CN110924287A - Semi-fabricated large-span combined box girder and construction method thereof - Google Patents
Semi-fabricated large-span combined box girder and construction method thereof Download PDFInfo
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- CN110924287A CN110924287A CN201910903639.3A CN201910903639A CN110924287A CN 110924287 A CN110924287 A CN 110924287A CN 201910903639 A CN201910903639 A CN 201910903639A CN 110924287 A CN110924287 A CN 110924287A
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- 238000010276 construction Methods 0.000 title claims abstract description 48
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 54
- 239000010959 steel Substances 0.000 claims abstract description 54
- 239000007787 solid Substances 0.000 claims abstract description 27
- 210000002435 tendon Anatomy 0.000 claims description 32
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 13
- 238000004873 anchoring Methods 0.000 claims description 13
- 239000004567 concrete Substances 0.000 claims description 12
- 238000009415 formwork Methods 0.000 claims description 11
- 239000011374 ultra-high-performance concrete Substances 0.000 claims description 11
- 239000011148 porous material Substances 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 230000002457 bidirectional effect Effects 0.000 claims description 4
- 239000002131 composite material Substances 0.000 claims description 4
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 244000035744 Hura crepitans Species 0.000 claims description 3
- 210000001015 abdomen Anatomy 0.000 claims description 3
- 238000000034 method Methods 0.000 claims description 3
- 238000005192 partition Methods 0.000 claims description 3
- 238000007788 roughening Methods 0.000 claims description 2
- 238000005336 cracking Methods 0.000 abstract description 7
- 238000005260 corrosion Methods 0.000 abstract description 5
- 230000007797 corrosion Effects 0.000 abstract description 5
- 230000003628 erosive effect Effects 0.000 abstract description 4
- 230000002787 reinforcement Effects 0.000 description 16
- 230000009286 beneficial effect Effects 0.000 description 3
- 239000011372 high-strength concrete Substances 0.000 description 3
- 239000011513 prestressed concrete Substances 0.000 description 3
- 238000012423 maintenance Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 210000003205 muscle Anatomy 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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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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
- 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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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Abstract
The invention relates to the technical field of bridge engineering, in particular to a semi-fabricated large-span combined box girder and a construction method thereof, wherein the combined box girder is erected between two permanent piers and is characterized by comprising a plurality of sections of U-shaped girders, hollow diaphragm plates, solid diaphragm plates, thin templates and bridge decks; according to the semi-fabricated long-span combined box girder and the construction method thereof, the web plate and the bottom plate adopt the PUHPC members, so that the structural size can be reduced, the self weight and the internal force of the structure can be reduced, and the spanning capability of a bridge can be improved; the PUHPC combined box girder is adopted in the midspan section, so that the structure size can be reduced, the structure dead weight and the structure internal force are reduced, the spanning capability and the tensile capability of the bridge are improved, and the cracking probability of the combined box girder is obviously reduced; compared with a steel structure, the steel structure has higher corrosion resistance and erosion resistance, and the safety and the durability of the structure can be improved; all parts can be prefabricated in a factory and transported to a site for hoisting, and the site construction efficiency is greatly improved.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a semi-fabricated long-span combined box girder and a construction method thereof.
Background
The large-span single-hole simply-supported (continuous) beam is commonly used for an urban pedestrian overpass or a overpass bridge of a highway. The urban pedestrian overpass mostly adopts steel box girders, and the maintenance cost is high during operation; the traditional large-span prestressed concrete beam is mostly adopted for the overpass bridge of the expressway, the self weight of the structure is large, large-scale hoisting equipment is required, and the construction difficulty is large.
Ultra-High Performance Concrete (UHPC) is a cement-based composite material with ultrahigh strength, High toughness, High durability and good volume stability. A prestressed UHPC box girder (stressing force ultra-High Performance Concrete, PUHPC), which is relatively low in cost and corrosion resistant compared to a steel box girder, does not require maintenance substantially during operation; compared with the traditional prestressed concrete beam, the self-weight can be obviously reduced, large-scale hoisting equipment is not needed, and the cracks and the crack width of the tension area structure of the box girder are reduced. Therefore, the prefabricated assembled PUHPC box girder has wide application prospect.
For example, the invention patent with the publication number of CN 107100065A discloses a combined steel box girder for a high-speed railway and a construction method thereof, belonging to the field of high-speed railway bridges. The shear connectors are arranged on the upper flange plates of the steel boxes in the combined steel box girder, and the upper concrete plates and the upper flange plates are connected together. Meanwhile, the steel bottom plate is combined with the prefabricated prestressed concrete slab and jointly used as the bottom plate of the combined steel box girder to jointly bear force.
When the invention is assembled and constructed, the construction of the joint part is more complex, which is not beneficial to the requirement of quick construction in urban construction.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the semi-fabricated long-span combined box girder is suitable for urban bridges or urban overpass bridges and is convenient to construct quickly.
In order to solve the technical problems, the invention adopts the technical scheme that: a semi-fabricated large-span combined box girder and a construction method thereof are disclosed, wherein the combined box girder is erected between two permanent piers and comprises a plurality of sections of U-shaped girders, hollow diaphragm plates, solid diaphragm plates, thin templates and bridge decks;
the multi-section U-shaped beam is composed of a bottom plate and two webs, web prestressed tendons along the length direction of the U-shaped beam are arranged at the free ends of the two webs, a plurality of web transverse steel bars along the width direction of the U-shaped beam are uniformly arranged at the free ends of the two webs, A-shaped toothed plates which are mutually communicated are respectively arranged at the two ends of the bottom plate, a plurality of first prestressed tendons which penetrate along the length direction of the U-shaped beam are uniformly arranged in the bottom plate, the two ends of the first prestressed tendons are respectively penetrated into the A-shaped toothed plates at the two ends of the bottom plate to be anchored, toothed plate connecting plates are arranged on the bottom plate of the beam U-shaped beam, connecting steel bars are respectively arranged at the two ends of the U-shaped beam, the ends of the connecting toothed plates of two adjacent sections of U-shaped beams are mutually butted, and transverse partition prestressed tendons are mutually anchored in the connecting toothed plates of the two sections of U-;
the hollow diaphragm plates are multiple and are uniformly arranged between the two webs along the length direction of the U-shaped beam;
the solid diaphragm plates are connected and arranged between the connected U-shaped beams, double-layer bidirectional reinforcing steel bar meshes are arranged in the solid diaphragm plates, and the reinforcing steel bar meshes are fixedly connected with the connecting toothed plates of the adjacent U-shaped beams;
the number of the thin templates is multiple, the thin templates are horizontally erected between the top ends of the two webs, and the thin templates are uniformly provided with a plurality of thin template transverse steel bars along the width direction of the U-shaped beam;
the bridge deck is arranged on the thin formwork, two ends of the bridge deck on each U-shaped beam are provided with B-shaped toothed plates, second prestressed steel bars penetrating through two ends of the bridge deck along the length direction are arranged in the bridge deck, one end of each second prestressed steel bar is anchored to the B-shaped toothed plate of the bridge deck, and the other end of each second prestressed steel bar penetrates through the solid diaphragm plate and is anchored to the B-shaped toothed plate of the other bridge deck;
the thickness of the bottom plate is 0.12-0.25 m, the thickness of the web plate is 0.10-0.15 m, the thickness of the hollow diaphragm plate is 0.10-0.15 m, the bottom plate, the web plate and the hollow diaphragm plate are all made of ultra-high performance concrete with the straight pull strength of more than 8MPa and the compressive strength of more than 130MPa, and the bridge deck plate is made of common concrete.
The hollow diaphragm plates are uniformly arranged along the length direction of the U-shaped beam at intervals of 5-10 m.
The connecting steel bars are embedded at two ends of the web plate and the base plate and exposed, the connecting steel bars are embedded at the lower side of the first prestressed rib in the base plate, and the length of the embedded sections of the connecting steel bars in the base plate and the web plate is not less than the anchoring length of the connecting steel bars.
Wherein the thickness of the thin template is 0.03m-0.06 m.
And the two ends of the top surface of the bottom plate are provided with hanging ribs which are anchored on the lower side of the first prestressed rib.
The invention has the beneficial effects that: according to the semi-fabricated long-span combined box girder and the construction method thereof, the web plate and the bottom plate adopt the PUHPC members, so that the structural size can be reduced, the self weight and the internal force of the structure can be reduced, and the spanning capability of a bridge can be improved; compared with the common concrete structure, the high-strength concrete box girder has higher tensile strength, can improve the tensile capacity of the box girder and obviously reduces the cracking of the box girder; the PUHPC combined box girder is adopted in the midspan section, so that the structure size can be reduced, the structure dead weight and the structure internal force are reduced, the spanning capability and the tensile capability of the bridge are improved, and the cracking probability of the combined box girder is obviously reduced; compared with a steel structure, the steel structure has higher corrosion resistance and erosion resistance, and the safety and the durability of the structure can be improved; all parts can all be prefabricated in the mill, transport to on-the-spot hoist and mount again, adopt interim pier and interim support construction, saved construction support's construction cost, greatly improved the efficiency of construction on-the-spot, it is convenient to construct, does not influence the underbridge and current.
Drawings
Fig. 1 is a schematic structural view of a semi-fabricated large-span combined box girder according to an embodiment of the present invention;
FIG. 2 is a schematic structural view of a U-beam according to an embodiment of the present invention;
FIG. 3 is a cross-sectional view taken along line I-I of FIG. 1;
FIG. 4 is a sectional view taken along line II-II of FIG. 1;
FIG. 5 is a cross-sectional view taken along line A-A of FIG. 1;
FIG. 6 is a cross-sectional view taken at B-B of FIG. 1;
FIG. 7 is a cross-sectional reinforcement view of a U-beam of an embodiment of the present invention;
FIG. 8 is a cross-sectional view taken at C-C of FIG. 1;
FIG. 9 is a cross-sectional view taken at D-D of FIG. 8;
FIG. 10 is a cross-sectional view taken at E-E of FIG. 8;
description of reference numerals:
1. a U-shaped beam; 11. a base plate; 111. an A-shaped toothed plate; 112. a first tendon; 113. a connecting toothed plate; 114. the diaphragm prestressed tendons; 115. hanging the ribs; 12. a web; 121. web prestressed tendons; 122. web transverse steel bars; 13. connecting reinforcing steel bars;
2. a hollow diaphragm plate;
3. a solid diaphragm plate;
4. a thin template; 41. transverse reinforcing steel bars of the thin template;
5. a bridge deck; 51. b-shaped toothed plates; 52. and second prestressed reinforcement.
6. A permanent pier;
7. a temporary bridge pier; 71. and (5) temporarily supporting.
Detailed Description
In order to explain technical contents, achieved objects, and effects of the present invention in detail, the following description is made with reference to the accompanying drawings in combination with the embodiments.
Referring to fig. 1 to 10, the semi-fabricated large-span combined box girder and the construction method thereof according to the present invention is erected between two permanent piers 6, and includes a multi-section U-shaped girder 1, a hollow diaphragm 2, a solid diaphragm 3, a thin template 4 and a bridge deck 5;
the structure of the U-shaped beam 1 is the same, the U-shaped beam 1 is composed of a bottom plate 11 and two webs 12, web prestressed tendons 121 along the length direction of the U-shaped beam 1 are arranged at the free ends of the two webs 12, a plurality of web transverse rebars 122 along the width direction of the U-shaped beam 1 are uniformly arranged at the free ends of the two webs 12, two ends of the bottom plate 11 are respectively provided with a A-shaped toothed plate 111 which are communicated with each other, a plurality of first prestressed tendons 112 which penetrate through the bottom plate 11 along the length direction of the U-shaped beam 1 are uniformly arranged in the bottom plate 11, two ends of the first tendon 112 are respectively inserted into the a-shaped tooth plates 111 at two ends of the bottom plate 11 for anchoring, one end of the bottom plate 11 is provided with a connecting toothed plate 113, two ends of the U-shaped beam 1 are respectively provided with connecting reinforcing steel bars 13, one ends of the U-shaped beams 1 provided with the connecting toothed plates 113 are mutually butted, and diaphragm prestressed ribs 114 are mutually connected and anchored in the connecting toothed plates 113 of the U-shaped beams 1;
the hollow diaphragm plates 2 are multiple and are uniformly arranged between the two webs 12 along the length direction of the U-shaped beam 1;
the solid diaphragm plates 3 are connected and arranged between the connected U-shaped beams 1, double-layer bidirectional reinforcing steel bar meshes are arranged in the solid diaphragm plates 3, and the reinforcing steel bar meshes are fixedly connected with the connecting toothed plates 113 of the adjacent U-shaped beams 1;
the number of the thin formworks 4 is multiple, the thin formworks 4 are horizontally erected between the top ends of the two webs 12, and a plurality of thin formwork transverse steel bars 41 along the width direction of the U-shaped beam 1 are uniformly arranged on the thin formworks 4;
the decking 5 sets up on the thin template 4, every the both ends of the decking 5 on the U type roof beam 1 all are provided with B type pinion rack 51, be provided with the second prestressing steel 52 that runs through the decking 5 both ends along length direction in the decking 5, second prestressing steel 52 one end anchor in the B type pinion rack 51 of decking 5, the other end passes solid diaphragm 3 anchor in the B type pinion rack 51 of another decking 5.
The beneficial effect of above-mentioned half assembled large-span combination case roof beam lies in: according to the semi-fabricated long-span combined box girder and the construction method thereof, the web plate and the bottom plate adopt the PUHPC members, so that the structural size can be reduced, the self weight and the internal force of the structure can be reduced, and the spanning capability of a bridge can be improved; compared with the common concrete structure, the high-strength concrete box girder has higher tensile strength, can improve the tensile capacity of the box girder and obviously reduces the cracking of the box girder; the PUHPC combined box girder is adopted in the midspan section, so that the structure size can be reduced, the structure dead weight and the structure internal force are reduced, the spanning capability and the tensile capability of the bridge are improved, and the cracking probability of the combined box girder is obviously reduced; compared with a steel structure, the steel structure has higher corrosion resistance and erosion resistance, and the safety and the durability of the structure can be improved; all parts can be prefabricated in a factory and transported to a site for hoisting, and the construction cost of the construction support is saved by adopting temporary piers and temporary supports for construction, so that the site construction efficiency is greatly improved.
Further, the thickness of the bottom plate 11 is 0.12m-0.25m, the thickness of the web plate 12 is 0.10m-0.15m, the thickness of the hollow diaphragm plate 2 is 0.10m-0.15m, the bottom plate 11, the web plate 12 and the hollow diaphragm plate 2 are all made of ultra-high performance concrete with the straight pull strength of more than 8MPa and the compressive strength of more than 130MPa, and the bridge deck 5 is made of common concrete.
Furthermore, the hollow diaphragm plates 2 are uniformly arranged at intervals of 5-10 m along the length direction of the U-shaped beam 1.
From the above description, through the intensive arrangement of the longitudinal bridge direction of the hollow diaphragm plates, the structural stress of the combined box girder can be improved, and the dead weight is reduced under the condition that the stress of the combined box girder is not influenced.
Further, the connecting steel bars 13 are embedded and exposed at two ends of the web plate 12 and the bottom plate 11, the connecting steel bars 13 are embedded at the lower side of the first prestressed tendons 112 in the bottom plate 11, and the length of the embedded sections of the connecting steel bars 13 in the bottom plate 11 and the web plate 12 is not less than the anchoring length of the connecting steel bars 13.
Further, the thickness of the thin template 4 is 0.03m-0.06 m.
Further, both ends of the top surface of the bottom plate 11 are provided with hanging ribs 115, and the hanging ribs 115 are anchored at the lower side of the first prestressed rib 112.
According to the description, the U-shaped beam is conveniently hoisted through the arrangement of the hoisting ribs.
The construction method of the semi-fabricated large-span combined box girder comprises the following steps:
the method comprises the following steps: firstly, measuring and determining the span between two permanent piers 6, then prefabricating a U-shaped beam 1, a hollow diaphragm plate 2 and a thin template 4 with proper lengths in a factory, tensioning web prestressed tendons 121 of the U-shaped beam 1, and respectively anchoring two ends of first prestressed tendons 112 of a plurality of sections of U-shaped beams 1 on A-shaped toothed plates 111 at two ends of a bottom plate 11;
step two: pouring a construction temporary pier 7 on a longitudinal bridge position of a bridge construction site, arranging a temporary support 71 on the construction temporary pier, transporting the U-shaped beam 1 to the construction site, hoisting the U-shaped beam 1 to a permanent pier 6 or a temporary pier 7 support by a crane or a bridge girder erection machine through a hoisting rib 115, binding a reinforcing mesh of a solid diaphragm plate 3 on the basis of connecting reinforcing steel bars 13 opposite to the U-shaped beam 1 at two ends, reserving a hole channel of a diaphragm plate prestressed rib 114, butting the hole channel of a connecting toothed plate 113 on an adjacent bottom plate 11, and pouring the solid diaphragm plate 3 by using ultrahigh-performance concrete;
step three: after the solid diaphragm 3 is formed, the diaphragm prestressed tendons 114 penetrate through the pore channels, the diaphragm prestressed tendons 114 are tensioned on the connecting toothed plates 113 at the two sides of the bottom plate 11, and grouting and anchoring are performed after tensioning;
step four: installing a hollow diaphragm plate 2 in a fixed U-shaped beam 1, laying a plurality of thin templates 4 between the top ends of two webs 12, galling the top surfaces of the thin templates 4, finally arranging flange side templates of a bridge deck 5 at the top ends of the belly, arranging transverse reinforcements and second prestressed reinforcements of the bridge deck 5 in the flange side templates, finally fixing and pouring the transverse reinforcements 41 and 122 of the thin templates, the transverse reinforcements 122 of the webs, the transverse reinforcements and the second prestressed reinforcements of the bridge deck 5 together in a concrete pouring mode to form a bridge deck 5, and tensioning the second prestressed reinforcements of the bridge deck 5 after the bridge deck 5 is poured and molded;
step five: and after the main structure construction is finished, removing the support of the temporary pier 7 and removing the temporary pier 7.
Further, the temporary pier 7 is supported as a sandbox.
The first embodiment is as follows:
a semi-fabricated large-span combined box girder and a construction method thereof, the combined box girder is erected between two permanent piers 6 and comprises a multi-section U-shaped girder 1, a hollow diaphragm plate 2, a solid diaphragm plate 3, a thin template 4 and a bridge deck 5;
the structure of the multiple sections of U-shaped beams 1 is the same, each U-shaped beam 1 is composed of a bottom plate 11 and two webs 12 at the bottom, web prestressed tendons 121 along the length direction of the U-shaped beam 1 are arranged at the free ends of the two webs 12, a plurality of web transverse rebars 122 along the width direction of the U-shaped beam 1 are uniformly arranged at the free ends of the two webs 12, a plurality of a-shaped toothed plates 111 which are mutually communicated are respectively arranged at the two ends of the bottom plate 11, a plurality of first prestressed tendons 112 which penetrate along the length direction of the U-shaped beam 1 are uniformly arranged in the bottom plate 11, the two ends of the first prestressed tendons 112 are respectively penetrated into the a-shaped toothed plates 111 at the two ends of the bottom plate 11 for anchoring, a connecting toothed plate 113 is arranged at one end of the bottom plate 11, connecting reinforcing bars 13 are respectively arranged at the two ends of the U-shaped beam 1, one end of the multiple sections of the U-shaped beam 1 provided with the connecting toothed plates 113 are mutually butted, and a transverse partition prestressed tendon 114 is anchored in the connecting;
the hollow diaphragm plates 2 are multiple and are uniformly arranged between the two webs 12 along the length direction of the U-shaped beam 1;
the solid diaphragm plates 3 are connected and arranged between the connected U-shaped beams 1, double-layer bidirectional reinforcing steel bar meshes are arranged in the solid diaphragm plates 3, and the reinforcing steel bar meshes are fixedly connected with the connecting toothed plates 113 of the adjacent U-shaped beams 1;
the number of the thin formworks 4 is multiple, the thin formworks 4 are horizontally erected between the top ends of the two webs 12, and a plurality of thin formwork transverse steel bars 41 along the width direction of the U-shaped beam 1 are uniformly arranged on the thin formworks 4;
the bridge deck 5 is arranged on the thin formwork 4, two ends of the bridge deck 5 on each U-shaped beam 1 are respectively provided with a B-shaped toothed plate 51, a second prestressed steel bar 52 penetrating through two ends of the bridge deck 5 along the length direction is arranged in the bridge deck 5, one end of each second prestressed steel bar 52 is anchored to the B-shaped toothed plate 51 of the bridge deck 5, and the other end of each second prestressed steel bar is anchored to the B-shaped toothed plate 51 of the other bridge deck 5 after penetrating through the solid diaphragm 3;
the thickness of the bottom plate 11 is 0.20m, the thickness of the web plate 12 is 0.13m, the thickness of the hollow diaphragm plate 2 is 0.14m, the bottom plate 11, the web plate 12 and the hollow diaphragm plate 2 are all made of ultra-high performance concrete with the straight pull strength of 8MPa and the compression strength of 130MPa, and the bridge deck 5 is made of common concrete;
the hollow diaphragm plates 2 are uniformly arranged at intervals of 6m along the length direction of the U-shaped beam 1;
the connecting steel bars 13 are embedded and exposed at two ends of the web plate 12 and the bottom plate 11, the connecting steel bars 13 are embedded at the lower side of the first prestressed tendons 112 in the bottom plate 11, and the embedded sections of the connecting steel bars 13 in the bottom plate 11 and the web plate 12 are not less than the anchoring length of the connecting steel bars 13;
the thickness of the thin template 4 is 0.05 m;
both ends of the top surface of the bottom plate 11 are provided with hanging ribs 115, and the hanging ribs 115 are anchored at the lower side of the first prestressed rib 112.
The construction method of the semi-fabricated large-span combined box girder comprises the following steps:
the method comprises the following steps: firstly, measuring and determining the span between two permanent piers 6, then prefabricating a U-shaped beam 1, a hollow diaphragm plate 2 and a thin template 4 with proper lengths in a factory, tensioning web prestressed tendons 121 of the U-shaped beam 1, and respectively anchoring two ends of first prestressed tendons 112 of a plurality of sections of U-shaped beams 1 to A-shaped toothed plates 111 at two ends of respective bottom plates 11, wherein the thickness of the bottom plates 11 is 0.20m, the thickness of the web plates 12 is 0.13m, the thickness of the hollow diaphragm plate 2 is 0.14m, the thickness of the thin template 4 is 0.05m, the bottom plates 11, the web plates 12 and the hollow diaphragm plate 2 are made of ultrahigh-performance concrete with the vertical pull strength of 8MPa and the compressive strength of 130MPa, and the bridge deck plate 5 is made of common concrete;
step two: pouring a construction temporary pier 7 on a longitudinal bridge position of a bridge construction site, arranging a temporary support 71 on the construction temporary pier, transporting the U-shaped beam 1 to the construction site, hoisting the U-shaped beam 1 to a permanent pier 6 or a temporary pier 7 support by a crane or a bridge girder erection machine through a hoisting rib 115, binding a reinforcing mesh of a solid diaphragm plate 3 on the basis of connecting reinforcing steel bars 13 opposite to the U-shaped beam 1 at two ends, reserving a hole channel of a diaphragm plate prestressed rib 114, butting the hole channel of a connecting toothed plate 113 on an adjacent bottom plate 11, and pouring the solid diaphragm plate 3 by using ultrahigh-performance concrete;
step three: after the solid diaphragm 3 is formed, the diaphragm prestressed tendons 114 penetrate through the pore channels, the diaphragm prestressed tendons 114 are tensioned on the connecting toothed plates 113 at the two sides of the bottom plate 11, and grouting and anchoring are performed after tensioning;
step four: uniformly arranging and installing hollow diaphragm plates 2 in a fixed U-shaped beam 1 at intervals of 6m along the length direction, paving a plurality of thin templates 4 between the top ends of two webs 12, roughening the top surfaces of the thin templates 4, finally arranging flange side templates of a bridge deck 5 at the top ends of the belly, arranging transverse reinforcements and second prestressed reinforcements of the bridge deck 5 in the flange side templates, and finally, fixedly pouring the transverse reinforcements 41 of the thin templates, the transverse reinforcements 122 of the webs, the transverse reinforcements of the bridge deck 5 and the second prestressed reinforcements together in a concrete pouring mode to form the bridge deck 5, and stretching the second prestressed reinforcements of the bridge deck 5 after the bridge deck 5 is poured and molded;
step five: and after the main structure construction is finished, removing the support of the temporary pier 7 and removing the temporary pier 7.
Further, the temporary pier 7 is supported as a sandbox.
In conclusion, according to the semi-fabricated long-span combined box girder and the construction method thereof provided by the invention, the web plate and the bottom plate adopt the PUHPC members, so that the structure size can be reduced, the self weight and the internal force of the structure are reduced, and the spanning capability of a bridge is improved; compared with the common concrete structure, the high-strength concrete box girder has higher tensile strength, can improve the tensile capacity of the box girder and obviously reduces the cracking of the box girder; the PUHPC combined box girder is adopted in the midspan section, so that the structure size can be reduced, the structure dead weight and the structure internal force are reduced, the spanning capability and the tensile capability of the bridge are improved, and the cracking probability of the combined box girder is obviously reduced; compared with a steel structure, the steel structure has higher corrosion resistance and erosion resistance, and the safety and the durability of the structure can be improved; all parts can be prefabricated in a factory and then transported to a site for hoisting, and temporary piers and temporary supports are adopted for construction, so that the construction cost of the construction support is saved, and the site construction efficiency is greatly improved;
through the intensive arrangement of the longitudinal bridge direction of the hollow diaphragm plates, the structural stress of the combined box girder can be improved, and the dead weight is reduced under the condition that the stress of the combined box girder is not influenced;
through the setting of hanging the muscle, conveniently carry out the handling to U type roof beam.
The above description is only an embodiment of the present invention, and not intended to limit the scope of the present invention, and all equivalent changes made by using the contents of the present specification and the drawings, or applied directly or indirectly to the related technical fields, are included in the scope of the present invention.
Claims (8)
1. A semi-fabricated large-span combined box girder is erected between two permanent piers and is characterized by comprising a plurality of sections of U-shaped girders, hollow diaphragm plates, solid diaphragm plates, thin templates and bridge decks;
the multi-section U-shaped beam is composed of a bottom plate and two webs, web prestressed tendons along the length direction of the U-shaped beam are arranged at the free ends of the two webs, a plurality of web transverse steel bars along the width direction of the U-shaped beam are uniformly arranged at the free ends of the two webs, A-shaped toothed plates which are communicated with each other are respectively arranged at the two ends of the bottom plate, a plurality of first prestressed tendons which penetrate along the length direction of the U-shaped beam are uniformly arranged in the bottom plate, the two ends of the first prestressed tendons are respectively arranged in the A-shaped toothed plates at the two ends of the bottom plate in a penetrating mode for anchoring, a connecting toothed plate is arranged at one end of the bottom plate, connecting steel bars are respectively arranged at the two ends of the U-shaped beam, one ends, provided with the connecting toothed plates, of the multi-section U-shaped beam are butted with each other, and transverse partition prestressed tendons are mutually anchored in the connecting toothed plates;
the hollow diaphragm plates are multiple and are uniformly arranged between the two webs along the length direction of the U-shaped beam;
the solid diaphragm plates are connected and arranged between the connected U-shaped beams, double-layer bidirectional reinforcing steel bar meshes are arranged in the solid diaphragm plates, and the reinforcing steel bar meshes are fixedly connected with the connecting toothed plates of the adjacent U-shaped beams;
the number of the thin templates is multiple, the thin templates are horizontally erected between the top ends of the two webs, and the thin templates are uniformly provided with a plurality of thin template transverse steel bars along the width direction of the U-shaped beam;
the decking sets up on the thin template, every the both ends of the decking on the U type roof beam all are provided with B type pinion rack, be provided with the second prestressing steel that runs through the decking both ends along length direction in the decking, second prestressing steel one end anchor in the B type pinion rack of decking, the other end passes solid cross slab anchor in the B type pinion rack of another decking.
2. The semi-fabricated large-span combined box girder according to claim 1, wherein the bottom plate has a thickness of 0.12m to 0.25m, the web plate has a thickness of 0.10m to 0.15m, the hollow diaphragms have a thickness of 0.10m to 0.15m, the bottom plate, the web plate and the hollow diaphragms are all made of ultra-high performance concrete with a straight pull strength of 8MPa or more and a compressive strength of 130MPa or more, and the deck slab is made of ordinary concrete.
3. The semi-fabricated large-span composite box girder according to claim 1, wherein a plurality of the hollow diaphragms are uniformly arranged at intervals of 5m to 10m along the length of the U-shaped girder.
4. The semi-fabricated large-span combined box girder according to claim 1, wherein the connection steel bars are embedded and exposed at both ends of the web and the bottom plate, the connection steel bars are embedded in the bottom plate at the lower side of the first prestressed rib, and the embedded sections of the connection steel bars in the bottom plate and the web are not less than the anchoring length of the connection steel bars.
5. The semi-fabricated large-span composite box girder according to claim 1, wherein the thin formwork has a thickness of 0.03m to 0.06 m.
6. The semi-fabricated large-span combined box girder according to claim 1, wherein the top surface of the bottom plate is provided with hanging ribs at both ends, and the hanging ribs are anchored at the lower sides of the first prestressed ribs.
7. The construction method using the semi-fabricated large-span combined box girder of any one of claims 1 to 6, comprising:
the method comprises the following steps: firstly, measuring and determining the span between two permanent piers, then prefabricating a U-shaped beam, a hollow diaphragm plate and a thin template with proper lengths in a factory, tensioning web prestressed tendons of the U-shaped beam, and respectively anchoring two ends of a first prestressed tendon of a multi-section U-shaped beam on A-shaped toothed plates at two ends of a base plate of each U-shaped beam;
step two: pouring a construction temporary pier on a longitudinal bridge position of a bridge construction site, arranging a temporary support on the construction temporary pier, transporting a U-shaped beam to the construction site, hoisting the U-shaped beam to a permanent pier or the temporary pier support by using a crane or a bridge girder erection machine through a hoisting bar, binding a reinforcing mesh of a solid transverse clapboard on the basis of connecting reinforcing bars opposite to the U-shaped beams at two ends, reserving a pore channel of a prestressed bar of the transverse clapboard, butting the pore channel with a pore channel of a connecting toothed plate on an adjacent bottom plate, and pouring the solid transverse clapboard by using ultrahigh-performance concrete;
step three: after the solid diaphragm plate is formed, the prestressed tendons of the diaphragm plate penetrate through the pore channel, the prestressed tendons of the diaphragm plate are tensioned on the connecting toothed plates on the two sides of the bottom plate, and grouting and anchoring are performed after tensioning;
step four: installing a hollow diaphragm plate in the fixed U-shaped beam, laying a plurality of thin templates between the top ends of two webs, roughening the top surfaces of the thin templates, finally arranging flange side templates of the bridge deck at the top ends of the belly parts, arranging bridge deck transverse steel bars and second prestressed ribs in the flange side templates, finally fixedly pouring the thin template transverse steel bars, the web transverse steel bars, the bridge deck transverse steel bars and the second prestressed ribs together in a concrete pouring mode to form a bridge deck, and stretching the second prestressed ribs of the bridge deck after the bridge deck is poured and molded;
step five: and after the main structure construction is completed, removing the temporary pier supports and dismantling the temporary piers.
8. The construction method of the semi-fabricated large-span composite box girder according to claim 7, wherein the temporary pier supports are sandboxes.
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