CN115748410A - Full-concrete suspension stiffening girder bridge structure and construction method - Google Patents
Full-concrete suspension stiffening girder bridge structure and construction method Download PDFInfo
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- CN115748410A CN115748410A CN202211647299.0A CN202211647299A CN115748410A CN 115748410 A CN115748410 A CN 115748410A CN 202211647299 A CN202211647299 A CN 202211647299A CN 115748410 A CN115748410 A CN 115748410A
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Abstract
The invention discloses a full concrete suspension belt stiffening girder bridge structure and a construction method, wherein each suspension belt is divided into a plurality of sections and forms a stressed whole through the tensioning of a plurality of suspension belt steel strands, and the position connected with each suspender is a prefabricated node block; each suspender is a rigid structure formed by wrapping UHPC (ultra high performance concrete) outside a plurality of suspender steel stranded wires; each prefabricated node block is internally provided with a reserved corrugated pipe corresponding to each corresponding suspender knot steel strand, and the corresponding suspender knot steel strand is tensioned in each reserved corrugated pipe and is filled with UHPC material to be connected with the corresponding suspender without an anchor head; the main beam anchors each suspender knot steel strand through a plurality of anchoring heads. During construction, a main girder bridge tower is constructed firstly; the sling and corresponding boom are then constructed. The invention improves the structural performance of the beam bridge, reduces the influence of the height of the bridge structure on the clearance below the bridge, and can further reduce the later maintenance cost of the steel structure stiffening bridge.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to an all-concrete suspension stiffening girder bridge structure and a construction method.
Background
The suspension stiffening girder bridge is a structural system between a truss stiffening girder bridge and a girder bridge, and the structural rigidity of the girder bridge is improved by arranging an upper/lower suspension stiffening structure, so that the span of the girder bridge is increased.
In the prior art, most of the built suspension-band stiffening girder bridges are lower suspension-band structural systems, the structural stress characteristics of the lower suspension-band structural systems are similar to those of stress band bridges, the upper bridge deck is stiffened and supported by applying prestress to the lower suspension bands, and the bridge structural systems have great influence on the clear width under the bridges and are suitable for deep valley areas.
Compare under the suspensory stiffening bridge, the application space of going up the suspensory stiffening bridge is more extensive, goes up the appearance and the atress characteristics of suspensory stiffening bridge and is close to last truss stiffening bridge, and current last truss stiffening bridge adopts steel construction stiffening structure more, and the on-the-spot steel construction connection work load is big, and engineering construction cost and later maintenance cost are higher.
Therefore, how to reduce the influence of the bridge structure height on the clearance under the bridge based on the structural performance and the landscape effect of the common girder bridge, and further reduce the later maintenance cost of the steel structure stiffening bridge simultaneously becomes a technical problem which needs to be solved urgently by the technical personnel in the field.
Disclosure of Invention
In view of the defects in the prior art, the invention provides a full-concrete-suspension stiffening girder bridge structure and a construction method, and aims to improve the structural performance of a girder bridge, reduce the influence of the height of the bridge structure on the clearance below the bridge and further reduce the later maintenance cost of the steel structure stiffening bridge.
In order to achieve the purpose, the invention discloses a full concrete suspension belt stiffening girder bridge structure, which comprises bridge towers and two suspension belts symmetrically and obliquely arranged on two sides of each bridge tower along the bridge direction; each sling is connected with a main beam of the bridge through a plurality of hanging rods.
Wherein the location at which each said boom is connected to a respective each said sling divides each said sling into a plurality of sections;
the position where each sling is connected with each suspender is a prefabricated node block, and a cast-in-place segment is arranged between every two prefabricated node blocks;
the prefabricated node blocks and the cast-in-place sections of each sling are stretched by a plurality of sling steel strands to form a stressed whole;
the two ends of each of the plurality of suspension steel strands of each suspension band are tensioned, and the two tensioning ends of each corresponding suspension steel strand are respectively positioned at one end connected with the corresponding bridge tower and one end connected with the main beam;
each hanger rod is a rigid structure formed by wrapping UHPC (ultra high performance concrete) outside a plurality of hanger rod steel stranded wires;
a reserved corrugated pipe is arranged at the joint of each prefabricated node block and each corresponding suspender, and the corresponding suspender steel strand is tensioned in each reserved corrugated pipe, and is poured with UHPC material to be connected with the corresponding suspender without an anchor head;
and the joints of the main beam and each suspender are embedded with anchoring heads, and each suspender steel strand is anchored by the anchoring heads.
Preferably, each bridge tower is arranged on a corresponding bridge pier and is of a steel reinforced concrete structure.
Preferably, each sling steel strand is a slow-bonding steel strand;
each hanger rod steel strand is finish-rolled screw steel or a retarded adhesive steel strand.
Preferably, the main beam is of a conventional prestressed concrete structure.
Preferably, the steel bar of each cast-in-place segment is a modular steel bar;
each modularized reinforcing steel bar can be connected with the corresponding prefabricated node block in an internode reinforcing steel bar modularized installation mode.
The invention also provides a construction method of the full concrete suspension band stiffening girder bridge structure, which comprises the following steps:
step 1, constructing the main beam and each bridge tower;
and 4, constructing the bridge deck system.
Preferably, step 2 is specifically as follows:
step 2.1, completing the manufacturing of each prefabricated node block and the manufacturing of the modular steel bar of each cast-in-place segment;
2.2, hoisting each prefabricated node block, and arranging a support corresponding to each prefabricated node block to accurately position;
step 2.3, installing each modularized reinforcing steel bar;
step 2.4, installing all the suspension rods, tensioning the suspension rod steel stranded wire of each suspension rod by using partial tension force, and fixing each corresponding prefabricated node block;
step 2.5, penetrating all the sling steel strands of the sling which finishes the fixation of the prefabricated node block;
tensioning each suspension steel strand by using a partial tensioning force so as to reduce the stress of the corresponding support when each cast-in-place section is cast with concrete;
2.6, pouring each cast-in-place segment;
step 2.7, solidifying the suspension band with the corresponding bridge tower and the corresponding main beam; and after the construction for consolidation is poured, each suspension band is subjected to step-by-step prestress tensioning.
More preferably, each suspension rod is constructed in place once by adopting a post-tensioning method.
Or each suspender applies pressure stress storage by adopting a pre-tensioning method and a secondary tensioning method.
More preferably, each of the hanger bars is connected to the corresponding sling and main beam by a wet joint after being formed, and is further tensioned according to design requirements.
The invention has the beneficial effects that:
the application of the invention can increase the bridge length span by more than 30 percent on the basis of the same beam height; compared with a steel structure upper truss girder bridge of the same scale, the economic cost is saved by 10%, the durability is excellent, and the later maintenance work is greatly reduced.
Moreover, the invention is applied to the full concrete top-hung stiffening girder bridge, the appearance of the bridge is similar to that of a suspension bridge, and the landscape function of the bridge is greatly improved.
The conception, specific structure and technical effects of the present invention will be further described in conjunction with the accompanying drawings to fully understand the purpose, characteristics and effects of the present invention.
Drawings
Fig. 1 is a diagram showing an overall structure of a bridge according to an embodiment of the present invention.
Fig. 2 is a schematic cross-sectional structure diagram of a steel strand penetrating through a sling in an embodiment of the invention.
Fig. 3 shows an enlarged partial schematic view of a sling structure including prefabricated node blocks and cast-in-place segments according to an embodiment of the invention.
Fig. 4 is a schematic cross-sectional view illustrating a connection between a prefabricated node block and a main beam through a suspension rod according to an embodiment of the invention.
Fig. 5 is a schematic cross-sectional view of a suspension bar according to an embodiment of the present invention.
Detailed Description
Examples
As shown in fig. 1 to 5, the full concrete suspension stiffening girder bridge structure includes a bridge tower 1 and two suspension straps 2 symmetrically and obliquely arranged on both sides of each bridge tower 1 along the bridge direction; each sling 2 is connected to a main beam 4 of the bridge by a plurality of suspension rods 3.
Wherein the position at which each boom 3 is connected to each respective sling 2 divides each sling 2 into a plurality of segments;
the position where each sling 2 is connected with each suspender 3 is a prefabricated node block 5, and a cast-in-place segment 6 is arranged between every two prefabricated node blocks 5;
the prefabricated node blocks 5 and the cast-in-place sections 6 of each sling 2 are stretched by a plurality of sling steel stranded wires 7 to form a stressed whole;
the multiple suspension strip steel stranded wires 7 of each suspension strip 2 are tensioned at two ends, and the two tensioning ends of each corresponding suspension strip steel stranded wire 7 are respectively positioned at one end connected with the corresponding bridge tower 1 and one end connected with the main beam 4;
each suspender 3 is a rigid structure formed by wrapping UHPC (ultra high performance concrete) outside a plurality of suspender steel stranded wires 8;
a reserved corrugated pipe 9 is arranged at the joint of each prefabricated node block 5 and each corresponding suspender 3, and a corresponding suspender steel strand 8 is tensioned in each reserved corrugated pipe 9, and a UHPC material is poured to be connected with the corresponding suspender 3 without an anchor head;
the main beam 4 and each hanger rod 3 are connected by embedding an anchoring head, and each hanger rod steel strand 8 is anchored by a plurality of anchoring heads.
In practical application, the invention improves the existing suspenders and suspenders by combining the construction process of the slow-bonding prestressed steel strand and the UHPC ultrahigh-toughness concrete, and each suspenders 2 leads the corresponding suspenders 2 and the main beam 4 to be stressed coordinately through the line type of each suspenders 2, the deformation of the connecting part of the corresponding suspenders 2 and the main beam 4 and the control of the tension force of a plurality of suspenders 3 of the corresponding suspenders 2.
In some embodiments, each bridge tower 1 is arranged on a corresponding bridge pier and is of a steel reinforced concrete structure.
In some embodiments, each of the suspended steel strands 7 is a slow-bond steel strand;
each hanger steel strand 8 is a finish-rolled deformed steel bar or a retarded adhesive steel strand.
In some embodiments, the main beams 4 are of a conventional prestressed concrete structure.
In some embodiments, the rebar of each cast-in-place section 6 is modular rebar;
each modular rebar can be connected with a corresponding prefabricated node block 5 in an internode rebar modular installation manner.
The invention also provides a construction method of the full concrete suspension belt stiffening girder bridge structure, which comprises the following steps:
step 1, constructing a main beam 4 and each bridge tower 1;
and 4, constructing the bridge deck system.
In certain embodiments, step 2 is specifically as follows:
step 2.1, completing the manufacture of each prefabricated node block 5 and the manufacture of the modular steel bar of each cast-in-place segment 6;
2.2, hoisting each prefabricated node block 5, and arranging a support corresponding to each prefabricated node block 5 to accurately position;
step 2.3, installing each modular steel bar;
step 2.4, installing all the suspension rods 3, tensioning the suspension rod steel strand 8 of each suspension rod 3 by partial tension force, and fixing each corresponding prefabricated node block 5;
step 2.5, penetrating all sling steel strands 7 through the sling 2 fixed by the prefabricated node block 5;
each hanging strip steel strand 7 is tensioned by partial tension force to reduce stress of the corresponding support when concrete of each cast-in-place section 6 is poured;
step 2.6, pouring each cast-in-place segment 6;
step 2.7, the suspension band 2 is fixedly connected with the corresponding bridge tower 1 and the main beam 4; after the structure for consolidation is poured, each sling 2 is subjected to prestress step-by-step tensioning.
In some embodiments, each boom 3 is post-tensioned once in place.
Alternatively, in some embodiments, each boom 3 is pretensioned with a second tensioning to apply a pressure stress reserve.
In some embodiments, each hanger bar 3 is formed and attached to the respective sling 2 and main beam 4 by a wet seam and further tensioned according to design requirements.
The foregoing detailed description of the preferred embodiments of the invention has been presented. It should be understood that numerous modifications and variations could be devised by those skilled in the art in light of the present teachings without departing from the inventive concepts. Therefore, the technical solutions that can be obtained by a person skilled in the art through logical analysis, reasoning or limited experiments based on the prior art according to the concepts of the present invention should be within the scope of protection determined by the claims.
Claims (10)
1. The full concrete suspension band stiffening girder bridge structure comprises bridge towers (1) and two suspension bands (2) which are symmetrically and obliquely arranged on two sides of each bridge tower (1) along the bridge direction; each sling (2) is connected with a main beam (4) of the bridge through a plurality of suspenders (3); the method is characterized in that:
the position at which each said boom (3) is connected to each respective said sling (2) divides each said sling (2) into a plurality of segments;
the positions where each sling (2) is connected with each suspender (3) are prefabricated node blocks (5), and a cast-in-place segment (6) is arranged between every two prefabricated node blocks (5);
a plurality of prefabricated node blocks (5) and a plurality of cast-in-place segments (6) of each sling (2) are tensioned by a plurality of sling steel stranded wires (7) to form a stressed whole;
the multiple suspension steel strands (7) of each suspension band (2) are tensioned at two ends, and the two tensioning ends of each corresponding suspension steel strand (7) are respectively positioned at one end connected with the corresponding bridge tower (1) and one end connected with the main beam (4);
each suspender (3) is a rigid structure formed by wrapping UHPC (ultra high performance concrete) outside a plurality of suspender steel stranded wires (8);
a reserved corrugated pipe (9) is arranged at the joint of each prefabricated node block (5) and each corresponding suspender (3), and a UHPC material is poured into each reserved corrugated pipe (9) to be connected with the corresponding suspender (3) without an anchor head by tensioning the corresponding suspender steel strand (8);
and anchoring heads are embedded in the joints of the main beam (4) and the suspenders (3), and each suspender steel strand (8) is anchored by the anchoring heads.
2. The full concrete suspension stiffened beam bridge structure of claim 1 wherein each of the pylons (1) is disposed on a corresponding pier and is a type steel concrete structure.
3. The full concrete suspension stiffened beam bridge structure of claim 1 wherein each of the suspension steel strands (7) is a slow-bond steel strand;
each hanger rod steel strand (8) is finish-rolled screw steel or a slow-bonding steel strand.
4. The full concrete suspension stiffened beam bridge structure of claim 1 wherein the main beams (4) are of a conventional prestressed concrete structure.
5. The full concrete suspension stiffened beam bridge structure of claim 1 wherein the rebar of each of the cast-in-place sections (6) is modular rebar;
each modular reinforcing steel bar can be connected with the corresponding prefabricated node block (5) in an internode reinforcing steel bar modular installation mode.
6. The construction method of the all-concrete suspension-strap stiffened beam bridge structure of claim 1, comprising the steps of:
step 1, constructing the main beam (4) and each bridge tower (1);
step 2, constructing each sling (2) and a corresponding suspender (3);
step 3, forming a bridge;
and 4, constructing the bridge deck system.
7. The construction method of the full concrete suspension stiffened beam bridge structure according to claim 5, wherein the step 2 is as follows:
step 2.1, completing the manufacturing of each prefabricated node block (5) and the manufacturing of the modular steel bar of each cast-in-place segment (6);
2.2, hoisting each prefabricated node block (5), and arranging a support corresponding to each prefabricated node block (5) for accurate positioning;
2.3, installing each modularized reinforcing steel bar;
step 2.4, installing all the suspension rods (3), tensioning the suspension rod steel strand (8) of each suspension rod (3) by using partial tension force, and fixing each corresponding prefabricated node block (5);
step 2.5, penetrating all the suspension band steel strands (7) into the suspension band (2) fixed by the prefabricated node blocks (5);
tensioning each of the suspended steel strands (7) with a partial tensile force to reduce the stress on the corresponding support when concrete of each of the cast-in-place sections (6) is poured;
2.6, pouring each cast-in-place segment (6);
step 2.7, solidifying the suspension band (2) with the corresponding bridge tower (1) and the main beam (4); and after the construction for consolidation is poured, each sling (2) is subjected to prestress step-by-step tensioning.
8. The construction method of a full concrete suspension stiffened beam bridge structure according to claim 7, wherein each of the suspension rods (3) is constructed in place once by post-tensioning.
9. The construction method of a full concrete suspension stiffened beam bridge structure according to claim 7, wherein each of the hanger rods (3) applies a pressure stress reserve using a pretensioning method plus a secondary tensioning.
10. A method of constructing an all concrete suspension-strap stiffened bridge structure according to claim 8 or 9, wherein each of the suspension bars (3) is connected to the corresponding suspension strap (2) and the main beam (4) by wet joints after forming and is further tensioned according to design requirements.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211647299.0A CN115748410A (en) | 2022-12-21 | 2022-12-21 | Full-concrete suspension stiffening girder bridge structure and construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211647299.0A CN115748410A (en) | 2022-12-21 | 2022-12-21 | Full-concrete suspension stiffening girder bridge structure and construction method |
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| CN202211647299.0A Pending CN115748410A (en) | 2022-12-21 | 2022-12-21 | Full-concrete suspension stiffening girder bridge structure and construction method |
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