CN105568845A - Replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam - Google Patents
Replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam Download PDFInfo
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- CN105568845A CN105568845A CN201610110529.8A CN201610110529A CN105568845A CN 105568845 A CN105568845 A CN 105568845A CN 201610110529 A CN201610110529 A CN 201610110529A CN 105568845 A CN105568845 A CN 105568845A
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- otic placode
- flap
- pier
- binder
- energy
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
Abstract
The invention discloses a replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam and relates to the technical field of earthquake resistance and shock absorption of bridge structures. The replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam comprises a rigid rod and connection structures at the two ends of the rigid rod; each connection structure comprises a rotating plate, a lug plate and an end plate; the end plates are fixedly connected with double-leg high piers on the two sides; the lug plates are welded to the plate faces of the end plates; one end of each rotating plate is welded to the rigid rod; the other end of each rotating plate is connected with the corresponding lug plate through a concentric shaft; annular grooves are formed in the contact faces of the lug plates and the rotating plates around the concentric shafts; a plurality of groove holes are evenly formed in the contact faces of the rotating plates and the lug plates in the circumferential direction of the grooves. The groove holes are communicated with the grooves. Soft lead solidified into a whole is poured in the grooves and the groove holes. The system beam can replace a reinforced concrete system beam which is traditionally used, the calculating height of the piers can be reduced, static force stability is improved, energy dissipation can be performed in an earthquake, the earthquake resistance of the piers is improved, and the replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam is easy to replace after an earthquake.
Description
Technical field
The present invention relates to bridge construction antidetonation and cushion technique field.
Background technology
Along with the enforcement of large-scale development of China's western region and " one band one tunnel " policy, western transport development enters a new period of expansion.There physical features is dangerously steep, and landform mostly is gully, abrupt slope, has higher requirement, in succession occurred a large amount of high pier or even Long-span Continuous Rigid-frame Bridge with Very High-rise Pier to the design of bridge engineering and construction.Wherein two limb bridge pier is the conventional pier type of this type of bridge, and high the setting up of the pier of this type of bridge pier is set to 40 meters to 200 meters (are greater than 100 meters and namely think over-height pier bridge), in order to reduce its calculated height, increase stability, then need to arrange binder between two limb pier, all adopt steel concrete binder traditionally.Due to existing Bridge Earthquake Resistance Design specification only for pier height in the bridge of 40 meters, so for the regulation of the anti-seismic performance of high pier and over-height pier bridge and research all very backwardness.Earthquake in recent years shows, steel concrete binder easy damage inactivation in earthquake is the common earthquake of two limb height pier bridge, if it arranges the unreasonable shaft of high pier that also can cause occur many places plastic hinge, brings extreme difficulties to shake post-reinforcing.West area earthquake zone is distributed more widely, so very high for the Seismic Design Requirements of high pier bridge.So for the reasonable setting of binder, and improve its damping performance, protection bridge main body bridge pier structure, reduce the damage of bridge earthquake, the anti-seismic performance for two limb height pier bridge has great theory and applied value.
The core object of structural seismic shockproof control installs additional dissipative system on the body construction additional thus transfer or the seismic energy of dissipation agent structure, to protect agent structure unlikely destruction or be down to minimum by damaged degree under geological process.But, if the non-principal stressed member in structure can be replaced with the damping control device having its static and dynamic properties concurrently, then can reach the object of agent structure being carried out to shockproof control.So, in view of the force model function of two limb height pier binder, exploitation can substitute the device of conventional steel bar concrete binder, the function improving high pier static stability can be met, power consumption function can be provided again under geological process, and shake after replaceable, easily reset, by the seismic design of two limb height pier bridge, there is important engineering significance and applied value.
Summary of the invention
The technical problem to be solved in the present invention is to provide the two limb height pier binder of a kind of replaceable damping energy-dissipating type, and this binder can replace the steel concrete binder used traditionally, reduces the calculated height of bridge pier, improves static stability; This binder has the function of damping power consumption simultaneously, the seismic energy that the bridge main body structure that can shift and dissipate under geological process is born, thus protection bridge pier exempts from destruction or is down to minimum by damaged degree; Cause this binder to destroy if bridge meets with macroseism, then this binder can be changed in the situation not changing agent structure; This binder installs simple, flexible arrangement, can complete laggard row erection, do not affect the normal construction of bridge in Bridge Pier Construction.
For solving the problem, the technical scheme that the present invention takes is: the two limb height pier binder of a kind of replaceable damping energy-dissipating type, this binder comprises the symmetrically arranged syndeton of firm bar and firm bar two ends at middle part, described syndeton comprises flap, otic placode and end plate, described end plate is used for being fixedly connected with two limb height piers of both sides, described otic placode is welded on the plate face of end plate, described flap one end is welded with firm bar, the other end is connected with otic placode by concentric shafts, the face that otic placode contacts with flap is provided with around concentric shafts the groove of annular, circumferencial direction along groove on the face that flap contacts with otic placode is evenly provided with multiple slotted eye, described slotted eye and groove are interconnected, be perfused with in described groove and slotted eye and be frozen into an overall refined lead.
Preferably, described end plate is vertically arranged, and end plate is provided with screwed hole, and described end plate is fixedly connected with two limb height pier by bolt.
Preferably, described otic placode is vertically arranged, and the outboard end of described otic placode is circular arc, and the link semicircular in shape of described flap and otic placode, otic placode and flap have the axis hole that can mutually align, and described concentric shafts is through axis hole.
Preferably, otic placode is also provided with the liquid injection hole for pouring into liquid refined lead be communicated with groove.
Compared with existing pair of limb height pier binder, advantage of the present invention is as follows: 1) the present invention can replace existing steel concrete binder, reduces high pier calculated height, improves its Compression Stability; 2) seismic energy that the present invention can shift under geological process and dissipation agent structure should be born, thus the effect playing damping power consumption, reduce agent structure earthquake damage; 3) the present invention is all applicable for the bridge construction of the two limb height pier of every employing, according to form of structure in diverse location flexible arrangement, can not affect main structure construction progress, and is easy to after shake change.
Accompanying drawing explanation
Fig. 1 is structural representation of the present invention;
Fig. 2 is the plan structure schematic diagram of Fig. 1;
Fig. 3 is the structural representation under using state of the present invention.
Wherein, 1, just bar, 2, flap, 3, otic placode, 4, end plate, 5, concentric shafts, 6, groove, 7, slotted eye, 8, screwed hole.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the present invention is further detailed explanation: as Fig. 1, Fig. 2, the two limb height pier binder of the replaceable damping energy-dissipating type of one shown in Fig. 3, this binder comprises the symmetrically arranged syndeton of firm bar 1 and firm bar 1 two ends at middle part, described syndeton comprises flap 2, otic placode 3 and end plate 4, described end plate 4 is for being fixedly connected with two limb height piers of both sides, described otic placode 3 is welded on the plate face of end plate 4, described flap 2 one end is welded with firm bar 1, the other end is connected with otic placode 3 by concentric shafts 5, the face that otic placode 3 contacts with flap 2 is provided with around concentric shafts 5 groove 6 of annular, circumferencial direction along groove 6 on the face that flap 2 contacts with otic placode 3 is evenly provided with multiple slotted eye 7, described slotted eye 7 is interconnected with groove 6, be perfused with in described groove 6 and slotted eye 7 and be frozen into an overall refined lead.
End plate 4 is vertically arranged, and end plate 4 is provided with screwed hole 8, and described end plate 4 is fixedly connected with two limb height pier by bolt.Described otic placode 3 is vertically arranged, and the outboard end of described otic placode 3 is circular arc, and described flap 2 and the link semicircular in shape of otic placode 3, otic placode 3 and flap 2 have the axis hole that can mutually align, and described concentric shafts 5 is through axis hole.Otic placode 3 is also provided with the liquid injection hole for pouring into liquid refined lead be communicated with groove 6.
First each composition component is made, reserved screwed hole 8 in its end plates 4, in order to rivet between this binder and both sides height pier, otic placode 3 excavates toroidal cavity 6, the liquid injection hole of position liquid refined lead of reserved perfusion on otic placode 3 of respective slot 6, then firmly welds end plate 4 and otic placode 3 according to design attitude; Then flap 2 is made, the position of corresponding otic placode 3 upper groove 6 on flap 2, along the circumferential direction every the even cutting slots 7 of certain angle, slotted eye 7 is wide with the groove 6 on otic placode 3, width gets 3 centimetres to 20 centimetres, and then otic placode 3 is connected by concentric shafts 5 with flap 2, concentric shafts 5 is through otic placode 3 and flap 2, by applying certain pressure compaction otic placode 3 and flap 2 to concentric shafts 5, can not have an impact to otic placode 3 and relatively rotating of flap 2, so smear permanent lubrication oil on the contact surface of otic placode 3 and flap 2 simultaneously; Firm bar 1 is formed by certain thickness Plate Welding, then firm bar 1 and flap 2 is firmly welded according to design attitude; Pour into liquid refined lead finally by the liquid injection hole on otic placode 3, rear enclosed liquid injection hole to be filled, until refined lead coagulation forming, then this binder completes.
Specific works principle of the present invention is as follows: can be arranged on by this binder between two limb height pier, replace traditional steel concrete binder, reduces the calculated height of two limb height pier, improves its Compression Stability, play the static behavior of this binder, when high pier bridge bears geological process, two limb height pier can occur bending and deformation under the effect of horizontal seismic force, and then larger moment of flexure dynamic response and rotational deformation will be produced in binder end, thus relatively rotating of flap 2 and otic placode 3 can be caused, because the rigidity of refined lead is less, so flap 2 and relatively rotating of otic placode 3 can drive refined lead to occur to shear creeping power consumption phenomenon, the function of two limb shaft of high pier seismic energies that dissipate is reached with this, reduce the seismic response of agent structure, reduce the earthquake damage degree of agent structure, play the damping power consumption dynamically working performance of this binder, when meeting with macroseism, if this binder is damaged, then can change rapidly, reducing the reinforcing difficulty of high pier bridge.
The selection of the concrete size of this binder is as follows, first determines the appearance and size of the physical dimension of this binder, axial rigidity, bending stiffness and each composition component according to the appearance and size of actual two limb height pier structure, bridge pier position, agent structure natural vibration period, force model rigidity etc.; And then calculate the structural dynamic response of bridge construction respectively under the design earthquake effects such as little shake, middle shake and large shake, by result of calculation determine the best magnitude setting of this binder, position, single binder end energy dissipation and damping control optimum exert oneself and rotation displacement, determine the quantity of the slotted eye 7 of excavation on the radius of the groove 6 of excavation on otic placode 3, width and the degree of depth and flap 2, width, length and the degree of depth again according to optimal result.The width of the slotted eye 7 wherein on the groove 6 of otic placode 3 and flap 2 all should ensure between 3 centimetres to 20 centimetres, the degree of depth should ensure between 2 centimetres to 8 centimetres, between desirable 10 centimetres to 30 centimetres of the internal diameter of the groove 6 on otic placode 3, between desirable 3 centimetres to 5 centimetres of slotted eye 7 degree of depth on flap 2, slotted eye 7 on flap 2 should circumferentially be evenly arranged, and optimal number should be between 2 to 8.This binder should be arranged according to spacing 10 meters to 25 meters equal altitudes along pier is high, equidistantly arranges, and at least arrange more than 2 along pier shaft direction across bridge according to spacing 2 meters to 3 meters.
Secondly, according to the preliminary project of this binder, set up the three dimensions detailed finite element model of this binder, continued to optimize the design size of damper by high resolution numerical simulation, make the Expected Results that the hysteretic energy performance of this binder reaches best; According to design scheme and the Numerical results that becomes more meticulous, all parts of this binder of processing and fabricating, and then carry out assembled to each parts, then by the liquid injection hole of otic placode 3, liquid refined lead is poured into, sealing of hole after perfusion is full, deposit to refined lead coagulation forming, namely complete the making of this binder.After this binder completes, still should carry out low cyclic loading test by electro-hydraulic loading equipment to it, obtain the true hysteretic energy curve of this binder.
Finally, two limb height pier is piecemeal in work progress, install binder position should on pier shaft pre-embedded steel slab, and contact surfaces all between steel plate with pier shaft cage of reinforcement all will firmly weld, treat bridge pier structure build shaping after, the end plate 4 at these two ends is firmly linked together by bolt with pier shaft, namely completes the installation of this binder.
Compared with existing pair of limb height pier binder, advantage of the present invention is as follows: 1) the present invention can replace existing steel concrete binder, reduces high pier calculated height, improves its Compression Stability; 2) seismic energy that the present invention can shift under geological process and dissipation agent structure should be born, thus the effect playing damping power consumption, reduce agent structure earthquake damage; 3) the present invention is all applicable for the bridge construction of the two limb height pier of every employing, according to form of structure in diverse location flexible arrangement, can not affect main structure construction progress, and is easy to after shake change.
Claims (4)
1. the two limb height pier binder of replaceable damping energy-dissipating type, it is characterized in that: this binder comprises the symmetrically arranged syndeton of firm bar (1) and firm bar (1) two ends at middle part, described syndeton comprises flap (2), otic placode (3) and end plate (4), described end plate (4) is for being fixedly connected with two limb height piers of both sides, described otic placode (3) is welded on the plate face of end plate (4), described flap (2) one end is welded with firm bar (1), the other end is connected with otic placode (3) by concentric shafts (5), the face that otic placode (3) contacts with flap (2) is provided with around concentric shafts (5) groove (6) of annular, circumferencial direction along groove (6) on the face that flap (2) contacts with otic placode (3) is evenly provided with multiple slotted eye (7), described slotted eye (7) and groove (6) are interconnected, be perfused with in described groove (6) and slotted eye (7) and be frozen into an overall refined lead.
2. the two limb height pier binder of the replaceable damping energy-dissipating type of one according to claim 1, is characterized in that: described end plate (4) is vertically arranged, end plate (4) is provided with screwed hole (8), and described end plate (4) is fixedly connected with two limb height pier by bolt.
3. the two limb height pier binder of the replaceable damping energy-dissipating type of one according to claim 2, it is characterized in that: described otic placode (3) is vertically arranged, the outboard end of described otic placode (3) is circular arc, the link semicircular in shape of described flap (2) and otic placode (3), otic placode (3) and flap (2) have the axis hole that can mutually align, and described concentric shafts (5) is through axis hole.
4. the two limb height pier binder of the replaceable damping energy-dissipating type of one according to claim 3, is characterized in that: on otic placode (3), be also provided with the liquid injection hole for pouring into liquid refined lead be communicated with groove (6).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610110529.8A CN105568845B (en) | 2016-02-29 | 2016-02-29 | Replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610110529.8A CN105568845B (en) | 2016-02-29 | 2016-02-29 | Replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam |
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| Publication Number | Publication Date |
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| CN105568845A true CN105568845A (en) | 2016-05-11 |
| CN105568845B CN105568845B (en) | 2017-05-10 |
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| CN201610110529.8A Expired - Fee Related CN105568845B (en) | 2016-02-29 | 2016-02-29 | Replaceable shock-absorbing and energy-dissipating type double-leg high-pier system beam |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110067208A (en) * | 2019-05-29 | 2019-07-30 | 中国建筑第四工程局有限公司 | Twin legged thin wall over-height pier temporary steel constructing tie beam method |
| CN111962385A (en) * | 2020-08-05 | 2020-11-20 | 河海大学 | Anti-seismic energy dissipation structure of pier combined damping arm |
| CN112761061A (en) * | 2020-11-18 | 2021-05-07 | 合肥工业大学 | Steel friction hinge energy-consumption tie beam structure for double column pier and construction method thereof |
| CN113250072A (en) * | 2021-06-17 | 2021-08-13 | 石家庄铁道大学 | Multi-limb bridge pier system with composite cross section |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011080293A (en) * | 2009-10-08 | 2011-04-21 | Kajima Corp | Seismic response controlled bridge pier |
| US20120227193A1 (en) * | 2009-11-12 | 2012-09-13 | Chubu Electric Power Co., Inc. | Method of upgrading seismic performance of existing spillway piers on dams and coupled earthquake-resistant structure |
| CN103628402A (en) * | 2013-12-20 | 2014-03-12 | 中铁二院工程集团有限责任公司 | Earthquake energy dissipation structure of multi-pillar pier |
| JP2015017455A (en) * | 2013-07-12 | 2015-01-29 | 株式会社横河ブリッジ | Vibration control device |
| CN104452566A (en) * | 2014-10-22 | 2015-03-25 | 大连海事大学 | Swing self-reset bridge bent frame with ductility replaceable collar beam and installation method thereof |
| CN205399188U (en) * | 2016-02-29 | 2016-07-27 | 石家庄铁道大学 | Two high mound binders of limb of removable shock attenuation power consumption type |
-
2016
- 2016-02-29 CN CN201610110529.8A patent/CN105568845B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011080293A (en) * | 2009-10-08 | 2011-04-21 | Kajima Corp | Seismic response controlled bridge pier |
| US20120227193A1 (en) * | 2009-11-12 | 2012-09-13 | Chubu Electric Power Co., Inc. | Method of upgrading seismic performance of existing spillway piers on dams and coupled earthquake-resistant structure |
| JP2015017455A (en) * | 2013-07-12 | 2015-01-29 | 株式会社横河ブリッジ | Vibration control device |
| CN103628402A (en) * | 2013-12-20 | 2014-03-12 | 中铁二院工程集团有限责任公司 | Earthquake energy dissipation structure of multi-pillar pier |
| CN104452566A (en) * | 2014-10-22 | 2015-03-25 | 大连海事大学 | Swing self-reset bridge bent frame with ductility replaceable collar beam and installation method thereof |
| CN205399188U (en) * | 2016-02-29 | 2016-07-27 | 石家庄铁道大学 | Two high mound binders of limb of removable shock attenuation power consumption type |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110067208A (en) * | 2019-05-29 | 2019-07-30 | 中国建筑第四工程局有限公司 | Twin legged thin wall over-height pier temporary steel constructing tie beam method |
| CN111962385A (en) * | 2020-08-05 | 2020-11-20 | 河海大学 | Anti-seismic energy dissipation structure of pier combined damping arm |
| CN112761061A (en) * | 2020-11-18 | 2021-05-07 | 合肥工业大学 | Steel friction hinge energy-consumption tie beam structure for double column pier and construction method thereof |
| CN112761061B (en) * | 2020-11-18 | 2022-07-05 | 合肥工业大学 | Steel friction hinge energy-consumption tie beam structure for double column pier and construction method thereof |
| CN113250072A (en) * | 2021-06-17 | 2021-08-13 | 石家庄铁道大学 | Multi-limb bridge pier system with composite cross section |
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| CN105568845B (en) | 2017-05-10 |
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