CN111139746A - Orthotropic steel bridge deck and ultra-high performance concrete combined bridge and construction method thereof - Google Patents
Orthotropic steel bridge deck and ultra-high performance concrete combined bridge and construction method thereof Download PDFInfo
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- CN111139746A CN111139746A CN202010045383.XA CN202010045383A CN111139746A CN 111139746 A CN111139746 A CN 111139746A CN 202010045383 A CN202010045383 A CN 202010045383A CN 111139746 A CN111139746 A CN 111139746A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 201
- 239000010959 steel Substances 0.000 title claims abstract description 201
- 239000011374 ultra-high-performance concrete Substances 0.000 title claims abstract description 86
- 238000010276 construction Methods 0.000 title claims abstract description 21
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 12
- 239000002131 composite material Substances 0.000 claims description 21
- 239000003351 stiffener Substances 0.000 claims description 7
- 238000003466 welding Methods 0.000 claims description 4
- 239000011159 matrix material Substances 0.000 claims description 3
- 239000000725 suspension Substances 0.000 claims description 2
- 238000004519 manufacturing process Methods 0.000 abstract description 2
- 230000002146 bilateral effect Effects 0.000 abstract 1
- 239000004567 concrete Substances 0.000 description 12
- 238000005336 cracking Methods 0.000 description 5
- 239000010426 asphalt Substances 0.000 description 4
- 239000011384 asphalt concrete Substances 0.000 description 4
- VEXZGXHMUGYJMC-UHFFFAOYSA-M Chloride anion Chemical compound [Cl-] VEXZGXHMUGYJMC-UHFFFAOYSA-M 0.000 description 3
- 238000010521 absorption reaction Methods 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000006004 Quartz sand Substances 0.000 description 1
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000004574 high-performance concrete Substances 0.000 description 1
- 229910010272 inorganic material Inorganic materials 0.000 description 1
- 239000011147 inorganic material Substances 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004540 pour-on Substances 0.000 description 1
- 238000004321 preservation Methods 0.000 description 1
- 229910021487 silica fume Inorganic materials 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to 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
- 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
-
- 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
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses an orthotropic steel bridge deck and an ultrahigh-performance concrete combined bridge, which comprises a bridge deck and a steel main beam, wherein the bridge deck is an ultrahigh-performance concrete combined bridge deck, the ultrahigh-performance concrete combined bridge deck comprises an orthotropic steel bridge deck and an ultrahigh-performance concrete deck, the orthotropic steel bridge deck comprises a steel bridge deck and longitudinal stiffening ribs welded on the lower deck surface of the steel bridge deck, the steel bridge deck is welded with the steel main beam, so that the steel main beam forms a closed steel box girder or a plate girder or a bilateral box girder or a steel truss girder, a plurality of shear nails extending into the ultrahigh-performance concrete deck are welded on the upper deck surface of the steel bridge deck, and an upper edge stress reinforcing mesh is arranged on the upper edge inside the ultrahigh-performance concrete deck. The bridge deck of the combined bridge has high tensile strength and compressive strength, reliable connection, good durability and lower manufacturing cost. The invention also discloses a construction method of the combined bridge, which carries out sectional construction on the combined bridge and is more convenient to construct.
Description
Technical Field
The invention relates to an orthotropic steel bridge deck and an ultrahigh-performance concrete combined bridge, and further relates to a construction method of the orthotropic steel bridge deck and the ultrahigh-performance concrete combined bridge.
Background
The orthotropic steel bridge deck is formed by connecting a steel top plate, longitudinal stiffening ribs and a diaphragm plate through welding seams, has a series of advantages of light dead weight, large ultimate bearing capacity, short construction period and the like, and is widely applied to large-span bridges.
The relatively heavy common concrete bridge deck slab is adopted to replace the orthotropic steel bridge deck slab on the steel beam, so that although the fatigue damage of the orthotropic steel bridge deck slab is solved, the fatigue damage is not only thicker, larger in self weight and poorer in economical efficiency due to lower tensile strength of the orthotropic steel bridge deck slab, but also cracks are easily generated on wet joints, the bridge deck slab near a stay cable anchoring area and the bridge deck slab near a prestress anchoring area.
Disclosure of Invention
The invention aims to solve the first technical problem, and provides an orthotropic steel bridge deck slab and ultra-high performance concrete combined bridge, which has the advantages of high tensile strength and compressive strength of the bridge deck slab, reliable connection, good durability and lower manufacturing cost, can effectively solve the technical problems of long-term puzzlement engineering circles such as fatigue cracking, bridge deck pavement damage, easy cracking of common concrete bridge deck slabs and the like caused by the orthotropic steel bridge deck slab, and is suitable for various bridge steel girder structures.
The second technical problem to be solved by the invention is to provide a construction method of an orthotropic steel bridge deck and an ultra-high performance concrete composite bridge, which is convenient to construct.
To solve the first technical problem, the technical scheme adopted by the invention is as follows:
the utility model provides an orthotropic steel decking and ultra high performance concrete combination bridge, includes the bridge floor and is located the steel girder of bridge floor below, its characterized in that: the bridge deck is an ultra-high performance concrete composite bridge deck, the ultra-high performance concrete composite bridge deck comprises an orthotropic steel bridge deck which is made of stressed steel materials at the lower edge of the bridge deck and an ultra-high performance concrete deck which is poured on the upper deck of the orthotropic steel bridge deck, the orthotropic steel bridge deck comprises a steel bridge deck and longitudinal stiffening ribs welded on the lower deck of the steel bridge deck, the steel bridge deck is welded with a steel girder, so that the steel girder forms a closed steel box girder or a plate girder or double-side box girders or steel trusses, a plurality of shear nails extending into the ultra-high performance concrete deck are welded on the upper deck of the steel bridge deck, and an upper edge stressed reinforcing mesh is arranged at the upper edge inside the ultra-high performance concrete deck.
Further, the steel main beam is any one of a PK steel box beam, a closed steel box beam, a double-side box steel box beam, an I-shaped steel main beam and a steel truss beam.
Further, the longitudinal stiffening rib is any one of a plate rib, an inverted T rib, an L rib, a flat bulb rib, a closed U rib and a closed V rib.
Furthermore, the shear pins are distributed in a matrix shape or a quincunx shape.
Furthermore, the distance between the shear nails is 300-500 mm.
Furthermore, the thickness of the ultra-high performance concrete bridge deck plate is 80-160 mm, and the thickness of the steel bridge deck plate is 6-16 mm.
Furthermore, the super high performance concrete composite bridge deck can be provided with prestressed steel beams on the lower deck of the steel bridge deck according to the stress requirement.
To solve the second technical problem, the first technical solution adopted by the present invention is as follows:
a construction method for constructing the orthotropic steel bridge deck and the ultra-high performance concrete composite bridge is characterized by comprising the following steps:
s1: the steel main beam and the orthotropic steel bridge deck are divided into corresponding sections, and the steel main beam and the orthotropic steel bridge deck of the corresponding section are welded together in advance;
s2: the steel main beams and the orthotropic steel bridge deck slab are welded or bolted welded to realize the closure of the full bridge;
s3: welding a shear nail on the upper plate surface of the steel bridge deck plate, and arranging an upper edge stress reinforcing mesh above the steel bridge deck plate;
s4: and pouring the ultra-high performance concrete on the upper plate surface of the steel bridge deck plate to form the ultra-high performance concrete deck plate.
To solve the second technical problem, the second technical solution adopted by the present invention is as follows:
a construction method for constructing the orthotropic steel bridge deck and the ultra-high performance concrete composite bridge is characterized by comprising the following steps:
s1: the steel main beam and the orthotropic steel bridge deck are divided into corresponding sections, the steel main beam and the orthotropic steel bridge deck of the corresponding section are welded together in advance, a shear nail is welded on the upper plate surface of the steel bridge deck, a stressed reinforcing steel bar net at the upper edge of the corresponding section is arranged, the ultrahigh-performance concrete is poured to form the ultrahigh-performance concrete deck of the corresponding section, and a connecting space is reserved between the two adjacent sections of the ultrahigh-performance concrete deck;
s2: the steel main beams and the orthotropic steel bridge deck plates are welded or bolted welded to realize the folding of the full bridge, and then the upper edge stressed reinforcing mesh is lapped or welded at the reserved connecting space;
s3: and pouring ultra-high performance concrete at the connecting space.
Compared with the prior art, the invention has the following beneficial effects:
(1) the bridge deck of the combined bridge adopts ultra-high performance concrete (UHPC) which has high tensile strength and compressive strength, low chloride ion diffusion coefficient, low water absorption, zero shrinkage after steam curing and small creep, obviously improves the local rigidity of the orthotropic steel bridge deck, and solves the problems of fatigue cracking, bridge deck pavement damage, easy cracking of common concrete bridge decks and the like which are puzzled in the engineering field for a long time and are caused by adopting the orthotropic steel bridge deck. The UHPC and the asphalt concrete have better bonding performance and mutual coordination deformation performance, and the risk that the bonding of the conventional orthotropic steel bridge deck and an asphalt wearing layer is easy to lose efficacy and the asphalt pavement layer is easy to damage is reduced, so that the bridge deck pavement of the invention can adopt the conventional asphalt concrete.
(2) The invention adopts the ultra-high performance concrete UHPC with high tensile strength and compressive strength to pour on the steel bridge deck slab, the thickness of the bridge deck slab only needs 30 to 60 percent of the thickness of the common concrete bridge deck slab, the dead weight is light, and the scale of the lower structure and the foundation is small; meanwhile, the UHPC has high tensile strength, solves the problem that the common concrete bridge deck slab is easy to generate bridge deck slab cracks due to low tensile strength, and has the advantages of low chloride ion diffusion coefficient, low water absorption, zero shrinkage after steam curing, small creep, high durability, long service life, low later maintenance cost and good economical efficiency.
(3) The thickness of the ultra-high performance concrete panel adopted by the invention is generally 80-160 mm, and if two layers of reinforcing meshes are matched according to the stress requirement, the construction is difficult to realize, so that the steel bridge panel and the longitudinal stiffening ribs thereof replace the lower layer positive bending moment reinforcing steel bars which are difficult to configure, and simultaneously the steel bridge panel and the longitudinal stiffening ribs thereof are used as a steel template for pouring UHPC (ultra high performance concrete), so that the template engineering quantity can be greatly reduced, the template loading and unloading work is avoided, and the segment rapid construction of a factory is very easy to realize. The invention also enables the steel bridge deck and the ultra-high performance concrete deck to be effectively connected into a stressed whole through the arrangement of the shear nails.
(4) The steel main beam can be a PK steel box beam, a closed steel box beam, a double-side box steel box beam, an I-shaped steel main beam, a steel truss beam and the like, and has wide application range.
Drawings
FIG. 1 is an elevational view of the present invention;
FIG. 2 is a schematic view of the structural relationship of the longitudinal stiffeners, shear pins and upper longitudinal stiffeners of the present invention;
FIG. 3 is a schematic cross-sectional structure of the present invention;
figure 4 is a schematic cross-sectional layout of the extra-corporeal prestressed steel strands of the present invention.
The reference numerals in the drawings mean:
100-steel main beam; 110-longitudinal webs; 120-diaphragm plate; 200-orthotropic steel bridge deck; 210-steel deck slab; 220-shear pins; 300-longitudinal stiffeners; 400-ultra high performance concrete panels; 500-upper edge stressed reinforcing mesh; 510-upper edge transverse reinforcement; 520-upper edge longitudinal reinforcement; 600-external prestressing steel beam.
Detailed Description
The invention is further described below with reference to examples.
The first embodiment is as follows:
an orthotropic steel deck slab and ultra-high performance concrete composite bridge as shown in fig. 1 to 4 comprises a bridge deck and a steel girder 100 positioned below the bridge deck, wherein the bridge deck is an ultra-high performance concrete composite deck slab which comprises an orthotropic steel deck slab 200 and an ultra-high performance concrete slab 400 cast on an upper slab surface of the orthotropic steel deck slab 200.
The orthotropic steel bridge deck 200 comprises a steel bridge deck 210 and longitudinal stiffeners 300, wherein the steel bridge deck 210 is welded with the longitudinal webs 110 and the diaphragms 120 of the steel girders 100, so that the steel girders form closed steel box girders or plate girders or double-sided box girders or steel trusses. The longitudinal stiffening ribs 300 are welded on the lower plate surface of the steel bridge deck 210 and used for improving the rigidity of the template and the bridge deck, a plurality of shear nails 220 extending into the ultra-high performance concrete deck 400 are welded on the upper plate surface of the steel bridge deck 210, and flanges are arranged at the upper ends of the shear nails 220. During construction, the shear nails 220 are welded on the upper plate surface of the steel bridge deck 210, and then the ultra-high performance concrete deck 400 is poured, so that the shear nails 220 are positioned in the ultra-high performance concrete deck 400. The diameter of the shear nails 220 is 16 mm, and the value can be within the range of 10-22 mm, the shear nails 220 are distributed on the orthotropic steel bridge deck 200 in a matrix shape or arranged in a quincunx shape, and the distance between every two adjacent shear nails 220 is 400 mm, and the value can be within the range of 300-500 mm. According to the stress requirement, the prestressed steel bundles 600 can be arranged on the lower plate surface of the steel bridge deck 210, and the external prestressed steel bundles 600 are positioned among the longitudinal stiffening ribs 300.
On the upper edge of the inside of the ultra-high performance concrete panel 400, upper edge transverse steel bars 510 with the diameter of phi 16-phi 22mm and upper edge longitudinal steel bars 520 with the diameter of phi 16-phi 22mm are arranged along the length direction of the bridge deck along the bridge direction, the upper edge longitudinal steel bars 520 are bound or spot-welded on the upper edge transverse steel bars 510 to form a bridge panel steel bar mesh, the bridge panel steel bar mesh is an upper edge stress steel bar mesh 500, the steel bridge panel 210 and the longitudinal stiffening ribs 300 form lower edge stress steel bars, and the lower edge stress steel bars are simultaneously used as a bottom die of the ultra-high performance concrete panel 400 to bear the ultra-high performance concrete panel 400.
In this embodiment, the steel main beam 100 may be any one of a PK steel box beam, a closed steel box beam, a double-sided box steel box beam, an i-steel main beam, and a steel truss beam. The longitudinal stiffener 300 may be any of a plate rib, an inverted T rib, an L rib, a bulb steel rib, a closed U rib, and a closed V rib.
In this embodiment, the thickness of the steel deck 210 is 12 mm, and the thickness may be within a range of 10 to 16 mm.
In this embodiment, the longitudinal stiffeners 300 disposed below the orthotropic steel bridge deck 200 are 300 mm high and 8 mm thick, and the height may be set within the range of 150-500 mm, and the thickness may be set within the range of 6-16 mm. The longitudinal stiffening ribs 300 are arranged in the bridge direction and in parallel at intervals in the transverse bridge direction, one longitudinal stiffening rib 300 is welded every 400-600 mm, and the longitudinal stiffening ribs 300 are arranged in the bridge deck length direction in the bridge direction and in parallel at intervals in the bridge deck width direction in the transverse bridge direction.
In this embodiment, the thickness of the ultra-high performance concrete panel 400 is 80 to 160 mm, preferably 120 mm. The distance between the transverse clapboards 120 of the adjacent steel main beams 100 is 2500-5000 mm, preferably 3500 mm.
The construction method for constructing the orthotropic steel bridge deck and the ultra-high performance concrete composite bridge comprises the following steps:
s1: the steel main beam 100 and the orthotropic steel bridge deck 200 are divided into corresponding sections by adopting a traditional processing technology, and the steel main beam 100 and the orthotropic steel bridge deck 200 of the corresponding sections are welded together in advance;
s2: the steel girder is transported to a construction site, the divided sections are combined and spliced by adopting a lifting suspension splicing mode or a splicing mode on a support, and the adjacent steel girder 100 and the orthotropic steel bridge deck 200 are welded or bolted welded to realize the closure of a full bridge;
s3: welding the shear nails 220 on the upper plate surface of the steel bridge deck 210, and arranging an upper edge stressed steel bar mesh above the steel bridge deck 210, wherein the upper edge stressed steel bar mesh comprises the upper edge transverse steel bars 510 and the upper edge longitudinal steel bars 520;
s4: the orthotropic steel bridge deck 200 is used as a bottom die for pouring the ultra-high performance concrete deck 400, and ultra-high performance concrete is poured on the upper plate surface of the steel bridge deck 210 to form the ultra-high performance concrete deck 400;
after the ultra-high performance concrete panel 400 is poured, heat preservation steam curing is carried out for 48 hours at 90 ℃ to eliminate later shrinkage strain and reduce creep deformation.
Example two:
the second embodiment is different from the first embodiment in that the construction method for constructing the orthotropic steel bridge deck and the ultra-high performance concrete composite bridge is different, and the construction method of the second embodiment comprises the following steps:
s1: the steel main beam 100 and the orthotropic steel bridge deck 200 are divided into a plurality of corresponding sections, the steel main beam 100 and the orthotropic steel bridge deck 200 of the corresponding section are welded together in advance, the shear nails 220 are welded on the upper plate surface of the steel bridge deck 210, the upper edge stress reinforcing mesh of the corresponding section is arranged, and the ultra-high performance concrete is poured to form the ultra-high performance concrete deck 400 of the corresponding section, a connecting space is reserved between the two adjacent sections of the ultra-high performance concrete deck 400, and the reserved connecting space is 30-50 cm;
s2: the steel main beams 100 and the orthotropic steel bridge deck boards 200 are welded or bolted, the full-bridge is folded, and then the upper edge stressed reinforcing mesh is lapped or welded at the reserved connecting space;
s3: and pouring ultra-high performance concrete at the connecting space.
The construction method of the second embodiment is more convenient to construct, and can finish more works in a factory uniformly.
The invention adopts ultra-high performance concrete (UHPC) to effectively solve the problem of lower tensile strength of common concrete, and has the following outstanding advantages:
(1) because the UHPC tensile strength and the compressive strength are high, the UHPC combined bridge deck only needs about half of the thickness of a common concrete bridge deck, the structure dead weight is light, the scale of a substructure and foundation engineering is effectively reduced, and the economical efficiency is good.
(2) The UHPC is poured on the orthotropic steel bridge deck slab, so that the rigidity of the bridge deck slab can be improved, the problem of fatigue cracking of the orthotropic steel bridge deck slab is avoided, and the durability of the structure is improved.
(3) The UHPC combined bridge deck is a concrete structure composed of inorganic materials such as cement, silica fume, quartz sand, steel fiber and the like, has better bonding performance and mutual coordination deformation performance with asphalt concrete pavement, solves the problems that the bonding between an orthotropic steel bridge deck and an asphalt wearing layer is easy to lose efficacy and an asphalt pavement layer is easy to damage, can adopt conventional asphalt concrete for bridge deck pavement, and has good economy.
(4) The UHPC high tensile strength solves the problem that the common concrete bridge deck slab is easy to generate bridge deck slab cracks due to low tensile strength, and the UHPC composite bridge deck slab has high durability, long service life and low later maintenance cost because the chloride ion diffusion coefficient is only about 1/100 of the common concrete, the water absorption is only about 1/14 of the common concrete, the shrinkage after steam curing is basically zero and the creep coefficient is only about 15 percent of that of the common concrete.
The above-described embodiments of the present invention are not intended to limit the scope of the present invention, and the embodiments of the present invention are not limited thereto, and various other modifications, substitutions and alterations can be made to the above-described structure of the present invention without departing from the basic technical concept of the present invention as described above, according to the common technical knowledge and conventional means in the field of the present invention.
Claims (9)
1. The utility model provides an orthotropic steel decking and ultra high performance concrete combination bridge, includes the bridge floor and is located steel girder (100) of bridge floor below, its characterized in that: the bridge deck is an ultra-high performance concrete composite bridge deck, the ultra-high performance concrete composite bridge deck comprises an orthotropic steel bridge deck (200) serving as a lower edge stress steel of the bridge deck and an ultra-high performance concrete deck (400) poured on the upper plate surface of the orthotropic steel bridge deck (200), the orthotropic steel bridge deck (200) comprises a steel bridge deck (210) and longitudinal stiffeners (300) welded to the lower deck of the steel bridge deck (210), the steel bridge deck (210) is welded with the steel main beam (100) to form a closed steel box girder or a plate girder or a double-side box girder or a steel truss girder, a plurality of shear nails (220) extending into the ultra-high performance concrete panel are welded on the upper plate surface of the steel bridge deck (210), and an upper edge stressed reinforcing mesh is arranged at the upper edge of the inner part of the ultrahigh-performance concrete panel (400).
2. The orthotropic steel deck plate and ultra-high performance concrete composite bridge of claim 1, wherein: the steel main beam (100) is any one of a PK steel box beam, a closed steel box beam, a double-side box steel box beam, an I-shaped steel main beam and a steel truss beam.
3. The orthotropic steel deck plate and ultra-high performance concrete composite bridge of claim 1, wherein: the longitudinal stiffening rib (300) is any one of a plate rib, an inverted T rib, an L rib, a flat bulb steel rib, a closed U rib and a closed V rib.
4. The orthotropic steel deck plate and ultra-high performance concrete composite bridge of claim 1, wherein: the shear nails (220) are distributed in a matrix shape or a quincunx shape.
5. The orthotropic steel deck plate and ultra-high performance concrete composite bridge of claim 4, wherein: the distance between the shear nails (220) is 300-500 mm.
6. The orthotropic steel deck plate and ultra-high performance concrete composite bridge of claim 1, wherein: the thickness of the ultra-high performance concrete bridge deck slab (400) is 80-160 mm, and the thickness of the steel bridge deck slab (210) is 6-16 mm.
7. The orthotropic steel deck plate and ultra-high performance concrete composite bridge of claim 1, wherein: the ultra-high performance concrete combined bridge deck can be further provided with prestressed steel bundles on the lower plate surface of the steel bridge deck (210) according to the stress requirement.
8. A construction method for constructing the orthotropic steel bridge deck and the ultra-high performance concrete composite bridge of any one of claims 1 to 7, comprising the following steps:
s1: the steel main beam (100) and the orthotropic steel bridge deck (200) are divided into corresponding sections, and the steel main beam (100) and the orthotropic steel bridge deck (200) of the corresponding sections are welded together in advance;
s2: the steel girder is transported to a construction site, the divided sections are combined and spliced by adopting a lifting suspension splicing mode or a splicing mode on a support, and the adjacent steel girder (100) and the orthotropic steel bridge deck (200) are welded or bolted welded to realize the closure of a full bridge;
s3: welding the shear nails (220) on the upper plate surface of the steel bridge deck plate (210), and arranging the upper edge stressed reinforcing mesh above the steel bridge deck plate (210);
s4: and pouring ultra-high performance concrete on the upper plate surface of the steel bridge deck (210) to form the ultra-high performance concrete deck (400).
9. A construction method for constructing the orthotropic steel bridge deck and the ultra-high performance concrete composite bridge of any one of claims 1 to 7, comprising the following steps:
s1: the steel main beam (100) and the orthotropic steel bridge deck (200) are divided into corresponding multiple sections, the steel main beam (100) and the orthotropic steel bridge deck (200) of the corresponding section are welded together in advance, the shear nails (220) are welded on the upper plate surface of the steel bridge deck (210), the upper edge stress reinforcing mesh of the corresponding section is arranged, the ultra-high performance concrete is poured to form the ultra-high performance concrete deck (400) of the corresponding section, and a connecting space is reserved between the two adjacent sections of the ultra-high performance concrete deck (400);
s2: the steel main beam is transported to a construction site, the divided multiple sections are combined and spliced by adopting a lifting and hanging splicing mode or a splicing mode on a support, the adjacent steel main beam (100) and the orthotropic steel bridge deck (200) are welded or bolted welded to realize the folding of a full bridge, and then the upper edge stressed reinforcing mesh is lapped or welded at the reserved connecting space;
s3: and pouring ultra-high performance concrete at the connecting space.
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| CN112049006A (en) * | 2020-09-11 | 2020-12-08 | 中交第二公路勘察设计研究院有限公司 | Orthotropic steel bridge deck structure and construction method |
| CN112900262A (en) * | 2021-03-12 | 2021-06-04 | 湖南大学 | Combined bridge deck structure of bridge, bridge structure and construction method of bridge structure |
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| CN212270685U (en) * | 2020-01-15 | 2021-01-01 | 广东省交通规划设计研究院股份有限公司 | Orthotropic steel bridge deck slab and ultra-high performance concrete combined bridge |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112049006A (en) * | 2020-09-11 | 2020-12-08 | 中交第二公路勘察设计研究院有限公司 | Orthotropic steel bridge deck structure and construction method |
| CN112900262A (en) * | 2021-03-12 | 2021-06-04 | 湖南大学 | Combined bridge deck structure of bridge, bridge structure and construction method of bridge structure |
| CN114232477A (en) * | 2021-12-30 | 2022-03-25 | 山西省交通科技研发有限公司 | Construction method of steel plate concrete composite structure |
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