CN2791136Y - Three-stage control type shock-absorbing structure system suspended on large frame upper part - Google Patents
Three-stage control type shock-absorbing structure system suspended on large frame upper part Download PDFInfo
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- CN2791136Y CN2791136Y CN 200520017355 CN200520017355U CN2791136Y CN 2791136 Y CN2791136 Y CN 2791136Y CN 200520017355 CN200520017355 CN 200520017355 CN 200520017355 U CN200520017355 U CN 200520017355U CN 2791136 Y CN2791136 Y CN 2791136Y
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- 239000007787 solid Substances 0.000 claims description 3
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- 230000005540 biological transmission Effects 0.000 description 1
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Abstract
The utility model belongs to the civil engineering field. The structural system serves a mega-frame structure as a load bearing main body. The utility model is characterized in that the upper part is in a mega-frame suspension structure, and the lower part is in a common mega-frame structure. Mega-frame posts (5) are distributed on the circumference and in the middle and are connected with a secondary frame beam (7) through a mega-frame beam (1). A suspension floor slab (8) is connected with the secondary frame beam (7) on the top end of the upper part through a suspension rod (2); the secondary frame beam (7) on the top end of the upper part is connected with the mega-frame beam (1) on the top end of each of the mega-frame posts (5). Energy consuming devices (4) and connecting keys (3) are arranged between clearances of the suspension floor slab (8) on the upper part and the middle corresponding mega-frame post (5). The energy consuming devices (4) and the connecting keys (3) are also arranged between clearances of the suspension floor slab (8) on the utmost bottom end and the corresponding mega-frame beam (1). The mega-frame post (5) on the lower part is connected with the secondary frame post (6) through the secondary frame beam (7). The utility model can avoid that the suspension quality is oversized to generate the driving function on the mega frame, thereby, the damping effect on the main body frame can be fully played by the suspension floor slab so as to ensure the shock-resistant safety of the mega frame.
Description
Technical field
The utility model relates to the suspension shock-damping structure system in a kind of damping control system, belongs to field of civil engineering.
Background technology
Along with the quickening of process of modernization, various highrise buildings and tall and slender structure continue to bring out.China is many earthquakes country, and the high-rise building of earthquake zone not only needs good building function, and need have good seismic resistance.
High-rise Aseismic Structure System once developed flexibility from rigidity, and then developed the structural system of the hard and soft reasonable combination that countries in the world up till now generally adopts, and had both guaranteed that structure self had certain intensity, rigidity and ductility, satisfied antidetonation, wind resistance requirement simultaneously.Merely improve the shock resistance of structure by the approach of " antiseismic firmly, reinforcement ", be difficult to satisfy the safety of structure and the requirement of applicability sometimes, the use in conjunction of structural seismic and damping control receives concern more and more widely.The damping hierarchy of control is by the approach of " defeating a force with a tenderness the damping power consumption ", adopts methods such as shock insulation, energy dissipating, adjustment structural dynamic characteristic, reaches the purpose of isolating earthquake, subduing earthquake response.Compare with antidetonation system, the damping hierarchy of control can reduce the vibration reaction of structure in earthquake greatly, improves the reliability of structure defence earthquake, and is safer, economical, and the shock-damping structure system also can make non-structural element alleviate earthquake and damage.High-rise Building with Suspended Structure System is exactly a kind of damping hierarchy of control that can satisfy the modern high-rise building demand for development, and highrise building mega-frame suspended structure system is succinctly clear and definite because of connection and reasonable arrangement, power transmission, is adopted energetically.
Williams in 1938 has proposed to build the idea of super highrise building with hanging principle.Up to later 1960s, truly have just actual appearance of highrise building of suspended structure system.Up to the present, have the highrise building of more than 70 suspended structure in the world, these structural systems mainly are made up of three parts: the one, and the load-bearing main member has core tube girder steel formula, mega-frame formula etc.; The 2nd, hanging piece is responsible for each floor and bearing system are linked together, and high-strength steel bundle, shaped steel suspension rod etc. are arranged; The 3rd, the floor that is draped.
The advantage of suspended structure is fairly obvious, but suspended portion itself does not provide lateral rigidity, therefore the lateral resisting system problem that must rationally solve.Mega-frame utilizes cylindrical shell as frame column usually, and which floor frame column link to each other by huge beam every, forms mega-frame.Mega-frame has very strong anti-side rigidity, and the suspended structure part not only satisfies big space, building function requirement, and reduces geological process simultaneously, and therefore perfect mega-frame suspended structure system will be used in highrise building widely.
Existing mega-frame suspended structure system is the logical high floor slab structure form that hangs that adopts, and hangs between floor and the frame column and only is provided with energy consumer.But the above-mentioned logical high floor slab structure that hangs owing to the quality of overhung construction is too big, can produce the driving effect to mega-frame, makes the frequency vibration of mega-frame according to overhung construction, will weaken the damping effect of suspended structure part to mega-frame like this.On the other hand, under little shake effect or wind action, only be provided with energy consumer at suspension floor and frame column, although energy consumer is in elastic stage, hang between floor and the frame column and still have relative distortion, bring inconvenience of some psychology and life can for the inhabitation user.
The utility model content
At above existing problem, the applicant proposes " three stage control type mega-frame upper suspension shock-damping structure systems ".Three stage control type mega-frame upper suspension shock-damping structure systems, be that common giant frame structure form is still adopted in the not strong bottom of earthquake response, and to adopting mega-frame suspended structure form in the top of earthquake strong reaction, can avoid suspending in midair quality like this and cross conference mega-frame generation driving effect, hang the cushioning effect of floor thereby give full play to, to guarantee the quake-resistant safety of mega-frame to main body frame.
This structural system, top adopt mega-frame to hang the arrangement of floor, and the bottom huge frame column is connected by every layer mega-frame beam; The centre of whole frame construction also is provided with huge frame column, is convenient to practical application, and this frame column is a cylindrical shell, also can not establish this frame column.Entire body adopts the mega-frame load-bearing, and wherein huge frame column both can be a solid post, also can be cylindrical shell; Energy consumer is arranged symmetrically in respect to a cross section of mega-frame main shaft symmetric arrangement or with respect to two cross section main shafts of mega-frame and hangs between floor and the huge intercolumniation crack, also is provided with energy consumer between the lowermost end floor of upper suspension and the huge beam gap in the mega-frame simultaneously or only is provided with energy consumer (only not being provided with the situation of intermediolateral column in mega-frame) between the huge beam gap in lowermost end floor and mega-frame.
The technical scheme that the utility model adopted is specifically referring to Fig. 1～Figure 11, and the total system, is characterized in that as load-bearing main body with giant frame structure: this structural system, top are the mega-frame suspended structures, and the bottom is common giant frame structure; Wherein huge frame column 5 be distributed in frame construction around with the centre, link to each other with secondary frame beam 7 by mega-frame beam 1 each other;
The top that on middle huge frame column 5 tops is upper end and each layer of bottom is provided with secondary frame beam 7, by suspension rod 2 two-layer above suspension floor 8 is connected with upper end secondary frame beam 7; Upper end secondary frame beam 7 is connected with the above mega-frame beam 1 in four roads on huge frame column 5 tops again, by huge frame column 5 Load Transfer to the basis 9 on;
In the mega-frame suspended structure of top, hang layout energy consumer 4 between middle huge frame column 5 gaps of floor 8 and opposite position, energy consumer 4 is with respect to two main shafts in mega-frame cross section or a main shaft symmetric arrangement in cross section; The connecting key 3 that also is provided with simultaneously fills up the gap that hangs floor 8 and middle huge frame column 5;
In the mega-frame suspended structure of top, arrange energy consumer 4 between the gap of the suspension floor 8 of lowermost end and the mega-frame beam 1 of relevant position, energy consumer 4 is with respect to two main shafts in mega-frame cross section or a main shaft symmetric arrangement in cross section; The connecting key 3 that also is provided with simultaneously fills up the gap that hangs floor 8 and mega-frame beam 1, makes synthetic complete force transfer system of upper group of structural system;
The huge frame column 5 of bottom and secondary frame column 6 are connected by secondary frame beam 7, bear vertical load jointly.
Middle huge frame column 5 is cylindrical shells.
Middle huge frame column 5 is quantitatively to be zero.
This structural system, bottom remain common giant frame structure form, and top is mega-frame suspended structure form.Be provided with link at the suspension floor on top and the coupling part of huge post or beam, this link has two parts to constitute: first is the connecting key with the fragile material making between huge post or beam and the suspension floor, and second portion is the energy consumer that is provided with between huge post or beam and the suspension floor.Why this structural system is called three stage control type core tube upper suspension shock-damping structure systems, is because followed " three levels " requirement of seismic design in the design, i.e. the designing requirement of " not bad, the middle shake of little shake can be repaiied, no collapsing with strong earthquake ".
Operating principle is as follows: the phase I, under little shake or wind action, owing to there is connecting key, make suspension floor and huge post or beam be linked to be integral body, although this moment, suspended portion did not provide rigidity to structure, but designed huge post or beam and concrete connecting key are to have enough rigidity and bearing capacity under little shake or wind effect, be to be in the elastic working stage basically, do not produce the relative displacement of hanging between floor and huge post or the beam this moment, the displacement of each suspension layer of top will obviously reduce than the suspension floor displacement that does not add under the connecting key situation, and people's residence comfort is improved; Second stage, the time spent is done in central shake, and connecting key is damaged, and between floor and huge post or beam relative displacement takes place, and the power consumption energy consumer begins to play a role, and suspended portion is effectively controlled, and can pass through the energy consumer earthquake energy again; Phase III, do the time spent when big shake, connecting key is deactivated fully, and energy consumer can be brought into play its power consumption effect further, becomes the upper suspension structural system of common band energy consumer.This structural system also has an advantage, is exactly after middle shake effect, because connecting key is non-agent structure member, so it has recoverability.
Description of drawings
Fig. 1 is the positive elevational schematic view of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of the main shaft symmetric arrangement in framework cross section, and back elevation is identical with the schematic diagram of positive facade.
Fig. 2 is the side elevation schematic diagram of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of the main shaft symmetric arrangement in framework cross section, and the schematic diagram of two side elevations is identical.
Fig. 3 is the I-I schematic cross-section of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of the main shaft symmetric arrangement in framework cross section.
Fig. 4 is the II-II schematic cross-section of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of the main shaft symmetric arrangement in framework cross section.
Fig. 5 is the III-III schematic cross-section of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of the main shaft symmetric arrangement in framework cross section.
Fig. 6 is the IV-IV schematic cross-section of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of the main shaft symmetric arrangement in framework cross section.
Fig. 7 is the positive elevational schematic view of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of two the main shaft symmetric arrangement in framework cross section, and the schematic diagram of other three facades is identical.
Fig. 8 is the I-I schematic cross-section of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of two the main shaft symmetric arrangement in framework cross section.
Fig. 9 is the II-II schematic cross-section of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of two the main shaft symmetric arrangement in framework cross section.
Figure 10 is the III-III schematic cross-section of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of two the main shaft symmetric arrangement in framework cross section.
Figure 11 is the IV-IV schematic cross-section of energy consumer with respect to the novel combined structure system of mega-frame upper suspension damping of two the main shaft symmetric arrangement in framework cross section.
Among the accompanying drawing 1-11,1 is represented as the mega-frame beam, and 2 are represented as suspension rod, and 3 are represented as connecting key, and 4 are represented as energy consumer, and 5 are represented as huge frame column, and 6 are represented as secondary frame column, and 7 are represented as secondary frame beam, and 8 are represented as the suspension floor, and 9 are represented as the basis.
The specific embodiment
Below in conjunction with accompanying drawing the utility model embodiment is described in further detail: three stage control type mega-frame upper suspension shock-damping structure systems, the combination form that hangs floor and the common mega-frame in bottom is adopted on top, as Fig. 1, Fig. 2.This structural system, be provided with several roads secondary frame beam 7 on huge frame column 5 tops,, and then be connected four layers or more hang floor 8 and be connected by suspension rod 2 with the four road mega-frame beams 1 on huge frame column 5 tops with secondary frame beam 7, by huge frame column 5 Load Transfer to basis 9.Hang and be provided with concrete key 3 and energy consumer 4 between floor 8 and the huge frame column 5, simultaneously the suspension floor 8 of lowermost end and and its corresponding middle part mega-frame beam 1 between also be provided with concrete key 3 and energy consumer 4, make synthetic complete force transfer system of upper group of structural system.The huge frame column 5 of bottom is connected by secondary frame beam 7, bears vertical load jointly.Under geological process, the combination advantage of two kinds of different structures of total system performance.Under the little shake effect, concrete key 3 with enough rigidity, make the bigger upper suspension floor of earthquake response 8 and the middle part mega-frame beam 1 of huge frame column 5 form whole, the earthquake response of bottom mega-frame is less than the earthquake response of superstructure, the total system is in elastic stage basically, and the user that guarantees to live has good comfort level; Under the middle shake effect, the top of the structural system that earthquake response is strong, cause concrete key 3 to damage, hang floor 8 and relative distortion takes place with the middle part mega-frame beam 1 of huge frame column 5, energy consumer 4 begins to play a role, both can avoid the destruction of geological process, and can control again and hang the relative distortion of floor 8 and huge frame column 5 and middle part mega-frame beam 1, and avoid excessive deformation effect inhabitation user to live normally by the energy consumer earthquake energy that consumes energy to agent structure.After the middle shake effect, can recover the initial state of structural system basically by repairing damaged concrete key.Under big shake effect, energy consumer 4 continues its power consumption effect of performance, middle part mega-frame beam 1 relative deformation of hanging floor 8 and huge frame column 5 strengthens, it is opposite with main body huge frame column 5 directions of motion promptly should to hang floor 8, given full play to cushioning effect, reducing geological process greatly destroys main body huge frame column 5, the common giant frame structure form in bottom is again the earthquake resistant structure with multiple defence line, therefore can avoid the destruction of agent structure fully, guarantee to reach the antidetonation final goal of " no collapsing with strong earthquake ".
Claims (4)
1, a kind of described three stage control type mega-frame upper suspension shock-damping structure systems, the total system, is characterized in that as load-bearing main body with giant frame structure: this structural system, top is the mega-frame suspended structure, and the bottom is common giant frame structure; Wherein huge frame column (5) be distributed in frame construction around with the centre, link to each other with secondary frame beam (7) by mega-frame beam (1) each other;
The top that on middle huge frame column (5) top is upper end and each layer of bottom is provided with secondary frame beam (7), by suspension rod (2) the suspension floor (8) more than 2 layers is connected with upper end secondary frame beam (7); Upper end secondary frame beam (7) is connected with the above mega-frame beams in four roads (1) on huge frame column (5) top again, by huge frame column (5) Load Transfer is arrived on the basis (9);
In the mega-frame suspended structure of top, hang between middle huge frame column (5) gap of floor (8) and opposite position and arrange energy consumer (4), energy consumer (4) is with respect to two main shafts in mega-frame cross section or a main shaft symmetric arrangement in cross section; The connecting key that also is provided with simultaneously (3) fills up the gap that hangs floor (8) and middle huge frame column (5);
In the mega-frame suspended structure of top, arrange energy consumer (4) between the gap of the suspension floor (8) of lowermost end and the mega-frame beam (1) of relevant position, energy consumer (4) is with respect to two main shafts in mega-frame cross section or a main shaft symmetric arrangement in cross section; The connecting key that also is provided with simultaneously (3) fills up the gap that hangs floor (8) and mega-frame beam (1), makes synthetic complete force transfer system of upper group of structural system;
Huge frame column of bottom (5) and secondary frame column (6) are connected by secondary frame beam (7), bear vertical load jointly.
2, three stage control type mega-frame upper suspension shock-damping structure systems according to claim 1, it is characterized in that: huge frame column (5) is solid post or cylindrical shell all around.
3, three stage control type mega-frame upper suspension shock-damping structure systems according to claim 1, it is characterized in that: middle huge frame column (5) is a cylindrical shell.
4, three stage control type mega-frame upper suspension shock-damping structure systems according to claim 1 is characterized in that: middle huge frame column (5) is quantitatively to be zero.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 200520017355 CN2791136Y (en) | 2005-04-30 | 2005-04-30 | Three-stage control type shock-absorbing structure system suspended on large frame upper part |
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| Application Number | Priority Date | Filing Date | Title |
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| CN 200520017355 CN2791136Y (en) | 2005-04-30 | 2005-04-30 | Three-stage control type shock-absorbing structure system suspended on large frame upper part |
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| CN2791136Y true CN2791136Y (en) | 2006-06-28 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101117819B (en) * | 2007-08-30 | 2010-06-02 | 江苏科技大学 | Suspension type giant-scale steel frame supporting structure with additional damping device |
| CN101024987B (en) * | 2007-02-08 | 2010-11-03 | 广州大学 | Storied-building energy-eliminating shock-damping structure |
| CN103572831A (en) * | 2013-10-15 | 2014-02-12 | 清华大学 | Function-recoverable giant frame structure containing variable rigidity suspension vibration damping substructure |
| CN106759909A (en) * | 2016-12-15 | 2017-05-31 | 中建城市建设发展有限公司 | Bearing structure system and its construction method are hung up under one kind |
| CN107023089A (en) * | 2017-03-27 | 2017-08-08 | 同济大学 | A kind of layered wobble formula shock mitigation system |
-
2005
- 2005-04-30 CN CN 200520017355 patent/CN2791136Y/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101024987B (en) * | 2007-02-08 | 2010-11-03 | 广州大学 | Storied-building energy-eliminating shock-damping structure |
| CN101117819B (en) * | 2007-08-30 | 2010-06-02 | 江苏科技大学 | Suspension type giant-scale steel frame supporting structure with additional damping device |
| CN103572831A (en) * | 2013-10-15 | 2014-02-12 | 清华大学 | Function-recoverable giant frame structure containing variable rigidity suspension vibration damping substructure |
| CN103572831B (en) * | 2013-10-15 | 2016-08-10 | 清华大学 | Function containing variation rigidity hanging vibration reduction minor structure can recover giant frame structure |
| CN106759909A (en) * | 2016-12-15 | 2017-05-31 | 中建城市建设发展有限公司 | Bearing structure system and its construction method are hung up under one kind |
| CN106759909B (en) * | 2016-12-15 | 2019-05-31 | 中建城市建设发展有限公司 | Bearing structure system and its construction method are hung up under one kind |
| CN107023089A (en) * | 2017-03-27 | 2017-08-08 | 同济大学 | A kind of layered wobble formula shock mitigation system |
| CN107023089B (en) * | 2017-03-27 | 2019-10-18 | 同济大学 | A kind of layered wobble formula shock mitigation system |
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