CN110886223A - Construction method for concreting steel-concrete combined tower and concrete box girder - Google Patents
Construction method for concreting steel-concrete combined tower and concrete box girder Download PDFInfo
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- CN110886223A CN110886223A CN201911078376.3A CN201911078376A CN110886223A CN 110886223 A CN110886223 A CN 110886223A CN 201911078376 A CN201911078376 A CN 201911078376A CN 110886223 A CN110886223 A CN 110886223A
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- 238000010276 construction Methods 0.000 title claims abstract description 25
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 161
- 239000010959 steel Substances 0.000 claims abstract description 161
- 230000005540 biological transmission Effects 0.000 claims abstract description 38
- 238000007596 consolidation process Methods 0.000 claims abstract description 20
- 238000004873 anchoring Methods 0.000 claims abstract description 18
- 238000013461 design Methods 0.000 claims abstract description 4
- 238000003466 welding Methods 0.000 claims abstract description 4
- 241000719178 Carangoides ruber Species 0.000 claims description 15
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- 238000007906 compression Methods 0.000 description 4
- 238000005452 bending Methods 0.000 description 2
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- 239000002131 composite material Substances 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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Abstract
The invention discloses a steel-concrete combined tower and concrete box girder consolidation construction method, wherein the consolidation range of the combined tower and the box girder extends to the range inside the combined tower 2-4m below a bottom plate of the box girder and extends to the range inside the combined tower at a set height above a top plate of the box girder, and the consolidation construction method comprises the following steps: firstly), arranging the force transmission steel tower wall outside the cable tower in place, and arranging a plurality of uniformly distributed prestressed steel bars inside the force transmission steel tower wall outside the cable tower; binding No. 0 steel bars of the box girder, and welding the top plate steel bars of the No. 0 block on a box girder top plate longitudinal bar anchoring steel plate on the wall of the force transmission steel tower outside the cable tower; secondly), erecting a template, and pouring No. 0 concrete block outside the wall of the force transmission steel tower outside the cable tower; thirdly), removing the template, and pouring micro-expansion concrete into the wall of the force transmission steel tower wrapped outside the cable tower; fourthly) after the micro-expansion concrete reaches the design strength, tensioning the prestressed steel bar and anchoring the upper end of the prestressed steel bar. The invention can ensure the stress safety of the consolidation point and is convenient for construction.
Description
Technical Field
The invention relates to a bridge construction method, in particular to a construction method for concreting a steel-concrete combined tower and a concrete box girder.
Background
The cable tower is the most important load-bearing member of a full-bridge structure of a cable-stayed bridge. The main beam part constant load and live load are transmitted to the main tower through the stay cable and then borne by the foundation at the lower part of the tower beam, the cable tower bears huge axial force and bending moment, and the safety performance of the bridge tower has a decisive role in the safety of the whole structure.
Research on development of novel bridge tower structures has never been stopped on the basis of traditional steel bridge towers and concrete bridge towers, wherein steel-concrete combined structure cable towers are receiving more and more attention with excellent performances. Firstly, the steel-concrete composite structure can complementarily utilize the respective advantages of steel and concrete in bending and compression, and the core concrete is in a three-dimensional compression state by virtue of the hoop restraining effect of the steel tower wall on the core concrete, so that the core concrete has higher compression strength and compression deformation capacity. By means of the supporting effect of the filled concrete, the geometric stability of the steel tower wall can be enhanced, the instability mode of the hollow steel tower wall is changed, and the bearing capacity of the hollow steel tower wall is improved. And secondly, the steel tower wall concrete structure has obvious advantages in the construction aspect, the steel tower wall has higher rigidity and strength, can be used as a stiff framework for construction and a side pressure resistant template, and can improve the construction progress, so that the construction period is shortened.
When the combined tower is fixedly connected with the concrete box girder, how to ensure the stress safety of the fixed joint and facilitate construction is a main problem which needs to be solved urgently when the structural form is adopted.
Disclosure of Invention
The invention provides a construction method for concreting a steel-concrete combined tower and a concrete box girder, which aims to solve the technical problems in the prior art, can ensure that the concreting point of the steel-concrete combined tower and the concrete box girder is stressed safely and is convenient to construct.
The technical scheme adopted by the invention for solving the technical problems in the prior art is as follows: a construction method for concreting a steel-concrete combined tower and a concrete box girder is characterized in that the concreting range of the combined tower and the box girder extends downwards to the inner range of the combined tower 2-4m below a bottom plate of the box girder and extends upwards to the inner range of the combined tower at a set height above a top plate of the box girder, and the concreting construction method adopts the following steps: firstly), arranging a force transmission steel tower wall outside a cable tower in place, fixedly connecting shear nails perpendicular to the cable tower and the box girder on the inner side and the outer side of the force transmission steel tower wall outside the cable tower at the junction of the cable tower and the box girder, fixedly connecting vertical plate ribs on the inner side of the force transmission steel tower wall outside the cable tower, penetrating a box girder top plate longitudinal rib anchoring steel plate on the force transmission steel tower wall outside the cable tower, arranging an upper annular pressure-bearing steel plate on the inner side and the top of the consolidation range of the force transmission steel tower wall outside the cable tower, arranging a lower annular pressure-bearing steel plate on the bottom of the force transmission steel tower wall outside the cable tower, arranging a lower annular pressure-bearing steel plate on the box girder bottom plate with a gap between the two, arranging a plurality of vent holes and a plurality of steel bar jacks uniformly distributed along the circumferential direction on the upper annular pressure-bearing steel plate, and arranging a plurality of steel bar jacks uniformly distributed along the circumferential direction, the steel bar jacks on the upper annular pressure-bearing steel plate and the steel bar jacks on the lower annular pressure-bearing steel plate are opposite up and down in a one-to-one correspondence manner, and a vertically arranged prestressed steel bar penetrates through the vertically opposite steel bar jacks of the upper annular pressure-bearing steel plate and the lower annular pressure-bearing steel plate; binding No. 0 steel bars of the box girder, and welding the top plate steel bars of the No. 0 block on a box girder top plate longitudinal bar anchoring steel plate on the wall of the force transmission steel tower outside the cable tower; secondly) erecting a template between the lower annular pressure-bearing steel plate and the box girder bottom plate, and pouring No. 0 concrete outside the force transmission steel tower wall outside the cable tower; thirdly), after the No. 0 concrete in the second step reaches the form removal strength, removing the form; pouring micro-expansion concrete into the wall of the force transmission steel tower externally coated on the cable tower through the inner hole on the upper annular pressure-bearing steel plate to the height of the upper annular pressure-bearing steel plate; fourthly) after the micro-expansion concrete reaches the design strength, tensioning the prestressed steel bar and anchoring the upper end of the prestressed steel bar on the upper annular pressure-bearing steel plate.
And the lower end anchoring points of the two circumferentially adjacent prestressed steel bars are staggered up and down.
The lower end of the shorter prestressed steel bar is anchored at the bottom of the No. 0 block.
The interval between the lower annular pressure-bearing steel plate and the box girder bottom plate is 30-60 cm.
And the consolidation range of the combined tower and the box girder extends to the internal range of the combined tower 1m above the top plate of the box girder.
The prestressed steel bar is a PC steel bar, a finish rolling twisted steel or a common steel.
The invention has the advantages and positive effects that: the steel-concrete combined tower and the No. 0 block of the concrete box girder are reliably combined by adopting the prestressed steel bar, the pre-pressure of the steel bar can effectively ensure that the concrete of the bridge tower only bears the pressure effect, and the safety of the bridge tower is improved; the combined tower is provided with an outer-wrapped force transmission steel tower wall, concrete is filled in the combined tower, and shear nails are arranged on two sides of the outer-wrapped force transmission steel tower wall, so that the combination of box girder concrete and the outer-wrapped force transmission steel tower wall can be enhanced; meanwhile, the arrangement of the shear nails enables force transmission to be more uniform; the bottom of the outer-wrapped force transmission steel tower wall is provided with an annular pressure-bearing steel plate, so that the integrity of the beam body and the bridge tower can be enhanced; the lower end anchoring points of the prestressed steel bars are staggered up and down, so that the concentrated stress of the same section can be avoided, and the anchoring points of the tensioning ends are arranged on the bearing plate in the combined tower, so that the construction is convenient. In conclusion, the invention can meet the actual stress requirement of the anchoring position of the tower foot of the steel-concrete combined bridge tower and improve the safety of the steel-concrete combined bridge tower.
Drawings
FIG. 1 is a schematic structural diagram of the present invention;
FIG. 2 is a cross-sectional view taken along line B-B of FIG. 1;
fig. 3 is a sectional view taken along line a-a of fig. 1.
In the figure: 1. the cable tower is wrapped by a force transmission steel tower wall, 2 shear nails, 3 vertical plate ribs, 4 anchoring steel plates, 5 roof steel bars, 6 lower annular pressure-bearing steel plates, 7 upper annular pressure-bearing steel plates, 8 inner holes, 9 vent holes, 10 steel bar insertion holes, 11 prestressed steel bars, 12 micro-expansion concrete.
Detailed Description
In order to further understand the contents, features and effects of the present invention, the following embodiments are illustrated and described in detail with reference to the accompanying drawings:
referring to fig. 1 to 3, a steel-concrete combined tower and concrete box girder consolidation construction method, in which a consolidation range of the combined tower and the box girder is extended to an internal range of the combined tower 2 to 4m below a bottom plate of the box girder and is extended to an internal range of the combined tower at a set height above a top plate of the box girder, includes the following steps:
firstly), arranging a force transmission steel tower wall 1 outside a cable tower in place, fixedly connecting shear nails 2 perpendicular to the cable tower and a box girder on the inner side and the outer side of the force transmission steel tower wall 1 outside the cable tower, fixedly connecting vertical plate ribs 3 on the inner side of the force transmission steel tower wall 1 outside the cable tower, penetrating a box girder top plate steel bar anchoring steel plate 4 on the force transmission steel tower wall 1 outside the cable tower, arranging an upper annular pressure-bearing steel plate 7 on the inner side and the top of the consolidation range of the force transmission steel tower wall 1 outside the cable tower, arranging a lower annular pressure-bearing steel plate 6 on the bottom of the force transmission steel tower wall 1 outside the cable tower, arranging a gap between the lower annular pressure-bearing steel plate 6 and the box girder bottom plate, arranging a plurality of vent holes 9 and a plurality of steel bar jacks 10 uniformly distributed along the circumferential direction on the upper annular pressure-bearing steel plate 7, arranging a plurality of steel bar jacks 10 uniformly distributed along the circumferential direction on the lower annular pressure-bearing steel plate 6, the steel bar jacks 10 on the upper annular pressure-bearing steel plate 7 are opposite to the steel bar jacks 10 on the lower annular pressure-bearing steel plate 6 one by one, and vertically arranged prestressed steel bars 11 are respectively arranged in the vertically opposite steel bar jacks 10 of the upper annular pressure-bearing steel plate 7 and the lower annular pressure-bearing steel plate 6 in a penetrating manner.
And binding the No. 0 steel bars of the box girder, and welding the top plate steel bars 5 of the No. 0 steel bars on the box girder top plate steel bar anchoring steel plate 4 on the force transmission steel tower wall 1 wrapped outside the cable tower.
Secondly) a template is erected between the lower annular pressure-bearing steel plate 6 and the box girder bottom plate, and No. 0 concrete outside the force transmission steel tower wall is poured outside the cable tower.
Thirdly), after the No. 0 concrete in the second step reaches the form removal strength, removing the form; and pouring micro-expansion concrete 12 into the force transmission steel tower wall 1 outside the cable tower through the inner hole 8 of the upper annular pressure-bearing steel plate 7 to the height of the upper annular pressure-bearing steel plate 7.
Fourthly) after the micro-expansion concrete 12 reaches the design strength, tensioning the prestressed steel bar 11 and anchoring the upper end of the prestressed steel bar on the upper annular pressure-bearing steel plate 7, so that the consolidation construction of the combined tower and the box girder is completed, and concrete in the upper steel tower wall of the upper annular pressure-bearing steel plate 7 can be continuously poured.
In order to avoid concentrated stress on the same section, the anchoring points at the lower ends of the two circumferentially adjacent prestressed steel bars 11 are arranged in a vertically staggered manner. Further, in order to enhance the reliability of consolidation, the lower end of the prestressed steel bar 11 is anchored at the bottom of the No. 0 block. The prestressed steel bar 11 may be a PC steel bar, a finish-rolled twisted steel bar, or a general steel material.
In the embodiment, the interval between the lower annular pressure-bearing steel plate 6 and the box girder bottom plate is 30-60 cm. The consolidation range of the combined tower and the box girder extends to the internal range of the combined tower 1m above the top plate of the box girder, and correspondingly, the upper annular pressure-bearing steel plate 7 is arranged 1m above the top plate of the box girder.
Although the preferred embodiments of the present invention have been described above with reference to the accompanying drawings, the present invention is not limited to the above-described embodiments, which are merely illustrative and not restrictive, and those skilled in the art can make many modifications without departing from the spirit and scope of the present invention as defined in the appended claims.
Claims (6)
1. A construction method for concreting a steel-concrete combined tower and a concrete box girder is characterized in that the concreting range of the combined tower and the box girder extends downwards to the inner range of the combined tower 2-4m below a bottom plate of the box girder and extends upwards to the inner range of the combined tower at a set height above a top plate of the box girder,
the consolidation construction method comprises the following steps:
firstly), arranging a force transmission steel tower wall outside a cable tower in place, fixedly connecting shear nails perpendicular to the cable tower and the box girder on the inner side and the outer side of the force transmission steel tower wall outside the cable tower at the junction of the cable tower and the box girder, fixedly connecting vertical plate ribs on the inner side of the force transmission steel tower wall outside the cable tower, penetrating a box girder top plate longitudinal rib anchoring steel plate on the force transmission steel tower wall outside the cable tower, arranging an upper annular pressure-bearing steel plate on the inner side and the top of the consolidation range of the force transmission steel tower wall outside the cable tower, arranging a lower annular pressure-bearing steel plate on the bottom of the force transmission steel tower wall outside the cable tower, arranging a lower annular pressure-bearing steel plate on the box girder bottom plate with a gap between the two, arranging a plurality of vent holes and a plurality of steel bar jacks uniformly distributed along the circumferential direction on the upper annular pressure-bearing steel plate, and arranging a plurality of steel bar jacks uniformly distributed along the circumferential direction, the steel bar jacks on the upper annular pressure-bearing steel plate and the steel bar jacks on the lower annular pressure-bearing steel plate are opposite up and down in a one-to-one correspondence manner, and a vertically arranged prestressed steel bar penetrates through the vertically opposite steel bar jacks of the upper annular pressure-bearing steel plate and the lower annular pressure-bearing steel plate;
binding No. 0 steel bars of the box girder, and welding the top plate steel bars of the No. 0 block on a box girder top plate longitudinal bar anchoring steel plate on the wall of the force transmission steel tower outside the cable tower;
secondly) erecting a template between the lower annular pressure-bearing steel plate and the box girder bottom plate, and pouring No. 0 concrete outside the force transmission steel tower wall outside the cable tower;
thirdly), after the No. 0 concrete in the second step reaches the form removal strength, removing the form; pouring micro-expansion concrete into the wall of the force transmission steel tower externally coated on the cable tower through the inner hole on the upper annular pressure-bearing steel plate to the height of the upper annular pressure-bearing steel plate;
fourthly) after the micro-expansion concrete reaches the design strength, tensioning the prestressed steel bar and anchoring the upper end of the prestressed steel bar on the upper annular pressure-bearing steel plate.
2. The steel-concrete combined tower and concrete box girder consolidation construction method according to claim 1, wherein the lower end anchoring points of two circumferentially adjacent prestressed steel bars are staggered up and down.
3. The steel-concrete combination tower and concrete box girder consolidation construction method according to claim 2, wherein the lower ends of the shorter prestressed steel bars are anchored at the bottom of the No. 0 block.
4. The steel-concrete combined tower and concrete box girder consolidation construction method according to claim 1, wherein the interval between the lower annular pressure-bearing steel plate and the box girder bottom plate is 30-60 cm.
5. The steel-concrete combination tower and concrete box girder consolidation construction method according to claim 1, wherein the consolidation range of the combination tower and the box girder extends up to the internal range of the combination tower at 1m above the top plate of the box girder.
6. The steel-concrete combined tower and concrete box girder consolidation construction method according to claim 1, wherein the prestressed steel bar is a PC steel bar, a finish rolled twisted steel bar or a general steel.
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| CN201911078376.3A CN110886223A (en) | 2019-11-06 | 2019-11-06 | Construction method for concreting steel-concrete combined tower and concrete box girder |
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| CN201911078376.3A CN110886223A (en) | 2019-11-06 | 2019-11-06 | Construction method for concreting steel-concrete combined tower and concrete box girder |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112177857A (en) * | 2020-09-03 | 2021-01-05 | 重庆大学 | A prestressed hollow interlayer concrete-filled steel tubular lattice type hybrid tower and its production and installation method |
| CN115341468A (en) * | 2022-08-05 | 2022-11-15 | 中铁大桥勘测设计院集团有限公司 | Combined bridge tower steel-concrete combined section structure, bridge and construction method |
| CN116516810A (en) * | 2023-02-28 | 2023-08-01 | 中铁宝桥（扬州）有限公司 | Steel shell mechanism of transition section of reinforced concrete combined tower and manufacturing method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116516810A (en) * | 2023-02-28 | 2023-08-01 | 中铁宝桥（扬州）有限公司 | Steel shell mechanism of transition section of reinforced concrete combined tower and manufacturing method thereof |
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Application publication date: 20200317 |