CN107151976A - Separate type tenon component, elastoplasticity girder falling stopping means and its installation method - Google Patents
Separate type tenon component, elastoplasticity girder falling stopping means and its installation method Download PDFInfo
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- CN107151976A CN107151976A CN201710457656.XA CN201710457656A CN107151976A CN 107151976 A CN107151976 A CN 107151976A CN 201710457656 A CN201710457656 A CN 201710457656A CN 107151976 A CN107151976 A CN 107151976A
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- 238000009434 installation Methods 0.000 title claims abstract description 17
- 238000000034 method Methods 0.000 title claims abstract description 14
- 238000013016 damping Methods 0.000 claims abstract description 183
- 238000006073 displacement reaction Methods 0.000 claims abstract description 12
- 239000004567 concrete Substances 0.000 claims abstract description 10
- 239000007787 solid Substances 0.000 claims description 21
- 239000000463 material Substances 0.000 claims description 10
- 229910000746 Structural steel Inorganic materials 0.000 claims description 8
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 claims description 6
- 229910052799 carbon Inorganic materials 0.000 claims description 6
- 238000011010 flushing procedure Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 229910000851 Alloy steel Inorganic materials 0.000 claims description 5
- 239000003351 stiffener Substances 0.000 claims description 5
- 238000010276 construction Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 8
- 238000002955 isolation Methods 0.000 abstract description 8
- 239000000837 restrainer Substances 0.000 abstract description 5
- 230000008569 process Effects 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 9
- 229910000831 Steel Inorganic materials 0.000 description 6
- 230000000712 assembly Effects 0.000 description 6
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- 229910045601 alloy Inorganic materials 0.000 description 4
- 239000000956 alloy Substances 0.000 description 4
- 230000008878 coupling Effects 0.000 description 4
- 238000010168 coupling process Methods 0.000 description 4
- 238000005859 coupling reaction Methods 0.000 description 4
- 239000011178 precast concrete Substances 0.000 description 4
- 239000004575 stone Substances 0.000 description 4
- 230000006378 damage Effects 0.000 description 3
- 238000009661 fatigue test Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 2
- 230000005489 elastic deformation Effects 0.000 description 2
- 238000009413 insulation Methods 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 239000004033 plastic Substances 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 230000035939 shock Effects 0.000 description 2
- OAICVXFJPJFONN-UHFFFAOYSA-N Phosphorus Chemical compound [P] OAICVXFJPJFONN-UHFFFAOYSA-N 0.000 description 1
- 229910000754 Wrought iron Inorganic materials 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
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- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
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Classifications
-
- 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
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The invention discloses a kind of separate type tenon component, elastoplasticity girder falling stopping means and its installation method, separate type tenon component includes upper damping tenon and lower damping tenon, it is removably attachable to together by connection component between the upper damping tenon and lower damping tenon, the axial line of the axial line of the connection component and upper damping tenon, lower damping tenon is in eccentric setting；The elastoplasticity girder falling stopping means includes beam bottom embedded sleeve barrel component, pier top embedded sleeve barrel component and is elastically mounted to separate type tenon component therebetween, the beam bottom embedded sleeve barrel component is embedded in beam underplate concrete, and the pier top embedded sleeve barrel component is embedded in pier top concrete.Simple structure of the present invention, stress clearly, with damping and isolation effect, its bridge normal work stage can free release temperature power, there is the function that limits bridge over-large displacement, damping power consumption, restrainer under geological process, installation operation is simple.
Description
Technical field
Subtract technical field of isolation, more particularly to a kind of separate type tenon component, elastoplasticity girder falling limit the present invention relates to bridge
Position device and its installation method.
Background technology
It is one of principal mode of bridge earthquake to fall beam, not only occurs frequency height, destructiveness greatly, and reparation is also extremely stranded
It is difficult.The usual way of Bridge Earthquake Resistance Design is to take various restraint devices to prevent bridge structure for different bridge structure forms
Fall beam destruction under geological process.
At present, conventional anti-fall girder apparatus has two classes：One class is the stopping means of beam and substructure interphase interaction, such as
Barrier type stopping means, including block type stopping means and anchoring rod iron formula stopping means, such stopping means is directly girder
Seismic force be delivered to bridge pier or abutment；The another kind of coupling beam device to be directly connected between beam body, such as prestress wire are connected
Formula, cable interconnection system, steel plate interconnection system, damper interconnection system etc., such coupling beam device are the beam sections by connecting each separation,
It is set to realize the transmission of seismic force between each beam section in earthquake.
Coupling beam device be not suitable for railroad bridge use, main cause be use coupling beam device after with the gapless track shape on beam
Into a complicated structural system, under normal brake force, TEMPERATURE FORCE effect, the stress of gapless track is complicated, or even right
Rail clip produces influence.Particularly high-speed railway uses solid concrete roabed structure, it is difficult to control track structure and bridge beam body it
Between relative displacement.
Block type stopping means, which is commonly used as bridge, includes the girder falling stopping means of railroad bridge, but this spacing dress
The vertical and horizontal put are separated, are made up of shaped steel, and volume is bigger than normal.The deficiency of block type stopping means is shown as：
（1）Its service behaviour is by the clearance control between block and bearing pad stone.Beam body can not be effectively discharged when the gap is small
TEMPERATURE FORCE, occurs the collision of block and bearing pad stone when earthquake occurs when the gap is large, so as to influence girder falling function；
（2）The stress deformation of block can not be calculated accurately during earthquake, and collision effect and its damage are difficult to estimate；
（3）During beam body displacement, the block of only side plays a role, and block is anisotropic member, there is obvious weak axle
Direction.
In bridge earthquake resistance or seismic isolation design, the control of the maximum relative horizontal displacement of beam body and pier shaft is particularly significant,
On the one hand it is to need limitation superstructure not produce displacement after excessive shake, restrainer reduces the difficulty repaired after shake；It is another
Aspect is the need to ensure that seismic isolation device will not exceed its greatest limit displacement that be allowed, cause seismic isolation device failure or
Destruction.
The content of the invention
It is an object of the invention to provide a kind of separate type tenon component, elastoplasticity girder falling stopping means and its installation side
Method, its simple structure, stress clearly, with damping and isolation effect, its bridge normal work stage can free release temperature power,
There is limitation bridge over-large displacement, damping power consumption, the function of restrainer, installation operation is simple under geological process.
To achieve these goals, the present invention provides a kind of separate type tenon component, including upper damping tenon and lower damping
Tenon, is removably attachable to together, the axle of the connection component between the upper damping tenon and lower damping tenon by connection component
The axial line of heart line and upper damping tenon, lower damping tenon is in eccentric setting.
Preferably, the upper damping tenon and lower damping tenon are along the tenon body that respective direction of axis line is variable cross-section.
Preferably, the upper damping tenon includes the solid section of upper bank and upper deformation section, and the solid section of the upper bank is cross section along axle center
Line direction is in the bullet of flaring from top to bottom, and the upper deformation section is that cross section is in tapered from top to bottom along direction of axis line
Back taper body, be removably attachable between the upper deformation section and lower damping tenon by connection component together with.
Preferably, the lower damping tenon includes the solid section of lower deformation section and lower bank, and the lower deformation section is cross section along axle center
Line direction is in the bullet of flaring from top to bottom, and the solid section of the lower bank is that cross section is in tapered from top to bottom along direction of axis line
Back taper body, the lower deformation section between upper deformation section together with being removably attachable to by the connection component.
Preferably, the upper damping tenon is made with lower damping tenon by low-alloy structural steel LY345FLL.
Preferably, the cross section of the upper damping tenon and lower damping tenon is circle.
Preferably, the connection component includes two eccentric flanges for being arranged at damping tenon lower end and lower damping tenon upper end
It is bolted together between disk, two eccentric flange disks by multiple.
Preferably, multiple bolts hole are provided with the eccentric flange disk, multiple bolts hole are with eccentric flange disk
Circumferentially it is uniformly arranged centered on axle center.
A kind of elastoplasticity girder falling stopping means, including beam bottom embedded sleeve barrel component, pier top embedded sleeve barrel component and
Described separate type tenon component therebetween is elastically mounted to, the beam bottom embedded sleeve barrel component is embedded in beam underplate concrete
Interior, the pier top embedded sleeve barrel component is embedded in pier top concrete.
Preferably, the beam bottom embedded sleeve barrel component includes upper bush and lower sleeve, and the upper bush is socketed on lower sleeve
Upper end, the upper end of the lower sleeve is provided with upper limit ring, and the upper end of the upper damping tenon is against on upper limit ring, it is described on
The first gap for release temperature power horizontal displacement is provided between spacing ring and upper damping tenon.
Preferably, the pier top embedded sleeve barrel component includes sleeve, and the lower end of the sleeve is provided with lower limit ring, described
The lower end of lower damping tenon is against on lower limit ring, is provided between the lower limit ring and lower damping tenon for release temperature power water
The second gap that prosposition is moved.
Preferably, the outer surface bottom of the lower sleeve is circumferentially arranged has outside multiple first ribbed stiffeners, the sleeve
Surface top is circumferentially arranged multiple second ribbed stiffeners.
Preferably, the lower sleeve lower end is connected with bearing ring, and the sleeve upper end is connected with lower bearing ring, it is described on
Damping tenon passes through upper bearing ring, and the lower damping tenon passes through lower bearing ring.
Preferably, it is provided with rubber seal between the lower bearing ring and lower damping tenon.
Preferably, the upper bearing ring, upper limit ring are made by intensity and hardness higher than the material of the upper damping tenon,
The lower bearing ring, lower limit ring are made by intensity and intensity higher than the material of the lower damping tenon.
Preferably, the upper bush, lower sleeve and sleeve are by carbon structural steel Q235 or low-alloy steel Q345 systems
Into.
A kind of elastoplasticity girder falling stopping means installation method, it comprises the following steps：
（1）Installation sleeve and lower limit ring：When bridge pier top cap is constructed, during colligation top cap reinforcing bar, sleeve and lower limit ring are pacified
Dress is in place, and lower limit ring is installed on the lower end of sleeve, and the upper surface and pier upper surface for making sleeve keep flushing；
（2）Upper bush and lower sleeve are installed：In box girder construction, during colligation beam-ends baseplate reinforcing bar, upper bush and lower sleeve are pacified
Dress is in place, and upper bush is socketed on the upper end of lower sleeve, and the lower surface and box beam bottom plate lower surface for making lower sleeve keep flushing；
（3）Lower bearing ring in installation sleeve：Lower bearing ring is placed in the upper end of the sleeve, by connector by lower bearing ring
Together with sleeve connection；
（4）Upper bearing ring on lower sleeve is installed：Upper bearing ring is placed in the lower end of the lower sleeve, held by connector by
Pressure ring links together with lower sleeve；
（5）Separate type tenon component is installed：The lower damping tenon of separate type tenon component is together inserted in place together with rubber seal
The sleeve in, upper damping tenon is inserted in the manned upper bush and lower sleeve, the two of separate type tenon component are rotated
Individual eccentric flange disk, makes damping tenon and upper bush, lower sleeve consistency from top to bottom, makes after lower damping tenon and sleeve consistency from top to bottom, will
Two eccentric flange disks are tightened with bolt；
（6）Install spacing ring：Upper limit ring is inserted from the inner chamber upper end of the upper bush, until upper limit ring is touched just
The upper damping tenon of position；
（7）Rubber seal is installed：The rubber seal is installed on to the top of the sleeve, banding, fixation, make it is described under
Sealed between bearing ring and lower damping tenon.
After such scheme, separate type tenon component of the present invention, elastoplasticity girder falling stopping means and its installation method tool
There is following beneficial effect：
（1）Design structure of the present invention is simple, by the way that upper damping tenon is detachably connected with lower damping tenon with two eccentric flange disks,
The beam bottom embedded sleeve barrel component of conveniently adjusted precast concrete beam is issuable inclined when being constructed with pier top embedded sleeve barrel component
Heart problem, earthquake deformable power consumption reduction seismic force when occurring；
（2）The present invention is by the way that upper damping tenon, lower damping tenon are set to along the tenon body that respective axis direction is variable cross-section, by upper
The elastic deformation of the lower deformation section set on the upper deformation section that is set on damping tenon, lower damping tenon undertakes the vehicle that beam body is transmitted
Brake force, and upper damping tenon and lower damping tenon is elastically restored to the working condition before Braking after brake force is eliminated；
When an earthquake occurs, separate type tenon component of the present invention enters plasticity active section and consumed by the plasticity of upper damping tenon, lower damping tenon
The effect of seismic force can be reduced；The characteristics of present invention has elastic-plastic deformation and circulation work by upper damping tenon, lower damping tenon,
The situation that the block that block type girder falling stopping means is likely to occur collides with bearing pad stone is avoided, girder falling energy is improved
Power；
（3）The present invention, can be to any level direction by the way that the cross section of upper damping tenon and lower damping tenon is designed as into circle
Earthquake, which is played, subtracts shock insulation and position-limiting action；
（4）The present invention passes through the between the first gap between upper damping tenon and upper limit ring, lower damping tenon and lower limit ring
The control in two gaps, elastoplasticity anti-fall girder apparatus is in elastic state under normal operating condition, and can be freely and effective
Release temperature power；When high-intensity earthquake occurs, elastoplasticity separate type tenon component enters moulding power consumption working condition, and realization disappears
Seismic energy, extending structure cycle are consumed, the purpose for reducing seismic force and restrainer is reached；
（5）The present invention can accurately calculate earthquake load effects, so as to realize the seismic isolation design and control to bridge pier and basis
System.
Brief description of the drawings
Fig. 1 is the structural representation of separate type tenon Assemblies Example one of the present invention；
Fig. 2 is the structural representation of separate type tenon Assemblies Example two of the present invention；
Fig. 3 is the overlooking the structure diagram of the eccentric flange disk of separate type tenon Assemblies Example three of the present invention；
Fig. 4 regards cross section structure diagram for the right side of the eccentric flange disk of separate type tenon Assemblies Example three of the present invention；
Fig. 5 is the example structure schematic diagram of elastoplasticity girder falling stopping means of the present invention；
Fig. 6 is beam bottom embedded sleeve barrel component cross section structure diagram of the invention；
Fig. 7 is pier top embedded sleeve barrel component cross section structure diagram of the invention；
Fig. 8 is upper limit ring cross section structure diagram of the invention；
Fig. 9 is lower bearing ring overlooking the structure diagram of the invention；
Figure 10 for Fig. 9 A-A to cross section structure diagram.
Embodiment
The present invention is illustrated below according to accompanying drawing illustrated embodiment.This time disclosed embodiment can consider in all sides
Face is to illustrate, without limitation.The scope of the present invention is not limited by the explanation of implementation below, only by claims
Shown in scope, and including having all deformations in the same meaning and right with right.
Separate type tenon component and elastoplasticity girder falling involved in the present invention is specifically illustrated with reference to Figure of description
Stopping means and its installation process.
The structural representation of separate type tenon Assemblies Example one of the present invention as shown in Figure 1, including upper damping tenon 1 and lower damping tenon
2, upper damping tenon 1 is along the tenon body that respective axis direction is variable cross-section with lower damping tenon 2.Damping tenon 1 is with on the present embodiment
Damping tenon 2 is made by low-alloy structural steel LY345FLL, and its yield tensile ratio is controlled under 0.72.The toughness of material is good, carbon containing
Amount is less than 1.35%.The low cycle fatigue test of upper damping tenon 1 and lower damping tenon 2 is at least up to 12-15 circulation.In the present embodiment
Upper damping tenon 1, the shape of cross section of lower damping tenon 2 consider the uncertainty in seismic wave direction, and selection stress is symmetrically circular
Section.It is removably attachable to together by connection component 3 between upper damping tenon 1 and lower damping tenon 2, the axle center of connection component 3
The axial line of line and upper damping tenon 1, lower damping tenon 2 is in eccentric setting.
By the way that the cross section of upper damping tenon 1, lower damping tenon 2 to be set to the tenon of variable cross-section in the axial direction in the present embodiment
It is detachably connected between body structure, and upper damping tenon 1 and lower damping tenon 2 by connection component 3, and the axle center of connection component 3
The axial line of line and upper damping tenon 1, lower damping tenon 2 is set for the eccentric, and so designs the beam of conveniently adjusted precast concrete beam
Issuable eccentricity issues when bottom embedded sleeve barrel component is constructed with pier top embedded sleeve barrel component, and upper damping tenon 1, lower damping tenon
2 variable cross-section design, make earthquake when occurring it is deformable power consumption reduce seismic force.
The structural representation of separate type tenon Assemblies Example two of the present invention as shown in Figure 2, including upper damping tenon 1 and lower damping tenon
2, upper damping tenon 1 is along the tenon body that respective axis direction is variable cross-section with lower damping tenon 2.Damping tenon 1 is with on the present embodiment
Damping tenon 2 is made by low-alloy structural steel LY345FLL, and its yield tensile ratio is controlled under 0.72.The toughness of material is good, carbon containing
Amount is less than 1.35%.The low cycle fatigue test of upper damping tenon 1 and lower damping tenon 2 is at least up to 12-15 circulation.In the present embodiment
Upper damping tenon 1, the shape of cross section of lower damping tenon 2 consider the uncertainty in seismic wave direction, and selection stress is symmetrically circular
Section.It is removably attachable to together by connection component 3 between upper damping tenon 1 and lower damping tenon 2, the axle center of connection component 3
The axial line of line and upper damping tenon 1, lower damping tenon 2 is in eccentric setting.
Upper damping tenon 1 includes the solid section 4 of upper bank and upper deformation section 5, and both the present embodiment weld together up and down.Wherein upper bank
Gu section 4 is in the bullet of flaring from top to bottom in the axial direction for cross section, upper deformation section 5 is cross section in the axial direction by upper
Be in downwards tapered back taper body, be removably attachable between upper deformation section 4 and lower damping tenon 2 by connection component 3 together with.
Lower damping tenon 2 includes lower deformation section 6 and the solid section 7 of lower bank, and both the present embodiment are welded to form up and down, lower deformation section 6
Be cross section be in from top to bottom in the axial direction flaring bullet, the solid section 7 of lower bank be cross section in the axial direction from top to bottom
Together with being removably attachable in tapered back taper body, between lower deformation section 6 and upper deformation section 5 by connection component 3.
Connection component 3 includes being welded in the lower end of deformation section 5 and is welded in two eccentric flange disks of the lower upper end of deformation section 6
8, linked together by multiple bolts 9 between two eccentric flange disks 8.
With reference to shown in Fig. 3 and Fig. 4, multiple bolts hole 10 are provided with eccentric flange disk 8, multiple bolts hole 10 are with eccentric method
Circumferentially it is uniformly arranged centered on the axle center of blue disk 8, the position that its axle center is deviateed on eccentric flange disk 8 is provided with for upper damping tenon
The eccentric orfice 11 that 1 or lower damping tenon 2 is passed through.
By the way that the cross section of upper damping tenon 1, lower damping tenon 2 to be set to the tenon of variable cross-section in the axial direction in the present embodiment
It is detachably connected between body structure, and upper damping tenon 1 and lower damping tenon 2 by connection component 3, and two of connection component 3
The axial line of the axial line of eccentric flange disk 8 and upper damping tenon 1, lower damping tenon 2 is set for the eccentric, and so designs conveniently adjusted
Issuable eccentricity issues when the beam bottom embedded sleeve barrel component of precast concrete beam is constructed with pier top embedded sleeve barrel component, and on
Damping tenon 1, lower damping tenon 2 variable cross-section design, make earthquake when occurring it is deformable power consumption reduce seismic force.
Elastoplasticity girder falling stopping means of the present invention, it is arranged at bridge pier suitable for cast-in-place concrete bridge structure
Between top and beam body, the example structure schematic diagram of elastoplasticity girder falling stopping means of the present invention as shown in Figure 5, including beam bottom are pre-
Bury sleeve assembly 12, pier top embedded sleeve barrel component 13 and be elastically mounted to separate type tenon component therebetween, the pre-buried set in beam bottom
Cartridge module 12 is embedded in beam underplate concrete 14, and pier top embedded sleeve barrel component 13 is embedded in pier top concrete 15.
With reference to shown in Fig. 6, beam bottom embedded sleeve barrel component 12 includes upper bush in upper bush 16 and lower sleeve 17, the present embodiment
16 and lower sleeve 17 be seamless steel pipe, and upper bush 16 and lower sleeve 17 are by carbon structural steel Q235 or low-alloy steel
Q345 is made.Upper bush 16 is socketed on the outer surface upper end of lower sleeve 17, and the inner chamber upper end of lower sleeve 17 is provided with first annular
Groove 18, the upper end of lower sleeve 17 is provided with upper limit ring 19, with reference to shown in Fig. 8, and upper limit ring 19 is by top cover 20 and is connected to top
Circular Plate 21 below lid 20 is constituted.The Circular Plate 21 of upper limit ring 19 is installed on first annular groove 18, outside lower sleeve 17
Surface lower portions are circumferentially evenly arranged with multiple first ribbed stiffeners 22, are preferably set up 6-8, the inner chamber lower end of lower sleeve 17 is set
The second annular groove 23 is equipped with, the lower end of lower sleeve 17 is connected with upper bearing ring 25 by trip bolt 24, and upper bearing ring 25 is installed
In on the second annular groove 23.Upper bearing ring 25 is the revolving body that cross section is L-shaped, and it is provided centrally with recessed dolioform through hole.Point
Upper end from formula tenon component passes through the through hole of upper bearing ring 25.Upper bearing ring 25, upper limit ring 19 are higher than by intensity and hardness
The material of upper damping tenon 1 is made, and bearing ring 25, upper limit ring 19 are made of No. 45 steel on the present embodiment.
With reference to shown in Fig. 7, pier top embedded sleeve barrel component 13 includes sleeve 27, and the present embodiment middle sleeve 27 is seamless steel pipe,
Further, the sleeve 27 is made up of carbon structural steel Q235 or low-alloy steel Q345.The inner chamber lower end of sleeve 27 is set
There is the 3rd annular groove 28, the lower end of sleeve 27 is provided with lower limit ring 29, and lower limit ring 29 is by superposed Circular Plate and peace
Composition is connected loaded on the bottom below Circular Plate.The Circular Plate of lower limit ring 29 is installed on the 3rd annular groove 28, sleeve 27
Outer surface top is circumferentially evenly arranged with multiple second ribbed stiffeners 30, is preferably set up 6-8.The inner chamber upper end of sleeve 27 is set
Fourth annular groove 31 is equipped with, the upper end of sleeve 27 is connected with lower bearing ring 32 by trip bolt, and lower bearing ring 32 is installed on
On four annular grooves 31.With reference to shown in Fig. 9 and Figure 10, lower bearing ring 32 is the revolving body that cross section is inverted L-shaped, and it is provided centrally with
Recessed dolioform through hole 26, its side is circumferentially arranged multiple mounting holes 34, and the lower end of separate type tenon component passes through lower bearing ring
32 through hole 26, sealing is provided with rubber seal 33, the lower end of rubber seal 33 between lower bearing ring 32 and lower damping tenon 1
It is fixed on by multiple trip bolts on lower bearing ring 32, multiple trip bolts are separately mounted in multiple mounting holes 34.Under hold
The material of pressure ring 32, lower limit ring 29 by intensity and hardness higher than lower damping tenon 2 is made, bearing ring 32 under the present embodiment, under
Spacing ring 29 is made of No. 45 steel.
With reference to shown in Fig. 2, separate type tenon component includes upper damping tenon 1 and lower damping tenon 2, upper damping tenon 1 and lower damping tenon 2
It is along the tenon body that respective axis direction is variable cross-section.Damping tenon 1 and lower damping tenon 2 are by low-alloy structural steel on the present embodiment
LY345FLL is made, and its yield tensile ratio is controlled under 0.72.The toughness of material is good, and phosphorus content is less than 1.35%.The upper He of damping tenon 1
The low cycle fatigue test of lower damping tenon 2 is at least up to 12-15 circulation.Upper damping tenon 1, the horizontal stroke of lower damping tenon 2 in the present embodiment
Cross sectional shape considers the uncertainty in seismic wave direction, selects the symmetrical circular cross-section of stress.Upper damping tenon 1 and lower damping tenon
It is removably attachable to together by connection component 3 between 2, the axial line of connection component 3 and upper damping tenon 1, lower damping tenon 2
Axial line is in eccentric setting.
Upper damping tenon 1 includes the solid section 4 of upper bank and upper deformation section 5, and both the present embodiment weld together up and down.Wherein upper bank
Gu section 4 is in the bullet of flaring from top to bottom in the axial direction for cross section, upper deformation section 5 is cross section in the axial direction by upper
It is in tapered back taper body downwards.
Lower damping tenon 2 includes lower deformation section 6 and the solid section 7 of lower bank, and both the present embodiment weld together up and down.It is wherein lower to become
Shape section 6 is in the bullet of flaring from top to bottom in the axial direction for cross section, and the solid section 7 of lower bank is cross section in the axial direction by upper
It is in tapered back taper body downwards.
Connection component 3 includes being welded in the lower end of deformation section 5 and is welded in two eccentric flange disks of the lower upper end of deformation section 6
8, linked together by multiple bolts 9 between two eccentric flange disks 8.
With reference to shown in Fig. 3 and Fig. 4, multiple bolts hole 10 are provided with eccentric flange disk 8, multiple bolts hole 10 are with eccentric method
Circumferentially it is uniformly arranged centered on the axle center of blue disk 8, the position that its axle center is deviateed on eccentric flange disk 8 is provided with for upper damping tenon
The eccentric orfice 11 that 1 or lower damping tenon 2 is passed through.
The solid upper end of section 4 of the upper bank of upper damping tenon 1 is against on upper limit ring 19, is set between upper limit ring 19 and upper damping tenon 1
It is equipped with the first clearance D 1 for release temperature power horizontal displacement；The solid lower end of section 7 of the lower bank of lower damping tenon 2 is against lower limit ring 29
On, the second clearance D 2 for release temperature power horizontal displacement is provided between lower limit ring 29 and lower damping tenon 2.Described first
The clearance D 2 of clearance D 1 and second stretches value by designing determination by the temperature of specific bridge.
The installation method for the elastoplasticity girder falling stopping means that above-described embodiment is illustrated, comprises the following steps：
（1）Installation sleeve 27 and lower limit ring 29 first：When bridge pier top cap is constructed, during colligation top cap reinforcing bar, by sleeve 27 with
Lower limit ring 29 is installed in place, and lower limit ring 29 is installed on the lower end of sleeve 27, and the position of sleeve 27 should ensure that accurate, make set
The upper surface of cylinder 27 keeps flushing with pier upper surface；
（2）Upper bush 16 and lower sleeve 17 are then installed：In box girder construction, during colligation beam-ends baseplate reinforcing bar, by upper bush 16
Installed in place with lower sleeve 17, upper bush 16 is socketed on the outer surface upper end of lower sleeve 17, upper bush 16 and lower sleeve 17 should be protected
Card is accurate, and the lower surface and box beam bottom plate lower surface for making lower sleeve 17 keep flushing；
（3）Lower bearing ring 32 in installation sleeve 27：Lower bearing ring 32 is placed in the upper end of sleeve 27, passes through multiple trip bolts
24 link together lower bearing ring 32 and sleeve 27；
（4）Upper bearing ring 25 on lower sleeve 17 is installed：Upper bearing ring 25 is placed in the lower end of lower sleeve 17, passes through multiple fastenings
Screw 24 links together upper bearing ring 25 and lower sleeve 17；
（5）Separate type tenon component is installed：The lower damping tenon 2 of separate type tenon component has together been inserted just together with rubber seal 33
In the sleeve 27 of position, upper damping tenon 1 is inserted in manned upper bush 16 and lower sleeve 17, the two of separate type tenon component are rotated
Individual eccentric flange disk 8, makes damping tenon 1 and upper bush 16, the consistency from top to bottom of lower sleeve 17, lower damping tenon 2 and sleeve right about 27
Qi Hou, two eccentric flange disks 8 are tightened with multiple bolts 9；
（6）Upper limit ring 19 in mounting rail bottom embedded sleeve barrel component 12：Upper limit ring 19 is inserted from the upper end of upper bush 16, directly
The lower surface of manned upper damping tenon 1 is touched to upper limit ring 19；
（7）Rubber seal 33 is installed：Rubber seal 33 is installed on to the top of sleeve 27, its banding, fixation are held under making
Sealed between pressure ring 32 and lower damping tenon 2.
Elastoplasticity girder falling stopping means of the present invention designs simple structure, by between upper damping tenon 1 and lower damping tenon 2
It is detachably connected using two eccentric flange disks 8, the beam bottom embedded sleeve barrel component 12 and pier of conveniently adjusted precast concrete beam
Push up issuable eccentricity issues when embedded sleeve barrel component 13 is constructed, earthquake deformable power consumption reduction seismic force when occurring；Pass through
Upper damping tenon 1 in separate type tenon component is set to be made up of the solid section 4 of upper bank and upper deformation section 5, lower damping tenon 2 be set to by
Lower deformation section 6 and the solid section 7 of lower bank are constituted, wherein the upper solid section 4 of bank and the solid section 7 of lower bank are as power transmission section, for transmitting horizontal earthquake
Power.Upper deformation section 5 and lower deformation section 6 pass through the deformation work of material plasticity platform when transmitting horizontal seismic force as deformation section
Make to realize the function of energy-dissipating and shock-absorbing, the vehicle that beam body is transmitted is undertaken by the elastic deformation of upper deformation section 5, lower deformation section 6
Brake force, and upper damping tenon 1 and lower damping tenon 2 is elastically restored to the work shape before Braking after brake force is eliminated
State；When an earthquake occurs, separate type tenon component of the present invention enters plasticity active section and passes through the modeling of upper damping tenon 1, lower damping tenon 2
Property power consumption reduce seismic force effect；The characteristics of there is elastic-plastic deformation and circulation work by upper damping tenon 1, lower damping tenon 2,
The situation that the block that block type girder falling stopping means is likely to occur collides with bearing pad stone is avoided, girder falling energy is improved
Power；By the way that the cross section of upper damping tenon 1 and lower damping tenon 2 is designed as into circle, the earthquake in any level direction can be played
Subtract shock insulation and position-limiting action；Pass through the first clearance D 1 between upper damping tenon 1 and upper limit ring 19, lower damping tenon 2 and lower limit
The control of the second clearance D 2 between ring 29, elastoplasticity anti-fall girder apparatus is in elastic state under normal operating condition,
And can free and effective release temperature power；When high-intensity earthquake occurs, elastoplasticity separate type tenon component enters moulding power consumption
Working condition, realizes earthquake energy, extending structure cycle, reaches the purpose for reducing seismic force and restrainer；The present invention
Earthquake load effects can be accurately calculated, so as to realize the seismic isolation design and control to bridge pier and basis.
Those skilled in the art will readily occur to its of the present invention after considering specification and putting into practice invention disclosed herein
Its embodiment.The application be intended to the present invention any modification, purposes or adaptations, these modifications, purposes or
Person's adaptations follow the general principle of the present invention and including undocumented common knowledge or usual in the art
Technological means.Description and embodiments be considered only as it is exemplary, true scope and spirit of the invention by following right will
Ask and point out.
It should be appreciated that the invention is not limited in the precision architecture for being described above and being shown in the drawings, and
And various modifications and changes can be being carried out without departing from the scope.The scope of the present invention is only limited by appended claim.
Claims (17)
1. a kind of separate type tenon component, it is characterised in that including upper damping tenon and lower damping tenon, the upper damping tenon and lower damping
It is removably attachable to together by connection component between tenon, the axial line of the connection component and upper damping tenon, lower damping tenon
Axial line be in eccentric setting.
2. separate type tenon component according to claim 1, it is characterised in that the upper damping tenon and lower damping tenon are edge
Respective direction of axis line is the tenon body of variable cross-section.
3. separate type tenon component according to claim 1, it is characterised in that the upper damping tenon includes the solid section of upper bank and upper
Deformation section, the solid section of the upper bank is in the bullet of flaring from top to bottom along direction of axis line for cross section, and the upper deformation section is
Cross section is in from top to bottom tapered back taper body along direction of axis line, passes through connection between the upper deformation section and lower damping tenon
Component is removably attachable to together.
4. separate type tenon component according to claim 3, it is characterised in that the lower damping tenon includes lower deformation section with
The solid section of bank, the lower deformation section is in the bullet of flaring from top to bottom along direction of axis line for cross section, and the solid section of the lower bank is
Cross section is in from top to bottom tapered back taper body along direction of axis line, by described between the lower deformation section and upper deformation section
Connection component is removably attachable to together.
5. separate type tenon component according to claim 4, it is characterised in that the upper damping tenon is with lower damping tenon by low
Structural alloy steel LY345FLL is made.
6. separate type tenon component according to claim 1, it is characterised in that the upper damping tenon and lower damping tenon it is transversal
Face is circle.
7. the separate type tenon component according to claim any one of 1-6, it is characterised in that the connection component includes setting
Pass through multiple spiral shells between two eccentric flange disks in upper damping tenon lower end and lower damping tenon upper end, two eccentric flange disks
Tether and be connected together.
8. separate type tenon component according to claim 7, it is characterised in that be provided with multiple spiral shells on the eccentric flange disk
Keyhole, multiple bolts hole are circumferentially uniformly arranged centered on the axle center of eccentric flange disk.
9. a kind of elastoplasticity girder falling stopping means, it is characterised in that including beam bottom embedded sleeve barrel component, pier top embedded sleeve barrel group
Part and the separate type tenon component as described in claim any one of 1-8 therebetween is elastically mounted to, the pre-buried set in beam bottom
Cartridge module is embedded in beam underplate concrete, and the pier top embedded sleeve barrel component is embedded in pier top concrete.
10. elastoplasticity girder falling stopping means according to claim 9, it is characterised in that the beam bottom embedded sleeve barrel group
Part includes upper bush and lower sleeve, and the upper bush is socketed on the upper end of lower sleeve, and the upper end of the lower sleeve is provided with the upper limit
Position ring, the upper end of the upper damping tenon is against on upper limit ring, is provided between the upper limit ring and upper damping tenon for releasing
Put the first gap of TEMPERATURE FORCE horizontal displacement.
11. elastoplasticity girder falling stopping means according to claim 10, it is characterised in that the pier top embedded sleeve barrel group
Part includes sleeve, and the lower end of the sleeve is provided with lower limit ring, and the lower end of the lower damping tenon is against on lower limit ring, described
The second gap for release temperature power horizontal displacement is provided between lower limit ring and lower damping tenon.
12. elastoplasticity girder falling stopping means according to claim 11, it is characterised in that the outer surface of the lower sleeve
Bottom is circumferentially arranged multiple first ribbed stiffeners, and the outer surface top of the sleeve is circumferentially arranged multiple second reinforcements
Rib.
13. the elastoplasticity girder falling stopping means according to claim 11 or 12, it is characterised in that the lower sleeve lower end
Bearing ring is connected with, the sleeve upper end is connected with lower bearing ring, and the upper damping tenon passes through upper bearing ring, the lower damping
Tenon passes through lower bearing ring.
14. elastoplasticity girder falling stopping means according to claim 13, it is characterised in that the lower bearing ring subtracts with
Rubber seal is provided between shake tenon.
15. elastoplasticity girder falling stopping means according to claim 14, it is characterised in that the upper bearing ring, the upper limit
Material of the position ring by intensity and hardness higher than the upper damping tenon is made, the lower bearing ring, lower limit ring by intensity and
Intensity is made higher than the material of the lower damping tenon.
16. elastoplasticity girder falling stopping means according to claim 15, it is characterised in that the upper bush, lower sleeve
And sleeve is made by carbon structural steel Q235 or low-alloy steel Q345.
17. a kind of elastoplasticity girder falling stopping means installation method, it is characterised in that comprise the following steps：
（1）Installation sleeve and lower limit ring：When bridge pier top cap is constructed, during colligation top cap reinforcing bar, sleeve and lower limit ring are pacified
Dress is in place, and lower limit ring is installed on the lower end of sleeve, and the upper surface and pier upper surface for making sleeve keep flushing；
（2）Upper bush and lower sleeve are installed：In box girder construction, during colligation beam-ends baseplate reinforcing bar, upper bush and lower sleeve are pacified
Dress is in place, and upper bush is socketed on the upper end of lower sleeve, and the lower surface and box beam bottom plate lower surface for making lower sleeve keep flushing；
（3）Lower bearing ring in installation sleeve：Lower bearing ring is placed in the upper end of the sleeve, by connector by lower bearing ring
Together with sleeve connection；
（4）Upper bearing ring on lower sleeve is installed：Upper bearing ring is placed in the lower end of the lower sleeve, held by connector by
Pressure ring links together with lower sleeve；
（5）Separate type tenon component is installed：The lower damping tenon of separate type tenon component is together inserted in place together with rubber seal
The sleeve in, upper damping tenon is inserted in the manned upper bush and lower sleeve, the two of separate type tenon component are rotated
Individual eccentric flange disk, makes damping tenon and upper bush, lower sleeve consistency from top to bottom, makes after lower damping tenon and sleeve consistency from top to bottom, will
Two eccentric flange disks are tightened with bolt；
（6）Install spacing ring：Upper limit ring is inserted from the inner chamber upper end of the upper bush, until upper limit ring is touched just
The upper damping tenon of position；
（7）Rubber seal is installed：The rubber seal is installed on to the top of the sleeve, banding, fixation, make it is described under
Sealed between bearing ring and lower damping tenon.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710457656.XA CN107151976A (en) | 2017-06-16 | 2017-06-16 | Separate type tenon component, elastoplasticity girder falling stopping means and its installation method |
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| CN201710457656.XA CN107151976A (en) | 2017-06-16 | 2017-06-16 | Separate type tenon component, elastoplasticity girder falling stopping means and its installation method |
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| CN109610301A (en) * | 2019-01-29 | 2019-04-12 | 中铁二院工程集团有限责任公司 | Nearly tomography bridge damping energy consumption three-dimensional limit metal damping unit and installation method |
| CN114481805A (en) * | 2020-09-30 | 2022-05-13 | 北京Acii工程技术有限公司 | Connecting structure for concrete member |
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| CN108824917A (en) * | 2018-06-26 | 2018-11-16 | 昆明理工大学 | A kind of tube fraction composite buffer |
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| CN109610301A (en) * | 2019-01-29 | 2019-04-12 | 中铁二院工程集团有限责任公司 | Nearly tomography bridge damping energy consumption three-dimensional limit metal damping unit and installation method |
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| CN114481805B (en) * | 2020-09-30 | 2024-01-26 | 北京Acii工程技术有限公司 | Connecting structure for concrete member |
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Application publication date: 20170912 |