CN102021885A - Bridge deck continuous seam structure - Google Patents
Bridge deck continuous seam structure Download PDFInfo
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- CN102021885A CN102021885A CN 201110000647 CN201110000647A CN102021885A CN 102021885 A CN102021885 A CN 102021885A CN 201110000647 CN201110000647 CN 201110000647 CN 201110000647 A CN201110000647 A CN 201110000647A CN 102021885 A CN102021885 A CN 102021885A
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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 widely adopted.As shown in Figure 1, this is a kind of continuous crack structure that mainly is made 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 of this bridge floor height, good endurance, construction easy construction.
The present invention solves the problems of the technologies described above by the following technical programs.
The continuous crack structure of a kind of bridge floor comprises:
Bent cap;
First bearing, described first bearing is arranged on a side of described bent cap;
First girder, an end of described first girder are arranged on described first bearing;
Second bearing, described second bearing is arranged on the opposite side of described bent cap;
Second girder, an end of described second girder are arranged on described second bearing;
Deck paving, described deck paving are arranged on the bridge deck that the frange plate by the frange plate of described first girder and described second girder constitutes, and cross over described bent cap;
It is characterized in that described deck paving comprises:
Steel-concrete composite slab, the two ends of described steel-concrete composite slab connect described first girder and described second girder respectively, and cross over described bent cap.
The deck paving of the continuous crack structure of bridge floor of the present invention comprises described steel-concrete composite slab, and the intensity of described like this deck paving has been strengthened greatly, and the durability of the continuous crack structure of described bridge floor has also just improved.Because what the present invention used is described steel-concrete composite slab, rather than what use as prior art is the neoprene plate, needn't worry during construction that described steel-concrete composite slab is done to wear, also needn't described worry steel-concrete composite slab place, slit between described first girder, described second girder and described 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 described steel-concrete composite slab is fine,, promptly unsettled at the described bent cap of falling T place so described steel-concrete composite slab can be crossed over described bent cap, the integral body that described like this first girder and described second girder form moves convenient when expanding with heat and contract with cold.
In first optimized technical scheme of the present invention, described 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; Described steel deck-plate two ends connect described first girder and described second girder respectively, and cross over described bent cap; Described shearing resistance device perforated panel is welded on the upper surface of described steel deck-plate, and two ends connect described first girder and described second girder respectively; Described layer of concrete is cast on described steel deck-plate and the shearing resistance device perforated panel, and is positioned on the described 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 described steel-concrete composite slab also comprises: many reinforcing bars, described reinforcing bar are arranged in the through hole of described 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 described 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; Described first angle steel is embedded on described first girder, and is arranged on the junction of described steel-concrete composite slab and described first girder, and a lateral surface of described first angle steel is fixedlyed connected with described steel-concrete composite slab bottom surface; Described second angle steel is embedded on described second girder, and is arranged on the junction of described steel-concrete composite slab and described second girder, and a lateral surface of described second angle steel is fixedlyed connected with the bottom surface of described steel-concrete composite slab.Like this, help strengthening being connected of described steel-concrete composite slab and described first girder and described second girder more, help more described steel-concrete composite slab, described first girder and described second girder are linked to be an integral body.
Further, the 4th optimized technical scheme of proposition is: the continuous crack structure of described 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 described first girder, every first perforate two edges of plate respectively with the two medial surfaces welding of described first angle steel, the distance between the adjacent described first perforate steel plate equates; Every second perforate steel plate all is arranged in described second girder, every second perforate two edges of plate respectively with the two medial surfaces welding of described second angle steel, the distance between the adjacent described second perforate steel plate equates; Many first horizontal reinforcements in described first girder are arranged in the through hole on the described first perforate steel plate; Many second horizontal reinforcements in described second girder are arranged in the through hole on the described second perforate steel plate; Many articles the one U shaped steel muscle in described first girder and the welding of described first angle steel; Many articles the 2nd U shaped steel muscle in described second girder and the welding of described second angle steel.A described U shaped steel muscle plays fixing described first angle steel, and described the 2nd U shaped steel muscle plays fixing described second angle steel.Described first horizontal reinforcement is as reinforcing bar in the hole of the described first perforate steel plate; Described second horizontal reinforcement is as reinforcing bar in the hole of the described second perforate steel plate.The advantage of such structure is, can strengthen being connected of described first angle steel and described second angle steel and described first girder and described second girder.
Further, the 5th optimized technical scheme of proposition be on the basis of above-mentioned any one technical scheme, and described deck paving comprises also that stiffener net, steel concrete are mated formation, waterproofing course and asphalt concrete pavement; Described stiffener net is arranged on the described steel-concrete composite slab, and two ends lay respectively at described first girder top and described second girder top; Described steel concrete is mated formation and is built on described stiffener net, described steel-concrete composite slab and described bridge deck; Described waterproofing course is arranged on described steel concrete mats formation; Described asphalt concrete pavement is cast on the described waterproofing course.This deck paving, intensity is good, good waterproof performance, and has the advantage of the deck paving of the deck paving of bituminous concrete and steel concrete concurrently.
Further on the basis of above-mentioned any one technical scheme, the 6th optimized technical scheme that proposes is: described bent cap is the bent cap of falling T, described first bearing is arranged on the shoulder of a side of the described bent cap of falling T, and described second bearing is arranged on the shoulder of the opposite side of the described bent cap of falling T; The scope of the distance between one side on the end face of one end of described first girder and the top of the described 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 described second girder and the top of the described bent cap of falling T is 40mm-80mm.A segment distance at interval between one side on the end face of one end of described first girder and the top of the described bent cap of falling T, a segment distance at interval between the opposite side on the end face of one end of described second girder and the top of the described bent cap of falling T provides the space for described first girder and expanding with heat and contract with cold of described second girder.
Further, the 7th optimized technical scheme of proposition is: described first girder and described second girder all are case beams on the basis of above-mentioned any one technical scheme.The 8th optimized technical scheme of the present invention is: the thickness of described steel deck-plate is 6mm-15mm; The thickness of described 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 one technical scheme, the 9th optimized technical scheme that proposes is: the distance between the bottom surface of described steel-concrete composite slab and the end face of described bent cap is 0mm-30mm, and it is free more to allow expanding with heat and contract with cold of described first girder, described second girder and the continuous crack structure of described bridge floor move like this.
Be described further below with reference to the technique effect of accompanying drawing, so that those skilled in the art understand purpose of the present invention, feature and effect fully design of the present invention, concrete structure and generation.
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, in this specific embodiment, as shown in Figure 2, 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, in this specific embodiment, as shown in Figure 2, 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.
It is as described below that steel-concrete composite slab 44 two ends connect the mode of first girder 1 and second girder 2 respectively.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 fixedlyed connected with the steel deck-plate 441 of steel-concrete composite slab 44, the bottom surface of shearing resistance device perforated panel 442.The fixedly connected mode that this specific embodiment adopts is welding; Certainly, adoptable fixedly connected mode also can be a pre-embedded bolt in first girder 1, reserves installing hole on first angle steel 7, steel deck-plate 441, shearing resistance device perforated panel 442, and 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 fixedlyed connected with the steel deck-plate 441 of steel-concrete composite slab 44, the bottom surface of shearing resistance device perforated panel 442.The fixedly connected mode that this specific embodiment adopts is welding; Certainly, adoptable fixedly connected mode also can be a pre-embedded bolt in second girder 2, reserves installing hole on second angle steel 8, steel deck-plate 441, shearing resistance device perforated panel 442, and 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 polylith first perforated panel 91, in second girder 2, also be embedded with polylith second perforated panel 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 the interior reinforcing bars of the beam of first girder 1.Second horizontal reinforcement 94, the 2nd U shaped steel muscle 96 are the interior reinforcing bars of the beam of second girder 2.
The job practices of the continuous crack structure of bridge floor in this specific embodiment is as follows:
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, make 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 by bearing;
4, shearing resistance device perforated panel is welded on the upper surface of steel deck-plate, makes built-in fitting;
5, the angle steel of the built-in fitting of built-in fitting that shearing resistance device perforated panel and steel deck-plate are made and girder welding;
Reinforcing bar is passed 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 variations.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 by 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, described first bearing is arranged on a side of described bent cap;
First girder, an end of described first girder are arranged on described first bearing;
Second bearing, described second bearing is arranged on the opposite side of described bent cap;
Second girder, an end of described second girder are arranged on described second bearing;
Deck paving, described deck paving are arranged on the bridge deck that the frange plate by the frange plate of described first girder and described second girder constitutes;
It is characterized in that described deck paving comprises:
Steel-concrete composite slab, the two ends of described steel-concrete composite slab connect described first girder and described second girder respectively, and cross over described bent cap.
2. the continuous crack structure of a kind of bridge floor as claimed in claim 1 is characterized in that described steel-concrete composite slab comprises:
Steel deck-plate, described steel deck-plate two ends connect described first girder and described second girder respectively, and cross over described bent cap;
Polylith shearing resistance device perforated panel, described shearing resistance device perforated panel is welded on the upper surface of described steel deck-plate, and two ends connect described first girder and described second girder respectively;
Layer of concrete, described layer of concrete are cast on described steel deck-plate and the described shearing resistance device perforated panel, and are positioned on the described steel deck-plate.
3. the continuous crack structure of a kind of bridge floor as claimed in claim 2 is characterized in that described steel-concrete composite slab also comprises:
Many reinforcing bars, described reinforcing bar are arranged in the through hole of described 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 described bridge floor also comprises:
First angle steel, described first angle steel is embedded on described first girder, and is arranged on the junction of described steel-concrete composite slab and described first girder, and a lateral surface of described first angle steel is fixedlyed connected with the bottom surface of described steel-concrete composite slab;
Second angle steel, described second angle steel is embedded on described second girder, and is arranged on the junction of described steel-concrete composite slab and described second girder, and a lateral surface of described second angle steel is fixedlyed connected with the bottom surface of described 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 described bridge floor also comprises:
The polylith first perforate steel plate, every first perforate steel plate all is arranged in described first girder, every first perforate two edges of plate respectively with the two medial surfaces welding of described first angle steel, the distance between the adjacent described first perforate steel plate equates;
The polylith second perforate steel plate, every second perforate steel plate all is arranged in described second girder, every second perforate two edges of plate respectively with the two medial surfaces welding of described second angle steel, the distance between the adjacent described second perforate steel plate equates;
Many first horizontal reinforcements in described first girder are arranged in the through hole on the described first perforate steel plate;
Many second horizontal reinforcements in described second girder are arranged in the through hole on the described second perforate steel plate;
Many articles the one U shaped steel muscle in described first girder and the welding of described first angle steel;
Many articles the 2nd U shaped steel muscle in described second girder and the welding of described second angle steel.
6. the continuous crack structure of a kind of bridge floor as claimed in claim 1 is characterized in that described deck paving also comprises:
The stiffener net, described stiffener net is arranged on the described steel-concrete composite slab, and two ends lay respectively at described first girder top and described second girder top;
Steel concrete is mated formation, and described steel concrete is mated formation and built on described stiffener net, described steel-concrete composite slab and described bridge deck;
Waterproofing course, described waterproofing course are arranged on described steel concrete mats formation;
Asphalt concrete pavement, described asphalt concrete pavement is cast on the described waterproofing course.
7. the continuous crack structure of a kind of bridge floor as claimed in claim 1, it is characterized in that: described bent cap is the bent cap of falling T, and described first bearing is arranged on the shoulder of a side of the described bent cap of falling T, and described second bearing is arranged on the shoulder of the opposite side of the described bent cap of falling T; The scope of the distance between one side on the end face of one end of described first girder and the top of the described 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 described second girder and the top of the described 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: described first girder and described 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 described steel deck-plate is 6mm-15mm; The thickness of described 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 described steel-concrete composite slab and the end face of described 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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| CN103938546A (en) * | 2013-01-23 | 2014-07-23 | 上海市城市建设设计研究总院 | Simple-supported continuous construction method and structure thereof |
| 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 |
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| 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 |
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| 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 |
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| CN103774541A (en) * | 2012-10-17 | 2014-05-07 | 上海市政工程设计研究总院（集团）有限公司 | Upper and lower integral structure of multi-piece type combined beam bridge and construction method thereof |
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| CN105862597B (en) * | 2012-10-17 | 2017-11-24 | 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 construction method |
| CN103015313A (en) * | 2012-12-31 | 2013-04-03 | 浙江大学 | Bridge deck continuous apparatus applied to simple supported girder bridge and bridge deck continuous method |
| CN103938546A (en) * | 2013-01-23 | 2014-07-23 | 上海市城市建设设计研究总院 | Simple-supported continuous construction method and structure thereof |
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| 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 |
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| CN108179697A (en) * | 2018-01-26 | 2018-06-19 | 浙江工业大学 | A kind of band is without the anti-leakage bridge floor seamless process constructing structure and its construction method for cohering continuous slab |
| 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 |
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| 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 |
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