rigidity and ductility flexibly.
Technical scheme: post-tensioned prestressing formula self-centering steel plate shear wall structure of the present invention, comprise at least one element of construction, element of construction comprises two Steel Frame Column, connect the T steel beam of two Steel Frame Column upper ends, be positioned at T steel beam downside and connect two Steel Frame Column self-centering connector, be positioned at the steel plate shear force wall of self-centering connector below; Self-centering connector comprises inner sleeve, is enclosed within the outer tube of inner sleeve outside, the end plate of sealing inner sleeve and outer tube end, be arranged in inner sleeve and be anchored at the pre-pull bar on end plate, the connector being connected with inner sleeve end, and connector is connected with Steel Frame Column after passing end plate; The top flange length of T steel beam is greater than the length of web, and the web lower end of T steel beam is connected with the upper side of outer tube, and the downside of outer tube is connected with the upper side of steel plate shear force wall.
In a preferred embodiment of the present invention, post-tensioned prestressing formula self-centering steel plate shear wall structure comprises multiple element of construction of the shared Steel Frame Column that in the vertical direction connects successively, and the steel plate shear force wall of element of construction is connected with the T steel beam of downside adjacent structure unit.
In another kind of preferred version of the present invention, post-tensioned prestressing formula self-centering steel plate shear wall structure comprises the multiple element of construction that connect successively in the horizontal direction, and two adjacent element of construction share a Steel Frame Column.
Beneficial effect: the present invention compared with prior art, has the following advantages:
(1) the technical program can effectively be controlled the permanent set of steel plate shear wall structure.Do the used time when bearing violent earthquake, structure, by producing larger relative storey displacement, causes with " metal sheet pile " cut apart by perps in vertical seam steel plate shear force wall and is subject to curved surrender, the accumulating plastic deformation that generation cannot recover automatically.By adopting self-centering connector, main body frame and steel plate shear force wall are combined, for providing, steel plate shear force wall stablizes lasting elastic restoring force by the pretension being applied in pre-pull bar, make steel plate shear force wall after surrendering and produce compared with large plastometric set, still can force agent structure to return initial position, eliminate structure permanent set, thereby significantly reduce cost and the difficulty of after structure shake, repairing.
(2) after the earthquake centre that the technical program is structure and shake, Complete Damage Process control design provides effective ways.Traditional seismic design only relates to the maximum displacement control of structure in seismic process, but lacks effective method for designing to damaging after the shake of structure to control.The technical program can be by regulating three key constructs parameters (pretension in steel plate shear force wall rigidity, pre-pull bar rigidity, pre-pull bar), realize the Complete Damage Process control after earthquake centre and shake simple and effectively, wherein: steel plate shear force wall rigidity has determined the energy dissipating in support process, the maximum displacement of major effect structure in seismic process; Pre-pull bar rigidity can reduce the maximum displacement of structure in seismic process on the one hand, has determined on the other hand the elastic restoring force size of self-centering connector in seismic process; Pretension in pre-pull bar directly affects the permanent set size after structure shake.
(3) plastic strain of agent structure when the technical program can reduce earthquake effectively.For traditional frame construction, its bean column node is generally and rigidly connects, and in the time that structure, under geological process, lateral deformation occurs, inevitably produces plastic hinge at bean column node place, makes maintenance cost and difficulty after structure shake all higher.The T steel beam of the technical program and inner sleeve and Steel Frame Column all adopt and are articulated and connected, thereby produce plastic hinge, the effectively plastic strain of control subject structure at bean column node place can avoid structure generation sidesway time.When earthquake, steel plate shear force wall will absorb most seismic energies, and agent structure itself is without significantly plastic strain, so not only can effectively reduce the cost of repairing after structure shake, and be applied to the plastic strain that pretension in pre-pull bar only need overcome steel plate shear force wall and just can make structure realize complete Self-resetting, and need not consider the impact of agent structure plastic strain.
(4) main frame structure of the technical program is in the process of lateral deformation, and the spacing of frame column can not increase, and can avoid the crack in tension of floor.For traditional steel framed structure, because steel-frame beam end section is plane section, therefore in the time of the top of Steel Frame Column generation lateral deformation the end section that lingers or bottom rotation, bean column node can open and occur gap, the spacing of adjacent pillar can be increased thereupon, cause floor crack in tension, increased the expense of keeping in repair after structure shake.And the top flange length of the technical program T steel beam is greater than the length of web, make beam-ends top flange along the axis direction of beam with respect to web extension length, for space has been reserved in the lateral deformation of Steel Frame Column, in the time that earthquake acts on structure, can there is the top flange rotation of lateral deformation the end section that lingers in Steel Frame Column, the spacing of adjacent pillar equals the length of T steel beam top flange all the time, thereby has avoided the problem of floor cracking.
(5) the technical program energy structure is adjusted rigidity, the strength and ductility of structure flexibly.Because T steel beam is top flange pressurized all the time, and pre-pull bar is arranged in the inner sleeve that is arranged in T steel beam bottom, therefore in the time there is lateral deformation in structure, pre-pull bar in inner sleeve and the pressurized top flange of T steel beam are combined to form opposing moment of flexure, such structural configuration can be fully utilized the intensity of pre-pull bar, allow the adjustment of structural concept can be more flexibly and independent, also greatly improved the economy of structure.
(6) the technical program is independently separated self-centering connector and steel plate shear force wall, when structure is shaken to rear reparation, only need to change the steel plate shear force wall that plastic strain occurs, and need not change the self-centering connector that remains elastic stage, this difficulty of repairing that not only simplifies the structure, increase work efficiency, and greatly saved maintenance cost.
(7) the technical program simple structure, easy to make, is applicable to very much industrialized production and manufacture.Due to its processing technology and traditional self-centering frame clsss seemingly, producer just can carry out suitability for industrialized production without doing larger adjustment, thereby has reduced difficulty and the cost manufactured, has higher price competitiveness.
Accompanying drawing explanation
Fig. 1 is the elevation of apparatus of the present invention;
Fig. 2 a is the organigram of self-centering connector;
Fig. 2 b is the A-A sectional drawing of Fig. 2 a;
Fig. 3 a is the plan view of self-centering connector outer tube;
Fig. 3 b is the A-A sectional drawing of Fig. 3 a;
Fig. 4 a is the plan view of self-centering connector inner sleeve and connector;
Fig. 4 b is the A-A sectional drawing of Fig. 4 a;
Fig. 4 c is the B-B sectional drawing of Fig. 4 a;
Fig. 5 is the plan view of end plate;
Fig. 6 is the in situ schematic view of self-centering connector;
Fig. 7 is the work schematic diagram one of self-centering connector;
Fig. 8 is the work schematic diagram two of self-centering connector;
Fig. 9 is the overall work schematic diagram of apparatus of the present invention.
In figure, have: the gap 41 of offering on breach 36 on Steel Frame Column 1, T steel beam 2, self-centering connector 3, inner sleeve 31, outer tube 32, end plate 33, pre-pull bar 34, connector 35, end plate, steel plate shear force wall 4, steel plate shear force wall.
The specific embodiment
Below in conjunction with accompanying drawing, technical scheme of the present invention is described in detail.
As shown in Figure 1, post-tensioned prestressing formula self-centering steel plate shear wall structure of the present invention, comprise at least one element of construction, each element of construction comprises two Steel Frame Column 1, connect the T steel beam 2 of two Steel Frame Column 1 upper ends, be positioned at T steel beam 2 downsides and connect two Steel Frame Column 1 self-centering connector 3, be positioned at the steel plate shear force wall 4 of self-centering connector 3 belows, wherein T steel beam 2 and self-centering connector 3 all adopt and are articulated and connected with Steel Frame Column 1, thereby can avoid occurring plastic hinge at bean column node place in the time of structure generation lateral deformation; The top flange length of T steel beam 2 is greater than the length of web, the top flange that makes beam-ends along the axis direction of beam with respect to web extension length, and the extension elongation of every one end should be more than or equal to 1/50 with the ratio of the depth of section of T steel beam 2, for space has been reserved in the lateral deformation of Steel Frame Column 1.
As shown in Fig. 2 a～Fig. 5, self-centering connector 3 comprises inner sleeve 31, be enclosed within the outer tube 32 of inner sleeve 31 outsides, the end plate 33 of sealing inner sleeve 31 and outer tube 32 ends, be arranged in inner sleeve 31 and be anchored at the pre-pull bar 34 on end plate 33, the connector 35 being connected with inner sleeve 31 ends, on end plate 33, be furnished with breach 36, make inner sleeve 31 both sides connector 35 can through after end plate 33 and Steel Frame Column 1 hinged, end plate 33 there is no annexation with inner sleeve 31 and outer tube 32, only two ends of withstanding inner sleeve 31 and outer tube 32 tightly under the effect of pretension, the web lower end of T steel beam 2 and the upper side of outer tube 32 weld together, thereby guarantee outer tube 32 can with T steel beam 2 associated movements.
As shown in Figure 1, steel plate shear force wall 4 upper ends are connected with the downside of outer tube 32, and the lower end of steel plate shear force wall 4 is connected with the top flange of the T steel beam 2 of downside adjacent structure unit, in the time that element of construction is positioned at integrally-built bottom, the lower end of steel plate shear force wall 4 is connected with the upside of grade beam, the form that above steel plate shear force wall 4 all can adopt splice bar to be connected or to weld with the connected mode of adjacent members.
In a preferred embodiment of the present invention, post-tensioned prestressing formula self-centering steel plate shear wall structure comprises multiple element of construction of the shared Steel Frame Column 1 that in the vertical direction connects successively, and Steel Frame Column 1 adopts with architecture basics the form rigidly connecting.
In another kind of preferred embodiment of the present invention, post-tensioned prestressing formula self-centering steel plate shear wall structure is also included within the multiple element of construction that connect successively in horizontal direction, and two adjacent element of construction share a Steel Frame Column 1.
On steel plate shear force wall 4, offer vertical gap 41, under wind load or frequently occurred earthquake effect, steel plate shear force wall 4, as structural element, can provide lateral rigidity for structure; Under middle shake or large shake effect, steel plate shear force wall 4 is subject to the curved surrender most seismic energy that dissipates by " metal sheet pile " cut apart by perps, alleviates and even avoids agent structure damage.By adjusting the row of cracking of steel plate shear force wall 4, between steel plate ratio of height to thickness and seam, the parameter such as the flakiness ratio of pillar, can the rigidity under Lateral Force, bearing capacity, ductility and Hysteresis Behavior control steel plate shear force wall 4; Steel plate shear force wall 4 can be between a span centre step-by-step arrangement, be conducive to like this design of passageway and door and window.
In the technical program, self-centering connector 3 plays three important function: (1) provides lateral rigidity for overall structure.Because the bean column node of structure is hinged, the ability of not resisting horizontal loading, by the pre-pull bar 34 of stretch-draw self-centering connector 3, makes the pressurized top flange combination of itself and T steel beam 2, forms opposing moment of flexure.(2) play the effect that connects agent structure and steel plate shear force wall 4, make the two be combined to form an overall energy dissipation structure.(3) permanent set of elimination steel plate shear force wall 4.By the pre-pull bar 34 of stretch-draw self-centering connector 3, can overcome the plastic strain of steel plate shear force wall 4, reach the permanent set of eliminating structure, realize overall self-centering object.
The operating principle of self-centering connector 3 is as shown in Figure 6 to 8: when structure, under geological process, lateral deformation occurs, because the hinged absolute altitude of T steel beam 2 and inner sleeve 31 is different, it is poor that the two can form a horizontal movement, and outer tube 32 and T steel beam 2 associated movements, thereby make inner sleeve 31 can produce a relative slippage with outer tube 32.When structure is to the right when sidesway, left side end plate and right side end plate respectively under the promotion of inner sleeve 31 left ends and outer tube 32 right-hand members to two side shiftings, and separate with the other end of sleeve pipe respectively; When structure is left when sidesway, left side end plate and right side end plate respectively under the promotion of outer tube 32 left ends and inner sleeve 31 right-hand members to two side shiftings, and separate with the other end of sleeve pipe respectively.Guarantee thus in the journey of malformation, pre-pull bar 34 all the time tension extends, for the restoring force that provides self-centering required is provided steel plate shear force wall 4.Steel plate shear force wall 4 thereon, produce plastic strain under the drive that connects of lower end, and earthquake energy, as shown in Figure 9.In whole deformation process, Steel Frame Column 1 is withstood the top flange rotation at T steel beam 2 two ends all the time, and post is apart from not changing.
Claims (3)
1. a post-tensioned prestressing formula self-centering steel plate shear wall structure, it is characterized in that, this structure comprises at least one element of construction, described element of construction comprises two Steel Frame Column (1), connect the T steel beam (2) of described two Steel Frame Column (1) upper end, be positioned at described T steel beam (2) downside and connect two Steel Frame Column (1) self-centering connector (3), be positioned at the steel plate shear force wall (4) of described self-centering connector (3) below;
Described self-centering connector (3) comprises inner sleeve (31), is enclosed within the end plate (33) of the outside outer tube (32) of described inner sleeve (31), sealing inner sleeve (31) and outer tube (32) end, is arranged in inner sleeve (31) and is anchored at the pre-pull bar (34) on end plate (33), the connector (35) being connected with inner sleeve (31) end, and described connector (35) is connected with Steel Frame Column (1) through after end plate (33);
The top flange length of described T steel beam (2) is greater than the length of web, and the web lower end of T steel beam (2) is connected with the upper side of outer tube (32), and the downside of outer tube (32) is connected with the upper side of steel plate shear force wall (4).
2. post-tensioned prestressing formula self-centering steel plate shear wall structure according to claim 1, it is characterized in that, this structure comprises multiple element of construction of the shared Steel Frame Column (1) that in the vertical direction connects successively, and the steel plate shear force wall (4) of element of construction is connected with the T steel beam (2) of downside adjacent structure unit.
3. post-tensioned prestressing formula self-centering steel plate shear wall structure according to claim 1 and 2, is characterized in that, this structure comprises the multiple element of construction that connect successively in the horizontal direction, and two adjacent element of construction share a Steel Frame Column (1).
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| CN201410080055.8A CN103866882A (en) | 2014-03-06 | 2014-03-06 | Post-tensioned prestressing self centering steel plate shear wall structure |
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| CN201410080055.8A CN103866882A (en) | 2014-03-06 | 2014-03-06 | Post-tensioned prestressing self centering steel plate shear wall structure |
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Cited By (5)
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| CN104912226A (en) * | 2015-06-08 | 2015-09-16 | 同济大学 | Assembly type steel structure self-return module based on slotting steel plate shear wall energy consumption |
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| CN106759897A (en) * | 2017-01-25 | 2017-05-31 | 哈尔滨工业大学 | Integral type intermediate plate aluminum joints |
| CN106930437A (en) * | 2017-04-26 | 2017-07-07 | 广西大学 | A kind of reinforced concrete shear wall of built-in horizontal diagonal brace |
| CN111042375A (en) * | 2019-12-25 | 2020-04-21 | 潍坊科技学院建筑安装公司 | Prefabricated assembled recycled concrete wallboard |
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Application publication date: 20140618 |