CN102021885B - Bridge deck continuous seam structure - Google Patents
Bridge deck continuous seam structure Download PDFInfo
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- CN102021885B CN102021885B CN2011100006470A CN201110000647A CN102021885B CN 102021885 B CN102021885 B CN 102021885B CN 2011100006470 A CN2011100006470 A CN 2011100006470A CN 201110000647 A CN201110000647 A CN 201110000647A CN 102021885 B CN102021885 B CN 102021885B
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Abstract
The invention relates to a continuous seam structure, in particular to a bridge deck continuous seam structure which comprises a cover beam, a first girder, a second girder and a bridge deck pavement, wherein, the bridge deck pavement comprises a steel-concrete composition board the two ends of which are respectively connected with the first girder and the second girder and cross over the cover beam. In the invention, the problems that the existing bridge deck continuous seam structure has poor durability and is inconvenient for construction are solved; and the bridge deck continuous seam structure provided by the invention can be used in simple supported bridge beam.
Description
Technical field
The present invention relates to a kind of continuous crack structure, the continuous crack structure of particularly a kind of bridge floor.
Background technology
In the multispan bridge, commonly simply supported girder bridge and continuous girder bridge.This bridge of two types respectively has quality.The continuous girder bridge deck joint is few, and it is smooth-going comfortable to drive a vehicle, but construction is inconvenient, cost is high.The simply supported girder bridge easy construction, but deck expansion joint is many, and it is uncomfortable to cause driving a vehicle.
In order effectively to reduce simply supported girder bridge deck expansion joint quantity, the continuous crack structure of bridge floor is extensively adopted.As shown in Figure 1, this is a kind of continuous crack structure that mainly is made up of beam 1, beam 2, the bent cap of falling T 3, deck paving 4.Be respectively arranged with bearing 5, bearing 6 on two shoulders about the bent cap of falling T 3, the beam 1 of the bent cap of falling T 3 left and right sides, beam 2 are erected at respectively on bearing 5, the bearing 6.Deck paving 4 mainly by the steel concrete of bottom mat formation 41, the waterproofing course 42 in middle level and the asphalt concrete pavement 43 on top layer form, and be layered on beam 1, beam 2 and the bent cap of falling T 3.In the space between beam 1, beam 2 and the bent cap of falling T 3, be filled with rubber pange plate 7, rubber pange plate 8 respectively.
The continuous crack structure of this bridge floor; The bottom of deck paving is a neoprene plate 44 of crossing over the slit between beam 1, beam 2 and the bent cap of falling T 3; To prevent misoperation during concreting, do to wear neoprene plate 44, will prevent that perhaps the neoprene plate 44 that lays is sagging at the place, slit.So the continuous crack structure difficulty of construction of this bridge floor is higher, need the builder careful especially.
In addition, the deck paving semi-finals degree of crack structure is lower continuously.Actual observation to phenomenon be; Under the weight of day by day vehicle weight even overloaded vehicle, deck paving always breaks at crack structure place continuously earlier, and then rainwater edge on the bridge pavement seepage of breaking takes place; Structure under the corrosion bridge pavement comprises bridge pier.
Therefore, those skilled in the art is devoted to develop the continuous crack structure of bridge floor of a kind of good endurance, construction easy construction.
Summary of the invention
Because the above-mentioned defective of prior art, technical problem to be solved by this invention provides the continuous crack structure of a kind of bridge floor, the continuous crack structure intensity height of this bridge floor, good endurance, construction easy construction.
The present invention solves the problems of the technologies described above through following technical scheme.
The continuous crack structure of a kind of bridge floor comprises:
Bent cap;
First bearing, said first bearing is arranged on a side of said bent cap;
First girder, an end of said first girder are arranged on said first bearing;
Second bearing, said second bearing is arranged on the opposite side of said bent cap;
Second girder, an end of said second girder are arranged on said second bearing;
Deck paving, said deck paving are arranged on the bridge deck that the frange plate by the frange plate of said first girder and said second girder constitutes, and cross over said bent cap;
It is characterized in that said deck paving comprises:
Steel-concrete composite slab, the two ends of said steel-concrete composite slab connect said first girder and said second girder respectively, and cross over said bent cap.
The deck paving of the continuous crack structure of bridge floor according to the invention comprises said steel-concrete composite slab, and the intensity of said like this deck paving has been strengthened greatly, and the durability of the continuous crack structure of said bridge floor has also just improved.Because what the present invention used is said steel-concrete composite slab; Rather than what as prior art, use is the neoprene plate; Needn't worry during construction that said steel-concrete composite slab is done to wear; Also needn't said worry steel-concrete composite slab place, slit between said first girder, said second girder and said bent cap sagging, so it is convenient to construct.During construction, itself can be used as template steel-concrete composite slab, and it is convenient to construct like this.In addition; Because it is the intensity of said steel-concrete composite slab is fine,, promptly unsettled at the said bent cap of falling T place so said steel-concrete composite slab can be crossed over said bent cap; The integral body that said like this first girder and said second girder form moves convenient when expanding with heat and contract with cold.
In first optimized technical scheme of the present invention, said steel-concrete composite slab comprises: steel deck-plate, polylith shearing resistance device perforated panel (the English PBL that is called for short) and layer of concrete; Said steel deck-plate two ends connect said first girder and said second girder respectively, and cross over said bent cap; Said shearing resistance device perforated panel is welded on the upper surface of said steel deck-plate, and two ends connect said first girder and said second girder respectively; Said layer of concrete is cast on said steel deck-plate and the shearing resistance device perforated panel, and is positioned on the said steel deck-plate.Polylith shearing resistance device perforated panel can form the perforated panel shear connector as the multiple tracks ribs on the steel deck-plate.So the steel-concrete composite slab intensity described in this technical scheme is fine.
Further, second optimized technical scheme of proposition is that said steel-concrete composite slab also comprises: many reinforcing bars, said reinforcing bar are arranged in the through hole of said shearing resistance device perforated panel on the basis of above-mentioned first optimized technical scheme.Like this, the intensity of steel-concrete composite slab has further been strengthened again.
Further, the 3rd optimized technical scheme of proposition is: the continuous crack structure of said bridge floor also comprises first angle steel and second angle steel on the basis of above-mentioned first optimized technical scheme or second optimized technical scheme; Said first angle steel is embedded on said first girder, and is arranged on the junction of said steel-concrete composite slab and said first girder, and a lateral surface of said first angle steel is fixedly connected with said steel-concrete composite slab bottom surface; Said second angle steel is embedded on said second girder, and is arranged on the junction of said steel-concrete composite slab and said second girder, and a lateral surface of said second angle steel is fixedly connected with the bottom surface of said steel-concrete composite slab.Like this, help strengthening being connected of said steel-concrete composite slab and said first girder and said second girder more, help more said steel-concrete composite slab, said first girder and said second girder are linked to be an integral body.
Further, the 4th optimized technical scheme of proposition is: the continuous crack structure of said bridge floor also comprises the polylith first perforate steel plate, the polylith second perforate steel plate on the basis of above-mentioned the 3rd optimized technical scheme; Every first perforate steel plate all is arranged in said first girder, every first perforate two edges of plate respectively with the two medial surfaces welding of said first angle steel, the distance between the adjacent said first perforate steel plate equates; Every second perforate steel plate all is arranged in said second girder, every second perforate two edges of plate respectively with the two medial surfaces welding of said second angle steel, the distance between the adjacent said second perforate steel plate equates; Many first horizontal reinforcements in said first girder are arranged in the through hole on the said first perforate steel plate; Many second horizontal reinforcements in said second girder are arranged in the through hole on the said second perforate steel plate; Many articles the one U shaped steel muscle in said first girder and the welding of said first angle steel; Many articles the 2nd U shaped steel muscle in said second girder and the welding of said second angle steel.A said U shaped steel muscle plays fixing said first angle steel, and said the 2nd U shaped steel muscle plays fixing said second angle steel.Said first horizontal reinforcement is as reinforcing bar in the hole of the said first perforate steel plate; Said second horizontal reinforcement is as reinforcing bar in the hole of the said second perforate steel plate.The advantage of such structure is, can strengthen being connected of said first angle steel and said second angle steel and said first girder and said second girder.
Further, the 5th optimized technical scheme of proposition be on the basis of above-mentioned any technical scheme, and said deck paving comprises also that stiffener net, steel concrete are mated formation, waterproofing course and asphalt concrete pavement; Said stiffener net is arranged on the said steel-concrete composite slab, and two ends lay respectively at said first girder top and said second girder top; Said steel concrete is mated formation and is built on said stiffener net, said steel-concrete composite slab and said bridge deck; Said waterproofing course is arranged on said steel concrete mats formation; Said asphalt concrete pavement is cast on the said waterproofing course.This deck paving, intensity is good, good waterproof performance, and has the advantage of deck paving of deck paving and the steel concrete of bituminous concrete concurrently.
Further on the basis of above-mentioned any technical scheme; The 6th optimized technical scheme that proposes is: said bent cap is the bent cap of falling T; Said first bearing is arranged on the shoulder of a side of the said bent cap of falling T, and said second bearing is arranged on the shoulder of the opposite side of the said bent cap of falling T; The scope of the distance between one side on the end face of one end of said first girder and the top of the said bent cap of falling T is 40mm-80mm; The scope of the distance between the opposite side on the end face of one end of said second girder and the top of the said bent cap of falling T is 40mm-80mm.A segment distance at interval between one side on the end face of one end of said first girder and the top of the said bent cap of falling T; A segment distance at interval between the opposite side on the end face of one end of said second girder and the top of the said bent cap of falling T provides the space for said first girder and expanding with heat and contract with cold of said second girder.
Further, the 7th optimized technical scheme of proposition is: said first girder and said second girder all are case beams on the basis of above-mentioned any technical scheme.The 8th optimized technical scheme of the present invention is: the thickness of said steel deck-plate is 6mm-15mm; The thickness of said shearing resistance device perforated panel is 6mm-15mm, highly is highly to be 50mm-150mm, and the distance between the adjacent shearing resistance device perforated panel equates that scope is 300mm-500mm.
Further on the basis of above-mentioned any technical scheme; The 9th optimized technical scheme that proposes is: the distance between the bottom surface of said steel-concrete composite slab and the end face of said bent cap is 0mm-30mm, and it is free more to let expanding with heat and contract with cold of said first girder, said second girder and the continuous crack structure of said bridge floor move like this.
Below will combine accompanying drawing that the technique effect of design of the present invention, concrete structure and generation is described further, so that those skilled in the art understand the object of the invention, characteristic and effect fully.
Description of drawings
Fig. 1 is the structural representation of the continuous crack structure of a kind of bridge floor of the prior art;
Fig. 2 is the structural representation of the continuous crack structure of bridge floor of the present invention;
Fig. 3 is the enlarged drawing of A portion among Fig. 2;
Fig. 4 is the steel-concrete composite slab vertical view.
The specific embodiment
As shown in Figure 2, the continuous crack structure of a kind of bridge floor mainly comprises: first girder 1, second girder 2, bent cap 3, deck paving 4, first bearing 5 and second bearing 6.
Bent cap 3 among the present invention can be T type bent cap, the bent cap of falling T, rectangle bent cap.In this specific embodiment, as shown in Figure 2, use be the bent cap of falling T.
First bearing 5 is arranged on the shoulder in the bent cap of falling T left side.One end of first girder 1 is arranged on first bearing 5.First girder 1 among the present invention can be T type beam, case beam, I type beam, plate-girder, and is as shown in Figure 2 in this specific embodiment, use be the case beam.Leave the slit of 40mm-80mm between the left surface on the right side of first girder 1 and the top of the bent cap of falling T.
Second bearing 6 is arranged on the shoulder on the bent cap of falling T right side.One end of second girder 2 is arranged on second bearing 6.Second girder 2 among the present invention can be T type beam, case beam, I type beam, plate-girder, and is as shown in Figure 2 in this specific embodiment, use be the case beam.Stay the slit of 40mm-80mm between the right flank on the left side of second girder 2 and the top of the bent cap of falling T.
Hold concurrently referring to Fig. 4.Steel-concrete composite slab 44 comprises: steel deck-plate 441, polylith shearing resistance device perforated panel 442, layer of concrete (not shown) and many reinforcing bars 443.The thickness of steel deck-plate is 6mm-15mm; The thickness of shearing resistance device perforated panel 442 is 6mm-15mm, highly is 50mm-150mm.In a preferred embodiment, the thickness of steel deck-plate 441 is 12mm, and the thickness of shearing resistance device perforated panel 442 is 12mm, and the height of shearing resistance device perforated panel 442 is 78mm.Steel deck-plate 441 two ends connect first girder 1 and second girder 2 respectively, and cross over bent cap 3; Shearing resistance device perforated panel 442 is welded on the upper surface of steel deck-plate 441, and two ends connect first girder 1 and second girder 2 respectively; Layer of concrete is cast on steel deck-plate 441 and the shearing resistance device perforated panel 442, and is positioned on the steel deck-plate 441.Shearing resistance device perforated panel 442 itself has through hole, shearing resistance device perforated panel 442 in this specific embodiment as the ribs of steel deck-plate 441.Distance between the adjacent shearing resistance device perforated panel equates that scope is 300mm-500mm, and the distance in a preferred embodiment between the adjacent shearing resistance device perforated panel is 400mm.Reinforcing bar 443 is arranged in the through hole of shearing resistance device perforated panel 442.The diameter of reinforcing bar 443 is 10-18mm, and the distance between the adjacent reinforcing bar 443 equates that scope is 80mm-120mm, and in a preferred embodiment, the diameter of reinforcing bar 443 is 12mm, and the distance between the adjacent reinforcing bar 443 is 100mm.
The mode that steel-concrete composite slab 44 two ends connect first girder 1 and second girder 2 respectively is described below.Referring to Fig. 2,3,4, on first girder 1, bury the junction that first angle steel, 7, the first angle steel 7 are positioned at the steel-concrete composite slab 44 and first girder 1 in advance underground.The superolateral surface of first angle steel 7 is fixedly connected with the steel deck-plate 441 of steel-concrete composite slab 44, the bottom surface of shearing resistance device perforated panel 442.The mode of the fixed connection that this specific embodiment adopts is welding; Certainly, adoptable fixed connection mode also can be a pre-embedded bolt in first girder 1, on first angle steel 7, steel deck-plate 441, shearing resistance device perforated panel 442, reserves installing hole, is fixedly connected with bolt and nut.On second girder 2, bury the junction that second angle steel, 8, the second angle steel 8 are positioned at the steel-concrete composite slab 44 and second girder 2 in advance underground.The superolateral surface of second angle steel 8 is fixedly connected with the steel deck-plate 441 of steel-concrete composite slab 44, the bottom surface of shearing resistance device perforated panel 442.The mode of the fixed connection that this specific embodiment adopts is welding; Certainly, adoptable fixed connection mode also can be a pre-embedded bolt in second girder 2, on second angle steel 8, steel deck-plate 441, shearing resistance device perforated panel 442, reserves installing hole, is fixedly connected with bolt and nut.
In order to strengthen first angle steel 7 and second angle steel 8, in first girder 1, also be embedded with the polylith first perforate steel plate 91, in second girder 2, also be embedded with the polylith second perforate steel plate 92.The both sides of every first perforate steel plate 91 respectively with the welding of two medial surfaces of first angle steel 7, the distance between the first adjacent perforate steel plate 91 equates.The both sides of every second perforate steel plate 92 respectively with the welding of two medial surfaces of second angle steel 8, the distance between the second adjacent perforate steel plate 92 equates.Many first horizontal reinforcements 93 in first girder 1 are arranged in the through hole on the first perforate steel plate 91; Many second horizontal reinforcements 94 in second girder 2 are arranged in the through hole on the second perforate steel plate 92; Many articles the one U shaped steel muscle 95 in first girder 1 weld with first angle steel 7; Many articles the 2nd U shaped steel muscle 96 in second girder 2 weld with second angle steel 8.The one U shaped steel muscle 95 works to strengthen first angle steel 7 and is connected with first girder 1, and the 2nd U shaped steel muscle 96 works to strengthen second angle steel 8 and is connected with second girder 2.First horizontal reinforcement 93 is as reinforcing bar in the hole of the first perforate steel plate 91; Second horizontal reinforcement 94 is as reinforcing bar in the hole of the second perforate steel plate 92.First horizontal reinforcement 93, a U shaped steel muscle 95 are reinforcing bars in the beam of first girder 1.Second horizontal reinforcement 94, the 2nd U shaped steel muscle 96 are reinforcing bars in the beam of second girder 2.
The job practices of the continuous crack structure of bridge floor in this specific embodiment is following:
1, ready work:
Be ready to required all raw material;
Polylith perforated panel, many U shaped steel muscle are welded on the medial surface of angle steel, and reinforcing bar is passed the through hole of perforated panel, process built-in fitting.Built-in fitting is placed in the template of girder.Made girder;
2, built bent cap on bridge pier and the bridge pier;
3, girder is propped up on bent cap through bearing;
4, shearing resistance device perforated panel is welded on the upper surface of steel deck-plate, processes built-in fitting;
The angle steel welding of the built-in fitting of 5, shearing resistance device perforated panel and steel deck-plate being processed and the built-in fitting of girder;
Reinforcing bar is passed the through hole on the shearing resistance device perforated panel, lay stiffener net and the layout steel mesh reinforcement of mating formation then;
6, concreting formation steel concrete is mated formation;
7, the water layer of setting up defences;
8, build pitch and form asphalt concrete pavement.
The continuous crack structure of bridge floor of the present invention can be used in simply supported girder bridge.
More than describe preferred embodiment of the present invention in detail.Should be appreciated that those of ordinary skill in the art need not creative work and just can design according to the present invention make many modifications and variation.Therefore, all those of ordinary skill in the art all should be in the determined protection domain by claims under this invention's idea on the basis of existing technology through the available technical scheme of logical analysis, reasoning, or a limited experiment.
Claims (10)
1. continuous crack structure of bridge floor comprises:
Bent cap;
First bearing, said first bearing is arranged on a side of said bent cap;
First girder, an end of said first girder are arranged on said first bearing;
Second bearing, said second bearing is arranged on the opposite side of said bent cap;
Second girder, an end of said second girder are arranged on said second bearing;
Deck paving, said deck paving are arranged on the bridge deck that the frange plate by the frange plate of said first girder and said second girder constitutes;
It is characterized in that said deck paving comprises:
Steel-concrete composite slab, the two ends of said steel-concrete composite slab connect said first girder and said second girder respectively, and cross over said bent cap.
2. the continuous crack structure of a kind of bridge floor as claimed in claim 1 is characterized in that said steel-concrete composite slab comprises:
Steel deck-plate, said steel deck-plate two ends connect said first girder and said second girder respectively, and cross over said bent cap;
Polylith shearing resistance device perforated panel, said shearing resistance device perforated panel is welded on the upper surface of said steel deck-plate, and two ends connect said first girder and said second girder respectively;
Layer of concrete, said layer of concrete are cast on said steel deck-plate and the said shearing resistance device perforated panel, and are positioned on the said steel deck-plate.
3. the continuous crack structure of a kind of bridge floor as claimed in claim 2 is characterized in that said steel-concrete composite slab also comprises:
Many reinforcing bars, said reinforcing bar are arranged in the through hole of said shearing resistance device perforated panel.
4. the continuous crack structure of a kind of bridge floor as claimed in claim 2 is characterized in that, the continuous crack structure of said bridge floor also comprises:
First angle steel, said first angle steel is embedded on said first girder, and is arranged on the junction of said steel-concrete composite slab and said first girder, and a lateral surface of said first angle steel is fixedly connected with the bottom surface of said steel-concrete composite slab;
Second angle steel, said second angle steel is embedded on said second girder, and is arranged on the junction of said steel-concrete composite slab and said second girder, and a lateral surface of said second angle steel is fixedly connected with the bottom surface of said steel-concrete composite slab.
5. the continuous crack structure of a kind of bridge floor as claimed in claim 4 is characterized in that, the continuous crack structure of said bridge floor also comprises:
The polylith first perforate steel plate, every first perforate steel plate all is arranged in said first girder, every first perforate two edges of plate respectively with the two medial surfaces welding of said first angle steel, the distance between the adjacent said first perforate steel plate equates;
The polylith second perforate steel plate, every second perforate steel plate all is arranged in said second girder, every second perforate two edges of plate respectively with the two medial surfaces welding of said second angle steel, the distance between the adjacent said second perforate steel plate equates;
Many first horizontal reinforcements in said first girder are arranged in the through hole on the said first perforate steel plate;
Many second horizontal reinforcements in said second girder are arranged in the through hole on the said second perforate steel plate;
Many articles the one U shaped steel muscle in said first girder and the welding of said first angle steel;
Many articles the 2nd U shaped steel muscle in said second girder and the welding of said second angle steel.
6. the continuous crack structure of a kind of bridge floor as claimed in claim 1 is characterized in that said deck paving also comprises:
The stiffener net, said stiffener net is arranged on the said steel-concrete composite slab, and two ends lay respectively at said first girder top and said second girder top;
Steel concrete is mated formation, and said steel concrete is mated formation and built on said stiffener net, said steel-concrete composite slab and said bridge deck;
Waterproofing course, said waterproofing course are arranged on said steel concrete mats formation;
Asphalt concrete pavement, said asphalt concrete pavement is cast on the said waterproofing course.
7. the continuous crack structure of a kind of bridge floor as claimed in claim 1, it is characterized in that: said bent cap is the bent cap of falling T, and said first bearing is arranged on the shoulder of a side of the said bent cap of falling T, and said second bearing is arranged on the shoulder of the opposite side of the said bent cap of falling T; The scope of the distance between one side on the end face of one end of said first girder and the top of the said bent cap of falling T is 40mm-80mm; The scope of the distance between the opposite side on the end face of one end of said second girder and the top of the said bent cap of falling T is 40mm-80mm.
8. the continuous crack structure of a kind of bridge floor as claimed in claim 1 is characterized in that: said first girder and said second girder all are case beams.
9. the continuous crack structure of a kind of bridge floor as claimed in claim 2 is characterized in that: the thickness of said steel deck-plate is 6mm-15mm; The thickness of said shearing resistance device perforated panel is 6mm-15mm, highly is 50mm-150mm, and the distance between the adjacent shearing resistance device perforated panel equates that scope is 300mm-500mm.
10. the continuous crack structure of a kind of bridge floor as claimed in claim 1 is characterized in that the distance between the bottom surface of said steel-concrete composite slab and the end face of said bent cap is 0mm-30mm.
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| CN2011100006470A CN102021885B (en) | 2011-01-04 | 2011-01-04 | Bridge deck continuous seam structure |
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| CN2011100006470A CN102021885B (en) | 2011-01-04 | 2011-01-04 | Bridge deck continuous seam structure |
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| CN102021885B true CN102021885B (en) | 2012-02-15 |
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Families Citing this family (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103774541B (en) * | 2012-10-17 | 2016-08-03 | 上海市政工程设计研究总院（集团）有限公司 | A kind of multiple-piece composite beam bridge top and the bottom monolithic construction and construction method thereof |
| CN103015313B (en) * | 2012-12-31 | 2015-09-02 | 浙江大学 | A kind of bridge floor continuation apparatus and bridge floor continuation method being applied to simply supported girder bridge |
| CN103938546B (en) * | 2013-01-23 | 2016-02-10 | 上海市城市建设设计研究总院 | Simply supported non-uniform construction method |
| CN107237260A (en) * | 2017-08-11 | 2017-10-10 | 上海市城市建设设计研究总院（集团）有限公司 | Structure is longitudinally continuous using the floorings of UHPC clad cans |
| CN108035252A (en) * | 2017-12-01 | 2018-05-15 | 上海市政工程设计研究总院（集团）有限公司 | A kind of simply supported girder bridge panel continuous structure and its construction method |
| CN108179697B (en) * | 2018-01-26 | 2024-03-26 | 浙江工业大学 | Leakage-resistant bridge deck seamless construction structure with non-bonded continuous plates and construction method thereof |
| CN109722988A (en) * | 2019-02-25 | 2019-05-07 | 北京市市政工程设计研究总院有限公司 | A kind of shearing resistance bridge floor continuous structure and construction method |
| CN109778712A (en) * | 2019-03-22 | 2019-05-21 | 北京市市政工程设计研究总院有限公司 | A kind of method and prefabricated beam body for continuously locating to limit beam-ends corner displacement for bridge floor |
| CN111926675A (en) * | 2020-07-29 | 2020-11-13 | 长江勘测规划设计研究有限责任公司 | Bridge deck continuous structure for reducing arrangement of bridge deck expansion joints and construction method thereof |
| CN113718637A (en) * | 2021-09-10 | 2021-11-30 | 上海市城市建设设计研究总院（集团）有限公司 | Bridge deck continuous structure for simply supported beam and inverted T-shaped capping beam system and construction method |
| CN114232449A (en) * | 2022-01-13 | 2022-03-25 | 福州大学 | Bridge deck structure at inverted T-shaped cover beam of simply supported steel-concrete composite beam bridge and construction method |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2463441Y (en) * | 2001-02-21 | 2001-12-05 | 王自成 | Bridge expansion joint device by plate tooth seam method |
| CN2898101Y (en) * | 2005-09-12 | 2007-05-09 | 衡水中铁建工程橡胶有限责任公司 | Special telescopic seam for passenger railway line |
| EP2194190B1 (en) * | 2008-12-04 | 2012-07-25 | Mageba S.A. | Expansion joint bridging device |
| CN201924278U (en) * | 2011-01-04 | 2011-08-10 | 上海市城市建设设计研究院 | Continuous seam structure for bridge floor |
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