CN105568845B - 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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- CN105568845B CN105568845B CN201610110529.8A CN201610110529A CN105568845B CN 105568845 B CN105568845 B CN 105568845B CN 201610110529 A CN201610110529 A CN 201610110529A CN 105568845 B CN105568845 B CN 105568845B
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- otic placode
- flap
- binder
- energy
- plate
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Classifications
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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 structure antidetonation and cushion technique field.
Background technology
With large-scale development of China's western region and the enforcement of " band is all the way " policy, western transport development enters a new development
Phase.There physical features is dangerously steep, and landform mostly is gully, abrupt slope, and the design and construction to science of bridge building is put forward higher requirement,
A large amount of high pier even Long-span Continuous Rigid-frame Bridge with Very High-rise Pier are occurred in that in succession.Wherein double limb bridge piers are the conventional piers of such bridge
Type, and high the setting up of pier of such bridge pier is set to 40 meters to 200 meters（It is considered over-height pier bridge more than 100 meters）, in order to reduce
Its computed altitude, increase stability, then need to arrange binder between double-limb pier, traditionally adopts armored concrete binder.By
In existing Bridge Earthquake Resistance Design specification just for pier height in 40 meters of bridge, so for high pier and the antidetonation of over-height pier bridge
The regulation of performance and research fall behind very much.Earthquake in recent years shows that armored concrete binder is easily destroyed mistake in earthquake
Effect is the common earthquake of the high pier bridge of double limbs, right if it arranges the unreasonable shaft of high pier that also results in many places plastic hinge occurs
Shake post-reinforcing brings extreme difficulties.West area earthquake zone is distributed more widely, so for the Seismic Design Requirements of high pier bridge
It is very high.So, for the reasonable setting of binder, and its damping performance is improved, bridge main body bridge pier structure is protected, reduce bridge shake
Evil damage, for the anti-seismic performance of the high pier bridge of double limbs has great theoretical and applied value.
The core purpose of structural seismic shockproof control is to install additional dissipative system additional on the body construction so as to shifting or consuming
The seismic energy of scattered agent structure, to protect agent structure to destroy under geological process or minimize damaged degree.
But, if the non-principal stressed member in structure can be replaced with the damping control device for having its static and dynamic properties concurrently, can
To reach the purpose that shockproof control is carried out to agent structure.So, in view of the force model function of the high pier binder of double limbs, exploitation can
The device of conventional steel bar concrete binder is substituted, the function of improving high pier static stability can be met, again can be in geological process
It is lower that power consumption function, and replaceable, easy reset after shaking are provided, there will be important engineering meaning to the Aseismic Design of the high pier bridge of double limbs
Justice and applied value.
The content of the invention
The technical problem to be solved in the present invention is to provide a kind of replaceable damping energy-dissipating type high pier binder of double limbs, and this binder can
To replace conventionally used armored concrete binder, reduce the computed altitude of bridge pier, improve static stability；While this binder
Function with damping power consumption, can shift and seismic energy that dissipation bridge main body structure is born under geological process, so as to
Protection bridge pier exempts from destruction or minimizes damaged degree；This binder is caused to destroy if bridge meets with macroseism, this is
Beam can be changed in the situation for not changing agent structure；This binder installs simple, flexible arrangement, can complete in Bridge Pier Construction
Laggard luggage does not affect the normal construction of bridge with installing.
To solve the above problems, the present invention is adopted the technical scheme that：A kind of double high pier systems of limb of replaceable damping energy-dissipating type
Beam, the binder includes the symmetrically arranged attachment structure of strong rod and strong rod two ends at middle part, and the attachment structure includes flap, otic placode
And end plate, for being fixedly connected with the high pier of double limbs of both sides, the otic placode is welded in the plate face of end plate the end plate, described turn
Plate one end is welded with strong rod, and the other end is connected by concentric shafts with otic placode, around concentric on the face that otic placode contacts with flap
Axle is provided with the groove of annular, and the circumferencial direction along groove on the face that flap contacts with otic placode is uniformly provided with multiple grooves
Hole, the slotted eye is interconnected with groove, and the refined lead for being frozen into an entirety is perfused with the groove and slotted eye.
Preferably, the end plate is vertically arranged, and screwed hole is provided with end plate, and the end plate is by bolt and the high pier of double limbs
It is fixedly connected.
Preferably, the otic placode is vertically arranged, and the outboard end of the otic placode is in the connection of circular arc, the flap and otic placode
End semicircular in shape, is provided with the axis hole that can be aligned on otic placode and flap, and the concentric shafts pass through axis hole.
Preferably, the liquid injection hole for irrigating liquid refined lead connected with groove is additionally provided with otic placode.
Compared with the high pier binder of the existing pair of limb, advantages of the present invention is as follows：1）The present invention can replace existing reinforcing bar to mix
Solidifying soil series beam, reduces high pier computed altitude, improves its Compression Stability；2）The present invention can be shifted under geological process and dissipated
The seismic energy that agent structure should bear, so as to play a part of damping power consumption, reduces agent structure earthquake damage；3）This
It is bright for every bridge structure using double high piers of limb is suitable for, can be according to version in diverse location flexible arrangement, no
Main structure construction progress is affected, and is easily changed after shaking.
Description of the drawings
Fig. 1 is schematic structural view of the invention；
Fig. 2 is the overlooking the structure diagram of Fig. 1；
Fig. 3 is the structural representation under use state of the present invention.
Wherein, 1, strong rod, 2, flap, 3, otic placode, 4, end plate, 5, concentric shafts, 6, groove, 7, slotted eye, 8, screwed hole.
Specific embodiment
With reference to the accompanying drawings and detailed description the present invention is further detailed explanation：As shown in Figure 1, Figure 2, Fig. 3 institutes
A kind of replaceable damping energy-dissipating type high pier binder of double limbs for showing, the binder includes that the strong rod 1 at middle part and the two ends of strong rod 1 are symmetrical arranged
Attachment structure, the attachment structure includes flap 2, otic placode 3 and end plate 4, and the end plate 4 is used for solid with the high pier of double limbs of both sides
Fixed connection, the otic placode 3 is welded in the plate face of end plate 4, and the one end of the flap 2 is welded with strong rod 1, and the other end passes through concentric shafts
5 are connected with otic placode 3, and the groove 6 of annular is provided with around concentric shafts 5 on the face that otic placode 3 contacts with flap 2, flap 2 with
Circumferencial direction on the face that otic placode 3 contacts along groove 6 is uniformly provided with multiple slotted eyes 7, and the slotted eye 7 is mutually interconnected with groove 6
It is logical, the refined lead for being frozen into an entirety is perfused with the groove 6 and slotted eye 7.
End plate 4 is vertically arranged, and screwed hole 8 is provided with end plate 4, and the end plate 4 is fixed by the high pier of bolt and double limbs and connected
Connect.The otic placode 3 is vertically arranged, and the outboard end of the otic placode 3 is in circular arc, and the flap 2 is in semicircle with the connection end of otic placode 3
Shape, is provided with the axis hole that can be aligned on otic placode 3 and flap 2, and the concentric shafts 5 pass through axis hole.Be additionally provided with otic placode 3 with
The liquid injection hole for irrigating liquid refined lead of the connection of groove 6.
Each composition component is made first, reserved screwed hole 8 in its end plates 4, to by between the high pier of this binder and both sides
Riveted, toroidal cavity 6 is excavated on otic placode 3, perfusion liquid refined lead is reserved in the position of respective slot 6 on otic placode 3
Liquid injection hole, is then firmly welded end plate 4 and otic placode 3 according to design attitude；Then flap 2 is made, the correspondence on flap 2
The position of the upper groove 6 of otic placode 3, the groove 6 along the circumferential direction every the uniform cutting slots 7 of certain angle, on slotted eye 7 and otic placode 3
Wide, width takes 3 centimetres to 20 centimetres, and then otic placode 3 and flap 2 are attached by concentric shafts 5, and concentric shafts 5 pass through ear
Plate 3 and flap 2, by the way that concentric shafts 5 are applied with certain pressure compaction otic placode 3 and flap 2, while will not be to otic placode 3 and flap 2
Relative rotation produce impact, so smearing permanent lubricating oil on the contact surface of otic placode 3 and flap 2；Strong rod 1 is by certain thickness
The steel plate of degree is welded, and is then firmly welded strong rod 1 and flap 2 according to design attitude；Finally by otic placode 3
Liquid injection hole irrigates liquid refined lead, rear enclosed liquid injection hole to be filled, until refined lead coagulation forming, then this binder completes.
The concrete operating principle of the present invention is as follows：This binder can be arranged between the high pier of double limbs, replaces traditional steel
Reinforced concrete binder, reduces the computed altitude of the high pier of double limbs, improves its Compression Stability, plays the static(al) workability of this binder
Energy；When high pier bridge bears geological process, the high pier of double limbs can occur bending and deformation in the presence of horizontal seismic force, Jin Er
Binder end will produce larger moment of flexure dynamic response and rotational deformation, so as to flap 2 and the relative of otic placode 3 can be caused to turn
It is dynamic, due to the rigidity of refined lead it is less, so the relative rotation of flap 2 and otic placode 3 to drive refined lead that shearing creeping power consumption occurs existing
As, the function of double limb shaft of high pier seismic energies that dissipate is reached with this, reduce the seismic response of agent structure, reduce body junction
The earthquake damage degree of structure, plays the damping power consumption dynamically working performance of this binder；When macroseism is met with, if this binder is damaged
It is bad, then can change rapidly, reduce the reinforcing difficulty of high pier bridge.
The selection of the concrete size of this binder is as follows, appearance and size, the bridge pier arrangement first according to the high pier structure of actual double limbs
Position, agent structure natural vibration period, force model rigidity etc. determine the physical dimension of this binder, axial rigidity, bending stiffness and each
The appearance and size of composition component；And then bridge structure is calculated respectively in little shake, middle shake and the knot greatly under the design such as shake geological process
Structure dynamic response, by result of calculation the optimal setting quantity, position, single binder end energy dissipation and damping control of this binder are determined
Optimum exert oneself and rotation displacement, determined again according to optimal result the radius of groove 6, width and the depth excavated on otic placode 3 and
The quantity of the slotted eye 7 of excavation, width, length and depth on flap 2.The width of the slotted eye 7 wherein on the groove 6 and flap 2 of otic placode 3
Degree should ensure that between 3 centimetres to 20 centimetres, depth should ensure that between 2 centimetres to 8 centimetres, the groove 6 on otic placode 3 it is interior
Between footpath is desirable 10 centimetres to 30 centimetres, the depth of slotted eye 7 on flap 2 can use between 3 centimetres to 5 centimetres, the slotted eye on flap 2
7 should circumferentially be evenly arranged, and optimal number should be between 2 to 8.This binder should be according to 10 meters to 25 meters of spacing etc. along pier height
Height placement, is equally spaced for 2 meters to 3 meters along pier shaft direction across bridge according to spacing, and at least arrange more than 2.
Secondly, according to the preliminary project of this binder, the three dimensions detailed finite element model of this binder is set up, is led to
Cross the design size that high resolution numerical simulation continues to optimize damper so that the hysteretic energy performance of this binder reaches optimal pre-
Phase effect；According to design and the Numerical results that become more meticulous, all parts of processing and fabricating this binder, and then to each part
Assembly is carried out, then by the liquid injection hole of otic placode 3, liquid refined lead is irrigated, the sealing of hole after perfusion is full is deposited to refined lead and is frozen into
Type, that is, complete the making of this binder.After this binder completes, still low week should be carried out to it by electro-hydraulic loading equipment past
Multiple load test, obtains the true hysteretic energy curve of this binder.
Finally, in the piecewise work progress of the high pier of double limbs, at the position for installing binder should on pier shaft pre-embedded steel slab, and steel
All of contact surface will be welded firmly between plate and pier shaft framework of steel reinforcement, treat that bridge pier structure is poured after shaping, by this two ends
End plate 4 be securely joined together by bolt with pier shaft, that is, complete the installation of this binder.
Compared with the high pier binder of the existing pair of limb, advantages of the present invention is as follows：1）The present invention can replace existing reinforcing bar to mix
Solidifying soil series beam, reduces high pier computed altitude, improves its Compression Stability；2）The present invention can be shifted under geological process and dissipated
The seismic energy that agent structure should bear, so as to play a part of damping power consumption, reduces agent structure earthquake damage；3）This
It is bright for every bridge structure using double high piers of limb is suitable for, can be according to version in diverse location flexible arrangement, no
Main structure construction progress is affected, and is easily changed after shaking.
Claims (4)
1. a kind of high pier binder of the double limbs of replaceable damping energy-dissipating type, is characterized in that：The binder includes the strong rod at middle part（1）And strong rod
（1）The symmetrically arranged attachment structure in two ends, the attachment structure includes flap（2）, otic placode（3）And end plate（4）, the end plate
（4）It is fixedly connected for the high pier of double limbs with both sides, the otic placode（3）It is welded on end plate（4）Plate face on, the flap（2）
One end and strong rod（1）Welding, the other end passes through concentric shafts（5）With otic placode（3）Connection, in otic placode（3）With flap（2）Contact
Concentric shafts are surrounded on face（5）It is provided with the groove of annular（6）, in flap（2）With otic placode（3）Along groove on the face for contacting
（6）Circumferencial direction be uniformly provided with multiple slotted eyes（7）, the slotted eye（7）With groove（6）It is interconnected, in the groove（6）With
Slotted eye（7）Inside it is perfused with the refined lead for being frozen into an entirety.
2. a kind of high pier binder of the double limbs of replaceable damping energy-dissipating type according to claim 1, is characterized in that：The end plate
（4）It is vertically arranged, in end plate（4）It is provided with screwed hole（8）, the end plate（4）It is fixedly connected with the high pier of double limbs by bolt.
3. a kind of high pier binder of the double limbs of replaceable damping energy-dissipating type according to claim 2, is characterized in that：The otic placode
（3）It is vertically arranged, the otic placode（3）Outboard end be in circular arc, the flap（2）With otic placode（3）Connection end semicircular in shape,
In otic placode（3）And flap（2）On be provided with the axis hole that can be aligned, the concentric shafts（5）Through axis hole.
4. a kind of high pier binder of the double limbs of replaceable damping energy-dissipating type according to claim 3, is characterized in that：In otic placode（3）
On be additionally provided with and groove（6）The liquid injection hole for irrigating liquid refined lead of connection.
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 |
Applications Claiming Priority (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 |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105568845A CN105568845A (en) | 2016-05-11 |
| CN105568845B true CN105568845B (en) | 2017-05-10 |
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| Application Number | Title | Priority Date | Filing Date |
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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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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110067208B (en) * | 2019-05-29 | 2020-08-11 | 中国建筑第四工程局有限公司 | Construction method of temporary steel tie beam of double-limb thin-wall ultrahigh pier |
| CN111962385B (en) * | 2020-08-05 | 2022-03-29 | 河海大学 | Anti-seismic energy dissipation structure of pier combined damping arm |
| 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 |
| CN113250072B (en) * | 2021-06-17 | 2022-10-04 | 石家庄铁道大学 | Multi-limb bridge pier system with composite section |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011080293A (en) * | 2009-10-08 | 2011-04-21 | Kajima Corp | Seismic response controlled bridge pier |
| 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 |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5173988B2 (en) * | 2009-11-12 | 2013-04-03 | 中部電力株式会社 | Seismic improvement structure of existing sluice pillar and coupled earthquake resistant structure |
-
2016
- 2016-02-29 CN CN201610110529.8A patent/CN105568845B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2011080293A (en) * | 2009-10-08 | 2011-04-21 | Kajima Corp | Seismic response controlled bridge pier |
| 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 |
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| CN105568845A (en) | 2016-05-11 |
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