CN102747679A - Economic arrangement method for inhaul cable shock mounts of continuous girder bridge - Google Patents
Economic arrangement method for inhaul cable shock mounts of continuous girder bridge Download PDFInfo
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- CN102747679A CN102747679A CN2012102013100A CN201210201310A CN102747679A CN 102747679 A CN102747679 A CN 102747679A CN 2012102013100 A CN2012102013100 A CN 2012102013100A CN 201210201310 A CN201210201310 A CN 201210201310A CN 102747679 A CN102747679 A CN 102747679A
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Abstract
The invention belongs to the technical field of bridge engineering earthquake fortification and discloses an economic arrangement method for inhaul cable shock mounts. When earthquake resistance design is performed on a continuous girder bridge by adopting the earthquake insulation strategy, the earthquake fortification is performed by adopting the inhaul cable shock mounts, and moreover, the inhaul cable shock mounts are adopted to serve as only part of bearings, and common bearings, such as laminated rubber bearings or teflon slide type rubber bearings, are adopted to serve as other bearings. By adopting the economic arrangement method for the inhaul cable shock mounts, girders can be prevented from excessive longitudinal oscillation or the torsional oscillation in the transversal bridge direction while the earthquake internal force response of the bridge structure in earthquake resistance, therefore, the disasters that pier studs of the bridge structure are destroyed and the girders fall are avoided. Moreover, the economic arrangement method has the obvious characteristics that the earthquake fortification is performed on part of bearings by adopting the inhaul cable shock mounts. The economic arrangement method for the inhaul cable shock mounts has the advantages that the economic effect is good, the construction cost is effectively reduced, and the resource cost is saved.
Description
Technical field
The invention belongs to the technical field that the bridge earthquake resistant engineering is set up defences in the civil engineering, be specifically related to a kind of economic method for arranging of Seismic Design of Continuous Girder Bridges bearing, specifically is the economic method for arranging of continuous girder bridge when adopting inhaul cable damping support saddle to provide fortification against earthquakes.
Background technology
Continuous girder bridge is the bridge type of a kind of simple in structure, reasonable stress, easy construction, is widely used in urban viaduct, speedway, the high-speed railway, unobstructedly has a very important effect to what ensure transportation network.Simultaneously, under earthquake disaster, because the deficiency of the shock resistance of bridge and suffer damage easily even calamity takes place and collapse, have a strong impact on the disaster area is rescued and disaster reconstruction etc., bring huge life and property loss.Therefore providing fortification against earthquakes of continuous girder bridge has crucial meaning.
Since the seventies in 20th century, subtracted seismic isolation technology and obtained widely development gradually and used, its basic principle is the natural frequency that changes the bridge construction system, increase the energy dissipation capacity of structure and reduce structural earthquake internal force.Engineering practice and actual earthquake show that subtracting isolation measure is a kind of highly effective means of providing fortification against earthquakes.
Vibration absorption and isolation support obtains number of applications and development in bridge construction in recent years.During the continuous girder bridge of China is built; Dun Liang connects measure and adopts bearing usually; This also provides fortification against earthquakes for the application vibration absorption and isolation support space widely is provided, and common vibration absorption and isolation support has lead core rubber support, hyperboloid ball steel support and inhaul cable damping support saddle, but for vibration absorption and isolation support; Because cost of production increase etc. causes the general common relatively vibration absorption and isolation support of the bearing price of the type to cost an arm and a leg, and causes the increase of construction costs.The present invention is primarily aimed at the economical rationality of inhaul cable damping support saddle and arranges expansion.
Summary of the invention
The technical problem that the present invention will solve is that continuous girder bridge adopts inhaul cable damping support saddle to subtract isolation design and obtain the target anti-seismic performance; Inhaul cable damping support saddle and common non-vibration absorption and isolation support are used in combination; Obtain the economic method for arranging of the Seismic Design of Continuous Girder Bridges bearing of economical rationality, to reduce construction costs.
The economic method for arranging of the Seismic Design of Continuous Girder Bridges bearing that the present invention proposes, concrete steps are following:
(1): the characteristic of Analysis of Continuous Beams bridge, and obtain bearing tonnage demand.Wherein the characteristic of continuous girder bridge mainly comprises: the section form of girder, the form of substructure and pier shaft rigidity (being mainly reflected in the high variation of pier) distribution situation;
(2): the arrangement of confirming bearing according to the characteristic of continuous girder bridge; In bridge axis both sides; Every shared pier or abutment, or the continuous pier adjacent with shared pier on some or all of bearing adopt inhaul cable damping support saddle; All the other bridge piers or abutment adopt common bearing, confirm that the vibration absorption and isolation support of economical rationality is laid mode;
(3): set up the Dynamic Analysis Model of bridge construction, confirm the concrete parameter of inhaul cable damping support saddle and common bearing according to mechanism's response.
Among the present invention, be the form of structure such as big case beam of single-box multi-cell or single box single chamber for the girder section of continuous girder bridge, the every row of Dun Ding adopts two bearings, and inhaul cable damping support saddle adopts following any mode:
(1) all be furnished with inhaul cable damping support saddle on every two shared piers or the abutment, four inhaul cable damping support saddles are arranged symmetrically in bridge axis both sides, arrange common bearing on the pier continuously.
(2) all be furnished with inhaul cable damping support saddle on every two continuous piers that are close to shared pier or abutment; Be furnished with two inhaul cable damping support saddles on each continuous pier; Four inhaul cable damping support saddles are arranged in bridge axis both sides, all arrange common bearing on every two shared piers or abutment and remaining the continuous pier.
(3) all be furnished with an inhaul cable damping support saddle and a common bearing on every two shared piers or the abutment, two inhaul cable damping support saddles are arranged in bridge axis heteropleural, all arrange common bearing on the pier continuously.
(4) all be furnished with an inhaul cable damping support saddle and a common bearing on every two continuous piers that are close to shared pier or abutment; And inhaul cable damping support saddle is arranged in bridge axis heteropleural, all arranges common bearing on every two shared piers or abutment and remaining the continuous pier.
For girder section is form of structure such as a plurality of little case beams of lateral arrangement, and the girder bottom has a plurality of bearings and is connected with bridge pier, and the arrangement of inhaul cable damping support saddle is:
All be furnished with two row's bearings on every two shared piers or the abutment; Comprise one or more inhaul cable damping support saddle in every row's bearing; All the other adopt common bearing; The stacking pattern of inhaul cable damping support saddle and common bearing is decided as the case may be, and inhaul cable damping support saddle or common bearing in two row's bearings should be symmetrical in the bridge axis arranged.
Among the present invention, said common bearing adopts laminated rubber bearing or tetrafluoro slide plate bearing.
The present invention is applicable to that three stride and above continuous beam on many supports bridge.
Positioning means of the present invention are not limited only to the linearly straight bridge of type of bridge axis, and the curved bridge little for curvature also has applicability.
Beneficial effect of the present invention is: this bearing method for arranging can effectively be implemented on anti-seismic performance and prevent the longitudinal oscillation that girder is excessive or the torsionoscillation of direction across bridge in the Earthquake Internal Force response that reduces bridge construction, avoids bridge construction to occur that pier stud destroys, girder falls the beam disaster.And this economic method for arranging notable feature is that the part bearing adopts inhaul cable damping support saddle to subtract shock insulation to set up defences, have good economic benefits, effectively reduce construction costs, and cost economizes on resources.
Description of drawings
Fig. 1 is first kind of bearing arrangement among the embodiment 1.
Fig. 2 is second kind of bearing arrangement among the embodiment 1.
Fig. 3 is the third bearing arrangement among the embodiment 1.
Fig. 4 is the 4th kind of bearing arrangement among the embodiment 1.
Fig. 5 is the 5th kind of bearing arrangement among the embodiment 1.
Fig. 6 is the 6th kind of bearing arrangement among the embodiment 1.
Label among the figure: 1 is shared pier or abutment, and 2 is continuous pier, and 3 is inhaul cable damping support saddle, and 4 is common bearing, and 5 is the bridge axis.
The specific embodiment
Further the present invention will be described below in conjunction with accompanying drawing and embodiment.
Embodiment 1:
The present invention is based on when continuous girder bridge obtains good shock resistance (reducing bridge pier column Earthquake Internal Force and anti-falling stop beam disaster) and reduce construction costs, propose the economic arrangement that adopts inhaul cable damping support saddle to provide fortification against earthquakes.To describe the specific embodiment to the linear pattern continuous girder bridge below.
For bridge pier and superstructure connected mode is in two bearing situation of the every arranged of Dun Ding; The continuous girder bridge that the superstructure quality is bigger adopts four inhaul cable damping support saddles 3 altogether; And can adopt two kinds of different modes to arrange: a; When shared pier 1 rigidity substructures big or the continuous girder bridge two ends are under the situation of abutment 1, inhaul cable damping support saddle 3 is arranged on the every shared pier or abutment, be arranged in bridge axis 5 both sides; All the other bearings can adopt common bearings 4 such as laminated rubber bearing, tetrafluoro slide plate neoprene bearing, and are as shown in Figure 1; B; When continuous pier 2 rigidity during significantly greater than shared pier 1, inhaul cable damping support saddle 3 is arranged on every two continuous piers 2 that are close to shared pier, be arranged in bridge axis 5 both sides; All the other bearings can adopt common bearings 4 such as laminated rubber bearing, tetrafluoro slide plate neoprene bearing, and are as shown in Figure 2.
For bridge pier and superstructure connected mode is in two bearing situation of the every arranged of Dun Ding; The less continuous girder bridge of superstructure quality adopts and adopts two inhaul cable damping support saddles 3 altogether; And can adopt two kinds of different modes to arrange: a; When shared pier rigidity substructures big or the continuous girder bridge two ends are under the situation of abutment, inhaul cable damping support saddle 3 is arranged on the every shared pier or abutment 1, and shock mount is arranged in bridge axis 5 heteropleurals; All the other bearings can adopt common bearings 4 such as laminated rubber bearing, tetrafluoro slide plate neoprene bearing, and are as shown in Figure 3; B; When continuous pier rigidity 2 during significantly greater than shared pier 1; Inhaul cable damping support saddle 3 is arranged on every two continuous piers 2 that are close to shared pier; And inhaul cable damping support saddle 3 is arranged in bridge axis 5 heteropleurals, and all the other bearings can adopt common bearings 4 such as laminated rubber bearing, tetrafluoro slide plate neoprene bearing, and are as shown in Figure 4.
For bridge pier and superstructure connected mode is a plurality of bearing situation of the every arranged of Dun Ding; In each row's bearing, can choose one or more bearing and be set to inhaul cable damping support saddle 3; And other bearing adopts common bearings 4 such as laminated rubber bearing or tetrafluoro slide plate bearing; When the superstructure quality was big, drag-line props up cushion socket quantity to be increased, otherwise reduces; Two bearings were basic identical about the arrangement of bearing and above-mentioned was only arranged, and are just distinct on the bearing number.Fig. 5 and shown in Figure 6 for arranging two kinds of optional arrangements of a plurality of drag-line vibration absorption and isolation supports 3; Because it is too much that a row has the compound mode kind of a plurality of bearings; Just do not enumerate one by one in this explanation; Its principal character is exactly on shared pier or abutment 1 or the continuous pier 2 adjacent with shared pier, to arrange one or more inhaul cable damping support saddle 3, and concrete number is confirmed according to the superstructure quality.
Claims (4)
1. the economic method for arranging of a Seismic Design of Continuous Girder Bridges bearing is characterized in that concrete steps are following:
(1): the characteristic of Analysis of Continuous Beams bridge, and obtain bearing tonnage demand; Wherein the characteristic of continuous girder bridge comprises: the section form of girder, the form of substructure and pier shaft Stiffness Distribution situation;
(2): the arrangement of confirming bearing according to the characteristic of continuous girder bridge; In bridge axis both sides; Every shared pier or abutment, or the continuous pier adjacent with shared pier on some or all of bearing adopt inhaul cable damping support saddle; Remaining shared pier or abutment, or the continuous pier adjacent with shared pier adopt common bearing, confirm that the vibration absorption and isolation support of economical rationality is laid mode;
(3): set up the Dynamic Analysis Model of bridge construction, confirm the concrete parameter of inhaul cable damping support saddle according to mechanism's response.
2. method according to claim 1 is characterized in that the girder section for beam bridge is the form of structure such as big case beam of single-box multi-cell or single box single chamber, and the every row of Dun Ding adopts two bearings, and inhaul cable damping support saddle adopts following any mode:
(1) all be furnished with inhaul cable damping support saddle on every two shared piers or the abutment, four inhaul cable damping support saddles are arranged symmetrically in bridge axis both sides, arrange common bearing on the pier continuously;
(2) all be furnished with inhaul cable damping support saddle on every two continuous piers that are close to shared pier or abutment; Be furnished with two inhaul cable damping support saddles on each continuous pier; Four inhaul cable damping support saddles are arranged symmetrically in bridge axis both sides, all arrange common bearing on every two shared piers or abutment and remaining the continuous pier;
(3) all be furnished with an inhaul cable damping support saddle and a common bearing on every two shared piers or the abutment, two inhaul cable damping support saddles are arranged symmetrically in bridge axis heteropleural, all arrange common bearing on the pier continuously;
(4) all be furnished with an inhaul cable damping support saddle and a common bearing on every two continuous piers that are close to shared pier or abutment; And inhaul cable damping support saddle is arranged in bridge axis heteropleural, all arranges common bearing on every two shared piers or abutment and remaining the continuous pier.
3. method according to claim 1 is characterized in that for girder section be form of structure such as a plurality of little case beams of lateral arrangement, and the every row of Dun Ding has a plurality of bearings, and the arrangement of inhaul cable damping support saddle is:
All be furnished with two row's bearings on every two shared piers or the abutment; Comprise one or more inhaul cable damping support saddle in every row's bearing; All the other adopt common bearing; The combining form of inhaul cable damping support saddle and common bearing is decided as the case may be, and inhaul cable damping support saddle or common bearing in two row's bearings should be symmetrical in the bridge axis arranged.
4. method according to claim 1 is characterized in that said common bearing adopts laminated rubber bearing or tetrafluoro slide plate bearing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012102013100A CN102747679A (en) | 2012-06-19 | 2012-06-19 | Economic arrangement method for inhaul cable shock mounts of continuous girder bridge |
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| CN2012102013100A CN102747679A (en) | 2012-06-19 | 2012-06-19 | Economic arrangement method for inhaul cable shock mounts of continuous girder bridge |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103233422A (en) * | 2013-04-28 | 2013-08-07 | 武汉艾尔格桥梁新技术开发有限公司 | Combination support structure used for transverse earthquake resisting of three-span bridge |
| CN106012730A (en) * | 2016-08-04 | 2016-10-12 | 江苏凤凰船舶装备制造有限公司 | Rapid through viaduct |
| CN106065552A (en) * | 2016-08-04 | 2016-11-02 | 江苏凤凰船舶装备制造有限公司 | A kind of city multilamellar interchange overpass |
| CN106400631A (en) * | 2016-08-04 | 2017-02-15 | 江苏凤凰船舶装备制造有限公司 | An interchange type overpass |
| CN110924308A (en) * | 2019-12-10 | 2020-03-27 | 中铁七局集团有限公司 | Control method for construction errors in stage construction of large-span long-section continuous beam |
Citations (6)
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|---|---|---|---|---|
| EP0943736A2 (en) * | 1998-03-17 | 1999-09-22 | Bouwdienst Rijkswaterstaat | Bearing |
| CN101597886A (en) * | 2009-06-19 | 2009-12-09 | 江苏万宝桥梁构件有限公司 | Inhaul cable damping support saddle |
| CN201553982U (en) * | 2009-11-09 | 2010-08-18 | 同济大学 | Connected cable damping support |
| CN201843071U (en) * | 2010-09-02 | 2011-05-25 | 同济大学 | Pull rope and stop block combined limiting anti-seismic supporting seat |
| CN201843072U (en) * | 2010-10-12 | 2011-05-25 | 同济大学 | Cable damping support with external anti-seismic shear connectors |
| CN202227259U (en) * | 2011-09-05 | 2012-05-23 | 同济大学 | Self-reset stay cable damping support |
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2012
- 2012-06-19 CN CN2012102013100A patent/CN102747679A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0943736A2 (en) * | 1998-03-17 | 1999-09-22 | Bouwdienst Rijkswaterstaat | Bearing |
| CN101597886A (en) * | 2009-06-19 | 2009-12-09 | 江苏万宝桥梁构件有限公司 | Inhaul cable damping support saddle |
| CN201553982U (en) * | 2009-11-09 | 2010-08-18 | 同济大学 | Connected cable damping support |
| CN201843071U (en) * | 2010-09-02 | 2011-05-25 | 同济大学 | Pull rope and stop block combined limiting anti-seismic supporting seat |
| CN201843072U (en) * | 2010-10-12 | 2011-05-25 | 同济大学 | Cable damping support with external anti-seismic shear connectors |
| CN202227259U (en) * | 2011-09-05 | 2012-05-23 | 同济大学 | Self-reset stay cable damping support |
Non-Patent Citations (1)
| Title |
|---|
| 袁万城等: "拉索减震支座的抗震性能分析", 《同济大学学报（自然科学版）》, vol. 39, no. 8, 15 August 2011 (2011-08-15), pages 1128 - 1131 * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103233422A (en) * | 2013-04-28 | 2013-08-07 | 武汉艾尔格桥梁新技术开发有限公司 | Combination support structure used for transverse earthquake resisting of three-span bridge |
| CN103233422B (en) * | 2013-04-28 | 2015-08-19 | 武汉艾尔格桥梁新技术开发有限公司 | For the integral supporting structure of three bridge beam Horizontal Seismics |
| CN106012730A (en) * | 2016-08-04 | 2016-10-12 | 江苏凤凰船舶装备制造有限公司 | Rapid through viaduct |
| CN106065552A (en) * | 2016-08-04 | 2016-11-02 | 江苏凤凰船舶装备制造有限公司 | A kind of city multilamellar interchange overpass |
| CN106400631A (en) * | 2016-08-04 | 2017-02-15 | 江苏凤凰船舶装备制造有限公司 | An interchange type overpass |
| CN110924308A (en) * | 2019-12-10 | 2020-03-27 | 中铁七局集团有限公司 | Control method for construction errors in stage construction of large-span long-section continuous beam |
| CN110924308B (en) * | 2019-12-10 | 2021-04-20 | 中铁七局集团有限公司 | Control method for construction errors in stage construction of large-span long-section continuous beam |
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Application publication date: 20121024 |