CN108221636B - Steel-concrete composite beam bridge constructed by adopting bracket-free scheme for midspan and bridge forming method - Google Patents
Steel-concrete composite beam bridge constructed by adopting bracket-free scheme for midspan and bridge forming method Download PDFInfo
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- CN108221636B CN108221636B CN201810264286.2A CN201810264286A CN108221636B CN 108221636 B CN108221636 B CN 108221636B CN 201810264286 A CN201810264286 A CN 201810264286A CN 108221636 B CN108221636 B CN 108221636B
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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
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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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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
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Abstract
The steel-concrete combined girder bridge constructed by adopting a bracket-free scheme for the midspan comprises a prefabricated part of midspan girder and prefabricated side span girders with girder cantilevers to be connected with the two ends of the prefabricated part of midspan girder, and the bridge forming method comprises the following steps: temporary buttresses for the side span main beams; a frame side spans the main beam; a support is arranged below the middle pivot cross beam and is supported on the bridge pier; constructing transverse connection between the side span main beams; pouring a middle supporting point beam; hoisting part of the midspan main beam; butt-jointing the longitudinal joints to integrate the bridge in the length direction; arranging transverse connection to enable part of the midspan main beams to be connected into a whole in the transverse direction; pouring wet joints between prefabricated bridge decks on the midspan main beams of the sections; removing all the temporary buttresses of the side spans; paving steel bundles in the bridge deck slab; pouring a cast-in-place bridge deck; stretching the prestressed steel bundles of the bridge deck; and paving the construction bridge deck. The invention can store a certain compressive stress on the middle bridge deck of the midspan to offset the tensile stress generated by the anchoring of the short bundles, the shrinkage of the concrete and the temperature gradient, thereby canceling the configuration of the long bundles.
Description
Technical Field
The invention relates to the field of steel-concrete composite girder bridges, in particular to a steel-concrete composite girder bridge constructed by a bracket-free scheme of a midspan and a bridge forming method.
Background
At present, two conventional bridge forming modes of the steel-concrete composite beam are provided:
scheme one: setting up temporary buttresses, erecting all steel girder manufacturing sections and connecting the steel girders into a whole, constructing steel girder transverse connection, setting a construction bridge deck steel template, pouring fulcrum beams and bridge deck concrete, tensioning external prestress after the bridge deck concrete reaches the design strength, tensioning bridge deck prestress steel bundles, removing a bracket, and paving and attaching a construction bridge deck.
Scheme II: the method comprises the steps of building temporary piers, erecting all steel girder manufacturing sections and connecting the steel girders into a whole, constructing steel girder transverse connection, setting a construction bridge deck steel template, pouring fulcrum beams and bridge deck concrete at the midspan, removing the temporary piers after the bridge deck concrete reaches the design strength, pouring bridge deck boards in a pier top hogging moment area, stretching external prestress after the bridge deck concrete reaches the design strength, stretching bridge deck prestressed steel bundles, and paving the construction bridge deck.
The bridge deck slab tensile stress generated by the hogging moment at the pier top is smaller than that generated by the scheme II, and fewer bridge deck slab short bundles are needed to be configured, so that the scheme II is a conventional combined Liang Chengqiao scheme.
When the continuous beam is larger in span and limited in beam height, the scheme II is adopted for construction, the negative bending moment internal force of the pier top of the middle pier is larger, a large number of negative bending moment prestress short beams are required to be configured on the bridge deck to meet the standard anti-cracking requirement, and large tensile stress is generated in the bridge deck of the middle pier due to the anchoring force, concrete shrinkage and temperature gradient of the large number of short beams, so that the construction cost is increased and the construction difficulty is improved.
Disclosure of Invention
In order to overcome the defects and shortcomings of the technology, the invention provides the reinforced concrete composite girder bridge constructed by adopting the bracket-free scheme of the midspan and the bridge forming method, which can store a certain compressive stress on the middle bridge deck of the midspan so as to offset the tensile stress generated by the anchoring of the short bundles, the shrinkage of the concrete and the temperature gradient, thereby canceling the configuration of the long bundles.
The invention adopts the following technical scheme:
the middle span adopts a steel-concrete combined girder bridge constructed by adopting a bracket-free scheme, and comprises a prefabricated part of middle span girders and prefabricated side span girders with girder cantilevers to be connected with two ends of the prefabricated part of middle span girders, wherein at least one group of I-shaped girder groups are correspondingly arranged on the side span girders and part of middle span girders parallel to the driving direction, each group of I-shaped girder groups comprises two I-shaped girders parallel to each other, and a plurality of transverse partition plates are arranged between each group of two I-shaped girders for connection; the top surface of the I-shaped steel beam group of the part of the midspan girder is a concrete precast bridge deck plate which is integrally manufactured;
a plurality of prefabricated part midspan girders and prefabricated side span girders to be connected at two ends of the prefabricated part midspan girders are arranged according to bridge width, the prefabricated part midspan girders are butted, the gaps between the prefabricated bridge decks of the adjacent part midspan girders are transversely arranged below, a detachable steel template is arranged between the upper flanges of the I-shaped steel girders, the steel template is connected with the two adjacent prefabricated bridge decks through cast-in-place concrete wet joints, and concrete cantilevers are transversely poured outwards on the prefabricated bridge decks at two ends; a first steel template is arranged between the upper flanges of the I-shaped steel beams between the adjacent side span main beams, a second steel template is arranged between the upper flanges of the I-shaped steel beams of the side span main beams and is connected with the first steel template, the top surfaces of the first steel template and the second steel template are cast-in-situ bridge panels after the side span main beams are spliced, and concrete cantilevers are cast outwards transversely on the cast-in-situ bridge panels at the two ends; a plurality of transverse links are arranged between the two adjacent I-shaped steel beam groups between the two middle-span main beams and the two side-span main beams;
in the length direction of the bridge, the prefabricated part of the middle span girder is in butt joint with the girder cantilever ends of the prefabricated side span girders to be connected with the two ends of the middle span girder along the length direction, and the butt joint of the two I-shaped girders is in bolt joint with the butt joint joints of the two ends of the two I-shaped girders into a whole; the cantilever end of the main beam and part of the main beam of the middle span form the main beam of the middle span;
the bridge deck boards of the cantilever ends of the main beams at the two ends are symmetrically provided with transverse middle fulcrum beams, the bridge deck boards of the two to-be-connected side span main beam ends are symmetrically provided with transverse side fulcrum beams, and the butt joint seam is arranged between the two middle fulcrum beams; the bottom of the I-shaped steel beam at the middle pivot cross beam is provided with a plurality of supports, the supports are supported on the bridge pier, a steel beam is arranged in a bridge deck above the bridge pier, the middle pivot cross beam and the side pivot cross beam are both box girders which are transversely arranged, and the box girders are positioned between two I-shaped steel beams in the I-shaped steel beam group; the bottom plate at the bottom of the box girder is welded with the lower flange of the I-shaped steel girder connected with the two ends, and micro-expansion concrete is poured into the box girder; and a plurality of transverse links are arranged between the box girders of the adjacent side span main girders.
The box girders are transversely distributed side by side, each box girder is arranged between the I-steel girder groups, two ends of each box girder are flush with webs of two I-steel girders corresponding to the I-steel girder groups, adjacent boxes Liang Waibi are transversely connected in a connecting mode, and transverse partition plates are arranged on the inner walls of the box girders.
The butt joint of the box girder bottom plate and the I-shaped steel girder group is provided with a U-shaped head which is integrally manufactured, and two ends of the U-shaped head are respectively butt-jointed with the lower flanges of the two I-shaped steel girders of the I-shaped steel girder group.
And the bridge deck plate is nailed with shear nails downwards and is respectively connected with the I-shaped steel beam, the middle supporting point beam, the side supporting point beam and the diaphragm plate of the middle span main beam.
And a plurality of stiffening ribs are arranged on two sides of each I-shaped steel beam web plate.
And transverse middle pivot cross beams are symmetrically arranged below the outer ends of bridge decks of the cantilever ends of the main beams at the two ends.
The bridge forming method of the steel-concrete composite beam bridge constructed by adopting the bracket-free scheme for the midspan comprises the following steps of:
1) Erecting a temporary buttress of a side span main girder;
2) Erecting a side span main beam on the temporary buttress;
3) A plurality of supports are arranged below the I-shaped steel beam at the position of the middle supporting point beam to be arranged, and the supports are supported on the bridge pier;
4) Constructing transverse connection between the side span main beams, so that the side span main beams are connected into a whole in the transverse direction;
5) Installing a first steel template and a second steel template at the bottom of a bridge deck to be poured of the side span main beam;
6) And (3) pouring a middle pivot cross beam: setting a diaphragm plate in the box girder of the middle fulcrum cross girder, and then pouring micro-expansion concrete;
7) After the micro-expansion concrete poured in the middle pivot cross beam reaches the design strength, hoisting part of the middle span main beam;
8) The end parts of the butt-jointed I-shaped steel beams are fixedly bolted into a whole at the joint parts of the cantilever ends of the middle-span main beam and the side-span main beam of the longitudinal connecting part; the cantilever end of the main beam and part of the main beam of the middle span form the main beam of the middle span; the bridge is connected into a whole in the length direction;
9) The transverse connection between the I-shaped steel beams of the part of the midspan main beams is installed, so that the part of the midspan main beams are connected into a whole in the transverse direction;
10 A wet joint between prefabricated deck boards on the main beam of the pouring part midspan;
11 Removing all the temporary buttresses of the side span;
12 Steel bundles are longitudinally paved on a first steel template and a second steel template on the top surface of the I-shaped steel girder group of the prefabricated side span girder above the bridge pier;
13 Pouring the cast-in-situ bridge deck and the pier top hogging moment area cast-in-situ bridge deck after the splicing of the residual side span main beams;
14 After the pier top cast-in-situ bridge deck concrete reaches the design strength, stretching the prestressed steel bundles of the bridge deck;
15 The construction bridge deck pavement is affiliated.
The invention has the following positive and beneficial effects:
1) The consumption of three materials is reduced, and the social and economic benefits are obvious;
2) The arrangement of the short beams and the through long steel beams in the hogging moment area of the pier top is reduced, so that the construction is convenient, the construction period is shortened, the weakening of the concrete bridge deck is less, and the stress is more reasonable;
3) The concrete bridge deck and the steel girder of the midspan part are synchronously constructed in a factory and hoisted on site, so that the on-site construction workload is reduced, the steel bottom die for pouring the bridge deck in the factory can be recycled, the consumption of temporary steel is reduced, and the construction quality of the bridge deck can be greatly improved;
4) According to the stress requirement, the main beam is skillfully designed: the pier top is a combined section of a steel box and a concrete beam, and the span part is a combined section of a plurality of groups of two I-shaped steel beams and a concrete bridge deck. Not only saves the consumption of three materials, but also is convenient for the maintenance of the steel beam part in the future, and has remarkable social and economic benefits.
5) The midspan adopts a bracket-free construction mode, the under-bridge traffic can not be interrupted during the midspan construction, and the method has applicability to bridges which are crossing railways, rivers and the like and are inconvenient to set temporary buttresses. Therefore, the invention has strong borrowing and reference properties and has stronger social and economic benefits.
Drawings
FIGS. 1 a-d are construction step diagrams of the present invention;
FIG. 2 is a schematic diagram of a three-span bridge structure after bridging according to the present invention;
FIG. 3 is a schematic cross-sectional view of the A-A position of FIG. 2;
FIG. 4 is a schematic cross-sectional view of the B-B position of FIG. 2;
FIG. 5 is a schematic cross-sectional view of the C-C position of FIG. 2;
FIG. 6 is a schematic view in partial cross-section of the D-D position of FIG. 5;
FIG. 7 is a top view of a mid-span and a portion of a side-span deck.
Figure number: 1-midspan girders, 111-part midspan girders, 112-girder cantilever ends, 2-side span girders, 3-center-point girders, 4-side-point girders, 5-supports, 6-piers, 7-I-steel girder groups, 71-I-steel girders, 8-prefabricated bridge decks, 9-steel forms, 10-cantilevers, 11-upper flanges, 12-lateral ties, 13-box girders, 14-diaphragm plates, 15-shear nails, 16-temporary buttresses, 17-wet joints, 18-micro-expansion concrete, 19-cast-in-place bridge decks, 20-bottom plates, 21-U-shaped heads, 22-stiffeners, 23-steel forms I, 24-steel forms II, 25-pair joints, 26-center-point girders midlines.
Detailed Description
The following describes the embodiments of the present invention further with reference to the drawings.
The following examples are given for the purpose of illustration only and are not intended to limit the embodiments of the invention. Various other changes and modifications may be made by one of ordinary skill in the art in light of the following description, and such obvious changes and modifications are contemplated as falling within the spirit of the present invention.
The invention provides a steel-concrete composite girder bridge constructed by adopting a bracket-free scheme for a midspan, which comprises a part of midspan girder 111, side span girders 2, a middle supporting point girder 3, side supporting point girders 4 and piers 6.
The side span main beams 2 and part of the middle span main beams 111 are composed of a plurality of I-shaped steel beams 71 and concrete bridge decks along the running direction, and the I-shaped steel beams 71 and the concrete are connected through shear nails 15, so that the two beams are stressed cooperatively.
The deck slab at the top of two adjacent I-beams 71 of the part of the midspan main beam 111 is prefabricated together with the I-beams 71 in the factory and is integrally transported to the site for hoisting. A cast-in-situ wet joint 17 is arranged between adjacent prefabricated bridge decks 8. Each main beam cantilever 10 and cast-in-place wet joint 17 are cast-in-place. A steel form 9 is positioned below the cast-in-place wet joint 17.
Bridge decks at the top ends of the side span main beams 2 are cast in situ.
The fulcrum beam is a box-type combined beam. And micro-expansion concrete is poured into the fulcrum beam steel box.
A transverse link 12 is provided between the i-beams 71 adjacent the midspan portion of each girder every 5 meters in the direction of travel.
And a transverse partition plate 14 is arranged between the I-shaped steel beam groups 7 adjacent to the midspan part of each girder along the driving direction every 4 meters, so that the transverse stability is enhanced.
Examples
Referring to fig. 2 to 7, the middle span of the invention adopts a steel-concrete composite girder bridge constructed by adopting a bracket-free scheme, and comprises a prefabricated part of middle span girder 111 and prefabricated side span girder 2 with girder cantilevers to be connected with two ends of the prefabricated part of middle span girder, wherein at least one group of I-shaped girder groups 7 are correspondingly arranged on the side span girder 2 and the part of middle span girder 111 in parallel to the driving direction, each group of I-shaped girder groups 7 comprises two I-shaped girders 71 which are parallel to each other, and a plurality of transverse partition plates 14 are arranged between each group of two I-shaped girders 71 for connection; the top surface of the I-shaped steel beam group 7 of the part of the midspan main beam 111 is integrally made into a concrete precast bridge deck 8;
referring to fig. 3 to 5, a plurality of prefabricated part midspan girders 111 and prefabricated side span girders 2 to be connected at two ends of the prefabricated part midspan girders 111 are arranged according to bridge width, the prefabricated part midspan girders are butted, a detachable steel template 9 is arranged below a gap between prefabricated bridge decks 8 of the adjacent part midspan girders 111 in the transverse direction between upper flanges 11 of the i-beams 71, the steel template 9 is connected with two adjacent prefabricated bridge decks 8 through cast-in-place concrete wet joints 17, and concrete cantilevers 10 are poured outside the prefabricated bridge decks 8 at two ends in the transverse direction; a first steel template 23 is arranged between the upper flanges 11 of the I-shaped steel beams 71 between the adjacent side span main beams 2, a second steel template 24 is arranged between the upper flanges 11 of the I-shaped steel beams 71 of the side span main beams 2 and is connected with the first steel template 23, the top surfaces of the first steel template 23 and the second steel template 24 are cast-in-situ bridge decks 19 after the side span main beams 2 are spliced, and concrete cantilevers 10 are cast outwards transversely on the cast-in-situ bridge decks 19 at the two ends; a plurality of transverse links 12 are arranged between the two H-shaped girder groups 7 adjacent to each other between the two middle-span girders 111 and between the two side-span girders 2;
referring to fig. 1 and 7, in the length direction of the bridge, the prefabricated part of the midspan main beam 111 is butted with the main beam cantilever ends 112 of the prefabricated side span main beam 2 to be connected with the two ends of the part of the midspan main beam along the length direction, and the butted part of the i-shaped steel beams 71 are bolted into a whole at the end butt joint 25; the main girder cantilever end 112 and part of the main girder 111 of the middle span form the main girder 1 of the middle span;
referring to fig. 5, a transverse middle supporting point beam 3 is symmetrically arranged under the bridge deck of the cantilever end 112 of the main beam at two ends, two to-be-connected sides are symmetrically arranged under the bridge deck of the tail end of the main beam 2, and a transverse side supporting point beam 4 is symmetrically arranged under the bridge deck of the tail end of the main beam 2, and the butt joint 25 is arranged between the two middle supporting point beams 3; the bottom of the I-shaped steel beam 71 at the middle supporting point beam 3 is provided with a plurality of supports 5, the supports 5 are supported on the bridge pier 6, steel beams are arranged in bridge decks above the bridge pier 6, the middle supporting point beam 3 and the side supporting point beam 4 are all box beams 13 which are transversely arranged, and the box beams 13 are positioned between the two I-shaped steel beams 71 in the I-shaped steel beam group 7; the bottom plate 20 at the bottom of the box girder 13 is welded with the lower flange of the I-shaped steel girder 71 with two ends connected, and micro-expansion concrete 18 is poured into the box girder 13; a plurality of transverse links 12 are provided between the box girders 13 of adjacent side span main girders 2.
Referring to fig. 5, the box girders 13 are transversely arranged side by side, each box girder 13 is arranged between the i-beam groups 7, two ends of each box girder 13 are flush with webs of two i-beams 71 corresponding to the i-beam groups 7, the outer walls of adjacent box girders 13 are connected by transverse connection 12, and transverse partition plates 14 are arranged on the inner walls of the box girders 13.
Referring to fig. 6, the butt joint of the bottom plate 20 of the box girder 13 and the i-beam group 7 is provided with a U-shaped head 21 integrally formed, and two ends of the U-shaped head 21 respectively butt joint the bottom flanges of two i-beams 71 of the i-beam group 7.
The bridge deck plate is nailed into a shear pin 15 downwards and is respectively connected with an I-shaped steel beam 71, a middle supporting point beam 3, an edge supporting point beam 4 and a diaphragm plate 14 of the middle span main beam 1.
A plurality of stiffeners 22 are provided on each side of the web of steel i-beam 71.
The outer ends of the bridge deck of the cantilever ends 112 of the main beams at the two ends are symmetrically provided with transverse middle pivot cross beams 3.
Taking a 32+63+32 meter three-span steel-concrete composite beam as an example, the longitudinal width of the fulcrum beam is 3 meters, and the bridge forming scheme is as follows (the construction step diagram is shown in fig. 1):
1) Erecting temporary piers 16 of the side span main beams 2;
2) Erecting a side span main beam 2 on the temporary buttress 16;
3) A plurality of supports 5 are arranged below the I-shaped steel beam 71 at the position of the middle supporting point beam 3 to be arranged, and the supports 5 are supported on the bridge pier 6;
4) Constructing a transverse connection 12 between the side span main beams 2, so that the side span main beams 2 are connected into a whole in the transverse direction;
5) Installing a first steel template 23 and a second steel template 24 at the bottom of the bridge deck to be poured of the side span main beam 2);
6) Pouring a middle supporting point beam 3: placing a diaphragm plate 14 in the box girder 13 of the middle pivot cross beam 3, and then pouring micro-expansion concrete 18;
7) After the micro-expansion concrete 18 poured in the middle pivot cross beam 3 reaches the design strength, hoisting part of the middle span main beam 111;
8) The end parts of the butt-jointed I-shaped steel beams 71 are fixedly connected into a whole by bolting at the joint 25 at the joints between the middle span main beam 111 and the main beam cantilever ends 112 of the side span main beam 2 of the longitudinal connecting part; the main girder cantilever end 112 and part of the main girder 111 of the middle span form the main girder 1 of the middle span; the bridge is connected into a whole in the length direction;
9) The transverse connection 12 between the I-beams 71 of the partial midspan main beam 111 is installed so that the partial midspan main beam 111 is connected into a whole in the transverse direction;
10 A wet joint 17 between the prefabricated deck boards 8 on the cast-in-place part midspan main beam 111;
11 Removing all side spans temporary buttresses 16;
12 Steel bundles are longitudinally paved on a first steel template 23 and a second steel template 24 on the top surface of the I-shaped steel beam group 7 of the prefabricated side span main beam 2 above the bridge pier 6;
13 Pouring the cast-in-situ bridge deck 19 and the pier top hogging moment area cast-in-situ bridge deck 19 after the splicing of the residual side span main beams 2;
14 After the concrete of the pier top cast-in-situ bridge deck 19 reaches the design strength, stretching the prestressed steel bundles of the bridge deck;
15 The construction bridge deck pavement is affiliated.
In the scheme, step 7), the part of the midspan main beam 111 is hoisted, and the step can enable the midspan bridge deck to generate certain transverse compressive stress, and the compressive stress can offset the tensile stress generated by the anchorage of the short beam, the shrinkage of concrete and the temperature gradient in the subsequent steps, so that the configuration of the full length beam is canceled.
In order to avoid the influence of the prestress steel beam arrangement mode on the calculation result, on the premise of the same load and no tensioning prestress, the stress and mid-span deflection values of bridge decks and steel beams at a plurality of key points of the pier top and mid-span in the bridge formation state of the new scheme and the existing scheme are compared, and the following table is provided:
note that: the bridging state of the table is that the pre-stress beam is not configured, and the short-acting combination is that the same pre-stress beam is configured.
After the prestress steel beam is configured according to the standard requirements and the normal use state, the material consumption indexes of the new bridge forming scheme and the existing scheme are shown in the following table:
the steel, the prestressed tendons and the concrete consumption of the bridge formed by adopting the novel scheme are all reduced.
Claims (7)
1. The steel-concrete combined girder bridge constructed by adopting a bracket-free scheme for the middle span comprises a prefabricated part of middle span girder (111) and prefabricated side span girders (2) with girder cantilevers to be connected with the two ends of the prefabricated part of middle span girder, and is characterized in that at least one group of I-shaped girder groups (7) are correspondingly arranged on the side span girders (2) and the part of middle span girder (111) in parallel to the driving direction, each group of I-shaped girder groups (7) comprises two I-shaped girders (71) which are parallel to each other, and a plurality of transverse baffles (14) are arranged between each group of two I-shaped girders (71) for connection; the top surface of the I-shaped steel beam group (7) of the part of the midspan main beam (111) is integrally made into a concrete precast bridge deck (8);
a plurality of prefabricated part midspan main beams (111) and prefabricated side span main beams (2) to be connected at two ends of the prefabricated part midspan main beams are arranged according to bridge width, butt joint is carried out, the gaps between the prefabricated bridge decks (8) of the adjacent part midspan main beams (111) are transversely arranged below, a detachable steel template (9) is arranged between the upper flanges (11) of the I-shaped steel beams (71), the steel template (9) is connected with two adjacent prefabricated bridge decks (8) through cast-in-place concrete wet joints (17), and the prefabricated bridge decks (8) at two ends are transversely and outwards poured with concrete cantilevers (10); a first steel template (23) is arranged between the upper flanges (11) of the I-shaped steel beams (71) between the adjacent side span main beams (2), a second steel template (24) is arranged between the upper flanges (11) of the I-shaped steel beams (71) of the side span main beams (2) and is connected with the first steel template (23), the top surfaces of the first steel template (23) and the second steel template (24) are cast-in-situ bridge panels (19) spliced by the side span main beams (2), and the cast-in-situ bridge panels (19) at two ends are transversely and outwards poured with concrete cantilevers (10); a plurality of transverse links (12) are arranged between the two adjacent I-shaped steel beam groups (7) between the two middle span main beams (111) and between the two side span main beams (2);
in the length direction of the bridge, the prefabricated part of the midspan girder (111) is butted with girder cantilever ends (112) of the prefabricated side span girder (2) to be connected with the two ends of the midspan girder along the length direction, and the butted I-shaped girders (71) are bolted into a whole at the end butt joint (25); the cantilever end (112) of the main beam and part of the main beam (111) of the middle span form the main beam (1) of the middle span;
a transverse middle supporting point beam (3) and two side supporting point beams (4) are symmetrically arranged below the bridge deck of the cantilever ends (112) of the main beam at two ends and below the bridge deck of the tail end of the main beam (2) to be connected, and the butt joint seam (25) is arranged between the two middle supporting point beams (3); the bottom of the I-shaped steel beam (71) at the middle supporting point beam (3) is provided with a plurality of supports (5), the supports (5) are supported on the bridge pier (6), steel beams are arranged in bridge decks above the bridge pier (6), the middle supporting point beam (3) and the side supporting point beam (4) are all box beams (13) which are transversely arranged, and the box beams (13) are positioned between the two I-shaped steel beams (71) in the I-shaped steel beam group (7); a bottom plate (20) at the bottom of the box girder (13) is welded with the lower flange of the I-shaped steel girder (71) connected with the two ends, and micro-expansion concrete (18) is poured into the box girder (13); a plurality of transverse links (12) are arranged between the box girders (13) of the adjacent side span main girders (2).
2. A reinforced concrete composite girder bridge constructed by adopting a bracket-free scheme as claimed in claim 1, wherein the girders (13) are transversely distributed side by side, each girder (13) is arranged between the girder i-beams (7), two ends of the girder i-beams are flush with webs of two girders (71) corresponding to the girder i-beams (7), the outer walls of adjacent girders (13) are connected by transverse connection (12), and the inner walls of the girders (13) are provided with transverse partition plates (14).
3. The steel-concrete composite girder bridge constructed by adopting the bracket-free scheme as claimed in claim 1 or 2, wherein the butt joint of the bottom plate (20) of the box girder (13) and the I-steel girder group (7) is provided with a U-shaped head (21) which is integrally manufactured, and two ends of the U-shaped head (21) are respectively butt jointed with the lower flanges of two I-steel girders (71) of the I-steel girder group (7).
4. The steel-concrete composite girder bridge constructed by adopting the bracket-free scheme as claimed in claim 1, wherein the bridge deck is downwards nailed with shear nails (15) which are respectively connected with an I-steel girder (71), a middle supporting point cross beam (3), an edge supporting point cross beam (4) and a diaphragm plate (14) of the main girder (1) of the middle span.
5. A reinforced concrete composite girder bridge constructed in a bracket-less solution for a midspan as claimed in claim 1, wherein a plurality of stiffening ribs (22) are provided on both sides of the web of each of said i-beams (71).
6. The steel-concrete composite girder bridge constructed by adopting the bracket-free scheme as claimed in claim 1, wherein transverse middle supporting point cross beams (3) are symmetrically arranged under the outer ends of bridge decks of the main girder cantilever ends (112) at two ends.
7. The bridge forming method of the steel-concrete composite girder bridge constructed by adopting the bracket-free scheme for the midspan as claimed in claim 1, comprising the following steps:
1) Erecting temporary piers (16) of the side span main beams (2);
2) Erecting a side span main beam (2) on the temporary buttress (16);
3) A plurality of supports (5) are arranged below the I-shaped steel beam (71) at the position of the middle supporting point beam (3) to be arranged, and the supports (5) are supported on the bridge pier (6);
4) Constructing transverse connection (12) between the side span main beams (2) to ensure that the side span main beams (2) are connected into a whole in the transverse direction;
5) Installing a first steel template (23) and a second steel template (24) at the bottom of a bridge deck to be poured of the side span main beam (2);
6) Pouring a middle supporting point beam (3): a diaphragm plate (14) is arranged in the box girder (13) of the middle pivot cross beam (3), and then micro-expansion concrete (18) is poured;
7) After the micro-expansion concrete (18) poured in the middle pivot cross beam (3) reaches the design strength, hoisting part of the middle span main beam (111);
8) The end parts of the butt-jointed I-shaped steel beams (71) are fixedly connected into a whole by bolting at the joint (25) at the joint parts of the main girder (111) of the middle span and the main girder cantilever ends (112) of the side span main girders (2); the cantilever end (112) of the main beam and part of the main beam (111) of the middle span form the main beam (1) of the middle span; the bridge is connected into a whole in the length direction;
9) Installing a transverse connection (12) between the I-shaped steel beams (71) of the part of the midspan main beams (111) so that the part of the midspan main beams (111) are connected into a whole in the transverse direction;
10 A wet joint (17) between prefabricated deck boards (8) on a main girder (111) of the pouring section;
11 Removing all the side span temporary buttresses (16);
12 Steel beams are longitudinally paved on a first steel template (23) and a second steel template (24) on the top surface of the I-shaped steel beam group (7) of the prefabricated side span girder (2) above the bridge pier (6);
13 Pouring the cast-in-situ bridge deck (19) and the pier top hogging moment area cast-in-situ bridge deck (19) which are spliced by the residual side span main beams (2);
14 After the concrete of the pier top cast-in-situ bridge deck (19) reaches the design strength, stretching the prestressed steel bundles of the bridge deck;
15 The construction bridge deck pavement is affiliated.
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| CN109338891B (en) * | 2018-11-14 | 2021-03-02 | 安徽省交通控股集团有限公司 | Anti-cracking method for integrally hoisting bridge panel by PK combined box girder cantilever of cable-stayed bridge |
| CN112160248B (en) * | 2020-09-24 | 2021-12-07 | 中国五冶集团有限公司 | Combined steel beam and steel formwork laying device and method |
| CN114182622A (en) * | 2021-12-28 | 2022-03-15 | 山东省交通规划设计院集团有限公司 | Steel-concrete combined continuous beam structure and construction method |
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