CN202913344U - Seismic mitigation and isolation system applied to seismic resistance of long-span continuous beam of single-track railway - Google Patents
Seismic mitigation and isolation system applied to seismic resistance of long-span continuous beam of single-track railway Download PDFInfo
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- CN202913344U CN202913344U CN 201220554191 CN201220554191U CN202913344U CN 202913344 U CN202913344 U CN 202913344U CN 201220554191 CN201220554191 CN 201220554191 CN 201220554191 U CN201220554191 U CN 201220554191U CN 202913344 U CN202913344 U CN 202913344U
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Abstract
The utility model relates to a seismic mitigation and isolation system applied to seismic resistance of a long-span continuous beam of a single-track railway. The long-span continuous beam is supported by piers which are distributed at intervals. A double-curved-surface spherical seismic mitigation and isolation support seat is arranged on the top of each pier, and a viscous damper is vertically mounted on the top of each pier. Limiting devices used for transversely limiting are arranged on two sides of each double-curved-surface spherical seismic mitigation and isolation support seat. The seismic mitigation and isolation system has the advantages that the double-curved-surface spherical seismic mitigation and isolation support seats and the viscous dampers are connected in parallel to form the seismic mitigation and isolation system, and the seismic mitigation and isolation system has a function of bidirectional seismic mitigation and isolation in the horizontal direction, can effectively improve the seismic resistance of the long-span continuous beam in the longitudinal direction of a bridge, enables the bidirectional seismic mitigation and isolation function in the horizontal direction of the double-curved-surface spherical seismic mitigation and isolation support seats to be fully played, can effectively control displacement of bridge beam components when a seismic hazard happens, has certain self-restoration capacity, and brings convenience to post-disaster repair, is reasonable, compact, clear in stress, stable in performance, and convenient to maintain in the future.
Description
Technical field
The utility model relates to railroad bridge antidetonation field, is specifically related to a kind of shock isolation system that subtracts for the large span continuous beam antidetonation of single-track railway.
Background technology
Geological process is a kind of irregular load that moves in circles, and has very strong randomness; The seismic response of bridge construction is because of factor affecting such as site condition and architectural characteristics, and its failure mechanism is very complicated.Thus, the bridge construction seismic design is then particularly difficult accurately if will carry out.Since 20 century 70s, the researcher has proposed the thought of " conceptual design " in the experience of summing up all previous earthquake, and it is independent of on " numerical Design ".Conceptual Design of Earthquake Resistance refers to correctly solve structure collectivity scheme, materials'use and detail structure, to reach the purpose of Reasonable Seismic Design according to basic design principle and the design philosophy of the acquisitions such as earthquake disaster and engineering experience.Rational seismic design, the claimed structure design is when target is provided fortification against earthquakes in realization, and it reaches optimum Match in technical indicators such as component strength, rigidity and ductility, and has excellent economy.
Destroy in order to reduce seimic bridge construction, the various countries scholar has carried out extensive, deep research to damping, the shock insulation of bridge construction, through nearly 40 years research, developed rubber earthquake isolation support (EBP), high-damp rubber support (HDRP), pendulum type friction shock isolating pedestal (FPB), speed lock (LUD), viscous damper, elastic-plastic damper (ED) etc., these products all have the case of successful Application in Bridge Earthquake Resistance Design.Below be several shock isolation system scheme and pros and cons thereof of subtracting comparatively commonly used:
1. lead-rubber shock isolating pedestal: under schedule use state, bearing is partially gentle; The characteristics large for railway Loads of Long-span Bridges mobile load, that the load effects such as rail force, brake force and vibration are outstanding, its compliance is not enough.
2. Lockup device: vertical bridge is after adopt the Lockup device, although increased anchor block quantity, the rigidity of structure increases simultaneously, and the cycle shortens, and causes the seismic forces effect also significantly to increase, the anti-seismic performance of the structure that therefore do not have clear improvement.This programme can not play the effect of effective control full-bridge seismic response, does not reach the purpose of improving structural seismic performance.
3. sliding ball steel support viscous damper (vertical, horizontal) in parallel: adopts two-way subtract the shock insulation scheme after, effectively reduced the seismic response of full bridge structure, can satisfy the anti-seismic performance requirement of expecting fully.The deficiency of this programme deficiency is that seismic isolation device is many, single line bridge pier top structure limited space, difficult arrangement.The vertical, horizontal damper will participate in work simultaneously when earthquake occurs, the compatibility of deformation difficulty.Without the Self-resetting function, the structure Departure displacement is larger after the shake.
Therefore those skilled in the art is badly in need of a kind ofly effectively subtracting shock isolation system for the large span continuous beam antidetonation of single-track railway.
Summary of the invention
The purpose of this utility model is according to above-mentioned the deficiencies in the prior art part, a kind of shock isolation system that subtracts for the large span continuous beam antidetonation of single-track railway is provided, this subtracts shock isolation system and passes through at large span continuous beam bridge pier top layout hyperboloid spheroidal bearer of shock absorption and insulation, viscous damper in parallel makes bridge form a complete antidetonation system simultaneously.
The utility model purpose realizes being finished by following technical scheme:
A kind of shock isolation system that subtracts for the large span continuous beam antidetonation of single-track railway, described large span continuous beam is supported by bridge pier spaced apart, it is characterized in that described bridge pier Dun Ding is furnished with hyperboloid spheroidal bearer of shock absorption and insulation, on described bridge pier Dun Ding viscous damper is installed longitudinally, wherein said hyperboloid spheroidal bearer of shock absorption and insulation both sides are provided with stopping means in order to cross spacing.
The described hyperboloid spheroidal bearer of shock absorption and insulation that is arranged on the bridge pier Dun Ding is two, and laterally is symmetrical arranged on bridge pier Dun Ding.
Described stopping means comprises shear-pin and safety screw.
Described viscous damper is furnished with two at bridge pier Dun Ding at least.
Be provided with the beam falling prevention stopping block of two direction across bridge at the bottom of the described large span continuous beam beam.
The utility model has the advantages that, hyperboloid spheroidal bearer of shock absorption and insulation viscous damper in parallel subtract shock isolation system possess level to two-way subtract function of shock insulation in, can the large span continuous beam of Effective Raise vertical bridge to anti-seismic performance; Give full play to the hyperboloid spheroidal bearer of shock absorption and insulation level to the two-way effect that subtracts shock insulation, the displacement of bridge member has certain self-resetting capability in the time of effectively controlling the earthquake generation, is convenient to repair after the calamity; System is rationally compact, and is stressed clear and definite, stable performance and maintenance is convenient in the future.
Description of drawings
Fig. 1 is pier of the present utility model top seismic isolation device layout plan;
Fig. 2 is that integral body of the present utility model subtracts the shock isolation system schematic diagram.
The specific embodiment
Feature of the present utility model and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that technician's of the same trade understanding:
Such as Fig. 1-2, mark 1-is respectively among the figure: at the bottom of pier top 1, the beam 2, pier top 3, beam falling prevention stopping block 4, viscous damper 5, hyperboloid spheroidal bearer of shock absorption and insulation 6.
Embodiment: present embodiment is specifically related to a kind of shock isolation system that subtracts for the large span continuous beam antidetonation of single-track railway, and specifically take line Xu Hong river, Huaihe River, place grand bridge as example, this bridge is single track bridge, and main span is one (66+108+108+66) m prestressed concrete continuous beam.It is positioned at 8 degree earthquake zonies, moving characteristic periods of response spectra 0.45 s.Frequently occurred earthquake horizontal earthquake acceleration α value is 0.07g, and design earthquake α value is 0.2g, and rarely occurred earthquake α value is 0.38g.Wherein I, II, V pier are land pier, and pier shaft adopts nose circle shape entity section; III, IV pier are pier in the water, adopt circular entity section.
Such as Fig. 1, shown in 2, pier take the bridge pier II pushes up 1 as example, hyperboloid spheroidal bearer of shock absorption and insulation 6 at first is set take the structure centre line as axial symmetry on pier top 1, vertical in order to bear, horizontal both direction subtract function of shock insulation, two viscous dampers 5 vertically are set near the structure centre line thereafter subtract longitudinally function of shock insulation in order to strengthen, 2 beam falling prevention stopping blocks 4 that are provided with direction across bridge at the bottom of beam simultaneously, beam falling prevention stopping block 4 is take the structure centre line as the axial symmetry setting, the yielding rubber cushion block is set between beam falling prevention stopping block 4 and bearing pad stone, and its spacing satisfies and to subtract shock isolation system maximum displacement requirement, wherein the dual-side at hyperboloid spheroidal bearer of shock absorption and insulation 6 is provided with stopping means in order to cross spacing, specifically comprises shear-pin and safety screw.
Structural configuration on the pier top 1 of above-mentioned bridge pier II is identical with the Dun Ding layout of bridge pier II, III, IV, below for being arranged on the seismic isolation device important technological parameters on each bridge pier:
1. bridge pier I number: hyperboloid spheroidal bearer of shock absorption and insulation: subsequent corrosion R=4m, coefficientoffrictionμ=0.05.
2. bridge pier II number: hyperboloid spheroidal bearer of shock absorption and insulation: subsequent corrosion R=5m, coefficientoffrictionμ=0.05; Vertical bridge is to viscous damper: damped coefficient C=2500, and speed index a=0.7, its stroke are 20cm, tonnage is 2000kN.
3. bridge pier III number: hyperboloid spheroidal bearer of shock absorption and insulation: subsequent corrosion R=5m, coefficientoffrictionμ=0.05; Vertical bridge is to viscous damper: damped coefficient C=2500, and speed index a=0.7, its stroke are 20cm, tonnage is 2000kN
4. bridge pier IV number: hyperboloid spheroidal bearer of shock absorption and insulation: subsequent corrosion R=5m, coefficientoffrictionμ=0.05; Vertical bridge is to viscous damper: damped coefficient C=2500, and speed index a=0.7, its stroke are 20cm, tonnage is 2000kN.
5. bridge pier V number: hyperboloid spheroidal bearer of shock absorption and insulation: subsequent corrosion R=4m, coefficientoffrictionμ=0.05.
Hyperboloid spheroidal bearer of shock absorption and insulation 1 is a kind of energy-consumption shock-absorption device, when earthquake generation and horizontal lateral force surpass predetermined value, the shear-pin of the stopping means of its both sides and safety screw are cut off, the cross spacing constraint of hyperboloid spheroidal bearer of shock absorption and insulation 1 is disengaged, large radius sphere friction pair laterally can be free to slide, by frictional resistance gradually earthquake energy, structural cycle when prolonging earthquake, reach the effect of damping and antidetonation.After the earthquake, dead load can form restoring force again, and bearing is resetted; Damper with viscosity 5 is a kind of energy-consumption shock-absorption device, usually is comprised of parts such as cylinder body, piston, damping hole, viscous liquid and piston rods.When piston rod between derivation piston and the cylinder body relative motion occured under the malformation effect, viscous stickiness Fluid Flow in A with the frictional force energy transform into heat energy of cylinder surface, can be converted into seismic energy molecule heat energy, reaches the purpose of power consumption.Its damping force-displacement lagging curve is full approximate rectangular, has stable dynamic characteristics and very strong energy dissipation capacity, simultaneously because it without rigidity, intrinsic dynamic characteristics that can change structure only provides additional damping to structure.
After employing originally subtracted shock isolation system, when normal operating condition and frequently occurred earthquake, bridge and seat structure all worked; When design and rarely occurred earthquake occured, the bearing shear-pin was cut off, and subtracts shock isolation system and plays a role, and reduces earthquake response, avoided the significant points such as pile foundation, pier shaft to wreck or damaged, and had greatly improved the security performance of bridge construction.
Claims (5)
1. shock isolation system that subtracts that is used for the large span continuous beam antidetonation of single-track railway, described large span continuous beam is supported by bridge pier spaced apart, the Dun Ding that it is characterized in that described bridge pier is furnished with hyperboloid spheroidal bearer of shock absorption and insulation, viscous damper longitudinally is installed on the Dun Ding of described bridge pier, and wherein said hyperboloid spheroidal bearer of shock absorption and insulation both sides are provided with stopping means in order to cross spacing.
2. a kind of shock isolation system that subtracts for the large span continuous beam antidetonation of single-track railway according to claim 1 is characterized in that the described hyperboloid spheroidal bearer of shock absorption and insulation that is arranged on the bridge pier Dun Ding is two, and laterally is symmetrical arranged on bridge pier Dun Ding.
3. a kind of shock isolation system that subtracts for the large span continuous beam antidetonation of single-track railway according to claim 1 is characterized in that described stopping means comprises shear-pin and safety screw.
4. a kind of shock isolation system that subtracts for the large span continuous beam antidetonation of single-track railway according to claim 1 is characterized in that described viscous damper is furnished with two at bridge pier Dun Ding at least.
5. a kind of shock isolation system that subtracts for the large span continuous beam antidetonation of single-track railway according to claim 1 is characterized in that being provided with at the bottom of the described large span continuous beam beam beam falling prevention stopping block of two direction across bridge.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201220554191 CN202913344U (en) | 2012-10-26 | 2012-10-26 | Seismic mitigation and isolation system applied to seismic resistance of long-span continuous beam of single-track railway |
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| CN 201220554191 CN202913344U (en) | 2012-10-26 | 2012-10-26 | Seismic mitigation and isolation system applied to seismic resistance of long-span continuous beam of single-track railway |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105544380A (en) * | 2016-01-29 | 2016-05-04 | 石家庄铁道大学 | Seismic-mitigation-and-isolation control method and structure with self-reset function |
| CN108049307A (en) * | 2017-12-08 | 2018-05-18 | 丰泽工程橡胶科技开发股份有限公司 | Combined intelligent ball-type Dynamometric support system |
| CN108611966A (en) * | 2018-05-17 | 2018-10-02 | 南京工业大学 | Consider the high-speed rail bridge combined shock absorption system of train traffic safety |
| CN109487703A (en) * | 2019-01-14 | 2019-03-19 | 兰州理工大学 | A kind of function separate type Self-resetting shock-absorption bridge and installation method |
| CN110055876A (en) * | 2019-01-21 | 2019-07-26 | 苏交科集团股份有限公司 | Single pylon cable stayed bridge three-dimensional subtracts vibration-isolating system |
| CN110130201A (en) * | 2019-06-04 | 2019-08-16 | 中国铁路设计集团有限公司 | A kind of half floats the cable-stayed bridge of truss-like bridge tower |
| CN110607735A (en) * | 2019-08-09 | 2019-12-24 | 成都市新筑路桥机械股份有限公司 | Four-line large-span railway bridge supporting system |
| CN114351570A (en) * | 2022-01-27 | 2022-04-15 | 北京交通大学 | Transverse equivalent TMD damping control system |
-
2012
- 2012-10-26 CN CN 201220554191 patent/CN202913344U/en not_active Expired - Lifetime
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105544380A (en) * | 2016-01-29 | 2016-05-04 | 石家庄铁道大学 | Seismic-mitigation-and-isolation control method and structure with self-reset function |
| CN108049307A (en) * | 2017-12-08 | 2018-05-18 | 丰泽工程橡胶科技开发股份有限公司 | Combined intelligent ball-type Dynamometric support system |
| CN108049307B (en) * | 2017-12-08 | 2023-08-29 | 丰泽工程橡胶科技开发股份有限公司 | Combined intelligent spherical force measuring support system |
| CN108611966A (en) * | 2018-05-17 | 2018-10-02 | 南京工业大学 | Consider the high-speed rail bridge combined shock absorption system of train traffic safety |
| CN109487703A (en) * | 2019-01-14 | 2019-03-19 | 兰州理工大学 | A kind of function separate type Self-resetting shock-absorption bridge and installation method |
| CN110055876A (en) * | 2019-01-21 | 2019-07-26 | 苏交科集团股份有限公司 | Single pylon cable stayed bridge three-dimensional subtracts vibration-isolating system |
| CN110130201A (en) * | 2019-06-04 | 2019-08-16 | 中国铁路设计集团有限公司 | A kind of half floats the cable-stayed bridge of truss-like bridge tower |
| CN110607735A (en) * | 2019-08-09 | 2019-12-24 | 成都市新筑路桥机械股份有限公司 | Four-line large-span railway bridge supporting system |
| CN114351570A (en) * | 2022-01-27 | 2022-04-15 | 北京交通大学 | Transverse equivalent TMD damping control system |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20130501 |