CN102268878A - Shearing energy consumption and shock absorption control method for underground structure - Google Patents
Shearing energy consumption and shock absorption control method for underground structure Download PDFInfo
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- CN102268878A CN102268878A CN 201110168526 CN201110168526A CN102268878A CN 102268878 A CN102268878 A CN 102268878A CN 201110168526 CN201110168526 CN 201110168526 CN 201110168526 A CN201110168526 A CN 201110168526A CN 102268878 A CN102268878 A CN 102268878A
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Abstract
The invention discloses a shearing energy consumption and shock absorption control method for an underground structure. A shearing damper replaces part of non-bearing members of the underground structure; the shearing damper is connected and arranged in a column or a girder of the underground structure in an inter-column or supporting manner; when the shearing damper adopts supporting connection, an upper rigid connection board of the shearing damper is bolted with the lower wing rim of a framework structural beam and a lower rigid connection board of the shearing damper is welded with a supporting rod piece; and when the shearing damper adopts inter-column installation, a left wing rim and a right wing rim of a framework inter-column serve as the upper rigid connection board and the lower rigid connection board of the shearing damper, and an upper wing rim and a lower wing rim of the shearing damper are welded with each other through a web of the inter-column. In the shearing energy consumption and shock absorption control method, a shearing energy consumption mechanism absorbs and consumes most energy input by an earthquake so as to reduce damage to the underground structure and even avoid damage by limiting the shock of the structure; therefore, an aim of protecting a main body structure is fulfilled, and secure operation and use and design requirements of underground engineering can be met.
Description
Technical field
The invention belongs to underground structure antidetonation and cushion technique field, utilize the shear energy dissipation characteristic of material, be that nonelastic deformation can consume earthquake input energy, consider soil and structural interaction, adopt the suitable method can be so that damper enters plasticity prior to the main body underground structure, by shearing lag return distortion dissipation seismic energy, guarantee that structure does not suffer damage or the infringement that is subjected in the acceptable level, thereby reach damping effect.
Background technology
At present, China city is in the gold period of underground space development, and super-span underground space structure quantity newly-built and yet to be built obviously increases.The underground structure span subject matter of bringing that increases substantially is the rapid decline of structure lateral force resistance rigidity, and this just makes geological process become more and more important in the UNDERGROUND STRUCTURES design.
Yet underground structure antidetonation shock attenuation means are single relatively at present.Traditional anti-seismic construction measure and country rock (stratum) reinforcement measure is only arranged.Can't adapt to the damping requirement of large span underground space structure.Although structural damping control theory of the present invention has obtained significant progress in earth constructions such as building, bridge, and develops corresponding novel damping device, does not see its utilization at underground structure as yet.Because the vibrations characteristics of underground structure are different from earth construction, therefore when said method is applied to the underground structure energy-dissipating and shock-absorbing, also have certain limitation and the problem that waits to solve.For example, when damping device is used for earth construction, main opposing side direction geological process, the vertical axis power that beam is delivered on the damper is less, often ignore vertical axis power in the damper designs, only apply level to the shearing cyclic reverse loading, do not consider the influence of vertical axis power, and nineteen ninety-five the big earthquakes in Osaka and Kobe,Japan earthquake phenomenon show, turn up the soil the greatly destruction at iron station of Kobe mainly is because the synergy of vertical axis power greatly that the shear action that has been subjected to earthquake and the vibrations of last overburden layer cause, and ratio of axial compressive force to axial compressive ultimate capacity of section is higher.In addition, under the geological process, earth construction is with Acceleration Control, and underground structure is controlled with displacement.The existence of these factors makes that the control method when the earth construction damper is used for superstructure no longer is applicable to underground structure.Given this, it is very necessary seeking the new control method that effectively alleviates the underground structure seismic damage.
Summary of the invention
At the design requirement blank of energy dissipation and damping control method in underground structure in the above-mentioned prior art of mentioning, the objective of the invention is to according to the stressed and damage feature of underground structure in earthquake, a kind of shearing-type energy-consumption shock-absorbing control method that is used for underground structure is proposed targetedly, solve the deficiency that the above-mentioned prior art mentioned exists, for the damping design of underground structure provides reference.
In order to reach above purpose, technical scheme of the present invention is as follows:
A kind of energy dissipation and damping control method that is used for underground structure uses shearing type damper to replace part non-bearing member in the underground structure.
Described shearing type damper is arranged in the pillar or girder of underground structure, and column type or support type mode connect between adopting.
Described shearing type damper comprises the plate that is rigidly connected, hysteretic energy web and the edge of a wing, welds the be rigidly connected plate and the edge of a wing around the hysteretic energy web.
The thickness basis of described hysteretic energy web is descended physical dimension practically and is required energy consumption to determine,
When having reliable edge constraint around the hysteretic energy web, can cancel the be rigidly connected plate and/or the edge of a wing.
Described shearing type damper adopts the support type connected mode, the be rigidly connected bottom flange bolt of plate and frame structural beam of its top, and be rigidly connected plate and supporting rod of bottom is weldingly connected.
When underground structure has that the bottom is current to be required, column type mounting means between shearing type damper adopts, in such cases, the edge of a wing, the left and right sides of framework studding can be as the plate that is rigidly connected up and down of shearing type damper, and the web of the last bottom flange of shearing type damper and studding is by being welded to connect.
According to the actual installation condition, one-sided or bilateral welding transverse stiffener and longitudinal stiffener on the hysteretic energy web.
When described hysteretic energy web soft and fine satisfied in " Code for design of steel structures " about the requiring of plate than parameter, on the hysteretic energy web transverse stiffener or longitudinal stiffener can be set, but must prove by relevant fatigue test.
The strength ratio parameter of described shearing type damper and underground structure is as underground structure damping design performance parameter, and its parameter area is 0.4 to 0.5.
Owing to adopted above technical scheme, the invention is characterized in:
(1) is different from traditional underground structure antidetonation shock attenuation means such as anti-seismic construction measure and country rock (stratum) reinforcement measure, the present invention is directed to the shearing-type energy-consumption shock-absorbing control method that underground structure proposes and innovate fully based on the energy dissipation notion.
(2) the present invention is directed to the underground structure damage feature, promptly consider underground structure destroy to be by last overburden layer load and earthquake acting in conjunction caused, broken through the limitation of not considering axial compression in the present shearing type damper design or only considering low axial compression.
(3) the present invention proposes damper-underground structure strength ratio as optimal design parameter, and provided the parameter value scope, can guarantee that dissipative cell gives full play to the hysteresis ability, obtain maximum damping energy dissipation capacity, thereby guarantee the quake-resistant safety of underground structure to greatest extent.
Description of drawings
Fig. 1 is the front schematic view of shearing-type energy-consumption damper.
Fig. 2 is an A-A sectional drawing embodiment illustrated in fig. 1.
Fig. 3 is the scheme of installation (support type) of shearing-type energy-consumption damper in underground structure of the embodiment of the invention.
Fig. 4 is the scheme of installation (column type) of shearing-type energy-consumption damper in underground structure of the embodiment of the invention.
Label declaration in the accompanying drawing:
The 1-plate that is rigidly connected;
2-hysteretic energy web;
The 3-transverse stiffener;
The 4-edge of a wing;
The 5-longitudinal stiffener.
The specific embodiment
The invention will be further described below in conjunction with drawings and Examples.
The present invention regards seismic stimulation as an energy of underground structure is imported, based on energy balance and principle of transfer, some nonload bearing element is replaced to shear plate damper element with big energy dissipation capacity, METHOD FOR LARGE DEFORMATION ELASTOPLASTIC takes place when making its shake, concentrate to absorb and consume most of earthquake and import energy, reduce the energy dissipation value of primary structure member, thereby avoid or reduce the damage of main body underground structure.When earthquake was arrived, the levels flooring of frame construction and Vierendeel girder generation lateral displacement produced displacement difference.This displacement difference acts on and promptly forms shear strain on the shearing type damper.When shear strain increased to a certain degree, damper hysteretic energy web was entering surrender under the shear action repeatedly, formed the hysteresis distortion, thereby reached the purpose of energy-dissipating and shock-absorbing.
The embodiment of shearing-type energy-consumption damper of the present invention adopts shearing type damper, as depicted in figs. 1 and 2.Comprise: the plate 1 that is rigidly connected, hysteretic energy web 2, transverse stiffener 3, the edge of a wing 4 and longitudinal stiffener 5.Wherein, hysteretic energy web 2 is the main plate of power consumption, and its thickness is according to descending physical dimension practically and requiring energy consumption to determine.Weld the be rigidly connected plate 1 and the edge of a wing 4 around the hysteretic energy web 2.When having reliable edge constraint around the hysteretic energy web 2 (as shown in Figure 4 between column type mounting means), can cancel be rigidly connected one of plate 1 and edge of a wing 4 or all.Can be according to the actual installation condition, one-sided or bilateral welding transverse stiffener 3 and longitudinal stiffener 5 on the hysteretic energy web 2.Hysteretic energy web 2 soft and fine than parameter satisfy " Code for design of steel structures " (GB50017) in during about the requiring of plate, also transverse stiffener 3 and longitudinal stiffener 5 can be set, but must prove by relevant fatigue test.
Underground structure uses shearing type damper to replace part non-bearing member in the underground structure based on the energy dissipation and damping control method of shearing-type.In the underground structure framework that as shown in Figure 3 employing support type mode connects, the top of shearing type damper is rigidly connected plate 1 can be by bolt (for simplicity, show among the figure) to fasten with the bottom flange of frame structural beam and connect, the bottom of the shearing-type lag return damper plate 1 that is rigidly connected can be weldingly connected with supporting rod.Support can be adopted common weldable steel member, perhaps adopts buckling-restrained support to realize the economic benefits and social benefits energy-dissipating device.
When structure has that the bottom is current to be required, can adopt as shown in Figure 4 between the column type mounting means.In such cases, shearing type damper shown in Figure 1 revolved to turn 90 degrees be installed in the frame construction.The edge of a wing, the left and right sides of framework studding can be simultaneously as the plate that is rigidly connected up and down of shearing type damper, and the web of the last bottom flange of shearing type damper and studding is by being welded to connect.In case of necessity, can increase by three angle steel, guarantee the transmission of shearing force.
No matter adopt which kind of mounting means, when earthquake was arrived, the levels flooring of frame construction and Vierendeel girder generation lateral displacement produced displacement difference.This displacement difference acts on and promptly forms shear strain on the shearing type damper.When shear strain increases to a certain degree, damper power consumption web is entering surrender under the shear action repeatedly, forms the hysteresis distortion, thereby absorbs the energy of earthquake input, alleviate the destruction of underground structure even suppress the underground structure vibration and do not produce destruction, realize metal energy-dissipating and shock-absorbing purpose.
Carrying out underground structure shearing-type energy-consumption damping when design control, must reasonable consideration shearing-type energy-consumption damper and underground structure between the structural performance relation so that when guaranteeing earthquake, damper is introduced into plasticity, thus the energy of the input agent structure that dissipates.For this reason, this control method has proposed the strength ratio parameter of damper and underground structure as underground structure damping design performance parameter, and damper-underground structure strength ratio optimal design performance parameter value is preferably 0.4 to 0.5.In this scope, can guarantee that dissipative cell gives full play to the hysteresis ability, obtain maximum damping energy dissipation capacity, thereby guarantee the quake-resistant safety of underground structure to greatest extent.
In addition, when earthquake took place, the last overburden layer of underground structure can strengthen the dynamic loading that is passed on the underground structure center pillar under the effect of earthquake vertical component.Therefore, the damper that is installed in the underground structure is in high axial compression state.This control method has proposed the high axial compression ratio parameter, so that regulate damper stiffening rib rigidity according to the ratio of axial compressive force to axial compressive ultimate capacity of section parameter, with the high axial compression operating mode of bearing underground structure, the bearing capacity demand that satisfies its safety and use.
The above-mentioned description to embodiment is can understand and apply the invention for ease of those skilled in the art.The person skilled in the art obviously can easily make various modifications to these embodiment, and needn't pass through performing creative labour being applied in the General Principle of this explanation among other embodiment.Therefore, the invention is not restricted to the embodiment here, those skilled in the art are according to announcement of the present invention, and not breaking away from the improvement that category of the present invention makes and revise all should be within protection scope of the present invention.
Claims (10)
1. an energy dissipation and damping control method that is used for underground structure is characterized in that: use shearing type damper to replace part non-bearing member in the underground structure.
2. the energy dissipation and damping control method that is used for underground structure as claimed in claim 1 is characterized in that: described shearing type damper is arranged in the pillar or girder of underground structure, and column type or support type mode connect between adopting.
3. the energy dissipation and damping control method that is used for underground structure as claimed in claim 1 or 2, it is characterized in that: described shearing type damper comprises the plate that is rigidly connected, hysteretic energy web and the edge of a wing, welds the be rigidly connected plate and the edge of a wing around the hysteretic energy web.
4. the energy dissipation and damping control method that is used for underground structure as claimed in claim 3 is characterized in that: the thickness of described hysteretic energy web is according to descending physical dimension practically and requiring energy consumption to determine.
5. the energy dissipation and damping control method that is used for underground structure as claimed in claim 3 is characterized in that: when having reliable edge constraint around the hysteretic energy web, cancel the be rigidly connected plate and/or the edge of a wing.
6. the energy dissipation and damping control method that is used for underground structure as claimed in claim 3, it is characterized in that: described shearing type damper adopts the support type connected mode, be rigidly connected plate and supporting rod of the be rigidly connected bottom flange bolt of plate and frame structural beam of its top, bottom is weldingly connected.
7. the energy dissipation and damping control method that is used for underground structure as claimed in claim 3, it is characterized in that: when underground structure has that the bottom is current to be required, column type mounting means between shearing type damper adopts, the edge of a wing, the left and right sides of framework studding is as the plate that is rigidly connected up and down of shearing type damper, and the web of the last bottom flange of shearing type damper and studding is by being welded to connect.
8. the energy dissipation and damping control method that is used for underground structure as claimed in claim 3 is characterized in that: according to the actual installation condition, and one-sided or bilateral welding transverse stiffener and longitudinal stiffener on the hysteretic energy web.
9. the energy dissipation and damping control method that is used for underground structure as claimed in claim 3, it is characterized in that: when described hysteretic energy web soft and fine satisfied in " Code for design of steel structures " about the requiring of plate than parameter, transverse stiffener or longitudinal stiffener are not set on the hysteretic energy web, but must prove by fatigue test.
10. the energy dissipation and damping control method that is used for underground structure as claimed in claim 1 or 2 is characterized in that: the strength ratio parameter of described shearing type damper and underground structure is as underground structure damping design performance parameter, and its parameter area is 0.4 to 0.5.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201110168526 CN102268878A (en) | 2011-06-21 | 2011-06-21 | Shearing energy consumption and shock absorption control method for underground structure |
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| CN 201110168526 CN102268878A (en) | 2011-06-21 | 2011-06-21 | Shearing energy consumption and shock absorption control method for underground structure |
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| CN102268878A true CN102268878A (en) | 2011-12-07 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102966195A (en) * | 2012-09-06 | 2013-03-13 | 上海蓝科钢结构技术开发有限责任公司 | TJS (tactical jamming system) metal shearing type damper |
| CN103216022A (en) * | 2013-04-15 | 2013-07-24 | 同济大学 | Viscoelastic-mild steel shear-type combined energy consumer |
| CN105971360A (en) * | 2016-07-01 | 2016-09-28 | 上海赛弗工程减震技术有限公司 | Shearing type metal damper provided with pressure resistance devices |
| CN107190874A (en) * | 2017-05-03 | 2017-09-22 | 南昌大学 | A kind of replaceable reaming bolt connecting-type energy dissipating beam section and its construction method being used in Y shape eccentrically braces structure |
| CN107829504A (en) * | 2017-10-29 | 2018-03-23 | 刘华 | A kind of energy consuming components for frame structure |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2514052Y (en) * | 2001-12-03 | 2002-10-02 | 同济大学 | Combined vibration-proof energy dissipation support |
| CN101413296A (en) * | 2008-11-21 | 2009-04-22 | 同济大学 | Soft steel shearing lag return damper |
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2011
- 2011-06-21 CN CN 201110168526 patent/CN102268878A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2514052Y (en) * | 2001-12-03 | 2002-10-02 | 同济大学 | Combined vibration-proof energy dissipation support |
| CN101413296A (en) * | 2008-11-21 | 2009-04-22 | 同济大学 | Soft steel shearing lag return damper |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102966195A (en) * | 2012-09-06 | 2013-03-13 | 上海蓝科钢结构技术开发有限责任公司 | TJS (tactical jamming system) metal shearing type damper |
| CN102966195B (en) * | 2012-09-06 | 2015-07-01 | 上海蓝科建筑减震科技股份有限公司 | TJS (tactical jamming system) metal shearing type damper |
| CN103216022A (en) * | 2013-04-15 | 2013-07-24 | 同济大学 | Viscoelastic-mild steel shear-type combined energy consumer |
| CN103216022B (en) * | 2013-04-15 | 2016-02-17 | 同济大学 | A kind of viscoelastic-mild steel shear-type combined energy comsuming device |
| CN105971360A (en) * | 2016-07-01 | 2016-09-28 | 上海赛弗工程减震技术有限公司 | Shearing type metal damper provided with pressure resistance devices |
| CN107190874A (en) * | 2017-05-03 | 2017-09-22 | 南昌大学 | A kind of replaceable reaming bolt connecting-type energy dissipating beam section and its construction method being used in Y shape eccentrically braces structure |
| CN107829504A (en) * | 2017-10-29 | 2018-03-23 | 刘华 | A kind of energy consuming components for frame structure |
| CN107829504B (en) * | 2017-10-29 | 2019-07-02 | 内蒙古北方时代设计研究院股份有限公司 | A kind of energy consuming components for frame structure |
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Application publication date: 20111207 |