CN111021227A - Steel-concrete composite structure continuous box girder and manufacturing method thereof - Google Patents
Steel-concrete composite structure continuous box girder and manufacturing method thereof Download PDFInfo
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- CN111021227A CN111021227A CN201911197770.9A CN201911197770A CN111021227A CN 111021227 A CN111021227 A CN 111021227A CN 201911197770 A CN201911197770 A CN 201911197770A CN 111021227 A CN111021227 A CN 111021227A
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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
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The invention discloses a steel-concrete composite structure continuous box girder and a manufacturing method thereof, and belongs to the technical field of bridge structures. A positive bending moment area of the concrete beam still adopts a flat steel web, but a corrugated steel web is adopted to replace a conventional flat steel web in a middle fulcrum negative bending moment area, an embedded PBL shear connector is adopted to connect the corrugated steel web and a concrete top plate, and elastic materials are filled between the outer sides of a peak section and a trough section of the corrugated steel web and a concrete contact surface to form a reserved deformation buffer area. Once prestress is applied in the hogging moment area, compression deformation is easy to generate due to the small longitudinal rigidity of the corrugated steel web plate, and meanwhile, the elastic material allows the corrugated steel web plate to generate expansion deformation in the transverse direction. By the combined action of the two factors, the pre-stress can be effectively applied to the concrete top plate, and the pre-stress application efficiency is effectively improved. The combined structure effectively relieves the possibility of concrete cracking in the hogging moment area, and improves the safety and durability of the bridge.
Description
Technical Field
The invention belongs to the technical field of bridge structures, and particularly relates to a steel-concrete composite structure continuous box girder and a manufacturing method thereof.
Background
The steel-concrete composite structure simply supported beam utilizes the compression resistance advantage of concrete, replaces mid-span tension area concrete with a steel structure, and effectively avoids the problem of cracking of the lower concrete. But the main beam of the hogging moment area of the steel-concrete combined continuous beam bridge is in an unfavorable stress state that the steel beam is compressed and the concrete bridge deck is pulled. The bridge deck concrete bears great tensile stress, and the problem of cracking easily occurs, so that the structural rigidity is reduced, and the stability of the steel beam in the compression area is also improved. Therefore, in actual works, this problem is often solved by a method of applying a longitudinal prestress in the concrete deck slab in the hogging moment zone. But the prestress is applied to the top plate concrete in the hogging moment area, so that the shear stress at the junction of the concrete and the steel beam is increased, and because the elastic modulus of the flat steel web is greater than that of the concrete, most of the prestress applied to the hogging moment area is consumed on the steel web and the steel flange plate, the actual prestress effectively applied to the top plate concrete is very limited, and the anti-cracking capability of the concrete top plate is greatly influenced.
Disclosure of Invention
The purpose of the invention is as follows: in order to overcome the defects of the prior art, the invention provides the steel-concrete combined structure continuous box girder which can improve the prestress application efficiency of the concrete roof in the hogging moment area.
The invention also aims to provide a manufacturing method of the continuous box girder with the steel-concrete combined structure.
The technical scheme is as follows: the invention relates to a steel-concrete composite structure continuous box girder which comprises a concrete top plate, a positive bending moment area steel box and a negative bending moment area steel box; the positive bending moment area steel box comprises a flat steel web and a first bottom plate connected to the bottom of the flat steel web; the steel box in the hogging moment area comprises a corrugated steel web plate and a second bottom plate connected to the bottom of the corrugated steel web plate; the concrete roof is poured on the tops of the steel box in the positive bending moment area and the steel box in the negative bending moment area, the upper end of the corrugated steel web is embedded into the concrete roof, the corrugated steel web is provided with a peak section and a trough section which are arranged at intervals in the longitudinal direction, elastic materials are filled between the outer side surfaces of the respective protruding directions of the peak section and the trough section and the contact surface of the concrete roof, and the elastic materials form a buffer space for the transverse deformation of the corrugated steel web.
The working principle is as follows: the corrugated steel web has a longitudinal folding effect, so that the longitudinal rigidity is low, and the longitudinal deformation is large after stress; because the contact surface of the concrete and the outer side surface of the wave crest section and the wave trough section of the wave steel web in the respective protruding directions is filled with the elastic material, and the elastic material forms a transverse deformation space, the wave steel web is transversely deformed while longitudinally deforming, so that the wave steel web does not generate a constraint effect on the longitudinal shrinkage creep of the top plate concrete, the longitudinal wrinkle effect of the wave steel web is obvious, and the loss of prestress on the wave steel web is obviously reduced compared with that of a common flat steel web. And then can effectively reduce the prestressing force loss, improve hogging moment district prestressing force application efficiency, reduce hogging moment district concrete because of the too big fracture probability of tensile stress, the durability, the security of full-bridge structure obtain promoting.
Preferably, the hogging moment zone steel box further comprises an embedded PBL shear connector, and the embedded PBL shear connector is poured in the concrete top plate; the embedded PBL shear connector comprises a plurality of through steel bars which extend transversely and penetrate through corrugated steel webs on two sides of a hogging moment zone steel box and combination steel bars which extend longitudinally and are arranged on two sides of the corrugated steel webs and connected with the through steel bars. By adopting the embedded PBL shear connector, compared with the traditional shear connector, the consumption of prestress on the top wing plate of the steel box is reduced, and the effective prestress in the concrete top plate is further improved.
Preferably, the steel box in the positive bending moment area further comprises a steel box top wing plate connected to the top end of the flat steel web plate and a stud shear connecting piece arranged on the steel box top wing plate; the stud shear connector is cast within the concrete roof.
Preferably, a floor concrete is poured on the second floor.
Further, a bottom plate stud is arranged on the second bottom plate and poured into the bottom plate concrete. The tightness between the bottom plate concrete and the second bottom plate is improved through the bottom plate stud.
Preferably, the steel box connecting plate is arranged on the inner surface and the outer surface of the joint of the positive bending moment area steel box and the negative bending moment area steel box and is fixed through high-strength bolts.
Preferably, the elastic material is a foam material having elasticity.
Preferably, a plurality of prestressing tendons extending in the longitudinal direction are arranged in the concrete roof at the top of the hogging moment zone steel box.
Corresponding to the continuous box girder with the steel-concrete combined structure, the manufacturing method adopts the technical scheme that the manufacturing method comprises the following steps:
(1) arranging temporary buttresses, erecting steel boxes in a positive bending moment area and steel boxes in a negative bending moment area in place, and connecting and folding the joints of the adjacent steel boxes by adopting high-strength bolts and steel box connecting plates;
(2) pouring bottom plate concrete of the steel box in the hogging moment area, and maintaining for a sufficient time;
(3) firstly, pouring and maintaining a concrete top plate at the top of the steel box in the positive bending moment area, and then removing all temporary buttresses;
(4) fixing an elastic material on the outer side surfaces of the wave crest section and the wave trough section of the corrugated steel web in the respective protruding directions, then installing the through reinforcing steel bars and the combined reinforcing steel bars in place, pouring a concrete top plate at the top of the steel box in the hogging moment area, and maintaining for a sufficient time;
(5) and finally, tensioning and anchoring the prestressed tendons in the concrete top plate at the top of the steel box in the hogging moment area.
Has the advantages that: firstly, the existing steel-concrete composite structure has the unfavorable states that the top plate concrete is pulled and the steel beam is pressed in a hogging moment area, and in order to solve the problem, a method for applying prestress in the hogging moment area is often adopted, but due to the characteristics of a shear connection between steel and concrete and contraction and creep of the concrete, the cross-sectional stress is redistributed, so that most of prestress is transferred to the steel beam. Compared with the prior art, the continuous box girder with the steel-concrete combined structure has the advantages that the longitudinal wrinkle effect of the corrugated steel web plate, particularly the elastic material filled between the contact surfaces of the corrugated section and the concrete top plate in the structure can reserve the buffer space for transverse deformation, so that the wrinkle effect of the corrugated steel web plate can be effectively exerted, the corrugated steel web plate is longitudinally stressed and deformed and basically does not bear the pre-stress, and the pre-stress can be effectively applied to the concrete top plate in the hogging moment area.
The shear connecting piece of the traditional corrugated steel web structure generally comprises a steel flange plate and a connecting piece, the steel flange plate and the corrugated steel web form an I-shaped steel section, the bending rigidity and the compression rigidity are high, and the prestress is easy to lose on the steel flange plate. Compared with the prior art, the steel-concrete composite structure continuous box girder adopts the embedded PBL shear connector, eliminates the steel flange plate, and further reduces the consumption of prestress on the steel web plate.
Thirdly, the prestress application efficiency of the hogging moment area of the continuous beam with the common steel-concrete composite structure is low, external harmful gas, moisture and the like are easy to permeate through concrete cracks due to tensile cracking of the concrete in the hogging moment area, the reinforcing steel bars are damaged, and the service life and the safety of the bridge are further reduced. Compared with the prior art, the continuous box girder with the steel-concrete combined structure effectively improves the prestress applying efficiency of the top plate concrete in the hogging moment area, increases the concrete compressive stress reserve, reduces the probability of cracks of the concrete due to overlarge tensile stress generated by the hogging moment, and effectively improves the durability and the safety of the bridge.
Compared with the traditional corrugated steel web bridge, the steel box of the continuous box girder with the steel-concrete composite structure can be prefabricated in a factory, the steel box is directly erected on site, and then concrete pouring is performed in a construction sequence, so that the construction time and the construction cost can be effectively reduced without needing on-site cantilever construction like the traditional corrugated steel web bridge.
Compared with the common concrete box girder bridge, the continuous box girder with the steel-concrete combined structure has more reasonable stress, does not need to worry about the cracking problem of the web plate, and can effectively reduce the number of required prestressed reinforcements and improve the spanning capability.
Drawings
FIG. 1 is a schematic structural view of an elevation of a continuous box girder of the steel-concrete composite structure of the present invention;
FIG. 2 is a schematic cross-sectional view of a positive bending moment region in a continuous box girder of a steel-concrete composite structure according to the present invention;
FIG. 3 is a schematic cross-sectional view of the hogging moment region in the continuous box girder of the steel-concrete composite structure of the present invention;
FIG. 4 is a schematic view showing a connection structure of a steel box in a positive bending moment region and a steel box in a negative bending moment region in the continuous box girder of the steel-concrete composite structure according to the present invention;
FIG. 5 is a schematic cross-sectional view illustrating a connection structure of a steel box in a positive bending moment region and a steel box in a negative bending moment region in the steel-concrete composite structural continuous box girder according to the present invention;
FIG. 6 is a schematic top view showing the connection structure of the steel box in the positive bending moment region and the steel box in the negative bending moment region in the steel-concrete composite structural continuous box girder according to the present invention;
fig. 7 is a schematic structural view of a corrugated steel web and an embedded PBL shear connector in a steel-concrete composite structural continuous box beam of the present invention.
Detailed Description
To facilitate an understanding of the invention, the invention will now be described more fully with reference to the accompanying drawings.
As shown in fig. 1 to 7, a steel-concrete composite structural continuous box girder includes a concrete top plate 1, a positive bending moment region steel box located in a midspan region of the continuous girder, a negative bending moment region steel box spanning an intermediate fulcrum of the continuous girder, and a steel box connecting plate 13. The negative moment area steel box is arranged in the middle fulcrum negative moment area, and the positive moment area steel box is connected to two ends of the negative moment area steel box.
Specifically, referring to fig. 2, the steel box in the positive bending moment region includes two flat steel webs 2 arranged in parallel, a first bottom plate 3 welded to bottoms of the two flat steel webs 2, a steel box top wing plate 9 welded to an upper end of the flat steel web 2, and a stud shear connector 10 welded to an upper surface of the steel box top wing plate 9. The first bottom plate 3 and the two flat steel webs 2 surround to form an open channel-type steel box structure.
Referring to fig. 3, the hogging moment region steel box comprises two corrugated steel webs 4, a second bottom plate 5 welded at the bottoms of the two corrugated steel webs 4, an embedded PBL shear connector located at the upper end of the corrugated steel webs 4, and bottom plate concrete 11 filled at the upper part of the second bottom plate 5. Wherein, the upper surface welding of second bottom plate 5 has bottom plate peg 12, strengthens the firm combination degree of second bottom plate 5 and bottom plate concrete 11 through bottom plate peg 12. Referring to fig. 7, the embedded PBL shear connector includes a plurality of through-reinforcements 7 extending in a transverse direction (i.e., a width direction of the bridge) and penetrating through the two corrugated steel webs 4, and coupling reinforcements 8 disposed at both sides of the corrugated steel webs 4 and extending in a longitudinal direction (i.e., a length direction of the bridge) and coupling the through-reinforcements 7 into a whole.
Referring to fig. 1 and 7, a concrete roof 1 is poured on the tops of the steel box in the positive bending moment region and the steel box in the negative bending moment region. The stud shear connector 10 at the top end of the steel box in the positive bending moment area is poured in the concrete top plate 1, so that the concrete top plate 1 and the steel box in the positive bending moment area are firmly combined. And the hogging moment zone steel box is fixedly combined with the concrete top plate 1 through an embedded PBL shear connector. Specifically, the embedded PBL shear connectors are cast into the concrete roof 1, and the upper ends of the corrugated steel webs 4 are then embedded into the concrete roof 1. The wave crest section and the wave trough section of the wave-shaped steel web plate 4 respectively protrude towards the two sides, and elastic materials 6 are filled between the outer side surfaces of the wave crest section and the wave trough section in the protruding directions and the concrete contact surface. Specifically, in the present embodiment, the elastic material 6 is a foam material having good elasticity. The elastic material forms a reserved buffer space for the transverse deformation of the corrugated steel web plate 4.
Referring to fig. 3 again, a plurality of prestressed tendons 14 extending in the longitudinal direction are provided in the concrete roof 1 at the top of the steel box in the hogging moment region. The prestressing tendons 14 may be steel tendons or other fibre composite materials for prestressing the concrete roof 1 in the hogging moment region.
Referring to fig. 4 to 6, the steel box connecting plate 13 is disposed on the inner and outer surfaces of the joint between the steel box in the positive bending moment region and the steel box in the negative bending moment region. Specifically, the upper surface and the lower surface of the joint of the first bottom plate 3 and the second bottom plate 5, and the left surface and the right surface of the joint of the flat steel web 2 and the corrugated steel web 4 are both provided with steel box connecting plates 13 and are fixed through high-strength bolts.
Meanwhile, the embodiment also provides a manufacturing method of the continuous box girder with the steel-concrete composite structure, which comprises the following specific steps:
firstly, selecting proper steel materials according to the environment to prefabricate the steel box in the positive bending moment area and the steel box in the negative bending moment area, and carrying out anti-corrosion treatment.
And arranging temporary buttresses on a construction site, erecting the steel boxes in the positive bending moment area and the negative bending moment area in place, and connecting and folding the joints of the adjacent steel boxes by adopting high-strength bolts and steel box connecting plates 13.
After the above operation is completed, the bottom plate concrete 11 of the steel box in the hogging moment area is poured, and the bottom plate concrete 11 and the second bottom plate 5 are sufficiently combined through curing for a sufficient time.
And then, pouring and maintaining the concrete top plate 1 at the top of the steel box in the positive bending moment area, and dismantling all temporary buttresses after the concrete top plate is finished.
And then fixing the elastic foam material on the wave crest section of the corrugated steel web plate 4 and the outer side surfaces of the wave crest section and the wave trough section in the respective protruding directions, then installing the through reinforcing steel bars 7 and the combining reinforcing steel bars 8 in place, pouring the concrete top plate 1 at the top of the steel box in the hogging moment area, and maintaining for a sufficient time.
And finally, tensioning and anchoring the prestressed bundles 14 in the concrete top plate 1 at the top of the steel box in the hogging moment area.
Claims (9)
1. A steel-concrete composite structure continuous box girder is characterized by comprising a concrete top plate (1), a positive bending moment area steel box and a negative bending moment area steel box; the positive bending moment area steel box comprises a flat steel web (2) and a first bottom plate (3) connected to the bottom of the flat steel web (2); the steel box in the hogging moment region comprises a corrugated steel web plate (4) and a second bottom plate (5) connected to the bottom of the corrugated steel web plate (4); concrete roof (1) is pour in the top of positive moment district steel case and negative moment district steel case, the upper end embedding of wave form steel web (4) in concrete roof (1), wave form steel web (4) have the crest section and the trough section that appear at the lengthwise direction interval, the crest section with it has elastic material (6) to fill between the lateral surface of the respective projecting direction of trough section and concrete roof (1) contact surface, elastic material (6) form wave form steel web (4) transverse deformation's buffer space.
2. The steel-concrete composite structural continuous box beam according to claim 1, characterized in that the hogging moment zone steel box further comprises embedded PBL shear connectors, which are poured into the concrete top slab (1); the embedded PBL shear connector comprises a plurality of through reinforcing steel bars (7) which extend transversely and penetrate through corrugated steel webs (4) on two sides of a hogging moment zone steel box and combination reinforcing steel bars (8) which extend longitudinally and are arranged on two sides of the corrugated steel webs (4) and connected with the through reinforcing steel bars (7).
3. The steel-concrete composite structural continuous box beam according to claim 1, wherein the positive bending moment zone steel box further comprises a steel box top wing plate (9) connected to the top end of the flat steel web plate (2), and a stud shear connector (10) arranged on the steel box top wing plate (9); the stud shear connector (10) is cast into the concrete roof (1).
4. A steel-concrete composite structural continuous box girder according to claim 1, characterized in that floor concrete (11) is poured on the second floor (5).
5. A steel-concrete composite structural continuous box girder according to claim 4, characterized in that the second floor (5) is provided with floor pegs (12), the floor pegs (12) being cast in the floor concrete (11).
6. The steel-concrete composite structural continuous box girder according to claim 1, further comprising steel box connection plates (13), wherein the steel box connection plates (13) are disposed on the inner and outer surfaces of the junction of the positive moment region steel box and the negative moment region steel box and fixed by high-strength bolts.
7. A steel-concrete composite structural continuous box girder according to claim 1, characterized in that the elastic material (6) is a foam material having elasticity.
8. The steel-concrete composite structural continuous box girder according to claim 1, wherein a plurality of prestressing tendons (14) extending in a longitudinal direction are provided in the concrete ceiling (1) at the top of the hogging moment region steel box.
9. A method for manufacturing a steel-concrete composite structural continuous box girder according to any one of claims 1 to 8, comprising the steps of:
(1) arranging temporary buttresses, erecting steel boxes in a positive bending moment area and steel boxes in a negative bending moment area in place, and connecting and folding the joints of the adjacent steel boxes by adopting high-strength bolts and steel box connecting plates;
(2) pouring bottom plate concrete of the steel box in the hogging moment area, and maintaining for a sufficient time;
(3) firstly, pouring and maintaining a concrete top plate at the top of the steel box in the positive bending moment area, and then removing all temporary buttresses;
(4) fixing an elastic material on the outer side surfaces of the wave crest section and the wave trough section of the corrugated steel web in the respective protruding directions, then installing the through reinforcing steel bars and the combined reinforcing steel bars in place, pouring a concrete top plate at the top of the steel box in the hogging moment area, and maintaining for a sufficient time;
(5) and finally, tensioning and anchoring the prestressed tendons in the concrete top plate at the top of the steel box in the hogging moment area.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111827117A (en) * | 2020-06-24 | 2020-10-27 | 中铁北京工程局集团(天津)工程有限公司 | Concrete pouring method for bridge deck of steel-concrete composite beam |
| CN111893883A (en) * | 2020-07-06 | 2020-11-06 | 湖北工业大学 | Construction method of full-prefabricated assembled corrugated steel web short-tower cable-stayed bridge |
| CN114525725A (en) * | 2022-01-24 | 2022-05-24 | 广西交科集团有限公司 | Large-span corrugated steel web continuous rigid frame lining concrete composite web structure |
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