CN206189251U - A straining beam structure for overpass double column pier - Google Patents
A straining beam structure for overpass double column pier Download PDFInfo
- Publication number
- CN206189251U CN206189251U CN201621155324.3U CN201621155324U CN206189251U CN 206189251 U CN206189251 U CN 206189251U CN 201621155324 U CN201621155324 U CN 201621155324U CN 206189251 U CN206189251 U CN 206189251U
- Authority
- CN
- China
- Prior art keywords
- binder
- mild steel
- straining beam
- pier
- overpass
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model provides a straining beam structure for overpass double column pier, it locates to have adopted the mild steel connecting piece with pier hookup location, the problem of with the easy feather checking in pier junction is solved, the main part of straining beam has adopted binder middle part section and the three -section structure of two binder linkage segments through horizontal joggle cooperation be assembled between/be connected between simultaneously, utilize lateral sliding friction energy absorption and shock absorption and the plasticity energy consumption of mild steel connecting piece between this three -section structure indulging ascending energy absorption and shock absorption, can help to reduce the earthquake dynamic response of double column pier in the earthquake, thereby it harms to reduce the shake that receives of pier, also to make the straining beam possess better removable for this three -section structure in addition, easily restore the performance, can also be through filling the energy dissipation effect of the further promotion straining beam structure of anti -slip material to double column pier in the joggle seam at three -section structure, can effectual help further promote holistic stability of overpass and anti -seismic performance.
Description
Technical field
The utility model is related to bridge earthquake resistance technical field, more particularly to a kind of horizontal system for overpass two-columned pier
Girder construction.
Background technology
For the two-columned pier of overpass, one or twice column straining beam are often set between two pier transverse directions, not only
The resistance to overturning for increasing pier is played, is buffered because of the ductile fracture of straining beam between bridge pier when also occurring earthquake, bridge pier
Do not cause sudden collapsing because of the generation of earthquake.Traditional straining beam design is to use Reinforced Concrete Materials, and by increasing
The sectional dimension and the ratio of reinforcement of big binder improve intensity and stability, so as to improve the antidetonation of overpass to a certain extent
Performance.
But macroseism kept out just with armored concrete straining beam when occurring the effectiveness that earthquake motion rises be it is limited,
Anti seismic efficiency can not be obviously improved with the raising of sectional dimension and the ratio of reinforcement.To a large amount of of bridge pier straining beam design
Engineering practice shows, under seismic loading, with the influence of earthquake motion, structure partial can occur non-directional displacement and then hair
Raw to vibrate, rock, the two-columned pier of overpass can occur bending and deformation, and the deformation of bridge pier swings and is easily caused armored concrete
Straining beam produces crack with bridge pier junction, and the appearance in crack can reduce the durability of straining beam structure, while two-columned pier
Deformation cause pull also easily cause the beam body of armored concrete straining beam is damaged, so as to have impact on overpass entirety
Stability and anti-seismic performance.
The core purpose of structural seismic shockproof control is to install additional dissipative system additional on the body construction so as to shift or consume
The seismic energy of agent structure is dissipated, to protect agent structure to be destroyed 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
The purpose of shockproof control is carried out to agent structure to reach.So, in view of the force model function of two-columned pier straining beam, exploitation
The new straining beam structure that traditional straining beam only relies on reinforced concrete structure can be substituted, raising bridge pier static(al) can be met steady
Qualitatively function, can provide power consumption function under geological process again, and replaceable after shake, easy reparation will set to the antidetonation of overpass
Meter has important engineering significance and applied value.
Utility model content
For above shortcomings in the prior art, the purpose of this utility model is to provide a kind of double for overpass
The straining beam structure of columnar pier, it is not likely to produce crack with the connecting portion of bridge pier, and can be shifted in earthquake and the height that dissipates
The seismic energy that bridge formation two-columned pier bears, reduce bridge pier by damaged evil, so as to help further lift overpass entirety
Stability and anti-seismic performance.
To achieve the above object, the utility model employs following technical scheme：
A kind of straining beam structure for overpass two-columned pier, the straining beam structure includes two binder connections
Section, and the binder middle part between two binder linkage sections is connected to, the binder middle part and two binder linkage sections are equal
It is the horizontal column of reinforced concrete structure；One end of binder linkage section dorsad binder middle part is provided with for solid with bridge pier
The mild steel connector of fixed connection, binder linkage section is directed away from having what lateral direction penetrating was set on the end face of binder middle part one end
Tabled scarf；The joggle raised line for extending laterally setting is respectively provided with the end face at binder middle part two ends, is connected by with two binders
The mutual joggle of tabled scarf connect in section coordinates assembling, and realizes the connection with two binder linkage sections.
In the above-mentioned straining beam structure for overpass two-columned pier, preferably, the mild steel connector bag
Include multiple mild steel connection units of the laterally spaced arrangement on binder the linkage section dorsad end face of binder middle part one end；Each
The generally vertically arranged mild steel frame structure of mild steel connection unit, including rectangle mild steel housing, and be obliquely welded in
Two oblique support arms of mild steel of vertical side frame in the outer inframe of mild steel and connection mild steel housing；Mild steel connection unit is by outside its mild steel
A vertical side frame on frame is fixedly mounted on binder linkage section dorsad on the end face of binder middle part one end, and another is vertical
There is the connecting installation structure for being fixedly connected with bridge pier on side frame.
In the above-mentioned straining beam structure for overpass two-columned pier, as improvement project, the mild steel connection unit
In, the outer inframe of mild steel is connected also laterally to be welded with position and is connected outside mild steel positioned at its vertical side frame with the oblique support arm of mild steel
Two horizontal support arms of mild steel of vertical side frame on frame.
In the above-mentioned straining beam structure for overpass two-columned pier, preferably, the binder middle part is adopted
Formed with ultra-high performance concrete is prefabricated.
In the above-mentioned straining beam structure for overpass two-columned pier, preferably, the binder middle part and
Two binder linkage sections are and 45 degree of chamferings are respectively provided with the quadrangular shape body of horizontally set, and four lateral edges.
In the above-mentioned straining beam structure for overpass two-columned pier, as improvement project, the binder middle part
The fin for extending along its length is provided with four quadrangular shape body side surfaces.
In the above-mentioned straining beam structure for overpass two-columned pier, preferably, the cross section of the fin
Be towards binder middle part side be base long, dorsad binder middle part side be the trapezoidal shape on short base.
In the above-mentioned straining beam structure for overpass two-columned pier, as improvement project, the binder middle part with
Anti-slip material is perfused with two joggle seams of binder linkage section.
In the above-mentioned straining beam structure for overpass two-columned pier, preferably, the anti-slip material is soft
Lead or pitch.
Compared to prior art, the utility model has the advantages that：
The beneficial effects of the utility model are that the ultra-high performance concrete section energy assembled in the middle of straining beam is arranged on two ends
Between armored concrete, can easily install, change, be also seamlessly connected with rectangle tenon between two groups of straining beams；In straining beam
Between section and tenon material be ultra-high performance concrete, good toughness, deflection is larger, is difficult after being influenceed by earthquake motion entirely ineffective
And cause the overall fracture of straining beam, therefore the shock resistance of straining beam and bridge pier can be effectively improved, efficiently solve common
After armored concrete straining beam is influenceed by earthquake motion, so as to lose the problem of globality.
1st, the utility model is used for the straining beam structure of overpass two-columned pier, is employed at itself and bridge pier link position
Mild steel connector, solves the problems, such as that straining beam is directly connected with bridge pier and easily produces crack in junction, while straining beam
Main part employ binder middle part and two binder linkage sections pass through the three-stage knot that horizontal joggle coordinates assembly connection
Structure, using between the three stage structure sliding laterally friction energy-absorbing damping and mild steel connector plastic energy dissipation in the vertical
Energy-absorbing damping, can help to reduce two-columned pier transverse direction, the acceleration of linear deformation, inertia force and position occur in earthquake
The Dynamic response to earthquake such as shifting amount, thus reduce bridge pier by damaged evil.
2nd, the utility model is used in the straining beam structure of overpass two-columned pier, the three-stage of straining beam main part
Structure also makes it possess more preferable replaceable, easy repairing performance.
3rd, the utility model is used in the straining beam structure of overpass two-columned pier, additionally it is possible to by straining beam main body
Binder middle part and two joggle seams of binder linkage section in irrigate anti-slip material, increase the tenon on two binder linkage sections
Friction energy-dissipating when sliding laterally between the joggle raised line at groove and binder middle part two ends is connect, and drives anti-slip material to occur
Shearing creeping power consumption phenomenon, further earthquake energy, so that further lifting straining beam structure is to queen post bridge
The energy-dissipating and shock-absorbing effect of pier.
Brief description of the drawings
Fig. 1 is a kind of front view of specific embodiment of the utility model straining beam structure.
Fig. 2 is the side view of straining beam structure shown in Fig. 1.
Fig. 3 is a kind of specific implementation structural representation of mild steel connector in the utility model straining beam structure.
Fig. 4 is another specific implementation structural representation of mild steel connector in the utility model straining beam structure.
Fig. 5 is another specific implementation structural representation of mild steel connector in the utility model straining beam structure.
Fig. 6 is another specific implementation structural representation of mild steel connector in the utility model straining beam structure.
Specific embodiment
It is used for the straining beam knot of overpass two-columned pier to the utility model with reference to the accompanying drawings and detailed description
Structure is further detailed.
Referring to Fig. 1 and Fig. 2, the utility model provides a kind of straining beam structure for overpass two-columned pier, should
Straining beam structure includes two binder linkage sections 10, and is connected to the binder middle part 20 between two binder linkage sections, is
Beam middle part 20 and two binder linkage sections 10 are the horizontal column of reinforced concrete structure；Wherein, binder linkage section 10
Dorsad one end of binder middle part is provided with the mild steel connector 30 for being fixedly connected with bridge pier, and binder linkage section 10 is towards remote
There is the tabled scarf 11 that lateral direction penetrating is set on the end face of binder middle part one end；On the end face at the two ends of binder middle part 20
The joggle raised line 21 for extending laterally setting is respectively provided with, is coordinated by with the mutual joggle of tabled scarf 11 on two binder linkage sections
Assembling, and realize the connection with two binder linkage sections.
In straining beam structure of the present utility model, mild steel connector is employed at itself and bridge pier link position, due to mild steel
There is certain elastic modelling quantity, using this characteristic, when generation earthquake causes bridge pier to deform twisting, mild steel connector can then received
Draw, pressure effect is lower is in mecystasis, preferably ensure it is unyielding with the connection of bridge pier, be not destroyed, so as to solve existing skill
Armored concrete straining beam is directly connected and the easy problem in junction generation crack with bridge pier in art；On the other hand, horizontal system
The main part of beam employs three stage structure, is used to be connected with the binder that bridge pier is fixedly connected by mild steel connector by two
Section and its between binder middle part constitute, assembling is coordinated by horizontal joggle between binder middle part and two binder linkage sections
Connection, so since, when overpass bears geological process, the two-columned pier of overpass is sent out in the presence of horizontal seismic force
Raw flexural deformation, the deformation of bridge pier swings can then drive two binder linkage sections of straining beam structure to produce larger moment of flexure power
Response and deformation swing, wherein, two-columned pier deformation in the horizontal swings and two binders of straining beam structure can be triggered to connect
Connect the relative movement that section occurs in transverse direction with the binder middle part of centre so that tabled scarf on two binder linkage sections be
There is horizontal sliding friction between the joggle raised line at beam middle part two ends, bridge pier can be promoted to bear in the presence of frictional force
Seismic energy is transferred in straining beam structure and is converted into thermal energy consumption by frictional heat and dissipates, and on two-columned pier longitudinal direction
Deformation swings and can be pullled by straining beam structure entirety, and can play certain ground by the plastic energy dissipation of mild steel connector
Shake energy ezpenditure and damping effect, thus, lessen two-columned pier and the horizontal, acceleration of linear deformation occur in earthquake
The Dynamic response to earthquake such as degree, inertia force and displacement, thus reduce bridge pier by damaged evil, can effectively help further carry
Raise overall stability and anti-seismic performance of building bridge.
It can be seen that, in straining beam structure of the present utility model, mild steel connector serves dual efficacy effect, no
The problem that straining beam is directly connected with bridge pier and crack is easily produced in junction is address only, while the plastic energy dissipation of its own
Also function to certain seismic energy consumption and damping effect, help reduce bridge pier by damaged evil, therefore mild steel connector itself
Structure design also seem more important.As a kind of preferred structural design scheme, as shown in Fig. 2 mild steel connector 30 can
Be included in binder linkage section dorsad on the end face of binder middle part one end laterally spaced arrangement multiple mild steel connection units
31；Wherein, as shown in figure 3, the generally vertically arranged mild steel frame structure of each mild steel connection unit 31, the mild steel framework knot
Structure includes the mild steel housing 32 of rectangle, and is obliquely welded in two vertical sides on the outer inframe of mild steel and connection mild steel housing
The oblique support arm 33 of mild steel of frame；Mild steel connection unit 31 is fixedly mounted on by a vertical side frame on its mild steel housing 32
Beam linkage section dorsad has on the end face of binder middle part one end, on another vertical side frame is used for what is be fixedly connected with bridge pier
Connecting installation structure, during specific implementation, the connecting installation structure can be bolt hole, anchor bolt mounting structure etc..Thus design
Mild steel connecting-piece structure, is total to by multiple mild steel connection units of multiple laterally spaced arrangement on the end face of binder linkage section
With connection support is provided, each mild steel connection unit is provided and binder respectively by two vertical side frames on its mild steel housing
Linkage section is fixedly connected with bridge pier, and the oblique support arm of mild steel forms gusseted in being welded on mild steel housing, to ensure each mild steel
The connection support performance of connection unit, and as shown in figure 4, the oblique support arm 33 of mild steel in mild steel housing can set many, and
And can be with arranged in a crossed manner；In order to preferably strengthen the connection support performance of mild steel connection unit, as shown in Figure 5 and Figure 6, its mild steel
It is connected laterally be welded with position with the oblique support arm 33 of mild steel positioned at its vertical side frame in housing 32 and is connected mild steel
Two horizontal support arms 34 of mild steel of vertical side frame on housing, more stable gusseted knot is cooperatively formed with the oblique support arm 33 of mild steel
Structure, if the oblique support arm 33 of mild steel is provided with many, then correspondingly, the horizontal support arm 34 of mild steel can also set many.Certainly, mild steel connects
Fitting can also use other structure design modes, as long as can be easy to provide the connection between binder linkage section and bridge pier,
And enough connection enabling capabilities are provided.
Additionally, in straining beam structure of the present utility model, due to leading between binder middle part and two binder linkage sections
Cross joggle and coordinate assembly connection, therefore in the connection installation of straining beam structure and overpass two-columned pier, Ke Yixian
Two binder linkage sections are passed through mild steel by the binder middle part of prefabricated reinforced concrete structure and two binder linkage sections respectively
After connector is fixedly connected on two bridge piers, erection support is carried out to two binder linkage sections, then by binder middle part
Joggle cooperation is assembled between two binder linkage sections, and in joggle cooperation assembling process is carried out to binder middle part,
Due to being attached by mild steel connector between two binder linkage sections and bridge pier, therefore using the elastoplasticity of mild steel
Can, the spacing that can be adjusted within the specific limits between two binder linkage sections makes it be adapted with binder middle part, so that
Obtain assembly manipulation easier, easy, reduce difficulty of construction；Simultaneously as during overpass bears geological process,
Binder middle part can be twisted, extruded and pullled by two binder linkage sections, comparatively be easier to be damaged, and joggle
Assembling structure is coordinated also to enable that binder middle part is conveniently changed from taking-up between two binder linkage sections,
Certainly, can also be carried out more by the connection removed between mild steel connector and bridge pier if binder linkage section is damaged
Change, so that the straining beam structure possesses more preferable replaceable, easy repairing performance.
As a further improvement, it is contemplated that comparatively binder middle part is easier in the utility model straining beam structure
It is damaged, therefore binder middle part can be formed preferably using ultra-high performance concrete is prefabricated, be had using ultra-high performance concrete
The characteristics of mechanical property of the durability of superelevation and superelevation, the damage-retardation performance of binder middle part is lifted, so as to strengthen straining beam knot
The whole service life of structure and the stability against earthquake supporting capacity to bridge pier；In order to control cost, ensureing that straining beam structure is whole
In the case of body performance, two binder linkage sections can be formed using common armored concrete is prefabricated；Certainly, two binders connect
Connecing section can also form using ultra-high performance concrete is prefabricated, to strengthen the whole synthesis performance of straining beam structure as far as possible.
For the ease of the prefabricated processing and transport of straining beam structure, as depicted in figs. 1 and 2, binder middle part 20 and two
Binder linkage section 10 is preferably designed for the quadrangular shape body of horizontally set, while being preferably respectively provided with 45 degree in its four lateral edges
Chamfering, to reduce the generation stress concentration phenomenon during generation twisting deformation of straining beam structure at lateral edges position；In addition conduct
Further optimization, is preferably provided with extend along its length convex on four quadrangular shape body side surfaces of binder middle part 20
Rib 22, to lift binder middle part in four anti-bending strengths on quadrangular shape body side surface direction, and fin 22
Cross section be preferably designed for towards binder middle part side be base long, dorsad binder middle part side be the trapezoidal of short base
Shape, can preferably ensure the mechanical property that fin itself possesses；Meanwhile, in four quadrangular shape body side surfaces of binder middle part
On set up fin, the bulge-structure formed on quadrangular shape body side surface using fin, being installed to binder middle part, more
The fixation for being clamped to it, being lifted is more favorable to during changing.
And the further improvement as the utility model straining beam structure in performance, as shown in figure 1, in its main structure body
Binder middle part and two joggle seams of binder linkage section in, anti-slip material 40 can also be irrigated, be used to increase two and be
Tabled scarf 11 on beam linkage section and the friction of friction is slid laterally between the joggle raised line 12 at binder middle part two ends
Power, between the tabled scarf and the joggle raised line at binder middle part two ends on increase friction energy-dissipating, and two binder linkage sections
Slide laterally can also drive anti-slip material occur shearing creeping power consumption phenomenon, further earthquake energy such that it is able to
Further lifting straining beam structure to the energy-dissipating and shock-absorbing effect of two-columned pier, preferably reduce bridge pier by damaged evil.
In specific engineer applied, binder middle part can be used with the anti-slip material of perfusion in two joggle seams of binder linkage section
Refined lead or pitch；If binder middle part is prefabricated using common armored concrete, it is contemplated that may need to binder middle part
Changed, anti-slip material preferably uses refined lead；If binder middle part（Even two binder linkage sections）Using very-high performance
Concrete prefabricated, it is contemplated that ultra-high performance concrete can increase the service life, the replacement frequency of binder middle part is lower, then
Anti-slip material preferably using compared to the pitch for refined lead with stronger adhesion can reach more preferable energy-absorbing antidetonation and imitate
Really.
In sum, it can be seen that the utility model is used for the straining beam structure of overpass two-columned pier, itself and bridge pier
Mild steel connector is employed at link position, straining beam is solved and is directly connected with bridge pier and easily produces crack in junction
Problem, while the main part of straining beam employs binder middle part and two binder linkage sections pass through horizontal joggle and coordinate assembling
The three stage structure of connection, friction energy-absorbing damping and the modeling of mild steel connector are slid laterally using between the three stage structure
Performance consumption energy-absorbing damping in the vertical, can help to reduce two-columned pier occurs in earthquake laterally, linear deformation adds
The Dynamic response to earthquake such as speed, inertia force and displacement, thus reduce bridge pier by damaged evil；Moreover, straining beam main body
Partial three stage structure also makes it possess more preferable replaceable, easy repairing performance, additionally it is possible to by three stage structure
Anti-slip material is irrigated in joggle seam and further lifts energy-dissipating and shock-absorbing effect of the straining beam structure to two-columned pier；Therefore,
The straining beam structure that the utility model is used for overpass two-columned pier can effectively help further lift overpass entirety
Stability and anti-seismic performance.
Finally illustrate, above example is only used to illustrate the technical solution of the utility model and unrestricted, although ginseng
The utility model has been described in detail according to embodiment, it will be understood by those within the art that, can be to this practicality
New technical scheme is modified or equivalent, without deviating from the objective and scope of technical solutions of the utility model, its
All should cover in the middle of right of the present utility model.
Claims (9)
1. a kind of straining beam structure for overpass two-columned pier, it is characterised in that the straining beam structure includes two
Binder linkage section, and be connected to the binder middle part between two binder linkage sections, the binder middle part and two binders
Linkage section is the horizontal column of reinforced concrete structure；One end of binder linkage section dorsad binder middle part be provided with for
The mild steel connector being fixedly connected with bridge pier, binder linkage section is directed away from having on the end face of binder middle part one end and laterally passes through
The logical tabled scarf for setting；The joggle raised line for extending laterally setting is respectively provided with the end face at binder middle part two ends, by with two
The mutual joggle of tabled scarf on individual binder linkage section coordinates assembling, and realizes the connection with two binder linkage sections.
2. the straining beam structure of overpass two-columned pier is used for according to claim 1, it is characterised in that the mild steel connects
Fitting is included in binder linkage section, and dorsad multiple mild steel connection of laterally spaced arrangement is single on the end face of binder middle part one end
Unit；The generally vertically arranged mild steel frame structure of each mild steel connection unit, including rectangle mild steel housing, and obliquely
It is welded in two oblique support arms of mild steel of vertical side frame on the outer inframe of mild steel and connection mild steel housing；Mild steel connection unit passes through it
A vertical side frame on mild steel housing is fixedly mounted on binder linkage section dorsad on the end face of binder middle part one end, another
There is the connecting installation structure for being fixedly connected with bridge pier on individual vertical side frame.
3. the straining beam structure of overpass two-columned pier is used for according to claim 2, it is characterised in that the mild steel connects
In order unit, the outer inframe of mild steel is connected also laterally to be welded with position and is connected positioned at its vertical side frame with the oblique support arm of mild steel
Two horizontal support arms of mild steel of vertical side frame on mild steel housing.
4. the straining beam structure of overpass two-columned pier is used for according to claim 1, it is characterised in that in the binder
Section is formed using ultra-high performance concrete is prefabricated.
5. the straining beam structure of overpass two-columned pier is used for according to claim 1, it is characterised in that in the binder
Section and two binder linkage sections are the quadrangular shape body of horizontally set, and 45 degree of chamferings are respectively provided with four lateral edges.
6. the straining beam structure of overpass two-columned pier is used for according to claim 5, it is characterised in that in the binder
The fin for extending along its length is provided with four quadrangular shape body side surfaces of section.
7. the straining beam structure of overpass two-columned pier is used for according to claim 6, it is characterised in that the fin
Cross section be towards binder middle part side be base long, dorsad binder middle part side be the trapezoidal shape on short base.
8. the straining beam structure of overpass two-columned pier is used for according to claim 1, it is characterised in that in the binder
Anti-slip material is perfused with section and two joggle seams of binder linkage section.
9. the straining beam structure of overpass two-columned pier is used for according to claim 8, it is characterised in that the ribband
Expect to be refined lead or pitch.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621155324.3U CN206189251U (en) | 2016-10-31 | 2016-10-31 | A straining beam structure for overpass double column pier |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621155324.3U CN206189251U (en) | 2016-10-31 | 2016-10-31 | A straining beam structure for overpass double column pier |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206189251U true CN206189251U (en) | 2017-05-24 |
Family
ID=58732772
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621155324.3U Expired - Fee Related CN206189251U (en) | 2016-10-31 | 2016-10-31 | A straining beam structure for overpass double column pier |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206189251U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108049263A (en) * | 2018-01-22 | 2018-05-18 | 中唐空铁科技有限公司 | Empty iron beam column construction track system |
| CN108086066A (en) * | 2018-01-22 | 2018-05-29 | 中唐空铁科技有限公司 | Facilitate the empty iron track girder of connection |
| 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 |
| CN110804952A (en) * | 2019-11-14 | 2020-02-18 | 贵州省公路工程集团有限公司 | Suspension bridge beam prefabrication and assembly construction process |
| CN113668370A (en) * | 2021-09-15 | 2021-11-19 | 中建三局第一建设工程有限责任公司 | Prefabricated pier and construction method thereof |
| CN113668370B (en) * | 2021-09-15 | 2024-04-26 | 中建三局第一建设工程有限责任公司 | Prefabricated bridge pier and construction method thereof |
-
2016
- 2016-10-31 CN CN201621155324.3U patent/CN206189251U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108049263A (en) * | 2018-01-22 | 2018-05-18 | 中唐空铁科技有限公司 | Empty iron beam column construction track system |
| CN108086066A (en) * | 2018-01-22 | 2018-05-29 | 中唐空铁科技有限公司 | Facilitate the empty iron track girder of connection |
| CN108049263B (en) * | 2018-01-22 | 2023-08-22 | 黑冻科技有限公司 | Beam column structure track system for air railway |
| 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 |
| CN110804952A (en) * | 2019-11-14 | 2020-02-18 | 贵州省公路工程集团有限公司 | Suspension bridge beam prefabrication and assembly construction process |
| CN113668370A (en) * | 2021-09-15 | 2021-11-19 | 中建三局第一建设工程有限责任公司 | Prefabricated pier and construction method thereof |
| CN113668370B (en) * | 2021-09-15 | 2024-04-26 | 中建三局第一建设工程有限责任公司 | Prefabricated bridge pier and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN206189251U (en) | A straining beam structure for overpass double column pier | |
| CN202116975U (en) | Subsection prefabrication casing wall for steel fiber concrete | |
| CN103628587B (en) | Self-reset girder-grid friction wall structural system | |
| CN109487712B (en) | A piston rod point-type self-resuming flexible buffer structure for shed tunnel engineering | |
| CN103774767B (en) | Combined type high-rise structure energy dissipation and shock absorption enhancement layer | |
| CN105696719B (en) | A kind of flexion-proof energy consumption supporting structure constrained using GFRP angle steel | |
| CN109914372A (en) | Self-resetting offshore jacket platforms structural system based on built-in swing column | |
| CN207525622U (en) | A kind of supporting bracket of bridge construction | |
| CN203200914U (en) | Steel structure socle outward exposed connecting structure | |
| CN105839518B (en) | A kind of pair of limb bridge pier energy-dissipating and shock-absorbing binder | |
| CN107859197A (en) | A kind of building aseismicity, vibration absorber | |
| CN104453002A (en) | Swing damp self-reset module and manufacturing method thereof | |
| CN103821248B (en) | Spacing link type low frequency shock insulation energy dissipation brace | |
| CN101672004B (en) | Shape memory alloy lazy halyard vibration damper for suspension bridge | |
| CN210288752U (en) | Damping grounding type fabricated reinforced concrete tuned mass damping wall | |
| CN107327193A (en) | A kind of 3-dimensional metal energy-consumption damper | |
| CN107190632A (en) | A kind of highway bridge girder falling stopping means | |
| JP4957295B2 (en) | Seismic control pier structure | |
| CN114775410A (en) | Limiting self-resetting railway swinging hollow pier with built-in corrugated web damper | |
| JP2007231593A (en) | Bridge | |
| CN106894331A (en) | A kind of spacing bearing of the power consumption for carrying Viscous fluid damper | |
| CN206721658U (en) | A kind of spacing bearing of power consumption for carrying Viscous fluid damper | |
| CN203403558U (en) | Shear wall | |
| CN102409755B (en) | Section steel concrete frame inbuilt steel plate core cylinder with doubly superimposed bottom and producing method thereof | |
| CN205712556U (en) | A kind of building aseismicity framework |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20170524 Termination date: 20171031 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |