CN113718647B - Assembled combination steel bridge deck structure - Google Patents
Assembled combination steel bridge deck structure Download PDFInfo
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- CN113718647B CN113718647B CN202111135844.3A CN202111135844A CN113718647B CN 113718647 B CN113718647 B CN 113718647B CN 202111135844 A CN202111135844 A CN 202111135844A CN 113718647 B CN113718647 B CN 113718647B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/02—Bridges characterised by the cross-section of their bearing spanning structure of the I-girder type
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Abstract
The invention provides an assembled combined steel bridge deck plate structure which comprises a corrugated steel plate, a profiled steel plate, PBL (Poly-p-phenylene Ben-L) shear connectors, an inverted T-shaped diaphragm plate and ultrahigh-performance concrete. The overlapped areas of the corrugated steel plates and the profiled steel plates are connected by high-strength structural adhesive, and meanwhile, the straight sections are connected by high-strength bolts; the corrugated steel plate and profiled steel plate assembly is connected with the upper flange of the steel main beam through a high-strength bolt; the inverted T-shaped diaphragm plate is connected with the corrugated steel plate by welding seams and is connected with a web plate of the steel main beam by high-strength bolts or welding seams; the PBL shear connectors are respectively arranged in the flat straight section and the lower concave section of the profiled steel plate, and then the ultra-high performance concrete combination layer is poured to jointly act with the steel bridge deck. The invention has the advantages of high rigidity, low cost, high construction speed, good fatigue performance and the like, and can effectively improve the integral bearing capacity of the steel bridge structure and the fatigue performance of the steel bridge deck.
Description
Technical Field
The utility model belongs to the technical field of bridge engineering, especially, relate to an assembled combination steel bridge deck plate structure.
Background
Orthotropic steel bridge deck slab is widely applied to large and medium span bridges with the advantages of light dead weight, large bearing capacity, convenient construction, beautiful appearance and the like. However, the orthotropic steel bridge deck slab has a hollow thin-wall structure and a complex structure, has many connecting welding seams, is easy to cause fatigue cracking under the influence of factors such as initial defects, traffic load, environmental conditions and the like, and seriously influences the overall safety and durability of the steel structure bridge. According to the detection result of the solid bridge, fatigue cracks are found in different welding details of orthotropic steel bridge deck plates, such as longitudinal rib-top plate connecting welding seams, longitudinal rib-diaphragm plate connecting welding seams, diaphragm plate-top plate connecting welding seams, longitudinal rib splicing welding seams and the like.
The existing research shows that the detail fatigue performance of the welding seam of the orthotropic steel bridge deck plate is influenced by factors such as welding type, welding quality, penetration rate and the like, and the welding quality is closely related to the welding technology, the welding condition and the welding proficiency. The orthotropic steel bridge deck is usually constructed by adopting a construction method of factory prefabrication and construction site assembly, the structure is longitudinally and transversely divided by considering the capabilities of hoisting and transporting equipment during design, and a certain number of welding seams and high-strength bolt connection construction are required after different blocks are transported to the site. The field welding is affected by temperature, wind and welding posture, the welding quality is difficult to guarantee, initial defects such as air holes, slag inclusion, cracks and the like are easy to occur, and fatigue cracks are formed under the action of traffic load, so that the fatigue performance of welding details is affected. Because the fatigue crack initiation position of the welding seam is hidden, the size is difficult to determine by a conventional detection means when the size is small, and the fatigue crack is usually expanded to a certain length when being detected, thereby causing serious threat to the structural safety. For example, fatigue cracks of welding details of the longitudinal rib-top plate generally originate at the weld toe or weld root, the propagation direction is the thickness direction of the top plate or the longitudinal stiffening rib, and the cracks penetrate through the top plate to further influence the bridge deck pavement, so that the driving comfort and the safety are further influenced. When the steel bridge deck slab is designed, on-site welding work is avoided as much as possible, and the fatigue performance of the steel bridge deck slab is ensured by improving the on-site construction quality.
The surface of the steel bridge deck is generally provided with a pavement layer which plays a role in dispersing wheel load, protecting the bridge deck and improving driving comfort, and the common pavement forms are epoxy asphalt concrete, cast asphalt concrete, modified asphalt mastic macadam mixture and the like. During structural analysis, the bridge deck pavement is only used as a part of dead load and does not participate in structural stress. In an actual state, the bridge deck pavement can disperse load, the local stress of fatigue details can be effectively reduced under the combined action of the pavement layer and the bridge deck, and researches show that the pavement can reduce the fatigue stress of the steel bridge deck by 20-50%. In recent years, researchers at home and abroad begin to research and develop high-performance concrete such as RPC and UHPC, and try to apply the high-performance concrete to steel bridge deck pavement to form a combined pavement layer, and research results are applied to steel bridge deck pavement of a plurality of long-span bridges. Therefore, the combined bridge deck pavement type can fully utilize the mechanical property of bridge deck pavement, is beneficial to reducing the fatigue stress of the steel bridge deck, and has wide application prospect on the steel bridge deck structure.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the novel combined steel bridge deck structure is simple in structure and convenient and fast to construct, and connecting welding seams are few.
The technical scheme adopted by the invention for solving the technical problems is as follows:
an assembled composite steel bridge deck structure, comprising:
the corrugated steel plate comprises flat straight sections and lower concave sections which are alternately arranged;
the corrugated steel plate is connected with the lower concave section of the profiled steel plate through high-strength structural adhesive, and the corrugated steel plate is connected with the straight section of the profiled steel plate through a high-strength bolt;
the corrugated steel plate and the profiled steel plate are connected with the steel main beam through high-strength bolts;
the upper edge of the inverted T-shaped diaphragm plate is matched with the corrugated steel plate, the upper edge of the inverted T-shaped diaphragm plate is connected with the corrugated steel plate through welding, and two sides of the inverted T-shaped diaphragm plate are respectively connected with the steel main beam through high-strength bolts or welding seams;
the PBL shear connector is embedded above the profiled steel sheet;
and the ultrahigh-performance concrete is poured above the profiled steel sheet and covers the PBL shear connector.
Preferably, the assembled composite steel deck plate structure of the present invention, the PBL shear connector comprises:
the hole digging steel plate is arranged along the length direction of the bridge and is arranged in the lower concave section of the profiled steel plate;
the straight section hole digging steel plate is arranged along the length direction of the bridge and is arranged in the straight section of the profiled steel plate;
the lower concave section steel bar is transversely arranged and arranged in the lower concave section of the profiled steel sheet;
and the straight section steel bar is transversely arranged and arranged on the straight section of the profiled steel sheet.
Preferably, the assembled composite steel bridge deck structure of the present invention, the inverted T-shaped diaphragm comprises:
the diaphragm plate web plate is vertically arranged, and the upper edge profile of the diaphragm plate web plate is matched with the corrugated steel plate;
and the diaphragm lower flange is horizontally arranged, fixed below the diaphragm web and connected with the diaphragm web in a T shape.
Preferably, the fabricated composite steel deck structure of the present invention, the steel girder includes:
the upper flange of the steel main beam is horizontally arranged;
the steel girder web plate is vertically arranged;
the lower flange of the steel girder is horizontally arranged and fixed below the web plate of the steel girder and is connected with the web plate of the steel girder in a T shape.
And the web stiffening ribs are transversely arranged, are connected with the web of the steel girder in a welding manner, are polished and tightly propped against the upper flange of the steel girder and the lower flange of the steel girder, and are arranged at a certain distance longitudinally.
Preferably, in the assembled combined steel bridge deck structure, the height of the profiled steel sheet is lower than half of that of the corrugated steel sheet, and the corrugated angles of the profiled steel sheet and the corrugated steel sheet are consistent to ensure that the profiled steel sheet and the corrugated steel sheet are tightly attached; the thickness of the high-strength structural adhesive between the profiled steel sheet and the corrugated steel sheet is 3 to 5mm;
the height of the inverted T-shaped diaphragm plate is 2 to 4 times of that of the corrugated steel plate, and arc-shaped notches are formed in connection areas of the corrugated steel plate and a steel girder web plate.
Preferably, in the assembled composite steel bridge deck structure, all the openings in the straight section of the holed steel plate are consistent in height, the opening in the lower concave section of the holed steel plate is half of the height of the profiled steel plate, all the openings are the same in size, and the longitudinal positions are consistent.
Preferably, in the assembled composite steel bridge deck structure of the invention, the concave section holed steel plate and the straight section holed steel plate are respectively arranged at the transverse middle positions of the concave section and the straight section of the profiled steel plate, the concave section steel bar transversely and continuously passes through the concave section holed steel plate, and the straight section steel bar transversely and continuously passes through the straight section holed steel plate.
Preferably, the pouring thickness of the fabricated combined steel bridge deck slab structure is 40mm-60mm.
Preferably, in the fabricated composite steel bridge deck structure of the present invention, the interval between the longitudinal joints of the corrugated steel plate and the profiled steel plate is more than 500 mm.
The invention has the beneficial effects that:
1. the field welding seam is less, and the construction quality is reliable. The assembled combined steel bridge deck plate structure is characterized in that plates are connected through high-strength structural adhesive and high-strength bolts, and longitudinal sections are spliced through the high-strength bolts, so that the workload of field welding seams is greatly reduced, the construction quality of the steel bridge deck plate is improved, and the whole structure is better in durability.
2. Construction is convenient and fast, and construction cost is reduced. The components of the assembled combined steel bridge deck structure can be completed in batches in a factory, the self weight of a single component is reduced, and large-tonnage transportation and hoisting equipment is not needed; at the bridge site, only the work of coating structural adhesive, screwing high-strength bolts and the like is needed, so that the construction efficiency is greatly improved, and the construction cost is effectively reduced.
3. The fatigue performance is good, and the structure economic performance is superior. The assembled combined steel bridge deck structure fully utilizes steel and high-performance concrete materials to bear vehicle wheel load, can effectively reduce fatigue stress of the steel bridge deck, has good structural fatigue performance, can obviously save detection and maintenance cost in the later operation process, and has superior structural economic performance.
Drawings
The technical solution of the present application is further explained below with reference to the drawings and the embodiments.
FIG. 1 is a schematic structural diagram of a fabricated composite steel bridge deck according to an embodiment of the present application;
FIG. 2 is a schematic view of a corrugated steel plate according to an embodiment of the present application;
FIG. 3 is a schematic view of a profiled steel sheet according to an embodiment of the present application;
FIG. 4 is a schematic view of a PBL shear connector arrangement of an embodiment of the present application;
FIG. 5 is a schematic view of an inverted T-shaped diaphragm of an embodiment of the present application;
FIG. 6 is a schematic layout diagram of a high-strength bolt hole on an upper flange of a steel girder according to an embodiment of the application.
The reference symbols in the figures are:
1. folding the steel plate; 2. profiled steel sheets; PBL shear connector; 31. digging a hole steel plate at the concave section; 32. digging a hole steel plate at the straight section; 33. a concave section steel bar; 34. straightening sections of steel bars; 4. an inverted T-shaped diaphragm plate; 41. a diaphragm web; 42. a diaphragm plate lower flange; 5. ultra high performance concrete; 6. a steel main beam; 61. a steel main beam upper flange; 62. a steel main beam web; 63. a steel girder lower flange; 64. a web stiffener.
Detailed Description
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict.
In the description of the present application, it is to be understood that the terms "central," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like are used in an orientation or positional relationship indicated in the drawings for convenience in describing the present application and to simplify the description, but are not intended to indicate or imply that the device or element so referred to must have a particular orientation, be constructed in a particular orientation, and be operated in a particular manner, and thus are not to be construed as limiting the scope of the present application. Furthermore, the terms "first", "second", etc. are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first," "second," etc. may explicitly or implicitly include one or more of that feature. In the description of the invention, the meaning of "a plurality" is two or more unless otherwise specified.
In the description of the present application, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art through specific situations.
The technical solutions of the present application will be described in detail below with reference to the accompanying drawings in conjunction with embodiments.
Examples
As shown in fig. 1, the assembled composite steel bridge deck structure according to the embodiment includes;
the corrugated steel plate 1 comprises straight sections and lower concave sections which are alternately arranged;
the profiled steel sheet 2 comprises flat sections and concave sections which are alternately arranged and is arranged corresponding to the corrugated steel sheet 1, the corrugated steel sheet 1 is connected with the concave sections of the profiled steel sheet 2 through high-strength structural adhesive, and the corrugated steel sheet 1 is connected with the flat sections of the profiled steel sheet 2 through high-strength bolts;
the corrugated steel plate 1 and the profiled steel plate 2 are connected with a steel main beam 6 through high-strength bolts;
the upper edge of the inverted T-shaped diaphragm plate 4 is matched with the corrugated steel plate 1 in outline, the upper edge of the inverted T-shaped diaphragm plate 4 is connected with the corrugated steel plate 1 in a welding mode, and two sides of the inverted T-shaped diaphragm plate 4 are connected with the steel main beam 6 through high-strength bolts or welding seams respectively;
the PBL shear connector 3 is embedded above the profiled steel sheet 2;
and the ultrahigh-performance concrete 5 is poured above the profiled steel sheet 2 and covers the PBL shear connector 3.
Preferably, in the fabricated composite steel deck plate structure of the present embodiment, the PBL shear connector 3 includes:
the lower concave section hole digging steel plate 31 is arranged along the length direction of the bridge and is arranged in the lower concave section of the profiled steel plate 2;
the straight section hole digging steel plate 32 is arranged along the length direction of the bridge and is arranged in the straight section of the profiled steel plate 2;
the lower concave section steel bar 33 is transversely arranged and arranged in the lower concave section of the profiled steel sheet 2;
and the straight section steel bars 34 are transversely arranged and are arranged on the straight section of the profiled steel sheet 2.
Specifically, as shown in fig. 4, since the straight sections of the corrugated steel plate 1 and the profiled steel plate 2 are complete planes, the straight section of the steel bar 34 is continuous in the transverse direction of the steel bridge deck; because the concave sections of the corrugated steel plate 1 and the profiled steel plate 2 are distributed at intervals, the concave section steel bars 33 are divided into a plurality of sections and are correspondingly arranged in each concave section.
Preferably, in the fabricated composite steel deck plate structure of the present embodiment, the inverted T-shaped diaphragm 4 includes:
the diaphragm plate web plate 41 is vertically arranged, and the upper edge profile of the diaphragm plate web plate is matched with the corrugated steel plate 1;
the diaphragm lower flange 42 is horizontally arranged, fixed below the diaphragm web 41 and connected with the diaphragm web 41 in a T shape.
Preferably, in the fabricated composite steel deck structure of the present embodiment, the steel girder 6 includes:
the upper flange 61 of the steel main beam is horizontally arranged;
a steel main beam web 62 arranged vertically;
and the lower steel girder flange 63 is horizontally arranged, fixed below the web 62 of the steel girder and connected with the web 62 of the steel girder in a T shape.
And the web stiffening rib 64 is transversely arranged, is connected with the web 62 of the steel girder in a welding manner, is polished and tightly propped against the upper flange 61 of the steel girder and the lower flange 63 of the steel girder, and is longitudinally arranged at a certain distance.
As shown in fig. 1 to 3, the overlapping area of the corrugated steel plate 1 and the profiled steel plate 2 in this embodiment is connected by high-strength structural adhesive, and the straight section is connected by high-strength bolts; and the corrugated steel plate 1 and profiled steel plate 2 combined body is connected with a steel main beam 6 through a high-strength bolt.
As shown in fig. 1 to 3, the height of the profiled steel sheet 2 in this embodiment is lower than the height of the half longitudinal corrugated steel sheet 1, and the corrugated angles of the corrugated steel sheet 1 and the profiled steel sheet 2 should be consistent, and the two are ensured to be tightly adhered.
As shown in fig. 1 to 3, the thickness of the high-strength structural adhesive between the corrugated steel sheet 1 and the profiled steel sheet 2 in this example is 3 to 5mm.
As shown in fig. 1 and 4, the PBL shear connectors 3 according to this embodiment are respectively disposed in the straight section and the concave section of the profiled steel sheet 2, and then the ultra-high performance concrete 5 is poured to work together with the steel bridge deck.
As shown in fig. 1 to 4, the opening heights of the steel plates (the lower concave-section holed steel plate 31 and the straight-section holed steel plate 32) of the PBL shear connector 3 of the present embodiment above the straight section of the profiled steel plate 2 should be kept consistent, the opening height of the steel plate 32 in the lower concave section of the profiled steel plate is half of the height of the profiled steel plate, and all the hole diameters are the same, and the longitudinal positions are kept consistent.
As shown in fig. 1 and 5, the inverted T-shaped diaphragm 4 according to this embodiment is connected to the corrugated steel plate 1 by a weld, and is connected to the web 64 of the main steel beam by a high-strength bolt or a weld.
As shown in fig. 1 to 3 and 5, the height of the inverted T-shaped diaphragm 4 in this embodiment is 2 to 4 times that of the corrugated steel plate 1, and the connection areas with the corrugated steel plate 1 and the steel girder web 64 are provided with arc-shaped notches.
As shown in fig. 1 to 3 and 5 to 6, the corrugated steel plate 1, the profiled steel plate 2 and the steel main beam upper flange 61 in this embodiment are all provided with high-strength bolt holes which are matched with each other, and when the corrugated steel plate is connected with the steel main beam web 64 by using high-strength bolts, the steel main beam web 64 is also provided with high-strength bolt holes which are matched with each other.
As shown in fig. 1 to 6, the holed steel plates of the PBL shear connector 3 according to the embodiment are respectively arranged at the transverse middle positions of the straight section and the concave section of the profiled steel plate 1, the concave section steel bar 33 transversely and continuously penetrates through the concave section holed steel plate 31, and the straight section steel bar 34 transversely and continuously penetrates through the straight section holed steel plate 32.
As shown in fig. 1 to 6, the concrete cast in situ on the profiled steel sheet 2 of the present embodiment is the ultra-high performance concrete 5, and the casting thickness is 40mm to 60mm.
As shown in fig. 1 to 6, when the corrugated steel plate 1 and the profiled steel plate 2 of the present embodiment are longitudinally spliced, high-strength bolts are used for connection, and the gap between the longitudinal seams of the corrugated steel plate 1 and the profiled steel plate 2 is more than 500 mm.
In light of the foregoing description of the preferred embodiments according to the present application, it is to be understood that various changes and modifications may be made without departing from the spirit and scope of the invention. The technical scope of the present application is not limited to the content of the specification, and must be determined according to the scope of the claims.
Claims (8)
1. An assembled combination steel decking structure, its characterized in that includes:
the corrugated steel plate (1) comprises flat sections and lower concave sections which are alternately arranged;
the corrugated steel plate (2) comprises flat straight sections and concave sections which are alternately arranged and is arranged corresponding to the corrugated steel plate (1), the corrugated steel plate (1) is connected with the concave sections of the corrugated steel plate (2) through high-strength structural adhesive, and the corrugated steel plate (1) is connected with the flat straight sections of the corrugated steel plate (2) through high-strength bolts;
the corrugated steel plate (1) and the profiled steel plate (2) are connected with a steel main beam (6) through high-strength bolts;
the upper edge of the inverted T-shaped diaphragm plate (4) is matched with the corrugated steel plate (1), the upper edge of the inverted T-shaped diaphragm plate (4) is connected with the corrugated steel plate (1) in a welding mode, and two sides of the inverted T-shaped diaphragm plate (4) are connected with the steel main beam (6) through high-strength bolts or welding seams respectively;
the PBL shear connector (3) is embedded and arranged above the profiled steel sheet (2);
the ultrahigh-performance concrete (5) is poured above the profiled steel sheet (2) and covers the PBL shear connector (3);
the PBL shear connector (3) comprises:
the hole digging steel plate (31) of the lower concave section is arranged along the length direction of the bridge and is arranged in the lower concave section of the profiled steel plate (2);
the straight section hole digging steel plate (32) is arranged along the length direction of the bridge and is arranged in the straight section of the profiled steel plate (2);
the concave section steel bar (33) is transversely arranged and is arranged in the concave section of the profiled steel sheet (2);
and the straight section steel bar (34) is transversely arranged and is arranged on the straight section of the profiled steel sheet (2).
2. The fabricated composite steel deck structure according to claim 1, wherein the inverted-T diaphragm (4) comprises:
the diaphragm plate web plate (41) is vertically arranged, and the upper edge profile of the diaphragm plate web plate is matched with the corrugated steel plate (1);
and the diaphragm lower flange (42) is horizontally arranged, fixed below the diaphragm web (41) and connected with the diaphragm web (41) in a T shape.
3. The fabricated composite steel deck structure according to claim 1, wherein the steel main beam (6) comprises:
the steel main beam upper flange (61) is horizontally arranged;
a steel main beam web (62) arranged vertically;
the steel girder lower flange (63) is horizontally arranged, fixed below the steel girder web plate (62) and connected with the steel girder web plate (62) in a T shape;
and the web stiffening rib (64) is transversely arranged, is connected with the web (62) of the steel girder by welding, is polished and tightly propped against the upper flange (61) of the steel girder and the lower flange (63) of the steel girder, and is arranged at a certain distance longitudinally.
4. The fabricated composite steel bridge deck structure according to claim 1, wherein the height of the profiled steel sheet (2) is lower than half of the height of the corrugated steel sheet (1), and the corrugated angles of the profiled steel sheet (2) and the corrugated steel sheet (1) are consistent to ensure that the profiled steel sheet and the corrugated steel sheet are tightly attached; the thickness of the high-strength structural adhesive between the profiled steel sheet (2) and the corrugated steel sheet (1) is 3-5 mm;
the height of the inverted T-shaped diaphragm plate (4) is 2 to 4 times of that of the corrugated steel plate (1), and arc-shaped notches are formed in connection areas of the corrugated steel plate (1) and a steel girder web plate (62).
5. The fabricated composite steel bridge deck structure according to claim 1, wherein all the openings of the straight-section holed steel plates (32) are uniform in height, the opening of the lower-section holed steel plates (31) is half of the height of the profiled steel plates (2), and all the openings are the same in size and the longitudinal positions are uniform.
6. The fabricated composite steel deck plate structure according to claim 1, wherein the concave-section holed steel plate (31) and the straight-section holed steel plate (32) are respectively arranged at the horizontal middle positions of the concave-section and the straight-section of the profiled steel plate (2), the concave-section steel bars (33) transversely continuously pass through the concave-section holed steel plate (31), and the straight-section steel bars (34) transversely continuously pass through the straight-section holed steel plate (32).
7. The fabricated composite steel bridge deck structure of claim 1, wherein the casting thickness of the ultra-high performance concrete is 40mm to 60mm.
8. The fabricated composite steel bridge deck structure according to claim 1, wherein the interval between the longitudinal joints of the corrugated steel plate (1) and the profiled steel plate (2) is more than 500 mm.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111135844.3A CN113718647B (en) | 2021-09-27 | 2021-09-27 | Assembled combination steel bridge deck structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111135844.3A CN113718647B (en) | 2021-09-27 | 2021-09-27 | Assembled combination steel bridge deck structure |
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| CN113718647A CN113718647A (en) | 2021-11-30 |
| CN113718647B true CN113718647B (en) | 2022-10-14 |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107245934A (en) * | 2017-07-31 | 2017-10-13 | 哈尔滨工业大学 | A kind of assembled steel profiled sheet concrete combined board small box girder |
| CN109024216A (en) * | 2018-09-30 | 2018-12-18 | 西南交通大学 | Composite Steel-Concrete Bridges structure and combined bridge deck |
| CN212612048U (en) * | 2020-05-19 | 2021-02-26 | 河南省交通规划设计研究院股份有限公司 | Local reinforcement structure of steel decking roof fracture |
| CN112921802A (en) * | 2021-02-22 | 2021-06-08 | 山东省交通规划设计院集团有限公司 | Profiled steel sheet-ultra-high toughness concrete combined bridge deck |
-
2021
- 2021-09-27 CN CN202111135844.3A patent/CN113718647B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107245934A (en) * | 2017-07-31 | 2017-10-13 | 哈尔滨工业大学 | A kind of assembled steel profiled sheet concrete combined board small box girder |
| CN109024216A (en) * | 2018-09-30 | 2018-12-18 | 西南交通大学 | Composite Steel-Concrete Bridges structure and combined bridge deck |
| CN212612048U (en) * | 2020-05-19 | 2021-02-26 | 河南省交通规划设计研究院股份有限公司 | Local reinforcement structure of steel decking roof fracture |
| CN112921802A (en) * | 2021-02-22 | 2021-06-08 | 山东省交通规划设计院集团有限公司 | Profiled steel sheet-ultra-high toughness concrete combined bridge deck |
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| CN113718647A (en) | 2021-11-30 |
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