CN210621466U - Combined bridge deck with fatigue resistance - Google Patents
Combined bridge deck with fatigue resistance Download PDFInfo
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- CN210621466U CN210621466U CN201921210495.5U CN201921210495U CN210621466U CN 210621466 U CN210621466 U CN 210621466U CN 201921210495 U CN201921210495 U CN 201921210495U CN 210621466 U CN210621466 U CN 210621466U
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- fatigue resistance
- performance concrete
- decking
- concrete layer
- bridge deck
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Abstract
The utility model discloses a combination decking with fatigue resistance, including the decking unit, the decking unit is formed by high performance concrete layer and the combination of the different cross section steel deck that is located its below and buckles into the ripple board structure, be the cavity structure between the trough of the different cross section steel deck and the high performance concrete layer, the crest of the different cross section steel deck then constitutes interface shear structure through the protruding decorative pattern on surface and high performance concrete layer. The utility model provides a combination decking with fatigue resistance, simple structure, construction convenience, swift can fundamentally avoid the emergence of steel decking fatigue problem moreover, and the durability improves, and the later maintenance expense is few.
Description
Technical Field
The utility model belongs to the technical field of bridge building technique and specifically relates to a combination decking with fatigue resistance performance is related to.
Background
The orthotropic steel bridge deck is widely applied to large-span bridges in various countries in the world due to a series of advantages of light dead weight, high strength, fast construction, strong integrity and the like. However, the structural structure of the orthotropic steel bridge deck slab is complex, the welding seams are numerous and crossed, the local stress concentration is significant, the fatigue problem is serious, and the repair is difficult, so that the fatigue life of the orthotropic steel bridge deck slab becomes one of the key factors for determining whether the bridge structure can reach the designed service life.
In order to solve the problem of welding fatigue of orthotropic steel deck slabs, concrete deck slabs are adopted to replace steel deck slabs in engineering to form a composite beam structure, at present, a shear connector is generally welded to achieve the synergistic stress of steel beams and concrete, the shear connector is large in welding workload, and the problem of fatigue of the welding root of the shear connector and a steel plate exists.
The Chinese patent 'steel-ultra-high performance concrete jointless composite bridge deck structure and construction method thereof' (application number CN 201510083582.9) discloses a steel-concrete composite bridge deck with a pattern steel plate, although the structure avoids the fatigue problem of the traditional steel-concrete composite structure adopting welding studs, the longitudinal ribs and the steel top plate still adopt the traditional welding connection form, and the fatigue problem of the steel bridge deck cannot be eradicated; the Chinese patent 'composite bridge deck applied to large-span bridges and urban bridges' (application number CN 201520078173.5) discloses a corrugated steel-concrete composite bridge deck, the composite structure adopts corrugated steel to provide bending rigidity in the longitudinal direction of a bridge, but in order to meet the stress requirement of the bridge deck, the concrete layer of the composite structure is usually thicker, the stress steel bars are more in configuration, and the self weight of the structure is larger; meanwhile, the common concrete has lower tensile strength and poorer durability, and longitudinal cracking is difficult to avoid; in addition, the combined bridge deck adopts a welding nail connecting piece, and the fatigue problem is still difficult to avoid.
Disclosure of Invention
In order to solve the above problems, the utility model provides a composite construction that the construction is swift, and can fundamentally avoid the tired problem of steel decking-combination decking with fatigue resistance can take following technical scheme:
combination decking with fatigue resistance, including the decking unit, the decking unit is formed by high performance concrete layer and the combination of the opposite sex steel deck that is located its below and buckles into the ripple board structure, be the cavity structure between the trough of the opposite sex steel deck of quadrature and the high performance concrete layer, the crest of the opposite sex steel deck of quadrature then constitutes interface shear structure through surperficial protruding decorative pattern and high performance concrete layer.
The thickness of the high-performance concrete layer is 80-120 mm.
And a reinforcing mesh formed by binding longitudinal steel bars, transverse steel bars and shear resistant stirrups is arranged in the high-performance concrete layer, the space between the longitudinal steel bars and the transverse steel bars is 48-52mm, and the space between the shear resistant stirrups is 100-200 mm.
The thickness of the steel plate of the orthotropic steel plate layer is 14-16 mm.
The orthotropic steel plate layer is a square corrugated plate, the interval between adjacent wave peaks of the square corrugated plate is 600mm, and the wave height is 250-320 mm.
The length of the bridge deck units is 1.8m, and each bridge deck unit comprises 3 cavity structures.
And adjacent bridge deck units connect the orthotropic steel plate layers connected end to end together through connecting plates and shear-resistant bolts.
The utility model provides a combination decking with fatigue resistance, simple structure, construction convenience can avoid the decking welding, compares with prior art, and high performance concrete layer and orthotropic steel deck realize through the bellied decorative pattern in steel sheet surface that the interface shears and form a great combination decking of local rigidity in the invention, and this also makes the invention possess following obvious advantage:
firstly, a plurality of cavities are formed by the orthotropic steel plate layer of the rectangular corrugated plate structure and the high-performance concrete layer on the upper layer, so that a larger out-of-plane bending-resistant inertia moment is obtained, and meanwhile, the fatigue problem of the welding seam between the traditional U rib and the steel roof plate is avoided, and compared with the traditional orthotropic steel bridge deck plate, the orthotropic steel deck plate has obvious advantages;
secondly, compared with a steel-common concrete combined bridge deck slab adopting welded shear connectors, the invention avoids the fatigue problem at the welding position of the root of the shear connector and the steel roof slab, and simultaneously avoids the welding work of a large number of shear connectors;
and finally, the super-high performance concrete material is adopted, the combined structure is light, the dead weight of the upper structure of the bridge can be reduced, the durability of the structure is improved, and the later maintenance cost is low.
Drawings
Fig. 1 is a schematic structural diagram of the present invention.
Fig. 2 is an enlarged view of a portion a in fig. 1.
Fig. 3 is a plan view of a crest portion of the layer of orthotropic steel plates of fig. 2.
Fig. 4 is a schematic view of the connection structure of the adjacent bridge deck units of the present invention.
Fig. 5 is a schematic view of the structure of the joint of adjacent bridge deck units in fig. 4.
Detailed Description
As shown in fig. 1-3, the combined bridge deck with fatigue resistance of the present invention comprises bridge deck units of about 1.8m in length, each bridge deck unit is formed by combining a high performance concrete layer 1 and an orthotropic steel plate layer 2 which is arranged below the high performance concrete layer and bent into a corrugated plate structure. The thickness of the high-performance concrete layer 1 is generally 80-120mm, high-performance concrete with the tensile strength larger than 7MPa and the compressive strength larger than 150MPa is adopted, a reinforcing mesh formed by binding longitudinal steel bars 1.1, transverse steel bars 1.2 and shear resistant stirrups 1.3 is arranged in the high-performance concrete layer, the distance between every two adjacent longitudinal steel bars 1.1 and transverse steel bars 1.2 is 48-52mm, the position of each transverse steel bar 1.2 is lower, and the distance between the shear resistant stirrups 1.3 is 100-200 mm. The orthotropic steel plate layer 2 is made of an orthotropic plate with the thickness of 14-16mm, and is rolled into a square wave-shaped corrugated plate with the adjacent wave crest/wave trough spacing of 600mm and the wave height of 250-320mm in a factory. Because the crest position of the orthotropic steel plate layer 2 is provided with the upward convex decorative pattern 3, the interface shear resistance between the orthotropic steel plate layer and the high-performance concrete layer 1 can be provided through the occlusion and friction action between the orthotropic steel plate layer and the high-performance concrete layer. A cavity structure 4 is formed between the wave trough of the orthotropic steel plate layer 2 and the high-performance concrete layer 1, so that a larger out-of-plane bending-resistant inertia moment can be obtained, and meanwhile, the fatigue problem of the welding seam between the U rib and the steel top plate of the traditional orthotropic steel bridge deck is avoided. Typically, each bridge deck unit contains 3 cavity structures 4.
The utility model discloses the preparation step of decking unit is as follows: (1) rolling and forming the orthotropic plate with the patterns on the surface in a factory; (2) binding a reinforcing mesh consisting of longitudinal and transverse reinforcing steel bars and shear-resistant stirrups on the steel plate according to the stress requirement; (3) pouring a high-performance concrete layer on the steel plate; (4) and maintaining, removing the form and prefabricating the combined bridge deck unit in a factory.
And after the prefabrication of the bridge deck units is finished, transporting the bridge deck units to the site for splicing. Specifically, as shown in fig. 4 and 5, the adjacent orthotropic steel plate layers 2 are connected end to end, a connecting plate 5 is attached to the bottom of the joint of the two, and then the two are connected into a whole by using shear bolts 6 (bolts which can also be used as shear nails). Then, pouring joint concrete at the lap joint position of the two to form a continuous bridge deck structure, and finishing the construction of the bridge deck.
Claims (7)
1. A composite decking having fatigue resistance, comprising decking units, characterized in that: the bridge deck unit is formed by combining a high-performance concrete layer and an orthotropic steel plate layer which is positioned below the high-performance concrete layer and bent into a corrugated plate structure, a cavity structure is formed between a trough of the orthotropic steel plate layer and the high-performance concrete layer, and a wave crest of the orthotropic steel plate layer forms an interface shear structure with the high-performance concrete layer through raised patterns on the surface.
2. The composite decking having fatigue resistance as set forth in claim 1 wherein: the thickness of the high-performance concrete layer is 80-120 mm.
3. The composite decking having fatigue resistance as set forth in claim 1 wherein: and a reinforcing mesh formed by binding longitudinal steel bars, transverse steel bars and shear resistant stirrups is arranged in the high-performance concrete layer, the space between the longitudinal steel bars and the transverse steel bars is 48-52mm, and the space between the shear resistant stirrups is 100-200 mm.
4. The composite decking having fatigue resistance as set forth in claim 1 wherein: the thickness of the steel plate of the orthotropic steel plate layer is 14-16 mm.
5. The composite decking having fatigue resistance as set forth in claim 1 wherein: the orthotropic steel plate layer is a square corrugated plate, the interval between adjacent wave peaks of the square corrugated plate is 600mm, and the wave height is 250-320 mm.
6. The composite decking having fatigue resistance as set forth in claim 1 wherein: the length of the bridge deck units is 1.8m, and each bridge deck unit comprises 3 cavity structures.
7. The composite decking having fatigue resistance as set forth in claim 1 wherein: and adjacent bridge deck units connect the orthotropic steel plate layers connected end to end together through connecting plates and shear-resistant bolts.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921210495.5U CN210621466U (en) | 2019-07-30 | 2019-07-30 | Combined bridge deck with fatigue resistance |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201921210495.5U CN210621466U (en) | 2019-07-30 | 2019-07-30 | Combined bridge deck with fatigue resistance |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN210621466U true CN210621466U (en) | 2020-05-26 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201921210495.5U Expired - Fee Related CN210621466U (en) | 2019-07-30 | 2019-07-30 | Combined bridge deck with fatigue resistance |
Country Status (1)
| Country | Link |
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| CN (1) | CN210621466U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111945589A (en) * | 2020-08-24 | 2020-11-17 | 西南交通大学 | Assembly type laminated expandable steel-concrete combined buffer layer component |
| CN112323564A (en) * | 2020-11-19 | 2021-02-05 | 广东泷江源水泥制品有限公司 | Light cover plate and preparation method thereof |
-
2019
- 2019-07-30 CN CN201921210495.5U patent/CN210621466U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111945589A (en) * | 2020-08-24 | 2020-11-17 | 西南交通大学 | Assembly type laminated expandable steel-concrete combined buffer layer component |
| CN111945589B (en) * | 2020-08-24 | 2022-01-28 | 西南交通大学 | Assembly type laminated expandable steel-concrete combined buffer layer component |
| CN112323564A (en) * | 2020-11-19 | 2021-02-05 | 广东泷江源水泥制品有限公司 | Light cover plate and preparation method thereof |
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| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20200526 Termination date: 20210730 |
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| CF01 | Termination of patent right due to non-payment of annual fee |