CN212270685U - Orthotropic steel bridge deck slab and ultra-high performance concrete combined bridge - Google Patents
Orthotropic steel bridge deck slab and ultra-high performance concrete combined bridge Download PDFInfo
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- CN212270685U CN212270685U CN202020090972.5U CN202020090972U CN212270685U CN 212270685 U CN212270685 U CN 212270685U CN 202020090972 U CN202020090972 U CN 202020090972U CN 212270685 U CN212270685 U CN 212270685U
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Abstract
The utility model discloses an orthotropic steel bridge deck slab and ultra high performance concrete composite bridge, it includes bridge floor and steel girder, the bridge floor is ultra high performance concrete composite bridge deck slab, ultra high performance concrete composite bridge deck slab includes orthotropic steel bridge deck slab and ultra high performance concrete panel, orthotropic steel bridge deck slab includes steel bridge deck slab and welds the vertical stiffening rib at the lower face of steel bridge deck slab, steel bridge deck slab welds with the steel girder mutually, make the steel girder form and seal steel box girder or flat girder or bilateral box girder or steel truss, it has the shear force nail that a plurality of stretches into in the ultra high performance concrete panel to weld at the last face of steel bridge deck slab, it is equipped with reason atress reinforcing bar net on the inside reason of ultra high performance concrete panel to go up. The utility model discloses a decking tensile and compressive strength of composite bridge are high, the connection is reliable, the durability is good and the cost is lower.
Description
Technical Field
The utility model relates to an orthotropic steel bridge deck slab and ultra high performance concrete combination 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.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem that an orthotropic steel decking and ultra high performance concrete combination bridge are provided, its decking tensile and compressive strength are high, connect reliably, the durability is good and the cost is lower, can effectively solve the fatigue crack that current adoption orthotropic steel decking arouses, the bridge deck pavement damage and the easy long-term puzzlement engineering boundary's such as the easy fracture of ordinary concrete decking technical problem, be applicable to various types of bridge steel girder structure.
Solve above-mentioned technical problem, the utility model discloses a technical scheme 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.
Compared with the prior art, the utility model discloses following beneficial effect has:
(1) the utility model discloses a bridge deck plate of composite bridge adopts tensile, compressive strength height, chloride ion diffusion coefficient low, the hydroscopicity is low, the shrink after the steam curing is zero and creep little Ultra High Performance Concrete (UHPC), is showing and is improving orthotropic steel bridge deck plate local rigidity to solved the long-term puzzlement engineering boundary's that adopts orthotropic steel bridge deck plate to cause diseases such as fatigue crack, bridge deck pavement damage and ordinary concrete bridge deck plate fracture easily. UHPC and asphalt concrete's adhesive property and mutual coordination deformability are better, have reduced the easy risk that loses efficacy and the easy damage of asphalt pavement layer of the bonding of current orthotropic steel decking and pitch wearing and tearing layer, thereby make the utility model discloses a bridge deck pavement can adopt conventional asphalt concrete.
(2) The utility model 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 30-60% of that of the common concrete bridge deck slab, the dead weight is light, and the substructure and the foundation scale are 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 utility model discloses an ultra high performance concrete panel thickness generally be 80 ~ 160 millimeters, if join in marriage two layers of reinforcing bar net according to the atress needs, then be difficult to realize in the structure, consequently replace the lower floor positive moment reinforcing bar that is difficult to the configuration with steel bridge deck board and vertical stiffening rib, do the steel form of pouring UHPC simultaneously concurrently, can reduce the template engineering volume in a large number, avoid template loading and unloading work, very easily realize the quick construction of the festival section of mill. The utility model discloses still through the setting of shear force nail, make steel bridge deck board and ultra high performance concrete panel effectively connect into a atress wholly.
(4) The utility model discloses a steel girder can be PK steel box girder, the steel box girder that closes, bilateral case steel box girder, I-steel girder, steel truss girder etc. and the range of application is extensive.
Drawings
Fig. 1 is an elevation view of the present invention;
FIG. 2 is a schematic view of the structural relationship between the longitudinal stiffeners, the shear pins and the upper longitudinal bars of the present invention;
fig. 3 is a schematic cross-sectional structure of the present invention;
fig. 4 is a schematic cross-sectional layout of the external prestressed steel bundle 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 present invention will be further described with reference to the following examples.
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.
For the orthotropic steel bridge deck and the ultra-high performance concrete combined bridge, the following construction method can be adopted for construction, and the construction method 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.
For the orthotropic steel bridge deck and the ultra-high performance concrete combined bridge, the following second construction method can be adopted for construction, and the second construction method 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 utility model discloses a lower problem of ordinary concrete tensile strength can effectively be solved to Ultra High Performance Concrete (UHPC), and it has following outstanding advantage:
(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 embodiments of the present invention are not right the utility model discloses the limited protection scope, the utility model discloses an embodiment is not limited to this, all kinds of basis according to the above-mentioned of the utility model discloses an under the above-mentioned basic technical thought prerequisite of the utility model, right according to ordinary technical knowledge and the conventional means in this field the modification, replacement or the change of other multiple forms that above-mentioned structure made all should fall within the protection scope of the utility model.
Claims (7)
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 panel (400) is 80-160 mm, and the thickness of the steel bridge panel (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.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111139746A (en) * | 2020-01-15 | 2020-05-12 | 广东省交通规划设计研究院股份有限公司 | Orthotropic steel bridge deck and ultra-high performance concrete combined bridge and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111139746A (en) * | 2020-01-15 | 2020-05-12 | 广东省交通规划设计研究院股份有限公司 | Orthotropic steel bridge deck and ultra-high performance concrete combined bridge and construction method thereof |
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Address after: No.146, huangbian North Road, Baiyun District, Guangzhou, Guangdong 510440 Patentee after: Guangdong transportation planning and Design Institute Group Co.,Ltd. Address before: No.22 Xinghua Road, Tianhe District, Guangzhou City, Guangdong Province Patentee before: GUANGDONG PROVINCE COMMUNICATIONS PLANNING & DESIGN INSTITUTE Co.,Ltd. |