CN104562918A - Self-anchored suspension bridge anchor span cast-in-place concrete box beam and construction method thereof - Google Patents
Self-anchored suspension bridge anchor span cast-in-place concrete box beam and construction method thereof Download PDFInfo
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- CN104562918A CN104562918A CN201410855627.5A CN201410855627A CN104562918A CN 104562918 A CN104562918 A CN 104562918A CN 201410855627 A CN201410855627 A CN 201410855627A CN 104562918 A CN104562918 A CN 104562918A
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- 239000004567 concrete Substances 0.000 title claims abstract description 121
- 238000010276 construction Methods 0.000 title claims abstract description 36
- 239000000725 suspension Substances 0.000 title claims abstract description 28
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 156
- 239000010959 steel Substances 0.000 claims abstract description 156
- 230000002787 reinforcement Effects 0.000 claims abstract description 54
- 238000000034 method Methods 0.000 claims abstract description 18
- 239000011150 reinforced concrete Substances 0.000 claims description 87
- 238000004873 anchoring Methods 0.000 claims description 26
- 230000003014 reinforcing effect Effects 0.000 claims description 20
- 238000012423 maintenance Methods 0.000 claims description 12
- 230000008569 process Effects 0.000 claims description 12
- 238000009434 installation Methods 0.000 claims description 9
- 238000009416 shuttering Methods 0.000 claims description 9
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 3
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 3
- 241001330002 Bambuseae Species 0.000 claims description 3
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 3
- 239000011425 bamboo Substances 0.000 claims description 3
- 238000013461 design Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 125000006850 spacer group Chemical group 0.000 claims description 3
- 239000002023 wood Substances 0.000 claims description 3
- 230000008901 benefit Effects 0.000 abstract description 3
- 238000005266 casting Methods 0.000 abstract 4
- 239000002131 composite material Substances 0.000 abstract 3
- 238000009415 formwork Methods 0.000 abstract 1
- 230000009467 reduction Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000002860 competitive effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000035800 maturation Effects 0.000 description 1
- 230000009022 nonlinear effect Effects 0.000 description 1
Classifications
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a self-anchored suspension bridge anchor span cast-in-place concrete box beam construction method which includes the steps: mounting a bottom mould and a side mould; mounting a steel-concrete composite beam segment steel component; mounting a bottom plate binding reinforcement, a bottom plate prestressed pipeline and a prestressed reinforcement; mounting a cable rope anchor system; mounting a splay saddle or splay casting base bracket; mounting a web plate binding reinforcement, a web plate prestressed pipeline and a prestressed reinforcement; mounting an inner mould; casting and curing a concrete beam segment for the first time; mounting a top plate binding reinforcement, a top plate prestressed pipeline and a prestressed reinforcement; mounting a splay saddle or splay casting base; casting and curing the concrete beam segment for the second time; constructing a steel-concrete composite beam segment concrete structure; tensioning the prestressed reinforcements; removing a formwork. The construction method has the advantages that sub-projects are reasonably arranged, the cable rope anchor system and the like can be accurately positioned, construction of the steel-concrete composite beam segment is facilitated, construction quality is improved, the method is simple and convenient in construction, and construction period can be shortened.
Description
Technical field
The present invention relates to technical field of bridge construction, specifically, relate to a kind of self-anchored suspension bridge anchoring across cast-in-place box beam and construction method thereof.
Background technology
Self-anchored suspension bridge hangs system as a kind of flexible cable, good economy performance attractive in appearance with its Mechanical Builds, to advantages such as geology and landform situation strong adaptabilities, becomes the more competitive bridge type of Short/Medium Span Bridge.But its structure stress is complicated, tower, rope, beam stress height are coupled, and nonlinear effect is remarkable.Wherein, girder not only bears part bridge deck dead load and mobile load, and bears the horizontal force of main push-towing rope transmission, is that self-anchored suspension bridge and earth anchored suspension bridge distinguish maximum primary structure member.
According to material type, girder is generally divided into concrete stiffening girder and steel stiff girder.Along with the development of correlation technique, the combined system that steel stiff girder combines with concrete stiffening girder obtains application; This combined system adopts steel stiff girder in hoist cable district, in both sides anchoring across employing concrete stiffening girder, although this system has the advantage of steel work, concrete structure concurrently, but because of steel reinforced concrete bondbeam section with anchorage zone is stressed and the complexity of construction measure, anchoring is quite large across the difficulty of construction of concrete box girder; For the construction of anchoring across cast-in-place box beam, still there is no the method for mature and reliable at present.Often do over again because of inconsiderate when Specific construction, even leave hidden danger of quality.
It can thus be appreciated that, provide a kind of construction method of reliable maturation to have great engineering significance.
Summary of the invention
The object of this invention is to provide a kind of self-anchored suspension bridge anchoring across cast-in-place box beam and construction method thereof, can construction quality be guaranteed, the reduction of erection time, effectively overcome currently available technology above shortcomings.
The object of the invention is to be achieved through the following technical solutions:
According to an aspect of the present invention, provide a kind of self-anchored suspension bridge anchoring across cast-in-place box beam, this self-anchored suspension bridge anchoring comprises Concrete Beam Segment across cast-in-place box beam, described Concrete Beam Segment is provided with support framework, described support framework is welded with the cable anchor system matched, described cable anchor system is fixed on Concrete Beam Segment by reinforcing bar and is connected with loose cable saddle or cover base, and wherein, described loose cable saddle or cover base are loose cable saddle base or loose noose base; Described loose cable saddle or cover base lower end are provided with the base bracket matched, the rear end of described base bracket is provided with steel reinforced concrete bondbeam section concrete, described steel reinforced concrete bondbeam section concrete is provided with the steel reinforced concrete bondbeam section steel beam column matched, be provided with in described steel reinforced concrete bondbeam section steel beam column and pass shear reinforcing bar, described biography shear steel-bar arrangement is in the both sides of described steel reinforced concrete bondbeam section concrete.
Further, described base bracket is H type structure.
Further, described Concrete Beam Segment and steel reinforced concrete bondbeam section concrete are separately installed with the prestress pipe and prestressed reinforcement that match.
Preferably, described steel reinforced concrete bondbeam section concrete adopts filament expansion concrete.
According to a further aspect in the invention, provide the construction method of a kind of self-anchored suspension bridge anchoring across cast-in-place box beam, this kind of self-anchored suspension bridge anchoring comprises the steps: across the construction method of cast-in-place box beam
Step 1: bed die and side form are installed, preprepared falsework is set up, described falsework is laid base plate template and Side shuttering, and described falsework adopts steel pipe column, Bailey beam and steel pipe scaffold to set up, and described base plate template and Side shuttering adopt the lumps of wood and bamboo slab rubber to lay;
Step 2: steel reinforced concrete bondbeam section steel beam column is installed, preprepared steel beam column support is set up, described steel beam column support is installed the steel reinforced concrete bondbeam section steel beam column matched, described steel beam column support adopts steel pipe column, Bailey beam and shaped steel to set up, and described steel reinforced concrete bondbeam section steel beam column is the changeover portion steel box-girder be connected with concrete beam;
Step 3: colligation baseplate reinforcing bar and baseboard prestress pipeline and prestressed reinforcement are installed, after base plate template and Side shuttering install, colligation is carried out to lower floor's reinforcing bar that described Concrete Beam Segment base plate pre-sets, then the baseboard prestress pipeline preprepared and described Concrete Beam Segment and steel reinforced concrete bondbeam section concrete matched and prestressed reinforcement are installed, and carry out colligation to the top reinforcement that described Concrete Beam Segment base plate pre-sets;
Step 4: cable anchor system is installed, and is welded and fixed by cable anchor system on support framework, then by the integral installation of support framework and cable anchor system to estimating position, and to be connected and fixed with around plain bars;
Step 5: loose cable saddle or cover base bracket are installed, by the position that loose cable saddle or cover floor installation are being estimated, and according to loose cable saddle or cover position base, is mounted to relevant position by base bracket, and is connected and fixed with around plain bars;
Step 6: colligation web reinforcement and web prestress pipe and prestressed reinforcement are installed, colligation Concrete Beam Segment web reinforcement, then colligation spacer bars, finally installs Concrete Beam Segment and steel reinforced concrete bondbeam section web prestress pipe and prestressed reinforcement;
Step 7: internal mold is installed, and installs preprepared Concrete Beam Segment web templates and case room two Side Template, then sets up the support of Concrete Beam Segment top board bed die, finally install the top board bed die of Concrete Beam Segment;
Step 8: build and maintenance Concrete Beam Segment first time, first time concreting is highly to chamfering on web at the bottom of beam; Carry out concrete curing after building, and carry out dabbing process at constuction joint place;
Step 9: colligation roof steel bar and top board prestress pipe and prestressed reinforcement are installed, carries out the colligation of Concrete Beam Segment top board lower floor reinforcing bar, Concrete Beam Segment and the installation of steel reinforced concrete bondbeam section top board prestress pipe and prestressed reinforcement, the colligation of Concrete Beam Segment top board top reinforcement successively;
Step 10: loose cable saddle or cover floor installation, after carrying out measurement adjustment, installs loose cable saddle or cover base according to the position of base bracket to the position of base bracket;
Step 11: to Concrete Beam Segment second time build and maintenance, second time concreting be highly on web chamfering to back; Concrete curing is carried out after building;
Step 12: steel reinforced concrete bondbeam section concrete structure construction, dabbing process is being carried out to the interface of Concrete Beam Segment and steel reinforced concrete bondbeam section concrete, is then carrying out steel reinforced concrete bondbeam section base plate steel bar binding successively, steel reinforced concrete bondbeam section underplate concrete build install with maintenance, the colligation of steel reinforced concrete bondbeam section web reinforcement, steel reinforced concrete bondbeam section internal mold, the colligation of steel reinforced concrete bondbeam section roof steel bar, steel reinforced concrete bondbeam section web and concrete roof is built and maintenance;
Step 13: prestressed reinforcement stretch-draw, beam body concrete carries out prestressed reinforcement stretch-draw after reaching 100% of design strength, the two ore control of stretching force and elongation under stretching process employing anchor;
Step 14: form removable, after the stretch-draw of beam body prestressed reinforcement, removes bed die template.
Further, in the processing and making process to steel reinforced concrete bondbeam section steel beam column, by the estimating position of biography shear reinforcement installation steel reinforced concrete bondbeam section steel beam column matched.
Further, after by the steel reinforced concrete bondbeam section base plate in step 12 and roof steel bar colligation, described steel reinforced concrete bondbeam section base plate, roof steel bar end are welded with steel reinforced concrete bondbeam section steel beam column.
Preferably, described steel reinforced concrete bondbeam section concrete adopts filament expansion concrete.
Beneficial effect of the present invention is: this apparatus structure is simple, easily operates, and this construction method is reasonable to each the work items arrangement, is conducive to the accurate location of cable anchor system etc. and the construction of steel reinforced concrete bondbeam section, the effective quality improving construction; And this method is simple, constructability, can effective reduction of erection time.
Accompanying drawing explanation
In order to be illustrated more clearly in the embodiment of the present invention or technical scheme of the prior art, be briefly described to the accompanying drawing used required in embodiment below, apparently, accompanying drawing in the following describes is only some embodiments of the present invention, for those of ordinary skill in the art, under the prerequisite not paying creative work, other accompanying drawing can also be obtained according to these accompanying drawings.
Fig. 1 is according to a kind of self-anchored suspension bridge anchoring of embodiment of the present invention structural representation across cast-in-place box beam;
Fig. 2 is that the A-A of Fig. 1 is to sectional drawing;
Fig. 3 is across the cable anchor system of cast-in-place box beam and loose cable saddle or the schematic diagram overlapping base according to a kind of self-anchored suspension bridge anchoring of the embodiment of the present invention;
Fig. 4 is according to a kind of self-anchored suspension bridge anchoring of embodiment of the present invention schematic diagram across the steel reinforced concrete bondbeam section of cast-in-place box beam;
Fig. 5 is according to a kind of self-anchored suspension bridge anchoring of embodiment of the present invention schematic flow sheet across the construction method of cast-in-place box beam.
In figure:
1, Concrete Beam Segment; 2, cable anchor system; 3, loose cable saddle or cover base; 4, steel reinforced concrete bondbeam section steel beam column; 5, steel reinforced concrete bondbeam section concrete; 6, support framework; 7, base bracket; 8, shear reinforcing bar is passed; 9, prestress pipe and prestressed reinforcement.
Detailed description of the invention
Below in conjunction with the accompanying drawing in the embodiment of the present invention, be clearly and completely described the technical scheme in the embodiment of the present invention, obviously, described embodiment is only the present invention's part embodiment, instead of whole embodiments.Based on the embodiment in the present invention, the every other embodiment that those of ordinary skill in the art obtain, all belongs to the scope of protection of the invention.
According to embodiments of the invention, provide a kind of self-anchored suspension bridge anchoring across cast-in-place box beam.
As Figure 1-4, a kind of self-anchored suspension bridge anchoring according to the embodiment of the present invention is across cast-in-place box beam, comprise Concrete Beam Segment 1, described Concrete Beam Segment 1 is provided with support framework 6, described support framework 6 is welded with the cable anchor system 2 matched, described cable anchor system 2 is fixed on Concrete Beam Segment 1 by reinforcing bar and is connected with loose cable saddle or cover base 3, described loose cable saddle or cover base 3 lower end are provided with the base bracket 7 matched, the rear end of described base bracket 7 is provided with steel reinforced concrete bondbeam section concrete 5, described steel reinforced concrete bondbeam section concrete 5 is provided with the steel reinforced concrete bondbeam section steel beam column 4 matched, be provided with in described steel reinforced concrete bondbeam section steel beam column 4 and pass shear reinforcing bar 8, described biography shear reinforcing bar 8 is arranged at the both sides of described steel reinforced concrete bondbeam section concrete 5.
Described base bracket 7 is H type structure; Described Concrete Beam Segment 1 and steel reinforced concrete bondbeam section concrete 5 are separately installed with the prestress pipe and prestressed reinforcement 9 that match; Described steel reinforced concrete bondbeam section concrete 5 adopts filament expansion concrete.
According to embodiments of the invention, provide the construction method of a kind of self-anchored suspension bridge anchoring across cast-in-place box beam.
As shown in Figure 5, a kind of self-anchored suspension bridge anchoring according to the embodiment of the present invention is across the construction method of cast-in-place box beam, first, in the processing and making process to steel reinforced concrete bondbeam section steel beam column 4, the biography shear reinforcing bar 8 matched is installed the estimating position of steel reinforced concrete bondbeam section steel beam column 4, secondly, concrete construction method comprises the steps:
Step 1: bed die and side form are installed, preprepared falsework is set up, described falsework is laid base plate template and Side shuttering, and described falsework adopts steel pipe column, Bailey beam and steel pipe scaffold to set up, and described base plate template and Side shuttering adopt the lumps of wood and bamboo slab rubber to lay;
Step 2: steel reinforced concrete bondbeam section steel beam column 4 is installed, preprepared steel beam column support is set up, described steel beam column support is installed the steel reinforced concrete bondbeam section steel beam column 4 matched, described steel beam column support adopts steel pipe column, Bailey beam and shaped steel to set up, and described steel reinforced concrete bondbeam section steel beam column 4 is the changeover portion steel box-girder be connected with concrete beam;
Step 3: colligation baseplate reinforcing bar and baseboard prestress pipeline and prestressed reinforcement 9 are installed, after base plate template and Side shuttering install, colligation is carried out to lower floor's reinforcing bar that described Concrete Beam Segment 1 base plate pre-sets, then the baseboard prestress pipeline preprepared and described Concrete Beam Segment 1 and steel reinforced concrete bondbeam section concrete 5 matched and prestressed reinforcement 9 are installed, and carry out colligation to the top reinforcement that described Concrete Beam Segment 1 base plate pre-sets;
Step 4: cable anchor system 2 is installed, is welded and fixed cable anchor system 2 on support framework 6, then by the integral installation of support framework 6 and cable anchor system 2 to estimating position, and to be connected and fixed with around plain bars;
Step 5: loose cable saddle or cover base bracket 3 are installed, is arranged on the position of expectation by loose cable saddle or cover base 3, and according to loose cable saddle or cover base 3 position, base bracket 7 is mounted to relevant position, and is connected and fixed with around plain bars;
Step 6: colligation web reinforcement and web prestress pipe and prestressed reinforcement 9 are installed, colligation Concrete Beam Segment 1 web reinforcement, then colligation spacer bars, finally installs Concrete Beam Segment 1 and steel reinforced concrete bondbeam section web prestress pipe and prestressed reinforcement 9;
Step 7: internal mold is installed, and installs preprepared Concrete Beam Segment 1 web templates and case room two Side Template, then sets up the support of Concrete Beam Segment 1 top board bed die, finally installs the top board bed die of Concrete Beam Segment 1;
Step 8: build and maintenance Concrete Beam Segment 1 first time, first time concreting is highly to chamfering on web at the bottom of beam; Carry out concrete curing after building, and carry out dabbing process at constuction joint place;
Step 9: colligation roof steel bar and top board prestress pipe and prestressed reinforcement 9 are installed, carries out the colligation of Concrete Beam Segment 1 top board lower floor reinforcing bar, Concrete Beam Segment 1 and the installation of steel reinforced concrete bondbeam section top board prestress pipe and prestressed reinforcement 9, the colligation of Concrete Beam Segment 1 top board top reinforcement successively;
Step 10: loose cable saddle or cover base 3 are installed, after carrying out measurement adjustment, installs loose cable saddle or cover base 3 according to the position of base bracket 7 to the position of base bracket 7;
Step 11: to Concrete Beam Segment 1 second time build and maintenance, second time concreting be highly on web chamfering to back; Concrete curing is carried out after building;
Step 12: steel reinforced concrete bondbeam section concrete 5 structure construction, dabbing process is being carried out to the interface of Concrete Beam Segment 1 and steel reinforced concrete bondbeam section concrete 5, is then carrying out steel reinforced concrete bondbeam section 1 base plate steel bar binding successively, steel reinforced concrete bondbeam section underplate concrete 5 build install with maintenance, the colligation of steel reinforced concrete bondbeam section web reinforcement, steel reinforced concrete bondbeam section internal mold, the colligation of steel reinforced concrete bondbeam section roof steel bar, steel reinforced concrete bondbeam section web and concrete roof is built and maintenance;
After by the steel reinforced concrete bondbeam section base plate in step 12 and roof steel bar colligation, described steel reinforced concrete bondbeam section base plate, roof steel bar end are welded with steel reinforced concrete bondbeam section steel beam column 4; Described steel reinforced concrete bondbeam section concrete 5 adopts filament expansion concrete.
Step 13: prestressed reinforcement stretch-draw, beam body concrete carries out prestressed reinforcement stretch-draw after reaching 100% of design strength, the two ore control of stretching force and elongation under stretching process employing anchor;
Step 14: form removable, after the stretch-draw of beam body prestressed reinforcement, removes bed die template.
In sum, by means of technique scheme of the present invention, this apparatus structure is simple, easy operation, and by this construction method to the reasonable arrangement of each the work items, be conducive to the accurate location of cable anchor system etc. and the construction of steel reinforced concrete bondbeam section, the effective quality improving construction; And this method is simple, constructability, can effective reduction of erection time.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, within the spirit and principles in the present invention all, any amendment done, equivalent replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (8)
1. a self-anchored suspension bridge anchoring is across cast-in-place box beam, comprise Concrete Beam Segment (1), it is characterized in that, described Concrete Beam Segment (1) is provided with support framework (6), described support framework (6) is welded with the cable anchor system (2) matched, described cable anchor system (2) is fixed on Concrete Beam Segment (1) by reinforcing bar and is connected with loose cable saddle or cover base (3), described loose cable saddle or cover base (3) lower end are provided with the base bracket (7) matched, the rear end of described base bracket (7) is provided with steel reinforced concrete bondbeam section concrete (5), described steel reinforced concrete bondbeam section concrete (5) is provided with steel reinforced concrete bondbeam section steel beam column (4) matched, be provided with in described steel reinforced concrete bondbeam section steel beam column (4) and pass shear reinforcing bar (8), described biography shear reinforcing bar (8) is arranged at the both sides of described steel reinforced concrete bondbeam section concrete (5).
2. self-anchored suspension bridge anchoring according to claim 1 is across cast-in-place box beam, it is characterized in that, described base bracket (7) is H type structure.
3. self-anchored suspension bridge anchoring according to claim 2 is across cast-in-place box beam, it is characterized in that, described Concrete Beam Segment (1) and steel reinforced concrete bondbeam section concrete (5) are separately installed with the prestress pipe and prestressed reinforcement (9) that match.
4. self-anchored suspension bridge anchoring as claimed in any of claims 1 to 3 is across cast-in-place box beam, it is characterized in that, described steel reinforced concrete bondbeam section concrete (5) adopts filament expansion concrete.
5. self-anchored suspension bridge anchoring is across a construction method for cast-in-place box beam, it is characterized in that, comprises the steps:
Step 1: bed die and side form are installed, preprepared falsework is set up, described falsework is laid base plate template and Side shuttering, described falsework adopts steel pipe column, Bailey beam and steel pipe scaffold to set up, and described base plate template and Side shuttering adopt the lumps of wood and bamboo slab rubber to lay;
Step 2: steel reinforced concrete bondbeam section steel beam column (4) is installed, preprepared steel beam column support is set up, described steel beam column support is installed steel reinforced concrete bondbeam section steel beam column (4) matched, described steel beam column support adopts steel pipe column, Bailey beam and shaped steel to set up, and described steel reinforced concrete bondbeam section steel beam column (4) is the changeover portion steel box-girder be connected with concrete beam;
Step 3: colligation baseplate reinforcing bar and baseboard prestress pipeline and prestressed reinforcement are installed, after base plate template and Side shuttering install, colligation is carried out to lower floor's reinforcing bar that described Concrete Beam Segment (1) base plate pre-sets, then the baseboard prestress pipeline preprepared and described Concrete Beam Segment (1) and steel reinforced concrete bondbeam section concrete (5) matched and prestressed reinforcement (9) are installed, and carry out colligation to the top reinforcement that described Concrete Beam Segment (1) base plate pre-sets;
Step 4: cable anchor system (2) is installed, and is welded and fixed by cable anchor system (2) on support framework (6), then by the integral installation of support framework (6) and cable anchor system (2) to estimating position, and to be connected and fixed with around plain bars;
Step 5: loose cable saddle or cover base bracket (3) are installed, to fall apart cable saddle or cover base (3) is arranged on the position of expectation, and according to loose cable saddle or cover base (3) position, base bracket (7) is mounted to relevant position, and is connected and fixed with around plain bars;
Step 6: colligation web reinforcement and web prestress pipe and prestressed reinforcement (9) are installed, colligation Concrete Beam Segment (1) web reinforcement, then colligation spacer bars, finally installs Concrete Beam Segment (1) and steel reinforced concrete bondbeam section web prestress pipe and prestressed reinforcement (9);
Step 7: internal mold is installed, and installs preprepared Concrete Beam Segment (1) web templates and case room two Side Template, then sets up the support of Concrete Beam Segment (1) top board bed die, finally install the top board bed die of Concrete Beam Segment (1);
Step 8: build and maintenance Concrete Beam Segment (1) first time, first time concreting is highly to chamfering on web at the bottom of beam; Carry out concrete curing after building, and carry out dabbing process at constuction joint place;
Step 9: colligation roof steel bar and top board prestress pipe and prestressed reinforcement (9) are installed, carries out the colligation of Concrete Beam Segment (1) top board lower floor reinforcing bar, Concrete Beam Segment (1) and the installation of steel reinforced concrete bondbeam section top board prestress pipe and prestressed reinforcement (9), the colligation of Concrete Beam Segment (1) top board top reinforcement successively;
Step 10: loose cable saddle or cover base (3) are installed, after carrying out measurement adjustment, installs loose cable saddle or cover base (3) according to the position of base bracket (7) to the position of base bracket (7);
Step 11: to Concrete Beam Segment (1) second time build and maintenance, second time concreting be highly on web chamfering to back; Concrete curing is carried out after building;
Step 12: steel reinforced concrete bondbeam section concrete (5) structure construction, dabbing process is being carried out to the interface of Concrete Beam Segment (1) and steel reinforced concrete bondbeam section concrete (5), is then carrying out steel reinforced concrete bondbeam section (1) base plate steel bar binding successively, steel reinforced concrete bondbeam section underplate concrete (5) build install with maintenance, the colligation of steel reinforced concrete bondbeam section web reinforcement, steel reinforced concrete bondbeam section internal mold, the colligation of steel reinforced concrete bondbeam section roof steel bar, steel reinforced concrete bondbeam section web and concrete roof is built and maintenance;
Step 13: prestressed reinforcement stretch-draw, beam body concrete carries out prestressed reinforcement stretch-draw after reaching 100% of design strength, the two ore control of stretching force and elongation under stretching process employing anchor;
Step 14: form removable, after the stretch-draw of beam body prestressed reinforcement, removes bed die template.
6. self-anchored suspension bridge anchoring according to claim 5 is across the construction method of cast-in-place box beam, it is characterized in that, in the processing and making process to steel reinforced concrete bondbeam section steel beam column (4), the biography shear reinforcing bar (8) matched is installed the estimating position of steel reinforced concrete bondbeam section steel beam column (4).
7. self-anchored suspension bridge anchoring according to claim 5 is across the construction method of cast-in-place box beam, it is characterized in that, after by the steel reinforced concrete bondbeam section base plate in step 12 and roof steel bar colligation, described steel reinforced concrete bondbeam section base plate, roof steel bar end are welded with steel reinforced concrete bondbeam section steel beam column (4).
8. according to the self-anchored suspension bridge anchoring in claim 5 to 7 described in any one across the construction method of cast-in-place box beam, it is characterized in that, described steel reinforced concrete bondbeam section concrete (5) adopts filament expansion concrete.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410855627.5A CN104562918B (en) | 2014-12-31 | 2014-12-31 | Self-anchored suspension bridge anchor span cast-in-place concrete box beam and construction method thereof |
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| CN201410855627.5A CN104562918B (en) | 2014-12-31 | 2014-12-31 | Self-anchored suspension bridge anchor span cast-in-place concrete box beam and construction method thereof |
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| CN104562918B CN104562918B (en) | 2017-02-01 |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109083010A (en) * | 2018-07-18 | 2018-12-25 | 中交第三航务工程局有限公司 | A kind of self-anchored suspension bridge anchoring section construction technology |
| CN109610338A (en) * | 2018-12-29 | 2019-04-12 | 中铁大桥局集团第四工程有限公司 | A kind of suspension bridge king-post base opening mortar leakage prevention construction method |
| CN113005897A (en) * | 2021-03-19 | 2021-06-22 | 中交第一公路勘察设计研究院有限公司 | Anchoring structure of self-anchored suspension bridge |
| CN116927088A (en) * | 2023-07-24 | 2023-10-24 | 深中通道管理中心 | Suspension bridge steel box girder hoisting synchronous pairwise welding integral linear control method |
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| CN116927088A (en) * | 2023-07-24 | 2023-10-24 | 深中通道管理中心 | Suspension bridge steel box girder hoisting synchronous pairwise welding integral linear control method |
| CN118880759A (en) * | 2024-10-08 | 2024-11-01 | 中铁十八局集团第一工程有限公司 | A construction method for a railway hybrid beam steel-concrete combined section with a steel shell formwork |
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