CN106638257B - Light rail viaduct interval structure system and its limit energy dissipation node construction - Google Patents
Light rail viaduct interval structure system and its limit energy dissipation node construction Download PDFInfo
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- CN106638257B CN106638257B CN201710091906.2A CN201710091906A CN106638257B CN 106638257 B CN106638257 B CN 106638257B CN 201710091906 A CN201710091906 A CN 201710091906A CN 106638257 B CN106638257 B CN 106638257B
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- track girder
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- bent cap
- overlapping rubber
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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
- E01D1/00—Bridges in general
-
- 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
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/02—Bridges characterised by the cross-section of their bearing spanning structure of the I-girder type
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a kind of light rail viaduct interval structure system and its limit energy dissipation node constructions, it include the cushion cap on ground, cushion cap upper has pier stud, pier stud upper has bent cap, track girder is provided on bent cap, precast-segmental base plate is laid on track girder, track plates are provided on base plate, the horizontal overlapping rubber support of the bent cap upper end is connected with track girder lower end, the pinner of the bent cap upper end side-walls vertical with orbital direction are provided with the overlapping rubber support of lateral built-in flat spring, the overlapping rubber support other end of the lateral built-in flat spring is connected with track beam sides, the bent cap, positioning bolt is additionally provided between track girder.Construction method of the present invention fast facilitates, and while pier stud is constructed, it is beam prefabricated to carry out pre-stress concrete track, after pier stud concrete reaches intensity, carries out track girder and start shipment lifting, after lifting is in place, track girder Cast-in-Situ Segment concrete placings are finally completed, entire track traffic overhead viaduct interval structure is constituted.
Description
Technical field
The invention belongs to civil engineering bridge technology fields, and in particular to a kind of light rail viaduct interval structure system and its
Limit energy dissipation node construction.
Background technology
The bridge pier for the rail transit elevated bridge that China has been carried out, pier spacing are generally between 25~30m, mainly there is following spy
Point and problem：
Section girder pattern is mostly that a single box single chamber (referred to as big box beam) or two single box single chambers (abbreviation small box girder) are pre-
Stress box beam, girder make the construction method using support cast-in-place, and construction period is affected to surrounding enviroment, the duration also compared with
It is long.
Pier stud only can prevent side knock mostly, but in terms of longitudinal damping, lack setting effectively buffering bridge pier
The structure of column load-bearing causes bridge pier column by weight impact of collision, to reduce the service life of pier stud throughout the year, simultaneously because pier stud
Deformation leads to the long-term unbalance stress of bridge, will be broken, influence traffic.
To achieve the purpose that effectively to subtract shock insulation, the bridge vibration absorption and isolation support of different type and different function is answered extensively
With.
In several vibration absorption and isolation supports, pot rubber bearing is when meeting with earthquake or great vibratility is impacted, upper and lower seat
Horizontal displacement between plate cannot be buffered effectively, and support displacement is excessive；Lead core rubber support energy dissipation capacity is strong, but cannot be
Effectively subtract shock insulation in earthquake motion with multiple spectra effect；The automatic recovery ability of friction pendulum hammer body system is strong, but is consumed in friction
It can lead to the vertical displacement of beam-ends during energy and generate second inner force.
Laminated rubber bases are currently mainly used on small bridge, when meeting with earthquake or great vibratility is impacted,
Rubber layer consumes energy in deformation process, provides damping, and resetted after shake.But for above-mentioned laminated rubber bases
Horizontal rigidity is limited by own characteristic and size, is also unable to reach the rigidity size of user's needs sometimes.In addition, only according to
The restoring force after shake is provided by rubber layer, bearing cannot sometimes be restored on a plumb line at flange plate center up and down, because
When this is repaired after shake, it is necessary to be adjusted on the vertical line of center or must not be changed without new bearing by bearing using other methods.
Further, since the vibration absorption and isolation support for limiting some positions and being not suitable for installation large-tonnage in space.
In view of deficiency existing for above-mentioned different type bearing, it is provided with block at some bearings, to prevent because of geological process
Bottom offset is excessive and falls beam.But if the superstructure of bridge collides with block, it will produce prodigious impact
Power, so as to cause the destruction of pier stud, and block can only limit beam body and lateral displacement occurs to prevent from laterally falling beam.
Therefore, it is necessary to develop a kind of Novel Light-Rail overpass interval structure system, it both can guarantee that the current of road required
Realize that the use function of overpass, bottom occupy road less again, it will also opposite reduction construction period.
Meanwhile in terms of Bridge Seismic, beam body under geological process can be limited, vertical and horizontal over-large displacement occurs and inhales
Receive seismic energy, reduce geological process and be transmitted to the active force of substructure, and can be resetted after shake, have it is simple in structure,
Feature easy to implement.
Invention content
The present invention proposes that the purpose is to provide a kind of light rail viaduct section knot in order to solve the problems existing in the prior art
Structure system and its limit energy dissipation node construction.
The technical scheme is that：A kind of light rail viaduct interval structure system and its limit energy dissipation node construction, packet
The cushion cap on ground is included, cushion cap upper has pier stud, pier stud upper to have bent cap, track girder is provided on bent cap, adjacent
It is provided with track girder armored concrete between track girder, precast-segmental base plate is laid on track girder, base plate passes through dark
Beam reinforcement cages are linked to be bridge floor tie-plate, the horizontal overlapping rubber support and track girder lower end phase of the bent cap upper end with track plates
Even, the pinner of the bent cap upper end side-walls vertical with orbital direction are provided with the overlapping rubber support of lateral built-in flat spring, institute
The overlapping rubber support other end for stating lateral built-in flat spring is connected with track beam sides, is also set between the bent cap, track girder
It is equipped with positioning bolt.
Pass through cast-in-place concrete block and bearing between two track girders of direction across bridge connection outside at bearing between the track girder respectively
Cast-in-place concrete block is linked to be entirety between intermediate two track girders in place.
The track girder is divided into two groups along direction across bridge, wherein every group passes through connection tetra- tracks of Liang Kua comprising four track girders
The cast-in-place concrete block of beam is connected along Planar realization, and limit is reserved in the cast-in-place concrete block of connection tetra- track girders of Liang Kua
Upper bealock, bealock side-walls are provided with No. I longitudinal overlapping rubber slab in the limit, and bealock top steel plate is provided at roof,
Bealock is buckled under the limit on bent cap on bealock in the limit.
Bealock is the boss of strip under the limit, is equipped with four pieces No. II longitudinal overlapping rubber slabs in boss, described No. II
Longitudinal overlapping rubber slab is welded into box two-by-two, and one end stretches into bent cap and reinforces stirrup enhancing by outside weld, finally with lid
The anchor connection of beam.
It is provided with reinforced concrete enveloped outside described No. II longitudinal overlapping rubber slab, is set on the inside of No. II longitudinal overlapping rubber slab
It is equipped with inner concrete, fixing steel plate is additionally provided on boss.
Between described adjacent two pieces No. I longitudinal overlapping rubber slab, between No. I longitudinal overlapping rubber slab and upper bealock top steel plate
It is welded into babinet, the babinet is fixed on by upper bealock fixing steel plate and dowel in the upper bealock of limit.
Arrangement prestress muscle in the bent cap, the presstressed reinforcing steel are anchored at lid by the presstressed reinforcing steel anchored end in bent cap
Beam side.
The track girder is precast concrete prestressing force i-shaped beams, and the multiple reinforcements of track girder interlude spaced set are horizontal
Diaphragm is furnished with horizontal bar and longitudinal rib, the rectangular cross-section of track girder both ends in track girder.
The screw hole passed through convenient for high-strength bolt is formed in the track girder, high-strength bolt passes through choker block backing plate nut assembly
It is fixed, it is provided with local resistance to compression dowel on the outside of track girder, passes through No. I sealing end reinforced concrete block or No. II sealing end armored concrete
The processing of block sealing off and covering anchorage.
Construction method of the present invention fast facilitates, and while pier stud is constructed, progress pre-stress concrete track is beam prefabricated, works as pier stud
After concrete reaches intensity, carries out track girder and start shipment lifting, after lifting is in place, be finally completed track girder Cast-in-Situ Segment concrete placings, constitute whole
A track traffic overhead viaduct interval structure.
Description of the drawings
Fig. 1 is the bridge floor beam slab system floor plan of the present invention；
Fig. 2 is the sectional view along Section A-A in Fig. 1；
Fig. 3 is the sectional view along section B-B in Fig. 1；
Fig. 4 is in Fig. 2 along the sectional view in the sections K-K；
Fig. 5 is in Fig. 2 along the sectional view in the sections J-J；
Fig. 6 is in Fig. 1 along the sectional view in the sections D-D；
Fig. 7 is in Fig. 6 along the sectional view in the sections E-E；
Fig. 8 is in Fig. 6 along the sectional view in the sections F-F；
Fig. 9 is in Fig. 1 along the sectional view in the sections C-C；
Figure 10 is in Fig. 9 along the sectional view in the sections G-G；
Figure 11 is in Fig. 9 along the sectional view in the sections H-H；
Figure 12 is that track girder laterally fastens schematic diagram at bent cap bearing of the present invention；
Figure 13 is in Figure 12 along the sectional view in the sections P-P；
Figure 14 is in Figure 12 along the sectional view in the sections L-L；
Figure 15 is in Figure 14 along the sectional view in the sections V-V；
Figure 16 is in Figure 14 along the sectional view in the sections Q-Q；
Figure 17 is in Figure 14 along the sectional view in the sections R-R；
Figure 18 is in Figure 14 along the sectional view in the sections S-S；
Figure 19 is in Figure 14 along the sectional view in the sections T-T；
Figure 20 is in Figure 14 along the sectional view in the sections U-U；
Wherein：
1 bent cap, 2 base plate
The horizontal overlapping rubber support of 3 track girder 4
The lower bealock of the upper limit of bealock 6 of 5 limits
7 track girder armored concrete, 8 track plates
9 cushion caps 10 I block reinforced concrete block
The cast-in-place concrete block of 11 connection tetra- track girders of Liang Kua
12 positioning bolts
13 pier studs
The overlapping rubber support of 14 lateral built-in flat springs
Cast-in-place concrete block between two track girders of direction across bridge connection outside at 15 bearings
16 pinners
17 boss
18 reinforce diaphragm
19 horizontal bar, 20 longitudinal rib
21 presstressed reinforcing steel anchored end, 22 presstressed reinforcing steel
The local resistance to compression dowel of 23 high-strength bolt 24
25 choker block backing plate nut assemblies 26 II block reinforced concrete block
Cast-in-place concrete block between two track girders among at 27 bearings
28 dowels 29 reinforce stirrup
The longitudinal overlapping rubber slab of bealock top steel plate 31 I on 30
32 fixing steel plates 33 II longitudinally overlap rubber slab
Bealock fixing steel plate on 34 reinforced concrete envelopeds 35
36 inner concretes.
Specific implementation mode
Hereinafter, with reference to drawings and examples, the present invention is described in detail：
As shown in Fig. 1 ~ 20, a kind of light rail viaduct interval structure system and its limit energy dissipation node construction, including be located at
Cushion cap 9 on ground, 9 upper of cushion cap have pier stud 13,13 upper of pier stud to have bent cap 1, track girder 3, phase are provided on bent cap 1
It is provided with track girder armored concrete 7 between adjacent track girder 3, precast-segmental base plate 2, base plate 2 are laid on track girder 3
It is linked to be bridge floor tie-plate, the horizontal overlapping rubber support 4 and track of 1 upper end of the bent cap by concealed beam framework of steel reinforcement and track plates 8
3 lower end of beam is connected, the pinner 16 of 1 upper end of the bent cap side-walls vertical with orbital direction be provided with it is lateral built in flat spring overlapping
14 other end of overlapping rubber support of rubber support 14, the lateral built-in flat spring is connected with 3 side of track girder, the bent cap
1, it is additionally provided with positioning bolt 12 between track girder 3.
Pass through cast-in-place concrete block 15 and branch between two track girders of direction across bridge connection outside at bearing between the track girder 3 respectively
Cast-in-place concrete block 27 is linked to be entirety between intermediate two track girders at seat.
The track girder 3 is divided into two groups along direction across bridge, wherein every group comprising four track girders 3 by connection two across four tracks
The cast-in-place concrete block 11 of road beam is connected along Planar realization, pre- in the cast-in-place concrete block 11 of connection tetra- track girders of Liang Kua
It stays and limits upper bealock 5,5 side-walls of bealock are provided with No. I longitudinal overlapping rubber slab 31 in the limit, and a strip of land between hills is provided at roof
Mouth pushes up steel plate 30, and bealock 5 is buckled under the limit on bent cap 1 on bealock 6 in the limit.
Bealock 6 is the boss 17 of strip under the limit, and four pieces No. II longitudinal overlapping rubber slab 33, institute are equipped in boss 17
It states No. II longitudinal overlapping rubber slab 33 and is welded into box two-by-two, one end, which stretches into bent cap 1 and reinforces stirrup 29 by outside weld, to be increased
By force, finally with the anchor connection of bent cap.
Reinforced concrete enveloped 34, No. II longitudinal overlapping rubber slab 33 are provided with outside described No. II longitudinal overlapping rubber slab 33
Inside is provided with inner concrete 36, and fixing steel plate 32 is additionally provided on boss.
Between described adjacent two pieces No. I longitudinal overlapping rubber slab 31, No. I longitudinal overlapping rubber slab 31 and upper bealock top steel plate
Babinet is welded between 30, the babinet is fixed on by upper bealock fixing steel plate 35 and dowel 28 to be limited in upper bealock 5.
Cause beam body length travel when earthquake or other loads occur, by No. I longitudinal deformation for overlapping rubber slab 31 and
Steel sheet spring reset function plays the role of energy consumption and longitudinal spacing.
Arrangement prestress muscle 22 in the bent cap 1, the presstressed reinforcing steel 22 pass through the presstressed reinforcing steel anchored end 21 in bent cap 1
It is anchored at 1 side of bent cap.
The track girder 3 is precast concrete prestressing force i-shaped beams, the 3 multiple reinforcements of interlude spaced set of track girder
Diaphragm 18 is furnished with horizontal bar 19 and longitudinal rib 20,3 both ends rectangular cross-section of track girder in track girder 3.
The screw hole passed through convenient for high-strength bolt 23 is formed in the track girder 3, high-strength bolt 23 passes through choker block backing plate spiral shell
Female component 25 is fixed, and 3 outside of track girder is provided with local resistance to compression dowel 24, passes through No. I sealing end reinforced concrete block 10 or No. II
Block the processing of 26 sealing off and covering anchorage of reinforced concrete block.Improve the holistic resistant behavior of track girder.
Multiple reinforcement diaphragms 18 among track girder 3, spacing is 3 ~ 4m two-by-two.
The pier stud 13 is prismatic in eight.
The track traffic overhead viaduct interval structure that the features described above of the present invention is constituted has following technical characterstics,
1. bridge pier 13 is in T fonts with 1 direction across bridge of bent cap, reinforced concrete pier stud is prismatic in eight, takes up an area smaller, profit
Laying in pipeline and ground traffic organization
2. being suitable for the development and variation of rail transit elevated bridge, further meet landscape, construction, economically demand,
Achieve the purpose that novel and unique, construction quickly civilization.
3. bent cap 1 is double overhanging prestressed concrete beam
4. tetra- pre-stress concrete precast H-beams of Mei Kua composition track girder, single I-beam it is light-weight, make track
Beam prefabricated lifting construction mode becomes feasible, and to accelerate construction progress, the duration shortens, and reduces the shadow to environment and traffic
It rings.
5. track girder 3 is pre-stress concrete prefabricated components, the across footpath scope of application is 20~35m.
6. the overlapping rubber support 14 of level overlapping rubber support 4, lateral built-in flat spring is simple for production, quick for installation,
Readily replaceable, energy dissipation capacity is strong.
7. the setting of limit bealock can longitudinally play bridge position-limiting action, energy consumption overlapping rubber steel is limited in bealock
The setting of plate can play the purpose of shock insulation energy consumption.
8. being applied in combination for assembled track plates and Bars In Poured Concrete Slab, on the one hand can reduce construction period, on the one hand can reduce
The use of template.
The present invention has advantageous effect below：
1. structural system stress is simple, clear, sectional separately pours, and can neatly meet the need of various execution conditions
It asks.Especially suitable for city inner orbit traffic overpass interval structure.
2. under normal operating condition, bearing micro-displacement caused by beam body due to vehicular load etc. has strong
Big self-resetting capability.
3. under geological process, the limit energy consumption combined isolator between beam body and pier stud can be good at buffering on bridge
The intermolecular forces of portion's structure and substructure, play cushioning effect.
4. the upper and lower bealock of limit is capable of providing restoring force, the increase of length travel between beam body and pier stud is limited, is played
Position-limiting action.
5. the vertical and horizontal displacement of beam body can be limited simultaneously, bearing block is overcome only to work in one direction
The shortcomings that.
Construction method of the present invention fast facilitates, and while pier stud is constructed, progress pre-stress concrete track is beam prefabricated, works as pier stud
After concrete reaches intensity, carries out track girder and start shipment lifting, after lifting is in place, be finally completed track girder Cast-in-Situ Segment concrete placings, constitute whole
A track traffic overhead viaduct interval structure.
Claims (7)
1. a kind of limit energy dissipation node of light rail viaduct interval structure system constructs, light rail viaduct interval structure system packet
Include the cushion cap on ground（9）, cushion cap（9）Upper has pier stud（13）, pier stud（13）Upper has bent cap（1）, bent cap（1）
On be provided with track girder（3）, adjacent orbit beam（3）Between be provided with track girder armored concrete（7）, track girder（3）Upper laying
Precast-segmental base plate（2）, base plate（2）Pass through concealed beam framework of steel reinforcement and track plates（8）It is linked to be bridge floor tie-plate, feature
It is：It includes bent cap that it, which limits energy dissipation node construction,（1）The horizontal overlapping rubber support of upper end（4）, the horizontal overlapping rubber
Bearing（4）With track girder（3）Lower end is connected, bent cap（1）The pinner of upper end（16）The side-walls vertical with orbital direction are provided with
The overlapping rubber support of lateral built-in flat spring（14）, the overlapping rubber support of the lateral built-in flat spring（14）The other end with
Track girder（3）Side is connected, the bent cap（1）, track girder（3）Between be additionally provided with positioning bolt（12）, the track girder（3）
It is divided into two groups along direction across bridge, wherein every group includes four track girders（3）, track girder（3）Pass through cast-in-place concrete block（11）Along flat
Realize connection, the cast-in-place concrete block of connection tetra- track girders of Liang Kua in face（11）In reserve the upper bealock of limit（5）, the limit
Bealock on position（5）Side-walls are provided with No. I longitudinal overlapping rubber slab（31）, bealock top steel plate is provided at roof（30）, institute
State the upper bealock of limit（5）It is buckled on bent cap（1）On limit under bealock（6）On, bealock under the limit（6）For the boss of strip
（17）, boss（17）Inside it is equipped with four pieces No. II longitudinal overlapping rubber slab（33）, described No. II longitudinal overlapping rubber slab（33）Two-by-two
It is welded into box, one end stretches into bent cap（1）It is interior and stirrup is reinforced by outside weld（29）Enhancing, No. II longitudinal overlapping rubber slab
（33）With bent cap anchor connection.
2. the limit energy dissipation node of light rail viaduct interval structure system according to claim 1 constructs, it is characterised in that：
The track girder（3）Between respectively pass through at bearing direction across bridge connection outside two track girders between cast-in-place concrete block（15）And at bearing
Cast-in-place concrete block between intermediate two track girders（27）It is linked to be entirety.
3. the limit energy dissipation node of light rail viaduct interval structure system according to claim 1 constructs, it is characterised in that：
Described No. II longitudinal overlapping rubber slab（33）It is provided with reinforced concrete enveloped outside（34）, No. II longitudinal overlapping rubber slab（33）It is interior
Side is provided with inner concrete（36）, fixing steel plate is additionally provided on boss（32）.
4. the limit energy dissipation node of light rail viaduct interval structure system according to claim 1 constructs, it is characterised in that：
Described adjacent two pieces No. I longitudinal overlapping rubber slab（31）Between, No. I longitudinal overlapping rubber slab（31）With upper bealock top steel plate（30）
Between be welded into babinet, the babinet passes through upper bealock fixing steel plate（35）And dowel（28）It is fixed on the upper bealock of limit（5）In.
5. the limit energy dissipation node of light rail viaduct interval structure system according to claim 1 constructs, it is characterised in that：
The bent cap（1）Interior arrangement prestress muscle（22）, the presstressed reinforcing steel（22）Pass through bent cap（1）Interior presstressed reinforcing steel anchored end
（21）It is anchored at bent cap（1）Side.
6. the limit energy dissipation node of light rail viaduct interval structure system according to claim 1 constructs, it is characterised in that：
The track girder（3）For precast concrete prestressing force i-shaped beams, track girder（3）The multiple reinforcement diaphragms of interlude spaced set
（18）, track girder（3）In be furnished with horizontal bar（19）And longitudinal rib（20）, track girder（3）Both ends rectangular cross-section.
7. the limit energy dissipation node of light rail viaduct interval structure system according to claim 1 constructs, it is characterised in that：
The track girder（3）Middle formed is convenient for high-strength bolt（23）The screw hole passed through, high-strength bolt（23）Pass through choker block backing plate nut
Component（25）It is fixed, track girder（3）Outside is provided with local resistance to compression dowel（24）, pass through No. I sealing end reinforced concrete block（10）
Or No. II sealing end reinforced concrete block（26）Sealing off and covering anchorage processing.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710091906.2A CN106638257B (en) | 2017-02-21 | 2017-02-21 | Light rail viaduct interval structure system and its limit energy dissipation node construction |
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| CN201710091906.2A CN106638257B (en) | 2017-02-21 | 2017-02-21 | Light rail viaduct interval structure system and its limit energy dissipation node construction |
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| CN106638257B true CN106638257B (en) | 2018-08-07 |
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Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112343170B (en) * | 2020-11-10 | 2024-08-23 | 鼎欣建设股份有限公司 | Large-span assembled prestressing force component |
| CN118128349A (en) * | 2024-03-28 | 2024-06-04 | 北京城建设计发展集团股份有限公司 | Dry-type assembled rail transit overhead station structure and construction method |
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| CN106004885B (en) * | 2016-07-22 | 2018-04-06 | 中国铁路设计集团有限公司 | Light rail assembled overhead station for highly seismic region |
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- 2017-02-21 CN CN201710091906.2A patent/CN106638257B/en active Active
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|---|---|---|---|---|
| JP2002371507A (en) * | 2001-06-19 | 2002-12-26 | Nitta Ind Corp | Expansion joint for bridge |
| KR20130038571A (en) * | 2011-10-10 | 2013-04-18 | 양회성 | Construction of a light rail |
| CN102926504A (en) * | 2012-10-09 | 2013-02-13 | 中铁十局集团有限公司 | Connecting steel construction member for steel and concrete overlapped beam combined part and construction method thereof |
| CN104233947A (en) * | 2014-09-22 | 2014-12-24 | 中铁工程设计咨询集团有限公司 | Steel-concrete combined rail beam for straddle monorail |
| CN104294752A (en) * | 2014-10-30 | 2015-01-21 | 福州大学 | Hollow slab bridge structure with end floor beams and construction method thereof |
| CN105256713A (en) * | 2015-11-03 | 2016-01-20 | 苏交科集团股份有限公司 | Semi-assembly type steel concrete composite beam and construction method thereof |
| CN105484355A (en) * | 2016-01-20 | 2016-04-13 | 南京工业大学 | Connecting system of wood-concrete combined structure |
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| CN106638257A (en) | 2017-05-10 |
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