CN209779448U - Full-automatic welding high-fatigue-resistance orthotropic steel bridge deck - Google Patents
Full-automatic welding high-fatigue-resistance orthotropic steel bridge deck Download PDFInfo
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- CN209779448U CN209779448U CN201821783487.5U CN201821783487U CN209779448U CN 209779448 U CN209779448 U CN 209779448U CN 201821783487 U CN201821783487 U CN 201821783487U CN 209779448 U CN209779448 U CN 209779448U
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- 238000003466 welding Methods 0.000 title claims abstract description 107
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 76
- 239000010959 steel Substances 0.000 title claims abstract description 76
- 239000003351 stiffener Substances 0.000 claims description 5
- 230000035515 penetration Effects 0.000 abstract description 16
- 238000005336 cracking Methods 0.000 description 10
- 238000004519 manufacturing process Methods 0.000 description 10
- 238000000034 method Methods 0.000 description 9
- 230000007547 defect Effects 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 239000010953 base metal Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000035772 mutation Effects 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 230000001737 promoting effect Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 230000037452 priming Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
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Abstract
the utility model discloses full-automatic welding high fatigue resistance orthotropic steel bridge deck slab includes a plurality of end to end's steel bridge deck slab section, steel bridge deck slab section include the roof and the vertical interval of extending direction of roof bottom is equipped with the floor, vertical interval floor bottom is equipped with the bottom plate, the horizontal vertical interval in bottom plate bottom surface is equipped with the cross slab, the floor is with the full penetration welding seam of the underrun double-sided or the welding of partial penetration double-sided weld of roof, the floor passes through the welding of two-sided full penetration welding seam or double-sided fillet weld with the top surface of bottom plate, through the welding of partial penetration double-sided weld or double-sided fillet weld between bottom plate and the cross slab.
Description
Technical Field
The utility model relates to a bridge building technical field particularly, relates to full-automatic welding high fatigue resistance orthotropic steel bridge deck board.
Background
The orthotropic steel bridge deck has the outstanding advantages of factory manufacture, light weight, high strength, easy assembly and construction and the like, so that the orthotropic steel bridge deck is the preferred bridge deck structural form of the large-span steel bridge. However, due to factors such as complex structure stress, concentrated local stress, numerous and crossed welding seams, various welding defects which are difficult to avoid and the like, the traditional orthotropic steel bridge deck has more fatigue cracking cases in the application process of a real bridge and has the characteristics of universality, multiformity and early-stage property. The reinforcement and maintenance cost after the orthotropic steel bridge deck is cracked is high, and the traffic is mostly required to be interrupted, so the life cycle cost is greatly increased, the service quality is influenced, and serious economic and social influences are generated. Therefore, the problem of fatigue cracking of the orthotropic steel bridge deck slab becomes an important problem for restricting the sustainable development of the large-span bridge.
The traditional orthotropic steel bridge deck slab which is widely adopted at present is a bridge deck structure with obvious difference in longitudinal and transverse rigidity formed by welding a top plate, a closed rib plate and a diaphragm plate: the closed rib plates are arranged at intervals along the longitudinal direction of the bridge at certain transverse intervals, and the transverse partition plates are arranged at intervals along the transverse direction of the bridge and are perpendicular to the rib plates at certain longitudinal intervals. According to statistics, fatigue cracking cases of the welding details of the top plate and the rib plate and the cross details of the rib plate and the diaphragm plate respectively account for 61.0% and 30.2% of the fatigue cracking of the traditional orthotropic steel bridge deck, the total proportion of the fatigue cracking cases and the fatigue cracking cases is 91.2%, and the fatigue cracking cases are the most important fatigue vulnerable parts of the traditional orthotropic steel bridge deck.
for the former, the bridge deck structure has no rib plate stiffening part and only provides low local transverse bending rigidity by a top plate, so that the top plate can generate large out-of-plane deformation under the local action of vehicle wheel load, so that severe stress concentration is generated at the welding detail geometric mutation position of the top plate and the rib plate, and the top plate and the rib plate are connected by a single-side fillet weld which is usually only penetrated by the outer part of a rib plate web plate, so that an unconnected part exists at the root part of the weld, the unconnected part forms a crack-like structure and is easy to generate various welding defects; for the latter bridge deck structure, the ribbed slab continuously passes through the diaphragm plate, the diaphragm plate is provided with holes according to a certain shape and is welded with the ribbed slab part, and the edge of the hole and the end part of the connecting weld joint of the detail also generate serious stress concentration under the action of wheel load; this type of bridge deck structure has more break points because of vertical and horizontal rib cross arrangement for there are more points when automatic welding is made, seriously influences manufacturing efficiency, and local area still needs artifical manual welding, and welding quality is difficult to guarantee.
Under the background of vigorously promoting the structural reform of the supply side of the infrastructure in China, the steel structure bridge is more widely applied. Therefore, the development of the full-automatic welded high-fatigue-resistance steel bridge deck is very important for promoting the sustainable development of the steel structure bridge. Improving the welding process, reducing the intersection of welding seams, improving the local rigidity and eliminating the traditional fatigue cracking hot spot are the necessary ways for developing the full-automatic welding of the high-fatigue-resistance steel bridge deck.
SUMMERY OF THE UTILITY MODEL
a primary object of the utility model is to provide a novel orthotropic steel bridge deck to solve among the prior art problem that orthotropic steel bridge deck is easy tired and the efficiency of construction is low.
In order to realize above-mentioned purpose, the utility model provides a full-automatic welding high fatigue resistance orthotropic steel bridge deck, including a plurality of end to end's steel bridge deck segment section, the steel bridge deck segment section include the roof and the vertical interval of extending direction of roof bottom is equipped with the floor, vertical interval floor bottom is equipped with the bottom plate, the horizontal vertical interval in bottom plate bottom surface is equipped with the cross slab, the floor is with the full penetration welding seam of the underrun double-sided or the welding of partial penetration double-sided weld of roof, the floor is through the welding of full penetration welding seam or double-sided fillet weld of two-sided with the top surface of bottom plate, through the welding of partial penetration double-sided weld or double-sided fillet weld between bottom plate and the cross slab.
further, the top plates between the adjacent steel bridge deck plate sections are welded and connected through single-side welding and double-side forming welding seams, and the rib plates between the adjacent steel bridge deck plate sections are connected through high-strength bolts in a bolted mode.
Furthermore, the floor is opening stiffening rib, opening stiffening rib both ends are equipped with the bolt hole that supplies the floor to cut the connection between.
Furthermore, the thickness of the rib plates is 8-10mm, the height of the rib plates is 200-250mm, and the transverse distance between every two adjacent rib plates is 300-350 mm.
furthermore, the bottom plate is a straight steel plate, and arc-shaped notches for construction of butt bolts between rib plate sections are formed in two ends of the straight steel plate at intervals respectively.
Furthermore, the diaphragm plate comprises a diaphragm plate stiffening plate vertically arranged on the bottom surface of the bottom plate and a T-shaped structure formed by flange plates arranged at the bottom of the diaphragm plate stiffening plate.
Furthermore, the thickness of the diaphragm plate stiffening plate is 12-16mm, the height of the diaphragm plate stiffening plate is 500-800mm, the thickness of the flange plate is 16-24mm, and the distance between adjacent diaphragm plates is 3000-4000 mm.
Further, the thickness of the top plate is 16-20 mm.
Compared with the prior art, the utility model following beneficial effect has:
(1) the closed U-shaped rib plate which is adopted by the traditional orthotropic steel bridge deck is optimized into a novel structural form of an open rib plate and a sealed bottom plate. Compared with the traditional closed U-shaped rib plate, the novel structure has the advantages that the traditional welding robot can be directly adopted to realize double-sided welding when the top plate is connected with the open rib plate type rib plate in a welding mode, the manufacturing and the processing are easy, the quality is reliable, and a large number of welding initial defects can be reduced, so that higher fatigue resistance is obtained; compared with the traditional open rib plate, the closed bottom plate connects all the rib plates to form a plurality of closed stiffening ribs which are stressed cooperatively, so that the local torsional rigidity is obviously improved, the stress concentration degree of the welding details of the top plate and the rib plates is greatly reduced, the fatigue damage effect under the action of vehicle load is reduced, and the fatigue resistance of the details can be improved.
(2) An arc-shaped notch on a diaphragm plate in the traditional orthotropic steel bridge deck plate structure is cancelled, and the diaphragm plate in a complete regular shape is directly welded and connected with the bottom plate. The arc-shaped notch is formed in the diaphragm plate in the traditional orthotropic steel bridge deck plate and used for reducing the constraint secondary stress between the rib plate and the rib plate, and the arrangement of the arc-shaped notch enables the peripheral welding position of the end part of the connecting welding line of the diaphragm plate and the rib plate, the edge of the arc-shaped notch and the three-way intersection of the diaphragm plate, the top plate and the welding line of the rib plate to become high-incidence details of fatigue cracking. The utility model discloses a diaphragm plate and floor vertical arrangement nevertheless do not intersect in the coplanar with the floor, and directly link to each other with the bottom plate, so can cancel the arc trompil that the shape is complicated and very easily fatigue fracture to improve the fatigue resistance of steel bridge face structure system by a wide margin.
(3) The method has the advantages that the manufacturing process of a factory can be reduced by canceling the arc-shaped notch, the original processes are greatly simplified, the crossing of welding seams is reduced, all the welding seams are made into linear welding seams, the welding robot can easily perform one-step welding forming, the quality of the connection welding seams is stable, and the fatigue resistance of welding details is improved.
The utility model is suitable for a bridge building technical field.
the present invention will be further described with reference to the accompanying drawings and the detailed description. Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
The accompanying drawings, which form a part of the disclosure, are included to assist in understanding the disclosure, and the description provided herein and the accompanying drawings, which are related thereto, are intended to explain the disclosure, but do not constitute an undue limitation on the disclosure. In the drawings:
FIG. 1 is a schematic structural view of a fully-automatic welded orthotropic steel deck plate with high fatigue resistance;
FIG. 2 is a schematic view of the fully automatic welded orthotropic steel deck plate with high fatigue resistance of the present invention;
FIG. 3 is a schematic structural view of a rib plate in a full-automatic welding high fatigue resistance orthotropic steel bridge deck;
FIG. 4 is a schematic structural view of a bottom plate in a fully-automatic welded orthotropic steel bridge deck with high fatigue resistance;
FIG. 5 is a schematic structural view of a diaphragm plate in a fully-automatic welded orthotropic steel bridge deck with high fatigue resistance;
FIG. 6 is a schematic view of the fully automatic welding of the welded connection between the top plate and the rib plate of the orthotropic steel bridge deck with high fatigue resistance of the present invention;
FIG. 7 is a schematic view of the fully automatic welding manufacturing of the middle bottom plate and the rib plate of the orthotropic steel bridge deck with high fatigue resistance;
FIG. 8 is a schematic view of the cross plate and the bottom plate of the orthotropic steel bridge deck with full-automatic welding and high fatigue resistance of the present invention;
Fig. 9 is a schematic structural view of an orthogonal deformed steel deck slab in the prior art.
the relevant references in the above figures are:
1: a top plate;
2: a rib plate;
21: bolt holes;
3: a base plate;
31: an arc-shaped notch;
4: a diaphragm plate;
41: a transverse clapboard stiffener plate;
42: a flange plate;
5: the top plate and the rib plate are connected with a welding seam;
6: the rib plate is connected with the bottom plate through a welding seam;
7: the bottom plate is connected with the transverse clapboard stiffening plate by welding seams;
8: the transverse clapboard stiffening plate and the flange plate are connected with a welding seam.
Detailed Description
The present invention will be described more fully with reference to the accompanying drawings. Those of ordinary skill in the art will be able to implement the invention based on these descriptions. Before the present invention is described with reference to the accompanying drawings, it is to be noted that:
the technical solutions and features provided in the present invention in each part including the following description may be combined with each other without conflict.
Moreover, the embodiments of the invention described in the following description are generally only some embodiments, but not all embodiments, of the invention. Therefore, all other embodiments obtained by a person of ordinary skill in the art without any creative effort based on the embodiments of the present invention shall fall within the protection scope of the present invention.
With respect to the terms and units of the present invention. The terms "comprising," "having," and any variations thereof in the description and claims of this invention and the related sections are intended to cover non-exclusive inclusions.
The term "double-sided full penetration weld" herein is: the outer side of the rib plate is provided with a groove, the inner side of the rib plate adopts a fillet weld, the rib plate is welded with the base metal by adopting methods such as submerged arc welding, gas shielded welding and the like, and the thickness of the penetration is the thickness of the whole rib plate.
the term "partial penetration double-sided weld" is: the outer side of the rib plate is provided with a groove, the inner side of the rib plate adopts a fillet weld, the rib plate is welded with the base metal by adopting methods such as submerged arc welding, gas shielded welding and the like, and the thickness of the penetration is less than the thickness of the whole rib plate.
the term "double fillet weld" is: on two surfaces which are vertical to each other, welding seams on two sides are triangular, namely, one steel plate is overlapped on the other steel plate, and the welding seams on two sides of the steel plate are triangular.
The utility model discloses full-automatic welding high fatigue resistance orthotropic steel bridge deck, including a plurality of end to end's steel bridge deck segment, as shown in fig. 1-2, the steel bridge deck segment includes roof 1 and the vertical interval of extending direction of roof 1 bottom is equipped with floor 2, vertical interval floor 2 bottom is equipped with bottom plate 3, the horizontal vertical interval of bottom surface of bottom plate 3 is equipped with cross slab 4, floor 2 and the bottom surface of roof 1 are through two-sided full penetration welding seam or partial penetration two-sided welding seam welding, and be promptly through roof and floor connecting weld 5 welding between floor 2 and the roof 1; the rib plate 2 is welded with the top surface of the bottom plate 3 through a double-sided full penetration weld seam or a double-sided fillet weld seam, the bottom plate 3 is welded with the transverse clapboard 4 through a partial penetration double-sided weld seam or a double-sided fillet weld seam, namely the rib plate 2 and the bottom plate 3 are connected with a transverse clapboard stiffening plate through the bottom plate through a weld seam 7; the diaphragm plate stiffening plate 41 and the flange plate 42 are welded with the flange plate connecting weld seam 8 through the diaphragm plate stiffening plate.
As shown in fig. 3-5, the rib plate 2 is an open stiffening rib, and bolt holes 21 for connecting the rib plate 2 segments are arranged at two ends of the open stiffening rib. The bottom plate 3 is a straight steel plate, and arc-shaped notches 31 for construction of butt bolts between the segments of the rib plate 2 are respectively arranged at two ends of the straight steel plate at intervals. The diaphragm plate 4 comprises a T-shaped structure which is composed of a diaphragm plate stiffening plate 41 vertically arranged on the bottom surface of the bottom plate 3 and a flange plate 42 arranged at the bottom of the diaphragm plate stiffening plate. The top plates 1 between the adjacent steel bridge deck plate sections are welded and connected through single-side welding and double-side forming welding lines, and the rib plates 2 between the adjacent steel bridge deck plate sections are bolted and connected through high-strength bolts.
The top plate 1 and the transverse partition stiffening plates 41 are also both straight steel plates.
preferably, said ribs 2 have a thickness of 8-10mm, a height of 200-250mm and a transverse spacing of 300-350mm between adjacent ribs 2. The thickness of the transverse diaphragm stiffening plate is 12-16mm, the height of the transverse diaphragm stiffening plate is 500-800mm, the thickness of the flange plate 42 is 16-24mm, and the distance between every two adjacent transverse diaphragm plates 4 is 3000-4000 mm. The thickness of the top plate 1 is 16-20 mm.
referring to fig. 2 and fig. 6 to 8, the method for manufacturing orthotropic steel deck slab of the present invention comprises the following steps:
(1) Right on the standardized automatic production line of mill the utility model discloses roof 1, floor 2, bottom plate 3, each plate unit of cross slab 4 among the orthotropic steel bridge deck plate carry out rust cleaning, spraying priming paint, essence cut unloading and quality inspection.
(2) And cutting crevasses, prefabricating bolt holes and cutting holes on the plate in a factory.
(3) The steel bridge deck is automatically assembled in a factory, the top plate 1 is placed on a special assembly tire mold during assembly, the rib plate 2 is accurately positioned on the deck and is closely attached to the top plate 1, positioning welding is carried out, the sag of the rib plate 2 is checked after the positioning welding, and the full-automatic welding robot is adopted to carry out ship position welding on the top plate 1 and the rib plate 2 after the requirement is met; after the top plate 1 and the ribbed plate 2 are welded and assembled, the assembled plate structure is accurately positioned on the bottom plate, and at the moment, a longitudinal welding line between the lower side of the ribbed plate 2 and the bottom plate 3 can only be welded from the inside, and an internal welding robot is adopted for double-side welding; it is then turned upside down on the working jig and the automatic welding is carried out with the bulkhead 4 precisely positioned on the floor 3 in a direction perpendicular to the extension of the ribbed slab 2.
as shown in fig. 9, the prior art composite steel deck panel includes a top plate a; a diaphragm plate b; and the longitudinal ribs c are connected with the bottom of the top plate a in a welding mode, the diaphragm plates b are connected with the longitudinal ribs c in a welding mode, and the connecting mode enables welding seams d of the diaphragm plates and the longitudinal ribs and welding seams e of the top plate and the longitudinal ribs to be generated in the combined steel bridge deck. In the prior art, the steel bridge deck plate generates severe stress concentration at the welding detail geometric mutation position of the top plate and the ribbed plate, and the top plate and the ribbed plate are connected by a single-sided fillet weld which is usually only penetrated by the outer part of a web plate of the ribbed plate, so that an unconnected part exists at the root of the weld, the unconnected part forms a crack-like structure per se and is easy to generate various welding defects; for the latter bridge deck structure, the ribbed slab continuously passes through the diaphragm plate, the diaphragm plate is provided with holes according to a certain shape and is welded with the ribbed slab part, and the edge of the hole and the end part of the connecting weld joint of the detail also generate serious stress concentration under the action of wheel load; this kind of bridge floor structure is because of the criss-cross arrangement of vertical and horizontal rib for there are more break points when automatic welding is made, especially the lower extreme tip department of welding seam d, seriously influences manufacturing efficiency, and local area still needs artifical manual welding, and welding quality is difficult to guarantee.
Compared with the prior art, the utility model following beneficial effect has:
(1) The closed U-shaped rib plate which is adopted by the traditional orthotropic steel bridge deck is optimized into a novel structural form of an open rib plate and a sealed bottom plate. Compared with the traditional closed U-shaped rib plate, the novel structure has the advantages that the traditional welding robot can be directly adopted to realize double-sided welding when the top plate is connected with the open rib plate type rib plate in a welding mode, the manufacturing and the processing are easy, the quality is reliable, and a large number of welding initial defects can be reduced, so that higher fatigue resistance is obtained; compared with the traditional open rib plate, the closed bottom plate connects all the rib plates to form a plurality of closed stiffening ribs which are stressed cooperatively, so that the local torsional rigidity is obviously improved, the stress concentration degree of the welding details of the top plate and the rib plates is greatly reduced, the fatigue damage effect under the action of vehicle load is reduced, and the fatigue resistance of the details can be improved.
(2) an arc-shaped notch on a diaphragm plate in the traditional orthotropic steel bridge deck plate structure is cancelled, and the diaphragm plate in a complete regular shape is directly welded and connected with the bottom plate. The arc-shaped notch is formed in the diaphragm plate in the traditional orthotropic steel bridge deck plate and used for reducing the constraint secondary stress between the rib plate and the rib plate, and the arrangement of the arc-shaped notch enables the peripheral welding position of the end part of the connecting welding line of the diaphragm plate and the rib plate, the edge of the arc-shaped notch and the three-way intersection of the diaphragm plate, the top plate and the welding line of the rib plate to become high-incidence details of fatigue cracking. The utility model discloses a diaphragm plate and floor vertical arrangement nevertheless do not intersect in the coplanar with the floor, and directly link to each other with the bottom plate, so can cancel the arc trompil that the shape is complicated and very easily fatigue fracture to improve the fatigue resistance of steel bridge face structure system by a wide margin.
(3) The method has the advantages that the manufacturing process of a factory can be reduced by canceling the arc-shaped notch, the original processes are greatly simplified, the crossing of welding seams is reduced, all the welding seams are made into linear welding seams, the welding robot can easily perform one-step welding forming, the quality of the connection welding seams is stable, and the fatigue resistance of welding details is improved.
the contents of the present invention have been explained above. Those of ordinary skill in the art will be able to implement the invention based on these descriptions. Based on the above-mentioned contents of the present invention, all other embodiments obtained by those skilled in the art without creative efforts shall fall within the protection scope of the present invention.
Claims (8)
1. The full-automatic welding high-fatigue-resistance orthotropic steel bridge deck is characterized by comprising a plurality of end-to-end steel bridge deck sections, wherein each steel bridge deck section comprises a top plate (1) and rib plates (2) are arranged at the bottom of the top plate (1) at longitudinal vertical intervals in the extension direction, bottom plates (3) are arranged at the bottoms of the rib plates (2), diaphragm plates (4) are arranged at the bottom of the bottom plates (3) at transverse vertical intervals, the bottom surfaces of the rib plates (2) and the top plates (1) are welded through double-sided full-penetration welding seams or partial-penetration double-sided welding seams, the rib plates (2) and the top surfaces of the bottom plates (3) are welded through double-sided full-penetration welding seams or double-sided fillet welding seams, and the bottom plates (3) and the diaphragm plates (4) are welded through partial-penetration double-sided welding.
2. The fully automatic welded high fatigue resistance orthotropic steel decking in accordance with claim 1, wherein the roof panels (1) between adjacent steel decking segments are welded together by single-side welding double-side forming welds, and the rib panels (2) between adjacent steel decking segments are bolted together by high-strength bolts.
3. The full-automatic welding high fatigue resistance orthotropic steel bridge panel according to claim 2, wherein said rib plate (2) is an open stiffener, and bolt holes (21) for connecting the rib plate (2) are provided at both ends of said open stiffener.
4. The fully automatic welded high fatigue resistance orthotropic steel bridge deck according to claim 3, wherein said ribs (2) have a thickness of 8-10mm, a height of 200-250mm and a transverse spacing of 300-350mm between adjacent ribs (2).
5. the full-automatic welding high fatigue resistance orthotropic steel bridge deck plate according to claim 2, wherein said bottom plate (3) is a flat steel plate, and two ends of said flat steel plate are respectively provided with arc-shaped notches (31) at intervals for constructing butt bolts between the segments of the rib plate (2).
6. the fully automatic welded high fatigue resistance orthotropic steel bridge deck plate of claim 1, wherein said diaphragm plates (4) comprise a T-shaped structure consisting of diaphragm plate stiffening plates (41) vertically disposed on the bottom surface of the bottom plate (3) and flange plates (42) disposed on the bottom of the diaphragm plate stiffening plates (41).
7. the fully automatic welded high fatigue resistance orthotropic steel bridge deck plate of claim 6, wherein said diaphragm stiffener plates (41) have a thickness of 12-16mm, said diaphragm stiffener plates (41) have a height of 500-800mm, said flange plates (42) have a thickness of 16-24mm, and the spacing between adjacent diaphragm plates (4) is 3000-4000 mm.
8. Orthotropic steel bridge deck according to claim 1, wherein said top plate (1) has a thickness of 16-20 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821783487.5U CN209779448U (en) | 2018-10-31 | 2018-10-31 | Full-automatic welding high-fatigue-resistance orthotropic steel bridge deck |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821783487.5U CN209779448U (en) | 2018-10-31 | 2018-10-31 | Full-automatic welding high-fatigue-resistance orthotropic steel bridge deck |
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| Publication Number | Publication Date |
|---|---|
| CN209779448U true CN209779448U (en) | 2019-12-13 |
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| CN201821783487.5U Expired - Fee Related CN209779448U (en) | 2018-10-31 | 2018-10-31 | Full-automatic welding high-fatigue-resistance orthotropic steel bridge deck |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109281248A (en) * | 2018-10-31 | 2019-01-29 | 西南交通大学 | The high fatigue resistance Orthotropic Steel Bridge Deck of full automatic welding |
| CN111560855A (en) * | 2020-05-25 | 2020-08-21 | 武船重型工程股份有限公司 | Construction method of orthotropic steel bridge |
-
2018
- 2018-10-31 CN CN201821783487.5U patent/CN209779448U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109281248A (en) * | 2018-10-31 | 2019-01-29 | 西南交通大学 | The high fatigue resistance Orthotropic Steel Bridge Deck of full automatic welding |
| CN111560855A (en) * | 2020-05-25 | 2020-08-21 | 武船重型工程股份有限公司 | Construction method of orthotropic steel bridge |
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